Loading...
HomeMy WebLinkAboutTRUSS�t MiTek' D Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelTrr p1a1123610 4115 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. Seal#I Truss Name I Date �1 T11697376 A 7/27/17! 12 I T11697377 A5 __L7/27/I 13 1 T11697378 1 A6 1 7/27/17 1 14 j T116973791 A7 1 7/27/17 1 15 1 T11697380 1 A8 1 7/27/17 6 T11697381 1 A9 1 7/27/17 J 7 T11697382 1 GRA _ 7/27/17 18 T11697383 1 GRB 1 7/27/17 19 I T11697384 (J2 1 7/27/17 1 10 I T11697385 1 J4 1 7/27/17 1 ill 1 T11697386 I J6 1 7/27/17 L12 I T11697387 1 J8 ^ 7/27/17J 113 1 T11697388 1 KJ8 1 7/27/17 1 DEC 2 2017 PERt>I117?1fdG 5t. Lucie County, FL The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ' t.� Sj %.-- .,I/.. • •� Imo' • ; 92�i 39380 STATE OF its 4OR%V• N�� SS��1VA1.tE�C? %� l/llllt Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 69M Parke East Blvd. Tampa Fl. 33610 Date; July 27,2017 Albani, Thomas 1 of I Job russ rush Type 1y� y 62' Grnnd Cnrllon III wilh porch T11697376 M11323 A COMMON 9 i Job Reference (option 1) Chambers Trusa, Fort Pierce, Fl. - - 7.640 s Apr 19 2016 MTok Industries, Inc. Thu Jul27 09:15:41 2017 Pngo 1 ID:a3B4 PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMiB2RVbrf6y7Yl W e3167Hxl MQymOMHytwSO 12.4-117 3 .0.0 21.7.3 27.4.3 34-0-0 35.0.0 01.0•Q 66.7.13.7-13 1 5.9.0 i 4.7.3 4.7.3 5.9.0 6.7-13 1.0.0 4.00 12 4x4 = 25 Scale - 1:69.2 17 — 15 "" `. 14 "" 12 4x5 — 2x3 !I 4x6 = 3x8 = 3x8 = 06 = 2x3 II 4x5 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Verl(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/fPt2007 (Matrix-M) Weight: 163lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0.8.0, 10=1362/0.8-0 Max Harz 2=179(LC 9) Max Up11ft2= 832(LC 10), 10=-832(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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; VLlit=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., GCpt=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) This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrent 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 (pit) Vert: 1-6=-54, 6-11— 54, 18-21_ 20 Concentrated Loads (lb) Vert: 24= 50(F) 25= 50(F) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. f0/0312015 BEFORE USE Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a ituss sySlem. Before use, the building designer must verffy the appllcolAity of design parameters and propetty 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 prevrint collapse with possible personal injury and property darnago. For general guidance regarding the 6904 Parke East Blvd. fabricallon, storage, delivery, erection and bracing of husses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component VA 22314. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suife, 312. Alexandria. Job russ ype Oly ly 62'Grand Canton III wBh porch T11697377 F SPECIAL 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr t 9 2016 Mn eK inausinos, mc. i nu dui zr u9:iSAi eoi r ru8e r ID:2GIScwwyY5lnnGliXVARzUkrrytrFUM-6ol EuZGAMiB2RVbr16y7YIWXd116HyJMQymOMHytwSO �1.0•Q 7.8.5 1( 0.6.4� 6-5-12 20� 4 B 5-11-8 3-8- 0 $5.0.0 1-0.0-0.0 7•8•5 2.9.15 6-5-12 3.4.8 5.11-8 7.8.0 Scale = 1:61.2 4.00 12 5x8 II 13 12 5x12 = 2x3 II 3x6 = MO = 2.00 f 12 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014irPI2007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 'Except" 6.14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Harz 2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.82 Verl(LL.) 0.74 14 >553 360 MT20 244/190 BC 0.87 Vert(TL)-1.4813-14 >275 240 MT18HS 244/190 WB 0.49 Horz(TL) 0.43 10 n/a n/a (Matrix-M) Weight: 154 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 1 Row at midpt 6-14 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=1411; B=52ft; L=34ft; eave=6fl; Cat. II; Exp C; Encl., GCpt=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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 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. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10(03/2015 BEFORE USE Design valid for use only writ) MllekO connectors. Ills design Is based only upon paramelers shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the appllcability, of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always raquirad for stability and to prevent collapse with possible personal Injury and properly damage. For {general {guidance regarding the fabrication, sfotage, delivery. erection and bracing of misses 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. 1 Tampa, FL 33610 Job Truss russ`i�Type --- ty y G2' Grand Carlton III wilh porch T11607378 M11323 AG SPECIAL 1 1 I Job Reference (optional] Chambers Truss, Fort Pierce, FL 7.G40 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:42 20W Page 1 ID:2G1ScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3fA1 DpTM4W 3jD9Mu0KD Vec V__ujytwS? 1.0• 8.11.11 16.0.0 18•D•0 20,4.11 1 25.11-15 r 34.0.0 35.0.0 -0.'o 8.11.11 7.0-5 2.0.0 2.4.8 5.7-7 8.0.1 -1- 0 4.00 12 6x8 = Sx6 = 3x10 = 2.00 F 12 5x6 = 2x3 11 3x6 = Scale: 3/16"=1' 0jt2 1� 0 10.6-4 15.0.0Q 20-4.8 25-11.15 34.0.0 - 10.6-4 . 4.5-12 0.09 4.4.8 5.7.7 8-0.1 Plate Offsets (X,Y)-- 12:0-2-2,0-0-71,13:0-3.0,Edgel,j5:0-4-0,0-2-3117:0-2-7,Edgel LOADING (psi) SPACING- 2.0-0 CS1. DEFL. in (loc) Well Ud II PLATES GRIP TOLL 20.0 Plate Grip DOL . 1.25 TO 0.76 Vert(LL) 0.68 14 >601 360 IV MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BOLL 0.0 ` Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 SOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz 2=169(LC 9) Max Uplilt2=-796(LC 10), 9=-811(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 5374/3234, 3-4=•5240/3235, 4-5=-4981/2977, 5-6= 2255/1506, 6-7=-2312/1473, 7-8=-2320/1451, 8-9_ 3010/1835 BOT CHORD 2-14=2960/5111, 13-14=-1169/2301, 12-13=-1098/2141, 11-12- 1604/2799, 9-11 =-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 root 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=14f1; B=52ft; L=34fh 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 psi bottom chord live load nonconcurrerlt 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 tit 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 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verify chasten parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10Po3/2015 BEFORE USE, Design valid for use only with MilekO conneclors. 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 tmss systems, see-ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Insiifule. 21814. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss I ype Oty PPly 62' Grand Callon III with porch T11607379 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 00:15:43 2017 Pnpo 1 ID:WSJgpCwalPpeur6hk9UjG5yuFUL-2A9?IFHQuK0mgpIDnX bdjbtrYjWlklttGFXQAyIwS_ r1.0.0 8-10.10 4-0.0 200.00 25.11-15 1.00 0.0 10r 8.10-10 5.1-6 6.5.11-15 3.1 30.0 600 MT18HS = 4,00 F12 5x6 = 5x12 = 2x3 11 45 300 = 2.00 12 - 10-6-4 10.6.4 3-S-19 5-7-7 R-n-1 Scale = 1:62.3 Plate Offsets (X,Y)-- 12:0-2-2,0-0-71,(4.-0-5-0,0-1-131 - - --r_- LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Veit(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 ' ^BCDL 10.0 Rep Stress Incr YES _ CodeFBC2014/iP12007 !I W B 0.99 (Matrix-M) Horz(f L) 0.41 7 _ n/a �A n/a Weight: 147lb Ff-=o% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pLlrlins. 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 Uplift2- 795(LC 10), 7=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Teri. - 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=-1413/2588, 4-10=-810/448, 5-10=-174/455, 6-10=-636/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh, h=141t 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 & 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) 2 considers parallel to grain value using ANSI/7PI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mr1ekO connec:tors.1t11s design Is based only upon parameters shown, and Is for an fndividual 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. Racing indicated Is to prevent buckling of Individual truss web and/or ctrord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the tabilcalion, storage, delivery, erection and bracing of trusses and Inrss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslifule, 21811. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Puss russ ypo y y 62'Grond Callon III with porchT116fl7300 3 L AO SPECIAL 1 1 Job Reference (optional) �1 6 roars i ruse. Fon Pierce, FL 7.640 s Apr 10 2016 MiTok Industries, Inc. Thu Jul 27 09:15:43 2017 Pogo 1 -.. I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?IFHOuKOmgplDnXbdjbtiZYjblp.gflGFXQAyIwS_ 8.8.4 1200 58 00 4.812 34.0.0 05.0.0 .8.4 3.-0 1l808222.1100q0 3•B4 00 5x6 = 4.00 12 3r.4 = 2x3 11 08 = 20 5 621 7 12 11 3x'10 2 = 6x12 = 3x4 = 4x6 = .00 '12 Scale= 1:62.2 ' 10-6-4 19-10.4 1.7-8 ' 12.0.0 Plate Offsets (X,Y)-- 12:0-2-2,0-0-71,f7:0-5-B4O-2-41,f9:0-2-6 Edgel _ LOADING (PSI) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ( TC 0.73 Vefl(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress 111cr YES I 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 - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP 1`40.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-B-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, 7-2 1 =-2472/1702, 7-8= 2492/1650, 8-9=-2808/1824 BOT CHORD 2-13=-3045/5078, 12-13=-1898/3180, 11-'12=-1289/2331, 9-11 =-1 573/2593 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=14ft; B=521t L=34fh eave=6fh Cat. 11; 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. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1111012015 BEFORE USE. Design valid for use only u41h Mflekb 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 incoiporafe this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addilionat temporary and permanent bracing MOW always required for s1abiifly and to prevent collapse wtih posstbbe personal injury and properly damage. for general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, se0ANSI/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 runs � fuss ype ty � y 62 Grand Carlson III with porch T11697381 �Ml 1323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2015 Mrtok indusrnes, Inc. Thu Jul2f 09:1,5:44 2017 Pago 1 ID _elCIcxC3ixVV?huts?ypJyuFUK-WNjNWbl3fdWdlzKOLEVgAx8Bwy9gUDOo6w_4ycylwRz 1.0.0 6.7-15 10.0.0 15.2-14 20.4.0 24.0.0 27.4.1 34.0.05.0.0 Ot Ol 6.7-15 r 3.4.1 5.2.14 5-1.2 3.8.0 3.4-1 6.7-15 1.0.0 Scale = 1:60.1 4x4 — 2x3 II 4x8 = 4,00 F12 3x4 = 4 22 5 6 23 7 O11A 0 14 IG 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = 0-0.0 LOADING (psi) I SPACING- 2-0-0 I CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 TCDL 7,0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.24 BC 0.49 Vert(LL) -0.17 Vert(fL) -0.42 13-15 >999 360 13-15 >574 240 MT20 244/190 BCLL 0.0 ' Rep Stress Inct YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 cc puriins. BOT CHORD 2YA SP M 30 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0.8.0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz2=-109(LC 8) Max 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1196/754, 3-4=-874/537, 4-22=-797/532, 5-22=-797/532, 5-6=-404/747, 623=-404/747, 7-23=-404/747, 7-8=-88/269, B-9=-295/175 BOT CHORD 2-15=-590/1091, 14-15=-64/3.16, 13-14=-64/316, 12-13= 245/289, 11-12= 245/289 WEBS 3-15=-349/348, 5-15= 271/615, 5-13=-1162/851, 6.13=-260/267, 7-11=-163/325, 8-11=-387/373, 7-13= 762/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=34f1; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Intertor(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 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MIR-1<0 connec lots. lhls design Is based only upon parameters shown. and Is for an Individual building component, not � a truss syslern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 1he overall building design. gracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent Lwacing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. for general guidance regarding the fabilcalton, storage, delivery, erection and bracing of misses and inlsssysfems, seeANSI/MI 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 cuss ypf0 ty P y 62' Grnnd Cmllon III with porchT11607382 �FLis—s M11323 A HIP 1 t Job Reference (optional) Chambers l russ. Fen Pierce, FL 7.640 a Apt 10 2016 "1" Inausrrles, Inc. I nu Jul 27 U9:lb:46 2011 rage 1 ID:_elC 1 cxC3ixVV? huls?ypJyuFUK-_ZHljxJhOxe Uw7vcuyO3i8hBKM WjDeuyLakeU2ytwRy 1.0•Q 8.0-0 11.1-1 17.0.0 18.6.0 , 22.2.2 26.0.0 34.0.0 35.14 1.0 0 8-0.0 3.1-1 5-10.15 1.6.0 3. .14 3.9.14 8.0.0 1-0.0 3x5 = 3x6 11 3x6 = 6x8 = Scale = 1;62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 6x8 = 3x6 = 6x8 = 4x4 = 8-0-0 , 11-1-1 , 18.6.0 26.0.0 34.0-0 I 8-0.0 3-1-1 7.4.15 7-6.0 B-0-0 —�---r Plate Offsets (X,Y)-- 13:0-3.8,Edgel,(21:0-3-8,Edgel,(24:0-3-8,0-3-01,f27:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TOLL 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 I-lorz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Weight: 194 lb FT = 096 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at rnidpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling dii ectly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jl(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0.8.0. (Ib) - Max Harz 2=179(LC 7) Max Uplift All uplift 100lb 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. (ib) -Max. Comp./Max. Ten. -All tortes 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=-1431463, 26-27-772/440, 25-26-393/630, 24-25-393/630, 22-24=-1014/2010 WEBS 3-29=-457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26-537/346, 13-26=-934/608, 18-26— 2360/1437, 18-24=-782/1690, 21-24-38/353, 4-5-618/520, 19-20=-342/310, 14-15-549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; 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 puffin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Daae 2 Q WARNING - Verify 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 MITek01 conneclors. 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 bulding 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 stabiltty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabxicatlon, storage. delivery. erection and bracing of musses and truss systems, seeANSI/TPI l 9uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 21811. Lee Street, Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job rust— s — ruSS ype Qty ly 62' Grand Carlton III wBh porch T11697382 M71323 GRA HIP 1 1 Job Reference (optional) GanmberS Iruss, Pon PI8109, FL Lu9us/1pr i v evi o MI I eK Inuusrnes, Inc, Inu JUI 2/vu; Ioi+a evrI ruauc ID_e1C1cxC3ixVV?I1uls?ypJyuFUK-_ZHljxJllQxeUw7vcuy03i8hBKMW)DeuyLakoU2ytwRy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (pit) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F_ 27), 24-33=-20, 3-11— 126(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641 (F) 24=-641(F) Q WARNING - Verify design pammefers and READ NOTES ON THIS AND INCLUDED MWEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh MllekG connectors. This design Is based only upon parameters shown, and is for an Individual Wilding component, not a inns system. Before use, lire building designer musl verify the appllcobNty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual inks web and/or chord members only. Addillonal temporary and permanent bracing MiTek' prevent Is always required for statAilly and to prevent collapse wllh posslblo personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. labricallon, storage, delivery, erection and bracing of trusses and hiss 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 312. Alexandria. VA 22314. Job Truss Type Qty y 62' Gmnd Cadlon III with porch 711607383 M71323 ITTris—s GRB HIP 1 i Job Reforenco (optional) Chambors Truss, Forl Pierce, FL 7.640 s Apr 1 D 2016 Wok Industries, Inc. Thu Jul27 00:15:46 2017 Pngo 1 ID:SrRaEyyrgO4M78G4raW BLWyuFUJ•Slr7xHKJAFmLXHToSfYIFMDOkmply5g5ZETBOVytwRx 1.0.0 8.0.0 13.8.0 17.0.0 20.4.0 26.0.0 34.0.0 35.0.0 1 0 00 8.0.0 5.8.0 t 3.4.0 3.4.0 5.8.0 1.0.0 6 5X8 M1'1BHS - 4x10 = 4.00 12 2x3 II 4x6 = 2x3 II 3 23 4 5 6 7 24 SO MTIBHS= Scale = 1:60.1 16 15 14 13 12 111 45 = 3x6 II 4x6 = 6x10 = 6x10 = 46 = 3x6 II 05 — LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 4-14,7-13: 2x6 SP No.2 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 BC 0.57 Vert(TL)-0.2714-16 >912 240 MT16HS 244/190 WB 0.98 Horz(TL) 0.07 9 n/a n/a (Matrix-M) I Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at midpt 8-13, 6-13 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0.8-0 Max Horz2=-90(LC 6) Max Upli112=-871(LC 8), 13=-2549(LC 8), 9= 369(LC B) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23= 2062/1226, 4.23=-2062/1226, 4-5=-2062/1226, 5.6=-2062/1226, 6-7— 1265/2545, 7-24=-1265/2545, 8-24=-1265/2545, 8-9— 692/331 BOT CHORD 2-16=-1655/3336, 15-16— 1676/3398, 14-15_ 1676/3398, 12-13=-246/658, 11-12=-246/658, 9-11=-225/595 WEBS 3-16=-402/1155, 3-14=-1431/700, 4-14=-847/699, 7-13=-886/720, 8-13= 3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13= 3151/1716 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=3.0psf; h=14ft; B=52ft; L=3411; eave=bit; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at Joint 2, 2549 lb uplift at Joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 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 Continuea on Daae 2 N D N 6 © WARNING- Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wllh Mliek0 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 stablilty and 10 prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabdcallom 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 Male Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Jo russ russ y p e ty y 62' Grond Carlton III with porch T11697383 M11323 GRB HIP 1 1 Job Reform lional n..'. i.'i 97no•i pAn 9M 7 Pnne9 Ohemaers l russ, hon YreTC9, hL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16= 641(F) 11= 641(F) I D:SrRa Eyyrg04M78G4r1W BLW yuFUJ-SIr7xHKJAFmLXHT- oStYiFMD0kmp1 y5g5ZETBOVytwRx 0 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 MITek8 connectors. This design Is based only upon paramelers shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design Ixiratneteis and p ropefly Incorporate this design Info the overall bulding design. Bracing Indfcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for slabliily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fobrk:atiom storage, delivery, erection and bracing of trusses and fnrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 21811. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job cuss cuss ypo ly nd Carlton III with porchT11697364 M11323 J2 MONO TRUSS 8 7TJ.bR.f.renoe (optional) I Chambers Truss. Fort Pierce, FL Inc, 7.640 s Apr 19 2016 MITek ndustnes, u 9 I D:xl?zSlzTbJC DI1rGPH 10ukyuFUl-Slr7xHKJAFmLXFIToS1YI FMDYOmx3yK95ZETBOVylwRx -1.0.0 2.0.0 1.0.0 2.0.0 3x4 = Scale - 1:7.9 _ LOADING (ps1) 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) -0.00 7 >999 3GD 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 FBC2014fTP12007 (Matrix-M) Weight: 8 lb 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. (Ib/size) 3=37/Mechanical, 2=143/0-8.0, 4=21/Mechanical Max Horz2=67(LC 10) Max Upli1t3=-30(LC 10), 2=-131(LC 10), 4= 3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.0psf; h=14ft; B=52ft; L=34fl; eave=6fh Cat. 11; Exp C; Encl., GCpi=0.1 B; MW FRS (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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in ail 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. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev- 101032015 BEFORE USE. � Design valld for use only with MlleldD conneclots. this design is based only upon parameters shown, and is for an IndlAdual bolding component, not a truss system. Before use, the building designer must verify file applicability of design prnamelets and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of fndh ldual lass web and/or chord members only. Additional temporary and permanent bracing Mffek' 6 always requited 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 Iniss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job fU33 -1,russ Type — ty y 62' Grnnd Cortmn III with porch T11687336 Ml 1323 J4 MONO TRUSS 8 1 Job Reference (oplional) Chambers Truss, Fort Pierce. FL 7,640 a Apr 19 2016 MiT eK industries, Ins, Thu Jul 2/ 09:15:47 2017 rags i ID:PDYLfd_5MdK4MSOTz?ZlRxyuFUFI-xyOVB(IKxxYuC902?ON3Xnzini FAF011nPFouDlZxylwRw 1.0.0 - 4-0-01.0.0 4.0.0 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.22 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Verl(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (fblsize) 3=79/Mecharlfcat, 2=229/0-8-0, 4=39/14techanical Max Horz2=104(LC 10) Max Uplill3=-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. Connp./Max. Ten. -Ali forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 09' 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; VL111=165mph (3-second gust) Vasd=1281nph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss syslem. Before use. the building designer must verify fire applicability of design puramelets 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. Addlllonal temporary and permanent bracing M!Tek' Is always reyWred for slablllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of Busses 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 22.314. Tampa, FL 33610 �Jobruss y )y 62'Grand Codlon III wOb porch T11697Mtt323 11 J6 7"OU15RUSS Q 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 10 2016 MiTok Industries, Inc. Thu Jul27 09:15:47 2017 Pago 1 ID:tP6jtz-j7xSx c iXi4uz9yuFUG-xyOVBdKIorYuC9Q2?ON3XnZmdMABWhnPFouDIZxytwRw 1-D•0 6.0.0_ 1.0.0 6.0.0 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Wait Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TI-) 0.00 2 n/a n/a BCDL 11 Code FBC2014/TP12007 (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. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=128mp1T; TCDL=4.2psf; BCDL=3.Opsh h=141t; 13=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 117 lb Uplift at joint 3 and 218 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE M1I--7473 rev. 1aVX2015 BEFORE USE. Design valid for use only with MlTekg connectors. This design is based only upon parameters shown. and is for an individual gilding component• not a truss system. Before use, the building designer must verify the applicability of design paramelers and propetly incorporate this design into the overall building design. Bracing indicated Is to buckling of individual fmss web and/or chord members only. Addltlonal lemporary and permanent bracing Welk' prevent Is always required for slabrTBy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the s904 Parka East Blvd. fabrication. storage, delivery, erection and bracing of trusses and fuim systems. seeANSI/TPIi 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. VA22314. ob ruse. USS ype Qty y 62' Grand Carlton III with porch I I T11607387 MI 1323 A FI'lNO TRUSS 20 1 Job Reference (optional) Chambors Truss, Fort Pierce, FL 7.640 s Apr 19 Mio iMi.— muusii �Z ' u - ..b ID:lP6jtz-j7xSx_c fXi4uzgyuFUG-P8yLIMzLZisni,'a Ba4arnZn , 2RC0EI01YyI5NylwRv ".p.0 8.0.0 . 0 1 8.0.0 Scale = 1;17.7 3x4 = 8.0-0 8-0-0 Plate Offsets (X Y)-- f2.0-1-2 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Veri(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Verl(TL) .0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hatz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) _ Weight: 26lb FT_0% _I T _ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or .5-9-12 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz 2=180(LC 10) Max Upl1ft3=-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. NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft L=34ft; eave=611; 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at Joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used, in the analysis and design of this truss. Q WARNING. Verity 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 Mllekb connectors. lhls 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 fncorporafe- this design Into the overall buiding design. Bracing Indicated Isla prevent buckling of Individual miss web and/or chord members only. Additional temporaryand permanent bracing MOW Is always required for stabflity 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, Mexawlda, VA 22314. Tampa, FL 33610 Job rtlss puss Type --�-(sty (I� y 62' Grand Coriton III wish porcB T11607366 MI 1323 � �'1 I KJB MONO TRUSS 4 1 Job Reference (optional) Chamboro Truss, Fort Plows, Fl. 7,U9e a APr l e ZV o WiTok IIWaS111tlS, in.. lu u.1 cl ov. io cv a v. , I D: Lcg54J?LuEancmZr4Qb7 W MyuFUF-PByLIMzLZisO3nadBa4amKnJsZZZLQBwO t Yyl5NytwRv .1-5.0 7.3.4 11.3.0 1.5.0 7-3.4 3-11-12 Scale = 1:20.8 3x4 = - 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Weft L/d TCLL 20.0 Plate Grip DOL 1,25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max 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 PLATES GRIP MT20 244/190 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 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; 11=141t; B=52ft; L=34ft; eave=6ft; 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 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Root 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-4= 152(F=-49, B� 49), 8=0(F=10, B=10)-to-5=56(F— 18, B= 18) Q WARNING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1--7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only wi81 Mile connectors. fits design Is based only upon paramelers shown. and Is for an Individual Lufiding component, nor a Truss system. Before use. The building designer must vetify the applicability of design parameiers and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of Individual rrussweb and/or chord members only. Addiftonal temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabicafion. storage. delivery, ereclion and bracing of musses and iRlss systems- seeANSI/TPI l Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Loin Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 3361 D Symbols Numbering System ® 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 d' For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss, This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 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 W i WINE Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS o Cl-2 L -3 WEBS - Ac�,40 O ~ C" C&7 CS-6 BOTTOM CHORDS 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' MiTek Engineering Reference Sheet: Mll-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 SCSI, 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 stock mcteriols 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 ore 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 comber 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.