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J Lumber design values arelih accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11323 - 62' Grand Carlton Ili with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T pa EELL 333610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model- Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss. Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name Date 1 IT116973161A 7/27/17 (2 _ „ (T11697377 I A5 7/27/17 3 [ T116 773781 A6 7/27/17 4 T11697379 A7 7/27/17 5 j T11697380 A8 7/27/17 6 T11697381 A9 7/27/17 7 1T11697382 GRA 7/27/17 18 T11697383 GRB 7/27/17 19 I T11697384 I J2 7/27/17 10 T11697385 J4 7/27/17 11 T11697386 I J6 7/27/17 12 T11697387 � J8 7/27/17 13 1 T1 66973881 KJ8 7/27/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with 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 MiTews 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 ANSUTPI 1, Chapter 2. FILE COPY %%% 4 o 39380 ryry.. w �-0• e41 • 0 TATE O F WW i s�',�S �.0 R 1 N�� i� O N At. 11a1n111"t Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job cuss Type Qty Ply 62'Grand Carlton III with porch�T11697376 A F11MM.N 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:41 2017 Page 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7Yl W e3i67Hxl M0yn1QM HytwSO t•0 q 6-7.13 12-4-13 17-0-0 21-7-3 27-4.3 34.0-0 85-0-q 01 0 6-7-13 5-9-0 4.7.3 4-7-3 5.9-0 6-7.13 1.0.0 �1 6 4.00 r 12 4x4 = 25 Scale = 1:59.2 17 15 14 le 4x5 — 2x3 II US 3x8 = 3x8 = 4x6 2x3 II 05 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 " Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 163 lb FT = 096 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purfins. BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. REACTIONS. (lb/size) 2=136210-8-0, 10=136210-8-0 Max Harz 2=179(LC 9) Max Uplift2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3188/1919, 3-4= 2663/1632, 4-5=-2616/1640, 5-24=-2668/1752, 6-24=-2608/1747, 6-25— 2608/1747, 7-25=-2668/1752, 7-8= 2616/1640, 8-9= 2663/1632, 9-10=-3188/1919 BOT CHORD 2-17= 1693/2972, 16-17_ 1693/2972, 15-16— 1693/2972, 15-26=-967/1925, 26-27= 967/1925, 14-27=-967/1925, 13-14= 1693/2972, 12-13=-1693/2972, 10-12= 1693/2972 WEBS 6-14= 559/948, 7-14=-328/330, 9-14= 550/403, 6-15_ 559/948, 5-15_ 328/330, 3-15=-550/403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=140; B=52f1; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpt=0-18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-54, 6-11=-54, 18-21= 20 Concentrated Loads (lb) Vert: 24— 50(F) 25= 50(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE NI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffeleb connectors. iNs design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must ved(y the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indlcaled Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pemranenl bracing MiTekt 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 lruss systems, seeANSI/TP11 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 Tru-- ss 5`ype Qty , Ply 62' Grand Carlton III with porch T11697377 M11323 A5 SPECIAL 9 1 Job Reference o tional a I.q Ie41no,51,ioe Inc 1nu j 1r 97 nQ•15.41 90�7 Page 1 Chambers Truss, Fort Pierce, FL •��.. a ..r„ �� , ,..,, �.....---...--, Inc ..._ --. -. ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbrf6y7YIWXd116HyJMQymQMHytwSO 1 0 q 7-8-5 10.6-4 17-0-0 20-4-8 26-4.0 34.0-0 35.0-q . 1-0 00 7-8-5 2.9-15 6.5.12 3-4-8 5-11-8 7-8-0 1 0 0 Scale = 1:61.2 4.00 12 5x8 II ij 11 5x12 = 2x3 11 3x6 = 3x10 = 2.00 F12 LOADING(psf) SPACING- 2-0-0 est. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 Be 0.87 Verf(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a rda BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154lb FT=O°b LUMBER- BRACING- TOPCHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=132710-8-0 Max Horz2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5402/3206, 3-4= 5047/2950, 4-5=-5005/2952, 5-6= 5093/3071, 6-7— 2352/1568, 7-8= 2330/1486, 8-9= 2383/1472, 9-10= 2979/1784 BOT CHORD 2-14=-2938/5142, 13-14— 1023/2054, 12-13= 1553/2765, 10-12= 1553/2765 WEBS 3-14=-342/317, 5-14= 297/321, 6-14=-1867/3265, 6-13=-261/514, 7-13=-259/252, 9-13=-634/444 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=141t; B=521t; L=341t; eave=6ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.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. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEC REFERANCE PAGE M I-7473 rev 1010312015 BEFORE USE. Design valid for use only with MflelcO connectors. If design is based only upon parameters shown, and is for an individual building component, not airuss system. Before use, the building designer roust verify the applicability of design parameters and properly Incorporate IIUs design into the overall building design. Bracing Indicated is to prevent txickling of individual truss web and/or chord members only. Additional lemporay <rrd permanent bracing MITeW Is always requited for stability and to prevent collapse with possible p etsonal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see-ANSI/711 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd, Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job rust' s T— Truss Type Qty Ply Carlton III with porch • T11697378 M11325 �A6 SPECIAL 1 1 I 162'Grand Job Reference (optional) Chambers truss, Fort llerce, FL N. _^ " .. a- • ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W 3j D9Mu0KDVecV_ujytwS? 1-0- 8-11.11 16-0-0 18-0-0 20-4.8 25-11-15 34-0-0 s•o- -0-0 8-11-11 7.0.5 2-0-0 2-4-8 5-7.7 �1 6 3x10 2,00 12 4.00 FIT LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20-0 Plate Grip DOL 1.25 TC 0.76 TCDL 7.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 -Except' 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2= 796(LC 10), 9=-811(LC 10) 6x8 = 5x6 = 5x6 = 2x3 11 3x6 = Scale: 3/16"=1' DEFL. in (loc) I/dell Ud I PLATES GRIP Vert(LL) 0.68 14 >601 360 MT20 244/19D Vert(TL) -1.1314-17 >362 240 MT18HS 2441190 Horz(TL) 0.41 9 n/a n/a Weight: 156 lb FT = o% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 22=-5374/3234, 3-4=-5240/3235, 4-5=-4981/2977, 5-6= 2255/1506, 6-7— 2312/1473, 7-8=-2320/1451, 8-9= 3010/1635 BOT CHORD 2-14=-2960/5111, 13-14=-1169/2301, 12-13= 1098/2141, 11-12=-1604/2799, 9-11 =-1 604/2799 WEBS 4-14=-487/502, 5-14=-1654/2900, 5-13=-402/193, 6-13=-176/517, 8-12= 764/560, 8-11=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula, Building designer should verify capacity of bearing Surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII--7473 rev. 10/012015 BEFORE USE Design valid for use only with Mileltl) connectors. this design is based only upon pararnetets shown, and Is for an Individual building component, not a Inns syslem. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicaled Is to prevent buckling of Individual truss web and/or chord members only. Additional lernpormy 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, dellveiy, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 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 j obi Truss CI '�� Type Oty PlyTJ and Carlton III with porch I T71697379 M1132.� ITruss A7 SPECIAL 1 eference (optional) Chambers Truss, Foil Pierce, FL 1.64u s APT is euie Mir ek inausiries, inc. Thu dui er ve[uws 2017 rage , I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?IFHOuKOmgpIDnX_bdjbtrYjW Ik1 ftGFXOAytwS_ rt-O-Q 8-10-10 14-0-0 20.0.0 25-11-15 _ _ 34-0_-0 35-0-0 Of 8.10-10 S 1 6 6-0-0 5-11.15 8-0-1 1-0•d 6x10 MT18HS = n nnF,7 3x10 = 2.00 12 54 = ,. 9 5x12 = 2x3 I! 45 = Scale = 1:62.3 16 I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0-41 7 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 147lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2=-149(LC 8) Max Upiift2— 795(LC 10), 7= 812(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 4-5= 2157/1487, 5-6=-2364/1533, 6-7— 2960/1830 BOT CHORD 2-11=2981/5096, 10-11— 1552/2801, 9-10— 1593/2746, 7-9= 1593/2746 WEBS 3-11=-412/429, 4-11=-141312588, 4-10= 810/448, 5-10=-1741455, 6-10=-636/456 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=14ft; B=52ft; L=341t; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using 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 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERANCE PAGE 11111-7473 rev. 101012015 BEFORE USE. Design valld for use only with MiTek0 connectors. This design Is based only upon rxnarrietersshown, and Is lot an Individual twllding component, not a tnrss system. Before use- the bdiding designer must verity the applicability of design parameters and property Incorporate fhls design into the overall building doslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary, and permanent bracing Mffek" 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 misses and Inrsssyslems, seeANSVTPII Quality Criteria, DSB-89 and SCSI Building Component VA Tampa, FL 33610 Safety Information available from Truss Plate insilfute. 21 B N. Lee Street. Sulte 312, Alexandda, 22314. o Truss truss 5 ype f'ly Carlton III with porch ' T11697380 M1132 AS SPECIAL 10ty 1 1 162'Grand Job Reference (optional) I 7 20 D91543 17 P 1 Chambers Truss, Pon Pierce, FL 7.640 s Apr 19 2016 M" ek Industries, Inc. T hu Ju 2 age I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A971 FHQuKOmgpIDnX_bdjbuZYjbipgftGFXQAytwS_ �1 0 fa 8-8-0 12.0.0 15.04 5-8-4 20.441 22.0-D 24-8-12 3-3-4 $-0-0 7-60 B-8-4 3-3-12 3-8-4 4.8.4 1.7.8 2-8.12 9-3.4 1-0 0 6 5x6 = 3x4 2x3 11 4x8 = = 4.00 F12 4 20 5 6 21 7 12 11 5x12 = 3x4 4x6 = = 3x10 = 2.00112 20-4.8 Scale = 1:62.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 ^ Lumber DOL 1.25 BC 0.87 Veri(TL) -1.36 12-13 >301 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Uplift2=-794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4=-4970/3077, 4-20— 3801/2422, 5-20— 3801/2422, 5-6= 2464/1693, 6-21= 2472/1702, 7-21=-2472/1702, 7-8— 2492/1650, 8-9— 2808/1824 BOT CHORD 2-13=-3045/5076, 12-13= 1898/3180, 11-12=-1289/2331, 9-11=-1573/2593 WEBS 3-13= 389/401, 4-13=-981/1665, 5-13=-301/796, 5-12=-894/602, 7-12=-352/452, 7-11=-235/474,8-11= 408/419 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh 8=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MY-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mifek9 connectors. ihls design is based only upon ryrrarnelem stiown, and Is for an Individual butfdtng component, not a truss system. Before use, the building designer must verify the applicability of design paromefers and properly incorporate this design intofl le overall building design. Bracing Indicated is to prevent txtckling of Individual truss web and/or chord members only. Additlonal temporary and pxennanenf bracing Mffek' is always required for stability and to prevent collapse with possible personal krlury and property damage. for general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPll Quality Criteria, DSB-89 and BC91 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 — Truss Truss Type ply with rah T11697381 rjJob— M11323 A9 1 7 �(�ty, HIP 1 1 Job Referencen oil fional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:44 2017 Page 1 I D:_etC1 exC3ixVV?huls?ypJyuFUK-W NIN W b13fdW dlzKCLEVgAxBBwyggU Dt]o6w_4ycytwRz 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34-0-0 15-0•Q 1.0 0 6-7-75 3.4-1 5.2-14 5-1.2 3-8-0 3-4-1 6.7-15 1-0-0 r�1 6 Scale = 1:60.1 4x4 — 2x3 11 4x8 = 4.00 12 M = 4 22 5 6 23 7 15 14 13 12 it 3x5 = 3x8 = 3XG = 6x8 = 3x6 = 3x4 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSf. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 156lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz 2-109(LC 8) Max Uplift2=-441(LC 10), 9=-262(LC 10), 13=-904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 1196l754, 3-4_ 874/537, 4-22= 797/532, 5-22= 797/532, 5-6=-404/747, 6-23— 404/747, 7-23=404/747, 7-8=-88/269, 8-9=-2951175 BOT CHORD 2-15=-590/1091, 14-15=-64/316, 13-14=-64/316, 12-13=-245/289, 11-12=-245/289 WEBS 3-15=-349/348, 5-15-271/615, 5-13=-1162/851, 6-13— 260/267, 7-11=-163/325, 8-11-367/373, 7-13=-762/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C intedor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 01.7473 rev. 1010312015 BEFORE USE. Design vapid for use only with tvl IPM connectors. This deslgn Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and pe inabracing n/�nent prevent Is always required for stability and to prevent collapse wBh possible personal Injury and properly damage. For general guidance regarding the O VIiT eW fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697382 M11323 GRA HIP 1 1 Job Reference (optional) .. TI.I„177 naiS�nG 7ni•! Pnnoi chambers truss, tort Ylerbe, FL .... ............-..... ..... _.. ...---...__,--._. I D:_etC 1 cxC3ixVV7huls?ypJyuFUK-_ZHIjxJhl]xeUw7vcuy03i8hBKM WjDeuyLakeU2ytwRy }1 0 Q 8-0-0 11-1-1 17-0-0 18.6-0 22.2-2 26-0•D 34-0-0 -_ $5-0-0 1-0-0 8-0-0 3-1-1 5-10-15 1.6-0 3.8.2 3-9.14 8-0-0 1 0 0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 29 — 27 26 24 3x6 It 3x6 = 6x8 = 3x6 = 6x8 — 4x4 = 3x5 = 6x8 WIN] 26-0-0 Plate Offsets (X,l/)-- 13.0-3-8 Edgel 121-0-3-8 Edgej 124 0-3.8 0-3-01 12/ 0-3-8 v-3 vl LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix-M) Weight: 194 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpl 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 Ito or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22— 646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-561/338, 3-5=-306/839, 5-7_ 584/1206, 7-8=-584/1206, 8-10= 584/1206, 10-12— 584/1206, 12-13=-584/1206, 13-15=-584/1206, 15-16_ 584/1206, 16-18= 584/1206,18-20= 2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6=-173/256, 6-9— 134/313, 9-11=-114/371, 11-14=-200/419, 14-17=-102/280, 19-21=-151/268 BOT CHORD 2-29= 195/591, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26=-3931630, 24-25=-393/630, 22-24=-1014/2010 WEBS 3-29=-457/1105, 3-27— 1643/836, 5-27=-769/636, 5-26=-537/346, 13-26=-934/608, 18-26= 2360/1437, 18-24=-782/1690, 21-24_ 38/353, 4-5=-616/520, 19-2D=-3421310, 14-15_ 549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mpfr TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52fh L=34fh eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 2, 1146 lb uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). Continued on page 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERANCE PAGE MII-7473 rev. 10MI2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is L"ed only upon parameters shown, and Is for an Individual building component- not a truss system. Before use, the bullding designer must verity the applicability of design parameters and propcaiy 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 slabiiily and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing o1 trusses and truss systems, seeANSt/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informalion.ava llable front Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA Midi. Tampn, FL 33610 Job russ Truss Type aty Ply 62' Grand Carlton III whh porch . T11697382 M11323 GRA HIP 1 1 Job Reference (optional) 1..,. T—.1„1—no v- Pnnw9 Chambers I russ, I -on YlOwe, FL ID:_etClcxC3ixVV?huls?ypJyuFUK_ZHIjxj;6x 6w7vcuy03iBhBKMWjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3= 54, 21-23— 54, 29-30=-20, 24-29= 47(F= 27), 24-33= 20, 3-11= 126(F= 72), 11-21— 126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24= 641(F) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Design valid tot use only with Mllek¢a 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 upplicabtllty of design porameters and properly Incorporale this design into the overall building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek` h 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 syslems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Inslilule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ss Truss Type Qty. Ply 62' Grand Carlton III with porch M71323 B T IF, 1 1 Job Reference (optional)T11697383 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi ek Industries, Inc. Thu Jul age I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Slr7xHKJAFmLXHToSfYIFMDOkmply5g5ZETBOVytwRx r1-0•Q 8-0-0 13-8-0 i 17-0.0 20-4-0 26-0-0 34-0-0 35-0•Q 1.0.0 8-0.0 58.0 3-4-0 3.4.0 5-8-0 B-0.0 1-0 0 i 0 I 4x5 = 5x8 MT18HS= 4x10 = 4.00 12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 5x8 MT18HS = 16 15 14 13 12 11 3x6 11 4x6 = 6x10 = 20-4-0 6x10 = 4x6 = 3x6 II Scale = 1:60.1 4x5 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Veri(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5.8-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz2= 90(LC 6) Max Upiift2= 871(LC 8), 13=-2549(LC 8), 9=-369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5= 2062/1226, 5-6=-2062/1226, 6-7— 1265/2545, 7-24=-1265/2545, 8-24= 1265/2545, 8-9=-692/331 BOT CHORD 2-16= 1655/3336, 15-16= 167613398, 14-15=-1676/3398, 12-13=-246/658, 11-12=-246/658,9-11=-225/595 WEBS 3-16_ 402/1155, 3-14=-1431/700, 4-14= 847/699, 7-13=-886/720, 8-13=-3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13_ 3151/1776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1-60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb Lip at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=54,16-17=-20,11-16_ 49(F=-29),11-20=-20 Continued on Daae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE Design valid for use oNy with MITeM conneclors. R1is design is based only upon parameters shown. and Is for an individual building component not a Inks 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 i►fiiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobitcallon• storage, delivery, erection and bracing o1 trusses and bass systems, seeANSI/TPI I Quality Cdterla, DSB-89 and &CSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Leo Sheel, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 T11 M11323 I GRB I HIP LOAD CASE(S) Standard Concentrated Loads (lb) Vera: 16=-641(F) 11=-641(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with IvllTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a lnrss system. Before use, the building designer must verity, the applicability of design parameters and properly Incorporate IlAs 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 brocing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. for Dental guidance regarding the fabrication, storage. delivery, ereclion 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 3'12. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply rand C [I[ with porch T11697364 M1132$ J2 MONO TRUSS 8 1 Job ncen Chambers Truss, For[ Pierce, FL 1.0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Harz 2=67(LC 10) Max Upllft3=-30(LC 10), 2= 131(LC 10), 4=-3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:46 2017 Page 1 I D:xl?zSlzTbJCDIIrG PH 1 OukyuFUI-SIr7xHKJAFmLXHToSf YIFMDYOmx3yKg5ZETBOVytwRx Scale = 1:7.9 DEFL. in (loc) 1/deft Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(TL) -0.00 7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 8 Ito FT = 0% 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=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft; L=34f1; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE ' Design valld for use only with MllekO 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 Incorporale flits design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing MiTek` prevent Is always required for stability and to prevenl collapse with possible personal Injury and property damage. for general guidance regarding the fabrlcalbon, storage, delivery, erection and bracing of trusses and tr[55 systems, SeeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Sheet, Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 M11322 IJ4 I MONO TRUSS I8 1 I Job 7.640 s T11697385 4-0-0 1-0-0 4-0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Up1fft3=-75(LC 10), 2— 171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:11.2 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 4-7 >999 360 MT20 244/190 Vert(TL) -0.02 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 14 lb FT = O% 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=14ft; 13=52ft; L=34ft; eave=bit; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi-rigfd pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only vAlh MITek6 conneclors. InIs design is based only upon parameters shown. and Is for an Individual building component. not a muss system. Before use, the building designer must verity the applicability ofdesign parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buclding of Individual Imss web and/or chord members only. Additional temporary and permanent bracing AVOW 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 Padre East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 07 b—�^ russ Qty ly 62'Grand Carlton III with porch T11697366 M11323 - J6 F,,ussype RUSS 8 i Job Reference (optional) i..i m nn.,c.A7 omv P3 a Chambers Truss, Fort Pierce, FL r.ovv s np. I R 201G .0" 6K �nQU-T ,,,., ��• t, ..�.,...- . -n� • ID:iP6j1z,j7xSx_c_fXi4uz9yuFUG-xyOV8dKxxYUC9Q2?ON3X i;mdMABWhnPFouDlZxytwRw -1.0.0 6-0-0 1-0-0 6.0-0 3x4 = LOADING (psi) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deil L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 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=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(LC 10) Max Upiift3=-117(LC 10), 2— 218(LC 10) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34tt; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vedrydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev, 10/03/2015 BEFORE USE Design valid for use only with MITekO connectors, this design Is based only upon rscrrameleis shown, anti Is for an Individual building component, not a truss system. Before use, the building desigrim must verily the applicability of design parameters and properly incorporate this de -sign Into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord rnembeis only. Additional temporary and permanent bracing MiTeW is always recidred for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUTPIt Quality Criteria, DSS-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 Truss Truss Type — Qty Ply 62' Grand Carlton III with porch ' T11697387 M113 �3 JS MONO TRUSS 20 1 Job Reference (optional) 'S•8 ot7P 1 Chambers Truss, Foil Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 094 age I D:lP6jtz_j7xSx_c_fXi4uz9yuFUG-PByuMzLZis03nadBa4amKnJrKZRCQEf01 Yyl5NytwRv 1.0.0 8-0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 10) Max Uplift3=-160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 2441190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=61t; Cat. 11; Exp C; Encl., GCpi=o.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITeND connectors. this design Is based only upon parameters shown, and Is for an, Individual building cornponenL not �� a truss syslern. Before use, the building designer roust verify the applicability of design parameters and properly hicorporate Ihis design into the overall building design. &acing indicated Is to prevent buckling of Individual Inrss web and/or chord members only. Additional lemporary, and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, ereellon and bracing of Irrr5Se5 and fniss systems, seeANSI/TPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from fruss Plate inslifule, 218 N. Lee Street. Sulfe 312, Alexandria, VA 22314. Tampa. FL 33610 job Truss Truss Type Qty Ply 62' Grind Cbrlton III with porch T11697368 M1132� KJB MONO TRUSS 4 1 Job Reference (optional) Ghambers Iruss, ron r'Ieree, VL 1-5-0 ID:Lcg54J?LuEancmZr4Qb7 W MyuFUF-P8yuMzLZisO3nadBa4amKnJsZZZLQBwOl Yyl5NytwRv 11.3.0 3-11-12 Scale = 1:20.8 :txv — 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress incr NO ' WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC20141f-PI2007 (Matrix-M) Weight: 44lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz 2=244(LC 8) Max Uplift4=-207(LC 8), 2=-312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1090/498 BOT CHORD 2-7= 662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6= 1177/727 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34fh eave=6fh Cat. II; Exp C; Encl., GCpi=0.16; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 207 lb uplift at joint 4, 312 ib uplift at joint 2 and 277lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pif) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B= 49), 8=O(F=10, B=10)-to-5=-56(F=-18, B=-18) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon poiameters sho,vn, 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 inernbeis only. Additional temporary and permanent bracing p� T ItlA01eW Is always required tot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, seeANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available born Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ldr - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the v� required direction of slots in connector plates. ` Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, a Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS N 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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required, See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or oltemative 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 I W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, 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. IS. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 R. 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.