Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TRUSS
SCANNED UK BY iTek �TLUCIP Cnl 11, Lumber design values a�-et, in, .�icordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T pa EELL 333610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModeNT'l 3 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# Truss Name Date 1 ~IT11697376 A 7/27117' 2 ( T11697377 A5 L7/27/17 i 13 1 T11697378 1 A6 1 7/27/17 4 1 T11697379 1 A7 7/27/17 5 I T11697380 A8 7/27/17 6 1 T11697381 A9 7/27/17 7 1 T11697382 1 GRA 7/27/17 18 1 T11697383 1 GRB 1 7/27/17 1 9 I T11697384 1 J2 1 7/27/17 10 I T11697385 I J4 7/27/17 11 I T11697386 I J6 1 7/27/17 12 I T11697387 I J8 -1 7/27/17 113 I T11697388 1 KJ8 1 7/27/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Cr� T,,V V� u �fll/I s� ee I ee • N S ' • � ,��i N 39380 cc - 9• S ATE OF :.4U ` �00A `� Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of.1 Job Truss Truss Type Ply 62' Grand Carlton III with porch � T11697376 M!1323 A 9 COMMON � 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 E UZGAMiB2RVbrf6y7Yl W e3167Hx1 MQymOM HytwSO r1-0-Q 6.7.13 12.4.13 17-0-0 21.7.3 27.4.3 34-0-0 35-0-q 6-7-13 5-9-0 4-7.3 4-7-3 5-9-0 6.7.13 0 4.00 f12 4x4 = 25 Scale = 1:59.2 17 15 `" 14 '- 12 4x5 - 2x3 II 4x6 3x8 = 3x8 - 4x6 = 2x3 II 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 163 lb 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=136208-0, 10=136210-8-0 Max Horz2=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=4.2psY BCDL=3.Opsf; h=14it; B=52ft; L=34ft; eave=61l; Cat. II; Exp C; Encl., GCpi=0.i8; MWFRS (directional) and C-C Interfor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf 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, 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 foad(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 desigiVselection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED 6fITEK REFERANCE PAGEAM-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrlel(6 connectors. ihis design is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the bullding designer must verify the appllcablllty of design parameters and properly incorporale this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual lass web and/or chord members only. Additional temporary and peirnanenl bracing Mel(' 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, seeANSt/1PI1 Quality Criteria, DSB-69 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 �J Tru� ss�ype Qty P y Cnrllon III with porch T1169737A5 SPECIAL 9 T62GRraid ference o t1011a1 q;U 640 A,.. 10 201 rndncbinc IncThu Jul 27 09�,15c41 2017 Pace 1 Chambers Truss, Foil Pierce, FL 'r' "' `"'" "' ""' ' "-"'--"' "' ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbr16y7YIWXdll6HyJMQymQMHytwSO 11 O q 7-8-5 10-6-4 17 0 0 20.4-8 26-4.0 34.0-0 $5.0-Q 1.0-0 7-8-5 2-9-15 6.5-12 3-4-8 5-11-8 7-8-0 i 0 0 300 2.00 F12 4.00 F12 5x8 11 Scale = 1:61.2 3x6 = 5x12 = 2x3 II LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.82 Vert(LL) 0.74 14 >553 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) OA3 10 n/a rda BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 0°b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 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 midpl 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=-186713265, 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=14ft; 6=52ft; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intefior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) 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. 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. ® WARNfNG - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. �� Design valld for use only with Milelc0 connectors. lh6s design Is based only upon parameters shown, and is for on individual building component, not airuss system. Beforeuse. the building designer must verify the applicability of design paiameleis and properly Incorpoiale Ilys design inlo the overall Additional'lemporary and bracing MiTek building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. permanent for stability and to prevent collapse wlih possible personal Injury and property damage. For general gi9clance regarding the Is always required fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/rPil Quality Criteria, DSB-69 and BCSI Building Component a East Blvd. Tampa, 6904 Parkrk 336t 0 Safely Informallon available from truss Plate Institute, 218 IJ. Lee Sheel, Suite 312, Alexandria, VA 22314. Job Truss Truss ype Qty Ply Carlton III with porch � T11697378 Mtt323 A6 SPECIAL 1 � 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce. FL 7,640 s Apr 19 2016 MiTek Industries. Inc. Thu Jul 27 09:15:42 2017 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3tA1 DpTM4W3jD9Mu0KDVecV_ujylwS? 1-0- 8-11-11 16-0.0 18-0.0 20.4-8 25-11.15 34.0-0 5-0- i -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 •0.0 Scale: 3/16"=l' 4.00 FIT 6x8 = 5x6 = 0it2 I. 0 1Z 11 5x6 = 2x3 11 3x6 3x10 = 2.00 [12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) 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 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz 2=169(LC 9) Max Uplift2=-796(LC 10), 9— 811(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-5374/3234, 3-4=-5240/3235, 4-5=-4981/2977, 5-6= 2255/1506, 6-7=-2312/1473, 7-8=-2320/1451, 8-9= 3010/1835 BOT CHORD 2-14=-2960/5111, 13-14=-1169/2301, 12-13=-1098/2141, 11-12=1604/2799, 9-11= 1604/2799 WEBS 4-14=-487/502, 5-14=-1654/2900, 5-13=-402/193, 6-13-176/517, 8-12=-764/560, 8-11=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; 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 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 atjoint(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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE mn-7473 rev iolo=815 BEFORE USE Design valid for use only with MflekD connectors. lhisdestgn is based only ury�n parameters shown, and Isfor an Individual building component, not NJ �' a Iniss syslem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual buss web and/or chord mcd embers only. Addillonal temporary and permanent brang �p M! prevent Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the 1T ek" fabrication, storage, delivery, erection and bracing of trusses and muss 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 TIrl' uss Type y Ply 62' Grand Carlton III with porchI �Job T11697379 M11323 A7 lQt SPECIAL 1 1 Reference (optional) Chambers Truss, Foil Pierce. FL 7.640 s Apr 19 2016 Mi I ex Inaustnes, Inc. Thu jui 2r 09:15:43 201 r rage 1 1 D: WSJgpGwal Ppeur6hk9UjG5yuFU L-2A9?I FHQuKOmgpIDnX_bdjbtrYj W ik1 ftGFXQAytwS_ r r1-0-Q 8-10-10 14.0-0 20-0-0 25.11-15 34-0.0 $5.0-l� 1-0-0 B-10-10 5-1 6 6-0-0 5-11-15 8.0-1 t1-0.0' 6x10 MT18HS -= 4.00 3x10 = 2.00 F12 5x6 = w 9 Sx12 = 2x3 II 4x5 = Scale = 1:62.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stressincr YES Code FBC2014/TP12007 CST. TC 0.77 BC 0.88 WB 0.99 (Matrix-M) DEFL. in (loc) I/dell L/d Vert(LL) 0,66 11 >623 360 Vert(TL) -1.40 10-11 >291 240 Horz(TL) 0.41 7 n/a n/a PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 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. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4=-4993/3023, 4-5=-2157/1487, 5-6=-2364/1533, 6-7= 2960/1830 BOT CHORD 2-11=-2981/5096, 10-11= 1552/2801, 9-10= 1593/2746, 7-9= 1593/2746 WEBS 3-11=-412/429, 4-11 =-1 413/2588, 4-10=-810/448, 5-10=-1741455, 6-10=-636/458 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=341t; eave=6ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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 - Verrly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A171-7473 rev. 1010312015 BEFORE USE Design valld tot use only wiril MiTek0 conneclots. Ttds design Is bass--d only upon parameters shown, and Is for cut Individual bullding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate IIA design Info the overkill building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6!!lOW Is always recluked for slabrlilly 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 syslerns, seeANSi/TP1I 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, Nexandria. VA 22314. Tampa, FL 33610 �1 Truss ` �f � fuss Type Qty Ply 62' Grand Carlton III with porch T1169738D fJob �� M11323 AS SPECIAL 1 , 1 I Job Reference (optional) Chambers Truss, Pon Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. I hu Jul 27 09:15:43 201 / rage 1 I D: W SJgpGwal Ppeur6hk9UjG5yuFU L•2A9?I FHQuKOmgpIDnX_bdjbuZYblpgftGFXQAytW$_ r1-0-Q 8-8-4 12-0-0 15.8.4 20-4.8 22-0•0 24-8-12 34-0-0 . $5.0•Q r 1 0-0 8.8.4 3-3-12 3-8-4 4•B•4 1-7.8 2-8.12 9-3-4 1.0-0 Scale = 1:62.2 5x6 = 3x4 2x3 11 4x8 = = 4.00 F12 4 20 5 6 21 7 o.,v 12 11 5x12 = 4x6 3z4 = 3x10 = 2.00 12 22-0-0 LOADING (pso 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 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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=129210-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Uplift2=-794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4= 4970/3077, 4-20= 3801/2422, 5-20— 3801/2422, 5-6— 2464/1693, 6-21=-2472/1702, 7-21=-2472/1702, 7-8=-2492/1650, 8-9=-2808/1824 BOT CHORD 2-13=-3045/5078, 12-13=-189813180, 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=14ft B=52ft; L=34ft; eave=611; Cat. 11; 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 lost 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 MR-7473 rev. 1010312015 BEFORE USE Design valid for use only with Milek© connectors. This design Is based only upon lxnameters shown, and Is for an Individual bullding component not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Inlo,lhe overall building design. Bracing Indicaled is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reclulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697381 M11323 A9 HIP (1 1 Job Reference (optional) Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 MlTek Industries, Inc. I hu Jul 27 09:15:44 ZU17 rage 1 I D:_etCi cxC3ixVV?huls?ypJyuFUK-W NjN W b13fdW dlzKQLEVgAx8Bwy9gUDQo6w_4ycytwRz r1-D-0 6.7.15 10-0-0 15-2-14 20-4-0 24-0,0 27-4-1 34-0-0 35-0-0 1.0 0 6-7-15 3.4.1 5-2-14 5.1.2 3-8-0 3-4-1 6-7-15 1.0.0 �1 6 3x5 = 4.00 12 4x4 = 3x4 2x3 ii 4x8 = = 4 22 5 6 23 7 15 14 13 12 11 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.85 Horz(TL) 0.02 13 n/a rVa BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 156lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=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. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) 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= 404l747, 7-8=-88/269, 8-9=-295/175 BOT CHORD 2-15=-590/1091, 14-15=-64/316, 13-14=-64/316, 12-13=-245/289, 11-12= 245/289 WEBS 3-15— 349/348, 5-15= 271/615, 5-13-1162/851, 6-13=-260/267, 7-11-163/325, 8-11� 387/373, 7-13=-762/484 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced root 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) and C-C Interfor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MJ1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MfTekg3 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 opplicablilty of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and pennarlenf bracing M!Tel( prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss fuss Type Qty Grand Carlton III with porchT11697382 M1'1323 RA 7IP 1 i, 7`1 b Reference (optional) chambers cuss, hbn r98rC8, FL F-ova P. .aa rvni vn ruv—,—„.. ��... ,.,." •••�••" ••y ID:_etClcxC3ixVV?huls?ypJyuFUK_ZHljxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy ' 8-0-0 17-0-0 18-6-0 2-2-22 -0-0 34-0-0 5-000r0 -0-0 3-0i10q I 6 � Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, axa = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. N N 3tcm 6 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 04 — 3x5 6x8 = LOADING(psf) SPACING- 2-0-0 CSi. DEFL. in (loc) Udeft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27= 1146(LC 8), 26=-1470(LC 8), 22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-561/338, 3-5= 306/839, 5-7— 584/1206, 7-8— 584/1206, 8-10= 584/1206, 10-12= 584/1206, 12-13=-584/1206, 13-15= 584/1206, 15-16— 584/1206, 16-18=-584/1206,18-20= 2121/1203,20-21=-2121/1203,21-22= 2176/1197, 4-6— 173/256, 6-9— 134/313, 9-11_ 114/371, 11-14=-200/419, 14-17=-102/280, 19-21=-151 /268 BOT CHORD 2-29=-195/591, 28-29=-143/463, 27-28=-143/463, 26-27= 772/440, 25-26=-393/630, 24-25=-393/630, 22-24=-1014/2010 WEBS 3-29=-457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26=-537/346, 13-26= 934/608, 18-26= 2360/1437, 18-24=-782/1690, 21-24= 38/353, 4-5— 618/520, 19-20= 342/310, 14-15= 549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; 11=14fh B=52ft; L=34fh eave=6fh Cat. I Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 inks 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 pudin representation does not depict the size or the orientation of the pudin 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 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 (6). Continued on paae 2 ® WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only vAfh Ivillele9 connectors. Tills design Is based only upon pararnelem shown, and Is for an Individual building component, not �' a truss system. Before rise, the building designer must verify the applicability of design parameters and properly inc-orpotale ibis design Into the overall building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary aid permanent bracing MOW Is always required for stability and to prevent collapse wllh pomible personal Injury and property damage. For general guidance regarding the fabrication. storage, dellvery, erection and bracing of trusses and truss syslerns, seeANSi/TPn Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalion.avallabie kom Truss Plate Institule. 21814. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33810 Job russ Truss WeQty Ply Carlton III with porch T11697382 M11323 GRA HIP 1 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL pi .— ,. ..ij - I D:_etClcxC3ixVV?huts?ypJyuFUK-_ZHljxJhQxeUw7vcuy03iBhBKMWjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): LLlmber 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 WARMING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MllekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate 11* 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 slablilty and to prevent collapse with possible personal Injury and property damage. For general guidance tegarding the fabrlcatlorr, storage- dellvery, erection and bracing of trusses and 1raSS systems, seeANS117111 QuaBfy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Q ty Ply 6?' Grand Carlton III with porch T11697363 MP1323 GRB HIP 1 I1 Job Reference (optional) Chambers Truss, Fort Pierce, Fl. 7.640 s Apr i s 2016 MU ex industries, Inc. Thu Jul 27 us: 5:46 cu i t rage ID:SrRaEyyrgO4M7BG4raW BLWyuFUJ-SIr7xHKJAFmLXHToSfYIFMDOkmply5g5ZETBOVytwRx -.-8-0-0 153--88--00 170-0 -4.00 26-0-0 34-0-0 3--00, 'to 5-8-0 -0-0 0.�1100Q0 8-0-0 i 3.45 5x8MT18HS= 4x10= 4.00 12 2x3 If 4x6 = 2x3 Ii 3 23 4 5 6 7 24 Ib rZ 5x8 MT18HS = Scale = 1:60.1 4x5 = 3x6 II 4x6 = 6x10 = 6x10 = 4x6 = 3x6 II 4x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (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 purlins. 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 B-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 Uplift2=-871(LC 8). 13— 2549(LC 8), 9= 369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7= 1265/2545, 7-24=-1265/2545, 8-24= 1265/2545, 8-9= 692/331 BOT CHORD 2-16= 1655/3336, 15-16= 1676/3398, 14-15=-1676/3398, 12-13=-246/658, 11-12— 246/658, 9-11=-225/595 WEBS 3-16=-402/1155, 3-14=-1431/700, 4-14=-847/699, 7-13= 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=14fh B=52ft; L=34ft;,eave=6f; 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), 1 i-20=-20 Continued on page 2 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MltekD connectors. Us design is based only upon parameters shown. and Is for an Individual bulidfng component, not a muss system. Before use, the b ultding designer must verify the applicability of design parameters and property Incorporate this design into the overall buBding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing p� M4 N( 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, se.eANSI/TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type MYPly Carlton III with porch 11 T11697383 M11323 GRB HIP 1 162'Grand Job Reference (optional) ---- r,.,. Th.. _hd rm no-u-ea 9m7 Pnnn 9 Chambers buss. Yon rIeTCe. YI. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) ID:SrRaEyyrgO4M78G4raW BLWyuFUJ•SIr7xHKJAFmLXHToSiYI FM DOkmpl y5g5ZETBOVytwRx ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev. 1010312015 BEFORE USE. Design valid for use only wllh MITekG connectors. Bds design is based only upon parameters shown, and Is for on Individual building component, not a miss system. Before tne, the btdiding designer musl verity the applicability of design paramoters and properly incorporatelhls design Into the overall Additional temporary and permanent bracing MiTe building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Is always requited for stability and to prevent coliapse with possible rietsonai Injury and property dinnage. For general gddance regarding the faladcatton, storage, delivery, eieclion and bracing of Inisses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety information available frorn Trim Plate Institute. 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Job russ �fruss Type Qty (Ply 62' Grand Carlton III with porch T11697364 M11323 JJ12 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:46 2017 Page 1 I D:xi?zSlzTbJCDIIrG PH 1 OukyuFUI-Slr7xHKJAFmLXHToSfYI FMDYOmx3yK95ZETBOVytwRx -1.0.0 2-0-0 1-0-0 2.0.0 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz( L) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 I (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=37/Mechanical, 2=143/0-8-0, 4=21[Mechanical Max Horz2=67(LC 10) Max Upiift3=-30(LC 10), 2=131(LC 10), 4= 3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = O% 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; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=521t; L=34ft; eave=6ft; Cat- II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C intedor(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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev, f0/03I2015 BEFORE USE , Design vaild for use only with IdlllekO connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the btelding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding 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 fabricalion, storage. delivery, ereelion and bracing of trusses and tr ss systems, seeANSI/TPI I Quality Cdterta, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate instituto. 218 N. Lee Sireei. Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11 ss73es ��^�Job M1 i m3 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 Page 1 I D:PDYLfd-5MdK4MSQTz?Zf RxyuFU H-xyOV8dKxxYuC9Q2?ON3XnZmiTAFQhnP FouDlZxytwRw 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Veft(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Uplift3=-75(LC 10), 2= 171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRiP MT20 244/190 Weight: 14 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc pudtns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52f1; L=34ft; eave--6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE 01-7473 rev, 1010312015 BEFORE USE Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is tot an Individual building component, not a falls system. Before use, the building designer must verity the appticublify of design parameters and properly Incorporate this design info the overall building design. Bracing Indicated is to b ticiding of individual IRIS4 web and/or chord members only. Addilional temporary and permanent bracing M!Tek` prevent Is always required for stability and to prevent collapse with possible personal Infuuy and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Sireet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 russ Truss `type- Qty P y 62' Grand Carlton III with porch r1o ,6 T11697366 1323 J6 MONOTRUSS 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries. Inc. Thu Jul 27 09:15:47 2017 Page 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-xyOV8dKxxYuC9Q2?ON3XnZmdMABW hnPFouDlZxytwRw 1-0-0 6.0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 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 W B 0.00 Horz(TL) 0.00 2 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=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 (lb) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 2441190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 8=52ft; L=34f; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 tali 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 117lb uplift at joint 3 and 216 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this miss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek6 connectors. Mils design Is based only upon poramelets shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vorlty the applicability of design parameters owd properly Inc:orporafe this design Info the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' is always required for slabllily 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 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 l06 �� fuss Truss ype Qty ly 62' Grand Carlton III with porch 711697387 V111323 JS MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Foil Pierce, FL 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:16:48 2017 Page 1 I D:lP6jtz_j7xSx_c_fXi4uzgyuFUG-PByuMzLZis03nadBa4amKnJrKZRCQEtO1 Yyl5NytwRv 8-0-0 8-0-0 LOADING (pst) 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 W B 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 I Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 10) Max Uplift3_ 160(LC 10), 2=-265(LC 10) Max Grav3=164(1-C 1), 2=411(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=3411; eave=6ft; Cat. If; Exp C; Encl., GCpl=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 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 MD-EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only wilh MITelcMconneclom This design Is based orgy upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicablllry of design parameters and property Incorporate Ihts design Into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing MOW Is always required for stability and to prevent collapse vAth possible personal injury and ptoperty darnage. For general guidance regarding the fabricaflom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB•69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, butte 312, Alexandria, VA 22314. Tampa, FL 33610 Truss _� Truss Type ��Qty Ply 62' Grand 'and III with porch T71697388 I�Job M11323 KJ8 MONO TRUSS 4 1- 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-5-0 7,640 s Apr 192016 MrI ek Industries, Inc. I nu Jul 27 09:15:4e 2U1 I rage 1 ID:Lcg54J?LuEancmZr4Qb7 W MyuFU F-P8yuMzLZisO3nadBa4amKnJsZZZLQ8w01 Yyl5NytwRv 3-11-12 Scale = 1:20.8 3x4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 7.0 Lumber DOL 1-25 BC 0.26 BCLL 0.0 Rep Stresslncr NO WB 0.43 BCDL 10.0 Code FBC2014/iP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max 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 DEFL. in (loc) I/deft L/d Vert(LL) 0.05 7-10 >999 360 Vert(TL) -0.11 7-10 >999 240 Horz(rL) 0.02 6 n/a n/a 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; h=14fh B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 fora 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 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 (plf) Vert: 2=0(F=27, B=27)-to-4— 152(F=-49, B= 49), 8=0(F=10, B=10)-to-5=-56(F=-18, B= 18) ® wARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/0372015 BEFORE USE Design valid for use only with Mllek6 connectors. This design is based only upon parameters shown. and Is tot an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding trio 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and inks systerns, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Alexandria, VA 22314. Tampa, FL 33610 Safety Information available from Truss Plate Inditute. 218 N. Lee Street. Suite 312. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 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 d' For 4 x 2 orientation, locate plates 0-'10 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 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate It Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS CI-2 C23 c3� 4 WEBS 0 U a- dap U O ~ C7.8 C6-7 csv BOTTOM CHORDS m JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: 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 BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1 W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.