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HomeMy WebLinkAboutTruss,d MiTek Lumber design values.are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,File COPY S RE: M11323 - 62` Grand Carlton III with porch MiTek USA, Inc. 6904 ParkeEastBlvd. Site Information: Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Modell 1a13�33610 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 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date_ 1 T9680954 A 10/17/16 L2 T9680955 A5 110/17/16 I 13 I T9680956 I A6 1 10/17/16 4 1 T9680957 J A7 10/17/16 15 I T9680958 J A8 10/17/16 1 6 T9680959 JA9 10/17/16 7 T9680960 GRA 10/17/16 8 T9680961 G RB 10/17/16 1 9 T9680962 J2 10/17/16 1 10 I T9680963 J J4 1 10/17/16 (11 I T9680964 J6 1 10/17/16 1 12 I T9680965 118 1 10/17/16 13 I T9680966 I KJ8 1 10/17/161 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. 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. QQI N i ���� JOQ'� G E N $�:•�� ��i • \' i 182 STATE OF ",SiO N A� E-%%% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69% Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin - 1 of 1 "Jo russ russ ype Qty y 62' Grand Carlton III with porch T9680954 M11323 A COMMON 9 1 Job Reference (apfional _ Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mirex industries, Inc. Mon Oct 1 r 1 0:40:01 2u1 b raga 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHM W rvchxpgcTUSEIMd6iD2lOGCyMySYQy 1.0.0 6-7-13 12-4.13 _ 17-0-0 21-73 27-4-3 34-0.0 5.0- 1 0-Or 6-7-13r 5.9-0 1' 4-7-3 4-7-3 —I 5-9.0 6-7-13 1-o-0 c� 0 4x5 = 4.00 12 4x4 = 25 17 "' 15 14 "- 12 2x3 If 4x6 = 3x8 = 3x8 = 4x6 = 2x3 II Scale=1:59.2 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 2441190 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 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 163 lb FT = 0°b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=136210-8-0 Max Harz 2=179(LC 7) Max Uplift2=-832(LC 8), 10=-832(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1833, 3-4_ 2663/1558, 4-5=-2616/1565, 5-24=-2668/1672, 6-24=-2608/1669, 6-25=-2608/1669, 7-25=-2668/1672, 7-8=-2616/1565, 8-9=-26,63/1558, 9-10=-3188/1633 BOT CHORD 2-17=-1629/2972, 16-17=-1629/2972, 15-16=-1629/2972, 15-26=-934/1925, 26-27= 934/1925, 14-27=-934/1925, 13-14=-1629/2972, 12-13=-1629/2972, 10-12=-1629/2972 WEBS 6-14= 533/948, 7-14=-328/317, 9-14=-550/387, 6-15=-533/948, 5-15=-328/317, 3-15=-550/387 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=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf 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 load(s) 50 Ito down and 29 lb up at 15-0-0, and 50 lb down and 29 ib Lip at 19-0-0 on top chord. The design/selection of such connection device(s) is the respgnsibility 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) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev. 1010312015 BEFORE USE Design valid for use only With MllekO connectors. This design Lc 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 info the overall building design. Bracing indicated Is to prevent Welding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for slablilly and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricatton. storage. delivery. erection and bracing of trusses and buss systems. seeANSI/TPI I Quality Criteria, DSB-89 and 8CS1 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 russ Truss fiype ply Ply 62' Grand Carlton III with porch T9680955 M11323 AS SPECIAL 9 1 _::i Job Reference optional Dole MiTn41n.luN01ne r— nn„� nor n rn•an•na errs Page t Chambers Truss, Fort Pierce, FL .r..__,,._....._....___..__...._...._. ID:2GIScwwyY5hnGhXVARzUkuyuFUM-elILyYSPZSX4m92_pLr8huZhlZy4adbKKklll FySYQw 1-0-0 7-8-5 10-I-1I 20.4-8 26-4-0 34-0.0 35.0.0 1.0 1.0.0 7-8.5 2-9-15 -12 3-4-8 5-11.8 7-8-0 4.00 12 5x8 11 3x10 = 2.00 12 Scale = 1:61.2 3x6 = Sx12 = 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 154 lb FT = 0°6 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 4-3-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 7) Max Upllft2=-795(LC 8), 10= 812(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5402/3080, 3-4= 5047/2830, 4-5=-5005/2833, 5-6= 5093/2947, 6-7=-2352/149B, 7-8— 2330/1420, 8-9= 2383/1406, 9-10=-2979/1705 BOT CHORD 2-14= 2837/5142, 13-14=-990/2054, 12-13=-1496/2765, 10-12= 1496/2765 WEBS 3-14= 342/309, 5-14=-297/306, 6-14=-1796/3265, 6-13= 246/514, 7-13=-259/242, 9-13=-634/426 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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.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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 Ib 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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/a=015 BEFORE USE Design valid for use only with MllekO connectors. this design Is based only upon parameters 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 Into the overall MBTek' building design, Bracing Indicated Is to prevent budding of Individual Muss web and/or chord members only. Additional temporary and permanent bracing is always required for sfabllily and to prevent collapse wllh possible personal Injury and properly damage. For general guidance regarding the fabrlcatlort storage. delivery. erection and bracing of trusesand IRIS. Srdena& SgP.ANSI/TPII Quality Criteria, DSR-89 and SCSI Bulldtng Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Jampa, FL 33610 Job Truss Truss ype Qly Ply Carlton III with porch T9680956 M11323 A6 SPECIAL 1 1 162'Grand Job Reference (optional) AA A e.n�Teo r„A„.b;e� I.,,• Mnn f1c1 17 1 n-An•n4 9016 Face 1 Chambers Truss, Fort Pierce, FL.....3..Y„� ,,•„••••••••---•••__,..._...._..__... ._.._._.__-_ -„- I D:2GIScwwyYShnGhXVARzUkuyuFUM-6xJj9uT1 KinfxNJdSM3MNE56scyHIJ?2UZOVsZhySYOv T1-0-9 8-11-11 , 16.0.0 1 18.0.0 20.4.8 25-11-15 34.0-0 Y•0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0.1 -0-0 4.00 F12 6x8 = 5x6 = 3x10 = 2.00 12 5x6 = ZX3 11 3x6 = Scale: 3/16"_1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 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 0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FB62014frP12007 (Matrix-M) Weight:1561b FT=O°b LUMBER- BRACING- TOPCHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 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 Horz2=169(LC 7) .Max Uplift2=-796(LC 8). 9=-811(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3073, 3-4— 5240/3075, 4-5=-4981/2826, 5-6=-2255/1421, 6-7=-2312/1390, 7-8=-2320/1368, 8-9= 3010/1736 BOT CHORD 2-14=-2825/5111, 13-14=-111012301, 12-13= 1043/2141, 11-12= 1528/2799, 9-11= 1528/2799 WEBS 4-14= 487/484, 5-14=-1581/2900, 5-13= 402/185, 6-13=-166/517, 8-12= 764/537, 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., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 ib 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 10/0312015 BEFORE USE �� Design valid for use only with MflekO connectors. Us 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 Additional temporary and bracing M!Tek' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. permanent Is always rectulred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, zfellvcfy. erection and bracing of trusses and truss systems. seeANSI/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 Truss Type city Ply 62' Grand Carlton III with porch T9680957 M11323 A7 SPECIAL 1 1 Job Reference o iionap ` Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries. Inc. Mon Oct 17 10A0:05 2016 Page 1 I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-a7t5N ETf53no?TCNwmicnJIOEMeV2PIdn1 E P58ySYQL .1.0.0 8-10.10 14.0-0 20-02 25-11-15 d4-u•u •--_T?•�'{ t1--0-0� 8-10-10 5-1.6 6.0.0 5-11-15 8-0-1 1-0-0 Scale = 1:62.3 5x10 = 5x6 = FERWIN 45 = Sx12 = 2x3 II 3x10 = 2.00 12 LOADING (psf) SPACING- 2-0-0 est. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 147 lb FT = o /o LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Harz 2=-149(LC 6) Max Uplifl2— 795(LC 8), 7=-812(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5357/3035, 3-4= 4993/2805, 4-5=-2157/1368, 5-6=-2364/1410, 6-7=-2960/1697 BOT CHORD 2-11= 2785/5096, 10-11= 1430/2801, 9-10_ 1486/2746, 7-9= 1486/2746 WEBS 3-11=-412/418, 4-11— 1327/2588, 4-10= 810/415, 5-10=-166/455, 6-10— 636/444 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=14fh B=52ft; L=34ft; eave=eft; 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 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 betwegn the bottom chord and any other members. 7) Bearing at Joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M[fekO connectors. ]his design Is based only upon parameters shown, and is for an Individual building component. not building designer must verify the applicability of design parameters and property incorporate INS design into the overall a truss system. Before use, the 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 properly damage. For general guidance regarding the fabac-atlom Storage. delivery. erection and braclrq] of Irusses and buss systems, EeeANSI/TPf f Quality Criteria, DSE-89 and ECS1 Building Component 6004 Parke East Bead. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ,rob Truss I Truss Type ty P y d Carlton III w lh porch T9680958 M11323 AB SPECIAL 1 ]Job :::ererce (optional op Inrli�clria.5 Inc_ Mon Ocl 17 10:40:07 2016 Page 1 Chambers l russ, ton make, vL {{ ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEInM126w4skkNSAK2WNRwFLjWAOySYOs `I7-0 0� 8 8-4 3 312 3-8.4 484 1 127 8 28-12 39-3.4 115- Scale = 1:62.2 u)1 6 O 3x10 = 4.00 F12 2.00 12 Sx6 = 4 20 3x4 = 2x3 11 4x8 = 6 21 7 2x3 502 = 3x4 4x6 = = 10.6-4 21 2-" 34-" 12-0-0 Plate Offsets (X,Y)-- 12:0 2-20-0.-_n,7:0-5-8 0,_-2-41 19:0-2-6 SPACING- 2-0-0 Edge] CSI. I DEFL. In (loc) Vdefl Ud PLATES GRIP LOADING (psf) TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244119D TCDL 7.0 Lumber DOL 1.25 BC 0.87 1 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: 154 lb FT = M. LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=133210-8-0 Max Horz 2=129(LC 7) Max Uplift2=-794(LC 8), 9=-813(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5337/3033, 3-4=-4970/2788, 4-20=-3801/2193, 5-20=-3801/2193, 5-6=-2464/1521, 6-21=-2472/1529, 7-21— 2472/1529, 7-8=-2492/1487, 8-9=-2808/1655 BOT CHORD 2-13=-2785/5078, 12-13= 1698/3180, 11-12=-1158/2331, 9-11=-1432/2593 WEBS 3-13=-389/395, 4-13=-895/1665, 5-13— 291/796, 5-12=-894/538, 7-12= 303/452, 7-11=-228/474, 8-11=-408/405 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., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss Iles 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE � Design valid for use only with MITek® connectors.'Hs design Is cased 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 lhis design Into the overall budding design. Bracing indicated Is to prevent blcktinfl of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always requlre:d for stability and to prevent collapse with possMe personal Injury and property carnage. For general guidance regarding the Parke Blvd. fatxMation. storage.. dellveiy. erecflon and bracing of trusses and iR=systems, seeAMSI/TPII Quadty 6904 Pa9 East Criteria, DSB-89 and SCSI Building Component Tampa, rk East Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314.33610 lob Truss Truss Type aty, Ply 62'Grand Canton III with porch T9680959 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Mon Oct 17 10:40:08 2016 Page 1 ID: etCicxC3ixVV?huts?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpalH FnB4U?T3iSySYO 1-0 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 -f 27-4-1 34-0-0 .�o u f1-0 6-7-15 3-4-1 5-2-14 5-1-2 3.8-0 3-4.1 6-7-75 1-0-0 Scale = 1:60.1 4.00 12 4x4 = 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 N rz. C6 0 �2 Iri, d 15 14 " 12 „ 3x5 3x8 = 3x6 6x8 = 3x6 = 3x4 = 3x5 = = = 10-0-0 20-4-0 24-0-0 34.0-0 n_n_n 10-4-0- --�- 3.8 �I -- 10-0-0 LOADING (psf) SPACING- 2-0-0 CSL ( DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 it Vert(LL) -0.17 13-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.85 I Horz(TL) 0.02 13 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) 2=687/0.6-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz2— 109(LC 6) Max Uplift2=-441(LC 8), 9= 262(LC 8), 13=-904(LC 8) Max Grav2=709(LC 17), 9=420(LC 16), 13=1554(LC 1) PLATES GRIP MT20 244/190 Weight: 156 lb FT = 00% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid celling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max Comp,/Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1196/685, 3-4=874/475, 4-22= 797/472, 5-22= 797/472, 5-6=-369/747, 6-23= 369/747, 7-23=-369/747, 7-8=-78/269, 8-9=-295/175 BOT CHORD 2-15=-543/1091, 14-15= 39/316, 13-14=-39/316, 12-13— 245/259, 11-12=-245/259 WEBS 3-15= 349/338, 5-15=-256/615, 5-13=-1162/752, 6-13=-260/229, 7-11=-156/325, 8-11— 387/359, 7-13=-762/448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=o,1& MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMY-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITekG) connectors.1his design Is based only upon parameters shown, and Is for an individual bolding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporale This design Into [tie overall MOW design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the e East Blvd. slorage. delivery. erectlon and tracing of trusses and Inrss systems. seeAf.-SI/Tprt Qualify criteria, DSB-89 and SCSI Bultding Component Tnmpa, 6904 Parke East Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria, VA 22314. 33610 Truss russ Type Qty Ply 62'Grand Coriton ill with porchT9680960 1323 rM GRA HIP 1 1 Job Reference (optiona0 Chambers Truss, Fort Pierce, FL 1.640 s Apr ro 20 r o mi r ek mousmes, mc. mun wui . ; aga ID _etClcxC3ixW?huls?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz6A_CIDifCdEvySYOq f1-0-0 8-0-0 I 11.1-1 ,I 17-0-0 1h 8-6.0• 22-2-2 26-0.0 i 34.0-0 35.0.0 1-0.0 8-0-0 3-1-1 5-10-15 1-6-0 3.8-2 3-9-14 8.0.0 1-o-0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN, ROOF DIAPHRAGM, OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4 = THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 6 17 6x10 4.00 12 4 i 3x6 3 I 19 13 16 5x 21 - -B 1 0 5-5a - ■ 10 22 N N N1 2 23 o 29 28 27 26 25 24 3x6 II 3x6 = 6x8 = 3x6 = 6x8 — 4x4 = 3x5 = 6x8 = 8.0.0 11-1-1 } 18.6-0 I .l_ 26-" 34-0-0 8-0-0 3-1-1 7-4-15 7-6.0 8-0.0 _ Plate Offsets (X,Y)-- f3:0-3-8,Edge],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 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code 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 puffins. 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, 6, 19, 17,14 REACTIONS. All bearings 0-8-0. (lb) - 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 (Ib) 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=-16431836, 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. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 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). AD CAS Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1(-7473 rev. 10/03/2015 BEFORE USE MITek® lhls design Is based only upon parameters shown. and Is for an individual building component not Design valid for use only with connectors. 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 puss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of misses -and truss systems. seeANSI/TPI I Quality Criteria, DS8-89 and BCSI Building Component 6004 Parke East Blvd. Safety Informalion available from Truss Plate Institute. 21814. Lee Street Suite 312. Alezandrla. VA 22314. Tempe, FL 33610 fuss ype ,Qly Ply 62' Grand Carlton III with porch T9680960 M11323 FGRA HIP 1 1 Job Reference (optional � aan c Anr 1 9 2018 MiTek Industries. Inc. Mon Oct 17 10:40:09 2016 Page 2 Chambers Truss, Fort Pierce, FL ID_etClcxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91HDU4WB9cyYx9pgDz6A_CfDif vy q 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) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE PAGE MI1-7473 rev. f0/03/2015 BEFORE USE This design Is based only upon parameters shown, and is for an Individual building component, not � Design valid for use only with MRek® connectors. a huss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate Ihls design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss wet), and/or chord members only. Additional temporary and permanent bracing MiTek 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcallon. storage. deilvery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tamp Parke 361 Tampa, FL 33610 Safety Information available from Truss Plate Institute, 2181V. Lee Street, Suite 312, Alexandria. VA 22314. J-ob Truss fuss ype Qty Ply 62' Grand Calton III with porch • T9680961 M11323 GRB HIP 1 1 Job Reference o lional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1710:40:09 2016 Page t I D:SrRaEvvra04M78G4raW BLWyuFUJ-Tv7cDbW A91HDU4W 89cyYx9piuz4F_CMDifCdEvySYQr f1-0- 8-0.0 13-8-0 _1 17-0.0 20-4.0 26-0.0 34-0-0 1-0-0 1.0-0 8.0.0 5-8-0 3.4-0 3-4-0 5.8-0 S-0-0 Scale=1:60.1 5x8 MT181­1S= 4x10 = 4.00 12 2x3 11 4x6 = 2x3 II 3 23 4 5, 6 7 24 5x8 MT18HS= 15 4x5 — 3x6 11 4x6 = 6x10 = 600 = 46 = 3x6 II 4x5 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 BCLL 0.0 • Rep Stress Incr NO WB 0.98 i Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) i 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 PLATES GRIP MT20 2441190 MT18HS 2441190 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 ors-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 Harz 2=-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. Tell. - 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=-126512545, 8-24= 126512545, B-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=14ft; B=52ft L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 (plf) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16= 49(F=-29), 11-20— 20 ® WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERANCE PAGE MIf-7473 rev. 1010312015 BEFORE USF_ and is for an Individual building component, not -- Design valid for use only will) MITek® connectors. This design Is based only upon parameters shown, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall lernporary and bracing Welk'bu llding design. Bracing Indicaied Is to prevent budding of Individual truss web and/or chord members only. Additional permanent to collapse with persona, Injury and property damage. For general gtddance regarding the Is always required for stability and prevent possible storage. delivery. erection and tracing of tnrsses and Irrss systems. seeAtdSI/TPII Quality Cdterfa, DSB-89 and SCSI Building Component 6904 ParYe Enst Blvd.fabifcation, Tampa, FL 336t 0 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9660961 M11323 GRB HIP I 1 1 Job Reference Lptionap {LL.d..,.i.,,. �.,.. nM,. nil 1]1n•dn•in 9n7R Pwnw9 Chambers truss, r-on r•rerce, rL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16= 641(F) 11=-641(F) I D:SrRaEyyrg04M78G4raW BLWyuFUJ-x5h_QxXowcP45E5KjJTnUMMieNQUjfcMxJyAnLySYQp ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03MIS BEFORE USE � Design valid for use only will) MlTeWD connectors. Thl, design Is based only upon parameters shown, and Is for an Individual building component, not a Iruss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate lhls design Into the overall Additional temporary and permanent bracing MiTek' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. the Is aiwcrys required for stability and to prevent collapse with possible petsonal Injury and property damage. For {general guidance regarding fabrication. storage. delivery, erection and bfactng of trusses and tars systems, seeANSI/TPI l Quality, Criteria, DS8-84 and SCSI Building Component 6904 Parke East Blvd. safety informallon available from Truss Plate Institute. 218 N. Lee street, Suite 312, Mexandda, VA 22314. Tampa. FL 33610 Truss toss Type Qly Corlton III with porch T9680962 ;ob-- 323 J2 MONO TRUSS 6rence =Y62 o lip oral) 7 640 s A r 19 2016 MiTek Industries Inc Mon Oct 17 10A0:10 2016 Page 1 Chambers Truss, ton rrerce, rL I D:x17zS IzTbJC DIIrGPH 1 QukyuFUI-x5h_OxXowcP45E5KjJTnUMM21NYIjuxMxJyAnLySYQp -1-0-0 I 2-0-0 j 1-0-0 2-0.0 3x4 = Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a Weight: 8 lb FT = 0% BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. TOP CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=2 1 /Mechanical Max Harz2=67(LC 8) Max Uplift3=-30(LC 8), 2= 131(LC 8), 4=-3(LC 5) Max Grav3=37(LC 13), 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.Opsf; h=14ft; B=52ft L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK,REFERANCE PAGE Mih7473 rev. 10/0=015 BEFORE USE - Design valid for use only with Miiek® connectors, this design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MiTek• building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wlih possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erectlon and bracing of trusses and IRm systems. seeANSI/rFtl Quollty Criteria, Ds6-64 and 6CSi Bul!ding Component Tamp Parka 33610 Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss T russ Type city Ply 62' Grand Carlton III wish porch 79680963 M11323 J4 MONO TRUSS 6 1 Job Reference o ljonal Charnbers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi i ek inausvies, Inc. Mon Oci i c 10:40:10 2016 rage 1 ID:PDYLfd 5MdK4MSQTz1ZfRxyuFUH-x5h_QxXowcP45E5KjJTnUMMOdNWejuxMxJyAnLySYap 1.0-0 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8), 2=-171(LC 8), 4= 2(LC 8) 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 DEFL. in (loc) I/dell Lid PLATES GRIP Vert(LL) -0.01 4-7 >999 360 MT20 244/190 Vert(TL) -0.02 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsF h=14ft; B=52fh L=34fh eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Q WARNING- Verity design Parameters, and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valld for use only with Mllek0 conneclors. This design Is based only upon parameters shown. and is for an Individual building component; no, a truss system. Before use, the building designer must verify the applicability of design pararneteis and properly Incorporate this design Into the overall bWding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' N always required for stability and to prevent collapse wllh possible personal Injury and prorxarty carnage. For general guidance regarding the fabrication. storage. delivery. erection and Wacing of tnissssand truss systems, seeANSI/TPit Quallh/ Criteria, DS9-89 and 6CSI Sullding Component 6004 Pork@ East Blvd. Solely Information available from Truss Plate Institute, 21814. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 fuss Truss Type aty Ply 62" Grand Carlton III with porch p T9660964 M11323 J6 MONO TRUSS e 1 Job Reference (optional) o r.e.T,.� r..a„­; . r.,.. en,... n,r rr in•emii 9n1B P—A 1 Chambers Truss, Fod Pierce, FL 8 Apt ,. ..._..-..... _-........... __ _ . ID:tP6jtz_j7xSx c fXi4uz9yuFUG-PHEMdHYOgvXxjOgXH1_10av6FnozSLAWAzhkJnySY00 1.0-0 1 6.0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/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 Harz 2=142(LC 8) Max Uplift3=-117(LC 8), 2= 218(LC 8) 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 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; 13=521t; L=34ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10103/2015 BEFORE USE. � Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verify the appllcablllty, of design parameters and property incorporate this design Into the overall only. Additional temporary and permanent bracing MiTek' balding design. Bracing Indicated Is to prevent buckling of individual lmssweb and/or chord members is always required for statAltly and 10 prevent collapse with possfble personal Injury and property damage. For general guidance regarding the storage. delivery. erection arri bracing of trusses and truss systems. seeARSIJTP1I Quality Criteria, DSB-S9 and BCSI Building Component Safety Information avalabte from Truss Plate Institute. 21814. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job cuss fuss Type I Qty P 62' Grond Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 Job Reference o l�ional) 7 eaa s Aor 19 2016 MiTek industries. Inc. Mon Oct 17 10:40:11 2016 Page 1 Chambers Truss, Fort Pierce, FL 1." 3x4 = ID:tP6jtz-j7xSx_c_fXi4uz9yuFUG-P HEMdHYQgvXxjOgXH 1 _1 Oav9TniOSLAW AzhkJnySYQo LOADING (psf) SPACING- 2-0-0 CSI. DEFL.) in (loc) id TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 0. >972 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 I Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP No.3 REACTIONS. (Ib/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Harz 2=180(LC 8) Max Uplift3=160(1-C 8), 2= 265(LC 8) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 5-11-4 oc pudIns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=14ft; 13=521t; L=34ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This trL ss 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. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NITEKREFERANCE PAGE MII.7473 rev. laW2015 BEFORE USE. � Design valid for use only with MITekS connectors. This design B 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 incorpotate this design Into tlx: overall MOWbr did oing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonat temporary and permanent bracing is always required for stability and to prevent collapse with possible personal infury and properly damage. For general guidance regarding the ParkEa t Blvd. fabrication. storage. delivery, erection and bracing of trursm es and IRI58 systems. seeANSIJTPI I Quail[,/6004 Pa Criteria, DSB-89 and BCSI Building Component Tampa, rk 33610 Safely Information available from Truss Plate Institute, 21a N. Lee Street. Suite 312. Alexandria VA 22314. o Truss Truss Type , Qty Ply 62' Grand Carlton III with porch r9680966 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) G I-- L.duelrim me Mnn rL,1 17 1n•An'17 5pn1A Pnnn 1 CharTbers r russ, ton Yrerce, rL 1-5-0 I D:Lcg54J?LLIEancmZr4Qb7W MyuFUF-PHEMdHYQgvXxjOgXH 1 _10avAingZSFRW AzhkJnySYQo 113.0 I 3-11-12 Scale = 1:20.8 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1-25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 I Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 44lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Upilft4=-207(LC 8), 2— 312(LC 8), 6=-277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7= 662/1072, 6-7= 662/1072 WEBS 3-7=0/309, 3-6=-1177/727 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudIns. 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=14ft; B=52ft; L=34tt eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) na 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 (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B— 49), 8=0(F=10, 6=10)-to-5=-56(F— 18, B= 18) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEICREFERANCE PAGE M1F-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek® connecfots. This design Is based only upon parameters shown, and Is for an Individual building component, nor a trusssystem. Before use. the building designer must verify the appllcublIlly of design parametersand properly Incorporate this design Into the overall A building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iNiTW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regardfrng the fabrication. storage, delivery, erection and bracing Of IRISSesand truss systems. SeeANSVTPit Quality Criteria, DSB-89and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21 (114. Lee Street, Suite'312, Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-r/ldr For 4 x 2 orientation, locate plates 0- 'lid' 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 Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 C O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 of O U a. O r— 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. O 2012 MiTek® All Rights Reserved W1 .81 MiTek 19 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 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 beer 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`ro 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 on 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.