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HomeMy WebLinkAboutTRUSSbk 0 Lumber design values are in accordance with ANSI/TPI, 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY St. Lucie Co ft RE: N 11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site I formation: 6904 Parke East Blvd. ,� T paEL 3610-4115 Cust 'mer Info: WYNNNE DEVELOPEM ENT CORP Project Name: M11323 Mode l:1132 Lot/B ock: Subdivision: Addr ss: N/A City: ORT ST LUCIE State: FL Nam Address and License # of Structural Engineer of Record, If there is one, for the building. Namc License #: City: State: Gene ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Load ng Conditions): Desi n Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind; ode: ASCE 7-10 Wind Speed: 165 mph Roof „ oad: 37.0 psf Floor Load: N/A psf This liackage includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With hy seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conf .�ms to 61 G15-31.003, section 5-of the Florida Board of Professional Engineers Rules. No.ti:'I'�5eal# Truss Name Date 1 302390 A 2/21/18230 3391 A 2/21/183302392 A6 2/21/184302393 A7 2/21/18 5 11V3302394 1 A8 2/21 /18 6 11V3302395 1 A9 2/21 /18 7 RV3302396 1 GRA .2/21/18 18 1133023971 -1 2/21/18 9 113302398 J2 2/21 /18 10 lliIT13302399IJ4 2/21/18 11 ! 13302400 J6 2/21/18 12 !I 13302401 J8 2/21/18 13 VT13302402 1 KJ8 L2/21/18 The t ''�s drawing(s) referenced.above have been prepared by MiTek USA, I c. under my direct supervision based on the parameters provid Id by Chambers Truss. Truss (Iesign Engineer's Name: Albani, Thomas My lic nse renewal date for the state of Florida is February 28, 2019. IMPO 4 TANT NOTE: The seal on these truss component designs is a certification that the ngineer named is licensed in the jurisdiction(s) identified and that the designs omply with ANSI/TPI 1. These designs are based upon parameters shown loads, supports, dimensions, shapes and design codes); which were given to iTek. Any project specific information included is for MiTek's custdmem file refer nce purpose only, and was not taken into account in the preparation of these de; igniE MiTek has not independently verified the applicability of the design pararriet : rs or the designs for any particular building. Before use, the building designer should v rify applicability of design parameters and properly incorporate these designs into the erall building design per ANSI/TPI 1, Chapter 2. � s 9380 r - r �-0 S : STATE OF i0 Thomas A. Alban) PE No.39390 MR USA, Inc. FL Cert 6634 . 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch a i I T13302390 M11323 A COMMON 9 1 Job Reference o tional Chambers Trust Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1I11xziuKK A-0-0 6-7-13 12-4-13 17-0-0 1 21-7-3 1 27-4-3 1 34-0-0 35-0-0 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 i Scale = 1:57.8 4.00 12 4x5 = 6 27 2x3 II 25 26 28 2x3 II 3x6 5 7 3x6 3x4 4 8 3x4 3 9 24 29 ,1 2 10 11 n �i Im O 17 16 15 30 31 14 13 12 3x6 — i 2x3 11 4x6 = 3x8 = 3x8 = 46 = 2x3 11 3x6 = 6-7-13 12-4-13 21-7-3 27.4-3 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 Plate Offsets X -- 2:0-0-2,Ed e , 10:0-0-2,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0:12 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 163 lb FT = 0% LUMBER - TOP CHORD 4 SP M 30 il4 BOT CHORD SP M 30 WEBS 1j 4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. REACTIONS. (� /size) 2=1362/0-8-0, 10=136210-8-0 lax Horz 2=-179(LC 8) lIlax Uplift 2=-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=-3419/2395, 3-5=-2771/2031, 5-6=2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 0-12— 2132/3213 WEBS ¢-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/963, 5-15=-313/362, 3-15=-6B9/499 NOTES- I 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh Cat. II; Exp C; Encl, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0; Inte lor(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6 ,I 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss ha 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 he bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832, 10=83 1 6) Hanger(s) or o fter connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 50;f`b down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD C SECS) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) tandard 1) Dead + Roof L ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1''6=-54, 6-11=54, 18-21=-20 Concentrated 'bads (lb) Vert: 6= 50(F) 27=-50(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING. lr I rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE ' Design valid for 1 se only with MITeM connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeAArq&7PII Qua/fly CiHaifa, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Saletylntolma jofavallable 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 , T13302391 M11323 A5 SPECIAL 9 1 Job Reference (optional) t,narrlDers 1 rusF, mc., rorr rieice, ru 10-6-4 2x3 11 5x6 WB5:� mw�111091 4.00 12 21 14 u1 2 5x1 2MT18HS o 3x12 # 2.00 12 V.IJVJOGh ia���i wueninuuauica,�ir. vrcuov�i�.a�tcviv .ayo I D:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFIdcR21 qTW R6QXpvFX_Hi Ufmh1 bZNziuKJ 20-4-8 26.4-0 34-0-0 $5-g 3-4% 5-11-8 7-8-0 0-0 Scale=1:59.8 5x8 11 6 2x3 11 22 \ 7 3x6 8 3x4 9 23 13 12 5x12 = 2x3 II 10 11 `n jo 3x6 = 10-6-4 20-4-8 26-4.0 34-0-0 10-6-4 9-10-4 5-11-8 7-8.0 Plate Offsets Y -- 2:0-1-15,Edge], 4:0-3-0,Ed a 10:0-0-6,Ed e LOADING (psf)i I SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr . YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 14, 2x4 SP'M 30 OTHERS x4 SP No.3 REACTIONS. I -size) 2=1-0-8-0, 10=1312/0-8-0 ax Harz 2=-179(LC 8) ax Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-319512210 BOT CHORD 2-14=-3466/5266, 13-14= 1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=2175/3326, 6-13= 279/534, 7-13=-237/277, 19-13=-786/560,9-12=0/269 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE -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 Q En I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Int( rlior(1) 20-6-4 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6 3) All plates are IT20 plates unless otherwise indicated. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss h is 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 betwee the bottom chord and any other members. - 6) Bearing atjoi 't(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be ring surface. 7) Provide mechi nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=803, 10=803. Thomas A. Alban! PE No.39380 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - l erity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. ' Design valid ic I use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ' building deslg Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek* Is always requl for stability and to prevent collapse wifh possible personal Injury and property damage. For general guidance regarding the fabricatiorL st e, delivery, erection and bracing of trusses and truss systems, seeANSUTPII QualityCdlerla, DSB-69 and BCSI BuQd(ng Component 6904 Parke East Blvd. Satelybdomot Non3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22,114, Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) cnamoers I russ,1 Inc., i-on coerce, t-L 7-0-5 4.00 i2 6x8 = 5 2x3 5x6 W B 34 0. WU b ,7eh 10 eV I I IVII I tlK II IUUbrlltlb, nlu, vv tlu rCU G I IR ....... ray. , ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENA1 gfd4?AftlOQoo_Ln86gziuKl 18-0-0 , 20-4-8 25.11-15 34-0-0 35-0-Q 2-0-0 0 5-7-7 8-0-1 -0- 5x6 = 6 5x12 MT1SHS = 13 3x4 = 12 5x6 = 2.00 Fl2 10-6-4 3x4 5x6 WB-- i 78 22 Scale = 1:61.9 `9'0T Io 3x6 = Plate Offsets - 2:0-1-15,Edge], 3:0-3-0,Ed e , 5:0-4-0,0-2-3 , 7:0-2-7,Ed e , 9:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl t/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a . BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 157lb FT=O%' LUMBER - TOP CHORD 44 SP M 30 *Except* 15 6-7. 2x4 SP M 31 BOT CHORD 214 SP M 30 WEBS &4 SP No.3'Except' OTHERS 511 14: 2x4 S P M 30 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 ax Horz 2=-169(LC 8) ax Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8= 2398/1533, 8-9= 3199/1981 BOT CHORD �-14=-3040/5224,13-114=-l196/2361, 12-13=-1123/2199, 11-12=-1731/3001, 11=-1731 /3001 WEBS 4-14=-492/513, 5-14— 1707/2959, 5-13=-405/196, 6-13= 179/522, 8-12=-893/660, 8-11=0/303 NOTES- 1) Unbalanced r f live loads have been considered. for this design. 2) Wind: AS CE i10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psl; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl!� GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zon ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeqL to drainage to prevent water ponding. 4) All plates are T20 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 he 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 betweer ithe bottom chord and any other members. 7) Bearing at join I(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify ,capacity of be ,ring surface. 8) Provide mech ,cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=803. 9=803.11 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid foi lIise only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always requir fabficatiorL sto d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e, delivery, erection and bracing of trusses and truss systems, seeANSUIPI► OualMy Cdfeda, DSB-89 and SCSI Buildhig Component 6904 Parke East Blvd. Safally Intonna Flonavallable, from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 62' Grand Carlton III with porch S T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) inr..d Chambers I runs, nc., Forr Pierce, FL o. i uv s QGp ! U LV 111v11 en 1n us i as, 11 c. vv cu 1 cu c 1 1 t. 1 a..,v �v �.+ 1 oyc , ID:WSJgpGwalPpeur6hk9UjG5yZL-7tYRC7JLPsOLrICOxuZvBrcAj3DOl'.' D?WieGziuKH 1-0- 8-10-10 14-0-0 20-0-0. 25-11-15 34-0-0 5-0- 0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0 Scale = 1:60.8 Sx8 = 5x6 = 4.00 12 4 5 i 2x3 3x4 3 6 18 19 �1 2 11 7 8 o j 5x12 MT18HS= Ir` I6 o d 10 g 5x12 = 2x3 11 3x6 = 3x12 = 2.00 F12 10-6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6-4 3-5-12 6-4-8 5-7 Plate Offsets i - 2:0-1-15,Ed e , 4:0-4-0,0-2-3 7.0-0-2,Edge] LOADING (psf) !, SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 147Ib FT=0 LUMBER- kJ BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD BOT CHORD 214 SP M 30 BOT CHORD WEBS 214 SP No.3 *Except* 4 1: 2x4 SP M 30 REACTIONS. (I /size) 2=1312/0-8-0, 7=1312/0-8-0 i ax Horz 2= 149(LC 8) ax Uplift 2= 803(LC 10), 7=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD-3=-5484/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOT CHORD 11=-3071/5219, 10-19=-1590/2874, 9-10=-1738/2966, 7-9=-1738/2968 WEBS 11=-419/443, 4-11=-1466/2647, 4-10=-812/448, 5-10= 205/487, 6-10= 785/575, Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 4-0-2 oc bracing. NOTES- 1) Unbalanced to f live loads have been considered for this design. 2) Wind: ASCE 7 0; 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; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are N T20 plates unless otherwise indicated. 5) This truss has een designed for a 16.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss he 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 he bottom chord and any other members. 7) Bearing at join s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bea�r�ing surface. 8) Provide mecha)tical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- y rify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 101012015 BEFORE USE. , Design valid for ise only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. B fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.'1 &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requlr � for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSUi911 Gaa/ey CrBerty, DSO-89 and BCS1 Bugding Compononl 6904 Parke East Blvd. Salslyfnfamia „tnvailable 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 u T13302394 M11323 AS SPECIAL 1 1 Job Reference (optional) .. e,... A [ nn47 &Ai-rnL, Ir,A otree Inn Wed 71 14:19:57 2018 Pane 1 Chambers Iruss,I Feb___....._._. c., t-onrierce,rL. �., oF . ,.,,, ,.,,, , ,.,, . .. __._ REACTIONS. (I .size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) M Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD '�-13=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7,t-2663/1762, 8-9= 3021/1971 BOT CHORD r13=-3143/5224, 12-13— 1956/3292, 11-12= 1369/2481, 9-11 =-1 705/2827 WEBS 13=-396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12= 894/601, 6-12=-265/263, i 12=-294/391, 7-11= 374/691, 8-11=-535/502 NOTES- 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=3411; eave=6ft; Cat. II; Exp C; Encl. �GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ Ee drainage to prevent water ponding. 4) All plates are IV T20 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 ha (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 joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bea ng surface. 8) Provide mecha, ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=803,9=803.11 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - V II Ify design parameters and READ NOTES ON THIS AND INCLUDED MllEKREFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE Design valid for T se only with Mfiek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �J a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, stoI Igo, delivery, erection and bracing of trusses and truss systems, seeANS/IPII QualityCrMorla, DSO-69 and SCSI Bugdhtg Component 6904 Parke East Blvd. Safety Infoanal ., nuvallable 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 v T13302395 M11323 A9 HIP 1 1 Job Reference Optional) Chambers Truss, Ihc., Fort Pierce, FL 8.130 s Sep 1 b 2U17 MI I ex Industries, inc. Wed Feb n 14:1 a:56 2018 rage 1 ID:_etCl cxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oisziuKF 1-0- 6-7-15 10-0-0 15-2-14 20 4-0 . 24-0-0 27-4-1 34-0-0 5-0- 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 Scale=1:58.6 4x4 = 2x3 11 4x8 = 3 4.00 12 4 24 525 26 6 27 7 2x3 2x3 i 3 8 23 28 u) 22 n, 29 cm .1 2 9 10 , jcb c o 15 14 13 12 11 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 10-0-0 20-4-0 24-0-0 34-0-0 10-0-0 10-4-0 3-8-0 10-0.0 Plate Offsets X, -- 2:0-0-14,Edge], 7:0-5-4,0-2-0 , 9:0-3-14,0-1-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in . (too) I/defl Ud , PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL. 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 156 lb FT = 0 LUMBER- I BRACING - TOP CHORD 2 Il SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD 2)(! SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 ; SP No.3 REACTIONS. (I I�size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 M Horz 2=109(LC 9) M Uplift 2=-430(LC 10), 9= 249(LC 10), 13=-928(LC 10) IV x Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) I FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 13_ 1275/1025, 3-4=-913/708, 4-5=8297705, 5-6= 565/807, 6-7=-565/807, 18_ 104/278, 8-9=-341/235 BOT CHORD 15= 836/1187, 13-15= 34/309, 11-13=-256/348, 9-11=-124/304 WEBS �15= 425/501, 5-15=-444/665, 5-13= 1215/1079, 6-13=-264/300, 7-11=-255/396, 11=-461/521, 7-13= 8377703 NOTES- 1) Unbalanced ro If live loads have been considered for this design. 2) Wind: ASCE 71 0; 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 Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Interior,l) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1160 plate grip DOL=1.60 3) Provide adequ 'Ee drainage to prevent water ponding. 4) This truss has I een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss haE 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 ie bottom chord and any other members. 6) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 2=43019=249, 3=928. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - V ', ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for se only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a lruss system. B' fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ' building design.) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always require for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, star e, delivery, erection and bracing of trusses and truss systems, seeANSUM11 Quality Cideda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infatmat inavollable 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 T13302396 M11323 GRA HIP 1 1 Job Reference (optional) GnamDerS IIU55, 1-ar1 rlerce, rL O. IOU 3 o.p 10 cV I / IVII I V& IIIUU-11—, II IV. VV.0 r.0 . I — I-- GV IU ray. I I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?cO6cpTEfaGKGyBpOvzl MFbziuKE OP CHORD MUST BE BRACED BY END JACKS, IOOF DIAPHRAGM, OR PROPERLY CONNECTED 'URLINS AS SPECIFIED. 4x4 = 11 14 9 7x10 4.00 F12 4 3x6 3 — 13 10 -\J, 29 28 27 26 3x6 II 3x6 = 6x8 = 6x8 = -1 17-4-15 3-8-2 13-9-14 8-0-0 17 6x10 19 25 24 3x6 = 6x8 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix. -MS Scale =1:60.6 22 23 n cv jo 4x4 = PLATES GRIP MT20 244/190 Weight: 194 lb FT = O% . LUMBER- BRACING - TOP CHORD 4), 4 SP WI30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2 4 SP M 30 Except: WEBS 2 4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. . JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. II bearings 0-8-0. (lb) - x Horz 2=-179(LC 6) �x Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) ax Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 1 22=984(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD-3=-621/387, 3-5= 304/838, 5-7=-588/1209, 7-8=-568/1209, 8-12=-588/1209, 2-13— 588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18=-588/1209, 8-20— 2230/1280, 20-21=2230/1280, 21-22= 2271/1263, 6-9=-126/305, 9-11=-106/363, 1 -1 4=-1 93/412,14-17=-94/271, 19-21 =-1 43/272 BOT CHORD -29= 247/677, 27-29= 189/540, 26-27=-779/446, 24-26=-411/653, 22-24= 1083/2108 WEBS 29=-500/1176, 3-27=-1766/911, 5-27=-748/622; 5-26=-546/351, 13-26= 946/617, 8-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5— 608/514, 19-20= 335/305, 14-15=-556/407,11-12= 254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7�10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft Cat. 11; Exp C; Encl GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 0 MT20 unless otherwise indicated. 5) This truss has peen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha I 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'ihe bottom chord and any other members. 7) Provide mechz nical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 1 � uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries ;ip end with 8-0-0 end setback. 9) Graphical purli i representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) Hanger(s) or '?ther connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 9 7 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility f others. 11) In the LOAD PASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 NliTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. ' Design valid fo ''use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into the overall building closigr ! Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° Is always requi d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, sto ge, delivery, erection and bracing of trusses and truss systems. seeANSVIPI► Quality Cluerla, DSB-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Wonnallonavaltabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrta, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort F lerce, FL c. r au s oep r o zu i t rvu r en inuusures, uu:. vveu r-cu 1 1+.19.ua cv, v aye I D:_etC 1 exC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzl M FbziuKE LOAD CASE(S) Standard 1) Dead + Roof L ye (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 =-1 26(F=-72), 11-21 =-1 26(F=-72) Concentratedpads (Ib) Vert: *=-641(F) 24=-641(F) ® WARNING - r fy design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld fo use only with MitekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. building desigi efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Indivlylual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always requl prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st pge, delivery, erection and bracing of trusses and truss systems, seeANSM11 Auall Ctft ft DSB-09 and 0CS1 Bulldbig Componanf 6904 Parke East Blvd. Safefylnfolm )knavailable from Truss Plate Inslljute, 218 N. Lee Street, Suite 312. Alexandria, VA22.14. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch � T13302397 M11323 GRB HIP 1 1 Job Reference (optional) .. c,... 4= nnf7 nnrT-L- Ind„cfr',oc Inc Wed Feb 21 id•7n•ni 9n1A Pana i Chambers I russ, c., rart t9erce. rL .,. ,.,� ��r .., �..,. ,.,� �.,�. �...............I ....-. ....,...,_ -. ...--•- • -- - -�- I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-TgMKFrNTDOedyW 4NkR84uuKi w4_?Q6XhNGETJTziuKC 1-0- 8-0-0 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 5-0- 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 Scale=1:58.6 I MMT18HS = 4x10 Sx8 MT18HS = 00 52 2x3 11 4x6 = 2x3 I I 3 23 4 5 6 7 24 8 '1 2 N 9 10 J7 � o 16 15 14 13 12 11 4x6 — 3x6 II Sx6 = 6x12 6xl2 = Sx6 = 3x6 11 46 = i i i 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 1 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets X, 3:0-5-4,0-2-8 , 5:0-3-0,Edge], 8:0-5-4,0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 ! Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 lb FT = O LUMBER- j BRACING - TOP CHORD 2 ;Q SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD 2 T SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2 l. SP No.3'Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4- 4,7-13: 2x6 SP No.2 REACTIONS.. (I /size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 x Horz 2=90(LC 7) x Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) x Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - lax. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD -3=-3625/1950, 3-4=-2080/1236, 4-6_ 2080/1236, 6-7=-1296/2589, 7-8= 1296/2589, -9=-751 /370 BOT CHORD i -16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS -16= 435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13=-878/713, 8-13-3635/1919, 11=-432/1204, 6-14=-1453/2814, 6-13= 3198/1807 NOTES- 1) Unbalanced rol, f live loads have been considered for this design. 2) Wind: ASCE 7�te 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6ft; Cat. Il; Exp C; Encl.GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Provide 3) adequ drainage to prevent water pending. 4) All plates are h T20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha i 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 he bottom chord and any other members. 7) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 3 lb uplift at joint 9. 8) Girder carries ip end with 8-0-0 end setback. 9) Hanger(s) or of er connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ito down and 461 Ito up at 26-0-0, and 96 Ib down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility cl 10) In the LOAD others. �I ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Albani PE No.39380 1) Dead + Roof Le (balanced): Lumber Increase=1.25, Plate Increase=125 MiTek USA, Inc: FL Cart 6634 Uniform Loads',1(plf) Vert: 1' 6804 Parke East Blvd. Tampa FL 33610 3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16= 49(F=-29), 11-20=-20 Date: February 21,2018 A WARNING - Irify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. laV312015 BEFORE USE. Design valid for Ise, only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �^ a truss system. building design fore use, the building designer must verify the applicability of design parameters a6d properly Incorporate this design Into the overall ! Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANsuvii aua* Criteria, Ds8-a9 and BCS1 Building Component 6904 Parke East Blvd. Safety Intatma I bnavallable from Truss Plate Institute. 218 N. Lee Street Suite 312. Mexandrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers I russ, LOAD CASE(S) Concentrated I. Vert: 1 Fort Fierce, t-L (lb) 1(F) 11= 641(F) o.rovo p1acvir1-1eniuuuauioa,a-ry ,..yam ID:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC A WARNING (Verity design. parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid r use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ' a truss sysle ! Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building dell . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k° is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabdcation, s ¢rage, delivery, erection and bracing of trusses and buss systems, seeAMSMII Gaaldy CrCeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInto pftomvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, MexandrIa, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 I D:xl?zSIzTbJCDI I rGPH 1 QukyuFU I-TgMKFrNTDOedyW 4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2-0-0 1-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress [nor YES BCDL 10.0 Code FBC2017ITP12014 LUMBER III - TOP CHORD 2�%4, SP No.3 BOT CHORD N4 SP No.3 Scale =1:7.8 3x4 = 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.18 Vert(LL) -0.00 7 >999. 360 MT20 244/190 BC 0.07 Vert(CT) -0.00 7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Weight: 8 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (1)/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical ax Horz 2=67(LC 10) x Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) ax Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Aax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft L=34fh eave=6ft; Cat. II; Exp C; Encl I GCpi=0.18; MI (difectionaf) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumb r 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 ha 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 betwee hat bottom chord and any other members. 4) Refer to girdeEt for truss to truss connections. 5) Provide mechcal connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb upli joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Deslgn valid f erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. ? use only with Mlfek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ' a truss system. building deslg fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTew Is always requld ,. prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatton, stco,ge, delivery, erection and bracing of trusses and truss systems, seeANSIRpIl CualllyCtBeda, DSO-89 and BCS1 Building Component 6904 Parke East Blvd. Satetylntonni,rMnavailabte from Truss Plate institute, 218 N. Lee Street, Suite 312. Mexanddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) Gnambers I russ, I a fort Pierce, t-L tf.l ou s aep 10 Zu1 / IVII i eK muUsrries, trlc. vveu feu e i i-+;ev:ve eu m rdye r ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-yl wiTBN5_imUZgfalBfJR6sl_UP79nvgbwzOswziuKB 1-0-0 4-0-0 1-0-0 4-0-0 ' 3x4 = Scale=1:11.1 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 . TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 14 lb FT = O% LUMBER- BRACING - TOP CHORD x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD { 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical ax Horz 2=104(LC 10) lax Uplift 3= 80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Gray 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) i lMax. Comp./Max. Ten. -All forces 250'(Ib) or less except when shown NOTES- 1) Wind: ASIDE -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; En .,.GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumb r DOL=1.60 plate grip DOL=1.60 2) This truss had d been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss h l s 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 betwee'' the bottom chord and any other members. 4) Refer to gird l(s) for truss to truss connections. 5) Provide meanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplj, t at joint 4. Thomas A. Aibani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI-7473 rev. 1010312015 BEFORE USE. ' Design valid ruse only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de��n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always req �BIred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s(brage, delivery, erection and bracing of trusses and truss systems, seeANSUMII Cualfly Cr@elb, DS849 and 9CS1 BUgdIng Component 6904 Parke East Blvd. Safety lntomfoN navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty I Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Sep 15 2017 l I eK industries, Inc. Wed Feb 21 14:20:03 20i 8 rage 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-QDT4gXOkIOuLBq EmrsBYzJPU Dtd4uE9zgajZOMziuKA 1-0-0 6-0-0 1-0-0 6-0-0 3x4 = 6-0-0 Scale = 1:14.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 24Q BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 20lb FT=O% LUMBER- 14 BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I /size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical ax Horz 2=142(LC 10) ax Uplift 3=-131(LC 10), 2=-194(LC 10), 4= 8(LC 10) Nlax Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE II; Exp C; Eric shown;Lumb 2) This truss hat 3) ` This truss h will fit betwee 4) Refer to girde 5) Provide mecl' joint 2 and 8 1 �10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions T DOL=1.60 plate grip DOL=1.60 been designed -for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members. is) for truss to truss connections. finical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at luplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: .February 21,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO-7473 rev. 10103,2015 BEFORE USE. ' Design valid fc r use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system.,Pefore building desig use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always requ for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,ed fabrication, sh rage, delivery, erection and bracing of busses and truss systems, seeANSWI1 GuoMy Cgoda, OSB 89 and SCSI Bugding Component 6904 Parke East Blvd. Salefyintanni orgvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, AJexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 62' Grand Carlton III with porch , T13302401 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) Cha ;bers Truss, I�' c., Fort Pierce, FL 8.130 s Sep 15 2017 Mi I ek Industries, Inc. Wed Feb 21 14:20:04 20i 8 rage i ID:tP6jtz—j7xSx c_fXi4uz9yuFUG-uP1SutPMWJOCp_pyPZinWXybuH5UdhP73ES7woziuK9 1-0-0 8-0-0 1-0-0 8-0-0 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.62 TCDL 7.0 Lumber DOL 1.25 BC 0.38 BCLL 0.0 ''I Rep Stress Incr YES WB 0.00 BCDL 10.0 ! Code FBC2017/TPI2014 iviatrix-MP LUMBER - TOP CHORD 2 SP M 30 BOT CHORD 2A SP M 31 REACTIONS. (1 size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Harz 2=180(LC 10) M x Uplift 3=-175(LC 10), 2=-228(LC 10), 4= 15(LC 10) M�x Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - 10ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- . 1) Wind: ASCE 7 II; Exp C; Encl. to 7-11-8 zone; 2) This truss has 3) ' This truss ha will fit between 4) Refer to girder 5) Provide mecha joint 2 and 15 I I Scale = 1:17.4 DEFL. in (loc) Well - Ud PLATES GRIP Vert(LL) 0.26 4-7 >367 360 MT20 244/190 Vert(CT) -0.30 4-7 >319 240 Horz(CT) -0.00 3 n/a n/a Weight: 26 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members. i1) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - V �Uy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10103,2015 BEFORE USE. " Design valid for se only with MiTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. 'fore use, the building designer must verify the applicability of design'paramefers and properly incorporate this design Into the overall building design.'; Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requlr for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stor ge, delivery, erection and bracing of trusses and truss systems, seeANSV711 Aaaflly Cr7ada, DS9-09 and SCSI BaOd/ng Component 6904 Parke East Blvd. Safety intorma . vailable 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 II I with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) 1.1 A C,.L. n1 4 1 nn nC M110 Donn 1 Chambers Truss I o., Fort Pierce, r-L o. i uv c oep i o cv i . wn i on a iu as as, o c. .. oy., I D: Lcg54J? LuEancmZr4Qb7W MyuFUF-Mcbr5CQ_Hd83QBO9zHD02kUrohRsM 1 VGHuCgSEziuKB 1-5-0 1 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale=1:20.3 4 2.83 ri2 3x4 j 3 i i i I 2 7 6 ! 2x3 11 5 3x4 = I 3x4 = 7-3-4 I 11-3-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BIG 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 ;I SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2k SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2 SP No.3 REACTIONS. (1;/size) 4=20 1 /Mechanical, 2=466/0-11-5, 6=576/Mechanical IV x Harz 2=244(LC 8) IV x Uplift 4=-205(LC 8), 2=-305(LC 8), 6= 286(LC 8) x Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (Ib) or less. except when showh. TOP CHORD 3=-1151/523 BOT CHORD-7=-687/1126, 6-7=-687/1126 WEBS 7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7I' 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has 'een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss ha 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 he bottom chord and any other members. 4) Refer to girder ) for truss to truss connections. 5) Provide medhe icaf connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 b uplift at joint 6. 6) In the LOAD C SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) tandard 1) Dead + Roof L ve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads :pit) . Vert: 1 2= 54 Trapezoidal Lo ds (pit) Vert: 0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=O(F=10, B=1 0)-to-5=-56(F=-1 8, B=-18) J Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33810 Date: February 2.1,2018 ® WARNING - U rily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 101032016 BEFORE USE. Design valid fo se only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �" a Truss system. fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design I Bracing Indicated Is to prevent buckling of Individual truss web and/or chord!.tnembers only. Additional temporary and permanent bracing MOW is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, to ge, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Walla,DS8�9 and SCSI Building Component 6904 Parke East Blvd. Salelylnlorma . n3vailable from Truss Plate institute, 218 N. Lee Street, Suite 312.Alexandria, VA 22314. Tampa, FL 33610 Symbols . Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y 1 /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For p wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I be considered. O '�3 V;�4 O p 3. Never exceed the design loading shown and never braced trusses. aU stock materials on inadequately p4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c� a c�� cs 6 '— BOTTOM CHORDS designer, erection supervisor, property owner and plates 0-1114" from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates, THE LEFT 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/6 at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular— ESR-1311-1-ESR-1352, ESR1988 - responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section Of the Trusses are designed for wind loads_ in the plane of the truss unless otherwise shown. specified, 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 9 Y 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others, Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur, 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ,tD 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: — -onMetal - ANSI TP_I.1~—j otionaLD-esi n-S E�jfi.CatiJof- - - - - Plate Connected Wood Truss Construction. - _ - -- --- - - - -- - 19. Review all portions of this design (front back, words - - - - - - rP-uSeR2UlewJgg=(JICtU -. is not sufficient. DSB-89: Design Standard for Bracing, a BCSI: BuildingComponent Safe Information, MiTek 20. Design assumes manufacture in accordance with GuidetoGood Practice for Handling, ANSIRPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015