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HomeMy WebLinkAboutTruss. .1L - OFFICE USE ONLY: DATE FILED: 3/10/2020 REVISION FEE: 75.00 PERMIT # 2001-0090 RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772)462-1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: 18601 TRANQUILITY BASE LN , PORT ST LUCIE, FL 34987 DETAILED DESCRIPTION OF PROJECT REVISIONS: New truss design / adding storage space CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: DIFRANCESCO CONSTRUCTION INC QUALIFIERS NAME: MICHAEL DIFRANCESCO ADDRESS: 8840 LONESOME PINE TRL CITY: FTPIERCE, STATE: FL PHONE (DAYTIME): OWNER/BUILDER INFORMATION: NAME: ADDRESS: ST. LUCIE CO CERT. #: 28971 ZIP: 34945 FAX: CITY: STATE: PHONE (DAYTIME: FAX: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME): ZIP: ZIP: FAX: FILE COPY SLCCC: 9123109 Revised 06/30/17 E Job Truss P.Type Oly Ply FERNANDEZT1950669176374 AT3IC 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Tue Feb 25 12:16:22 2020 Page 1 2 d� 6.00 12 6xB = 3x4 II 4x6 = 3x4 11 6x8 = 6 36 7 37 8 9 35 10 39 11 8 22 zo 4 6x8 =5x8 MT13HS= 1 a. = _ � _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.50 Vert(LL) -0.37 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.63 20-22 >999 240 MT18H5 244/190 BCLL 0.0' Rep Stress lncr YES WB 0.85 Horz(CT) 0.18 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3420-22 >999 240 Weight: 432 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc pudins. BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or4-8-13 oc bracing. 18-21,21-24: 2x6 SP 2400F 2.0E WEBS 1 Raw at midpt 6-22, 11-20 WEBS 2x4 SP No.3 REACTIONS. (size) *2=0-8-0, 15=0-8-0 Max Ho¢ 2=421(LC 11) Max Uplift 2=-1322(LC 12), 15=-1322(LC 12) Max Gmv 2=2585(LC 18), 15=2585(LC 19) FORCES. (Ib) - Max. CDMPJMax. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=4925/2901, 3-5=4723/2822, 5-6=4030/2501, 6-7=4091/2558, 7-8=4114/2558, 8-10=411412558, 10-11= 4091/2558,11-12=-4030/2501, 12-14=-4736/2822, 14-15=4926/2901 BOT CHORD 2-25= 2400/4636, 23-25=-2103/4215, 22-23=-1644/3737, 20-22— 1896/4239, 19-20=-1680/3457,17-19=-2139/3900,15-17=-2435/4323 WEBS 3-25--299/309, 5-25=-168/463, 5-23=-693/660, 6-23— 447/765, 6-22=-527/1298, 22-26--526/486,7-26=-386/425,20-27=-526/486,10-27=-386/425,11-20=-527/1298, 11-19=447/765,12-19_ 693/659,12-17=-168/465,14-17=-300/309,8-26=-260/226, 8-27=-260/226 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=55ft; save=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 34-12, Interior(1) 3-4-12 to 17-0-0, Exterior(2) 17-0-0 to 24-9-5, Intedor(1) 24-9-5 to 38-", Exterior(2) 38-0-0 to 45-9-5, Interior(1) 45-9-5 to 57-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 4x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 pal' bottom chord live load nonconcument with any other live loads. 7) ' 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 = 10.0psf. 8) Ceiling dead load (5.0 psQ on member(s). 26-27 9) Bottom chord live load (40.0 psQ and additional bottom chord dead load,(5.0 pat)applied only to room. 20-22 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=1322,15=1322. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 AWARNING. Vedfydeslgnparametereardp?ADNOTESONTHISAND MCLUDEDhrrEKREFERANCEPAG17111Terev.taNJI1015BEFOREUSE �� Design valid tar use only with MiTek® connectors. This design Is based only upon parameter shown and Is for an Individual bullding componenl, rat 0 truss system. for' - ore use, me bu6dln9 designer must verify me applicoblllty of tleslgn parameters and Pro Incorporate this tleslgn Into me overall buldNg tleslgn. 9racing Indicated Bto prevent buckling of Individual truss web and/or chord membersonly.Addllonal temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse writs possible personal Inlury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN61/1911 CualI CMrrdo, D9B419 and BC51 Bulding Component Tamp a, FL 3361 Blvtl. Safety Nlormatiorpvallable from Truss Plate Institute, 218 N. Lee Street, Sulfa 312, Alexwdrla VA 22314. Tampa, FL 33810 -2.0.0 B-5.8 12-8-11 19.0.0 2&4-0 27-&0 31-7-12 36-0-0 42-3.5 48.6.10 55.0.0 557 -0-0 I E&5 fi-3-5 6-5-8 f2-0.01 Scale =1:98.4 2 d� 6.00 12 6x8 = 3x4 11 4.6 = 3x4 11 6x8 = 6 36 7 89 37 10 3811 2a 19 .. ._._ ._ .. 6xB = 5.8 MT18HS= 6xe = LOADING (pst) SPACING- 2-0-0 CSI. OEFL. in (too) Vdefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) -0.34 20-22 >999 360 MT20 2-190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ved(CT) -0.58 20-22 >999 240 MT18HS 244/190 BCLL 0,0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.18 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.31 20-22 >999 240 Weight: 4471b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2.11 oc puriins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-7 oc bracing. 18-21,21-24: 2x6 SP 240OF 2.0E WEBS 1 Row at micipl 5-23. 12-19 WEBS 2x4 SP ND.3 JOINTS 1 Brace at Jt(s): 26,27 REACTIONS. (size) 2=0-8-0, 15=0-8-0 Max Horz 2=465(LC 11) Max Uplift 2=-1322(LC 12), 15=-1322(LC 12) Max Gmv 2=2593(LC 18), 15=2593(LC 19) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4922/2855, 3-5=4696/2761, 5-6=-3869/2399, 6-7=-3669/2350, 7-8=.3689/2354, 8-10=2689/2350, 10-11=-3670/2347, 11-12=-3869/2396, 12-14=4697/2758, 14-15=4924/2852 BOT CHORD 2-25= 2349/4663, 23-25=-2008/4159, 22-23=-1503/3603, 20-22=-162313832, 47 19-20=-1537/33,17-19=-2041/3811, 15-17=-2383/4317 WEBS 3-25-.356/360, 5-25=-1981561, 5-23=-804f724,6-23=-503/843, 6-22=427/1147, 22-26=494/427, 7-26=-314/313, 20-27=494/429, 10-27=-314/313, 11-20=428/1147, 11-19=-503/843,12-19=-8041724,12-17=-198/562,14-17=-358/360, B-26=-254/256, 8-27=254/258 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=55ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 34-12, Interior(l) 34-12 to 19-0-0, Exterior(2) 19-0-0 to 26-9-5, Interior(1) 26-9-5 to 36-0-0. Extedor(2) 36-0-0 to 43-9-5, Interior(1) 43-9-5 to 57-14 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 4x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Ceiling dead load (5.0 psf) on member(s). 26-27 9) Bottom chord live load (40.0 pat) and additional bottom chord dead load (5.0 psf) applied only to room. 20-22 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 2=1322, 15=1322. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 AwARNING-Ve1ayd1l91pere1efersand READ NOTES ON TN/SAND UICLUDED MO EKREFERANCEPAGEMM17473 rev. 70N14af56EFORE USE ��- Design valitl for use only with MRek®connectors. TDB dasl9n Is basetl only upon pprame}ers shown antl Is for an IntlNltlual bulltling componont rat huss sysfe .Before use.lDe Dullding tle.... must verity ""I uicabllltyv tle..... ramete 0antl1 roll. Incorporate fDls tlaslgn Into moverall bulltling design. firacing lndicatetlls to prevent bucklingof lntllvldual tmssweb antl/orchortl memDe only. Atltlltlonal temporaryand permanent bracing M!Tek' Is olways requlretl for st¢bllHy antlto prevent col lapse wlM possible personal lnJury antl pro per, a mage. For gener I"."ance Mmingthe fobdcotlon, storage, tlelNery, erection antl bracing of hu55es an tl buss system'.a . See5OualI@@yy CrBMa, OSS414 and SCSI Suldklp Cempon�nl 6904 are East Blvd. Solely fnlasmalbnwa0able hom Truss Poole Ins6Me. 21B N. Lee Sheet 9uMe 312. Alexontlrl¢ VA 72314. Temp., FL M610 T19506693 I I 1 Scale = 1:98.4 6.00 12 3x4 II 3x4 11 6x8 = 6 7 37 B 38 9 10 d 51d co co 6z8 - m cc 5x8 MT18H5= ev in 6.8 = " Sa 4.6 = 4z8 = 3z4 I 6x8 = 6 X8 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.31 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.54 20-22 >999 240 MT18 S .190 BCLL 0.0 ' Rep Stress Incr YES WE 0.76 Hoa(CT) 0.17 14 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.29 23 >999 240 Weight: 4771b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc puffins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. 18-21,21-24: 2.6 SP 240OF 2.0E WEBS 1 Row at midpt 5-23, 6-23, 1D-19, 11-19 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 27. 28 REACTIONS. (size) 2=0-8-0, 14=0-8-0 Max Horz 2=-508(LC 10) Max Uplift 2=-1321(LC 12), 14=-1321(LC 12) Max Grav 2=2525(LC 18), 14=2525(LC 19) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4669/2734, 3-5=-4204/2591, 5-6=-3547/2282, 6-7=-3216/2179,7-8=-3233/2183, 8-9= 3233/2183,9-10=-3217/2179,10-11=-3547/2282,11-13=-0205/2591, 13-14=-4671/2734 BOT CHORD 2-26=-2201/4441, 25-26=-2201/4441, 23-25- 1882/3981, 22-23= 1358/3331, 20-22=-1397/3392,19-20=-1394/3119,17-19=-1918/3599,16-17=-2237/4061, 14-16= 2237/4061 WEBS 3-26=0/287,3-25=-596/422,5-25=-227/576, 5-23=-9321751,6-23=-562f/54, 6-22=355/1245,22-27=-494/352,7-27=-281/253,20-28=-494/352, 9-28=-281/252, 10-20=-355/1245, 10-19=-562054, 11-19=-932/751, 11-17=-227/576, 13-17=-599/422, 13.16=0/287, 8-27=-257/268, 8-28= 257/268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 8=45ft; L=55ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-1-4 to 3.4-12, Interior(1) 3-4-12 to 21-0-0, Extedor(2) 21-0-0 to 28-9-5, Interior(1) 28-9-5 to 34-0-0, Exterior(2) 34-0-0 to 41-9-5, Intedor(1) 41-9-5 to 57-1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 4x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load -concurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Ceiling dead load (5.0 psf) on member(s). 27-28 9) Bottom chord live load (40.0 psf) and additional bottom chard dead load (5.0 psf) applied only to room. 20-22 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=1321, 14=1321. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WAf1NUlG- Vedfydeargn parameters and NERD NOTES ON MMAND 1NCLUDE0MREKFEFEFANCEPAGEUX74TJrev. ihAYUIISBEFOAEUSE ��- Deslgn volld for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulking component. not a truss bulltllns system. Before BracInuse, Indicatetliis90 designer must ve,ty the buckit of ntllvlduacl}loss webanof tl/or ohortl}ers and membesonlefIAddl6Incoonaltemorate hls tleslgn Into the overIbracin Is always required for stability antl to pmventcollapsewgith possible personal lnlury and props tlama For Itla nce�e antlithe permanentg MiTek' dy ge. genera gu gar g fabrlcaean storage, tlelNery, erection and bracing of trusses and fi1M System% SeeAN3t71P11 Cu CrBbla, D6B-09 and BCSI ku9dklp Cpmponmt 6904 Parke East Blvd. Safety mformafbrgvolloble from Truss Floie InstlMe. 21B N. Leo Sheaf, Suite 312 Alaxontlrl¢ VA 22 14. Tampa. FL 33610 Job Truss Truss Type Dry Ply FERNANDEZ T79506694 76374 AT6 ATTIC 1 1 Scale-1:98.4 8.00 12 6x8 = 3x4 11 3x4 11 6x8 = 6 7 37 8 38 9 10 1. US= 3x4 11 co 6x8 = L, 6x8 = 5x8 h1T18H5= 6x8 = „ 6xB = „ 3x4 dx6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(LL) -0.31 20-22 >999 360 MT20 2441 90 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.54 20-22 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014. Matrix -MS Wind(LL) 0.29 23 >999 240 Weight: 47711a FT=20% LUMBER- BRACING - TOP CHORD 26SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc puffins. BOT CHORD 2x6 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. 18-21,21-24: 2x6 SP 240OF 2.OE WEBS 1 Row at midpt 5-23, 6-23, 10-19, 11-19 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 27, 28 REACTIONS, (size) 2=0-8-0, 14=0-8-0 Max Hoc, 2=508(LC 11) Max Uplift 2=-1321(LC 12), 14_ 1321(LC 12) Max Gray 2=2525(LC 18), 14=2525(LC 19) FORCES. (lb) - Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4669/2734, 3-5=-0204/2591, 5-6= 3547/2202, 6-7= 3216/2179, 7-8=-3233/2183, 8-9=-3233/2183,9-10=-3217/2179,10-11=-3547/2282, 11-13=-4205/2591, 13-14=-4671/2734 BOT CHORD 2-26=-2201/4441, 25-26= 2201/4441, 23-25=-1882/3981, 22-23=1358/3331, 20-22>1397/3392,19-20=-1394/3119,17-19- 1918/3599,16-17=-2237/4061, 14-16=-2237/4061 WEBS 3-26=0/287, 3-25=-596/422, 6-25=-227/576, 5-23=-9321751, 6-23=-562/754, 6-22=-355/1245,22-27=-494/352, 7-27=-281/253, 20-28- 494/352, 9-28=-281/252, 10-20=-355/1245,10-19=-5627754,11-.19=-932J751,11-17=-227/576, 13-17=-599/422, 13-16=0/287, 8-27=257/268, 8-28=-257/268 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10;Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22R; B=45tt; L=55f ; eave=7f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3-4-12, Interior(1) 3-4-12 to 21-0.0, Exterior(2) 21-0-0 to 28-9-5, Interior(1) 28-9-5 to 34-0-0, Exterior(2) 34-0-0 to 41-9-5, Interior(1) 41-9-5 to 57-1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 4x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Ceiling dead load (5.0 psf) on member(s). 27-28 9) Bottom chord live load (40.0 psf) and additional bottom chard dead load (5.0 psi) applied only to room. 20-22 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift at joint(s) except 6t=lb) 2=1321, 14=1321. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: February 25,2020 QwARNING-verifydeslgnpammerere and READ NOTES ON MIS AND/NCLUDED MREKREFERANCEPAGEMIF7473 rev. fW=lsBEFORE USE. ��• Design valld for use only wlth M6eIab connectors. This design Is based only upon parameters shown, and is for an hall building component, not truss system. Before use, the bulldiing deslgner must verity the appllcablllly of deslgn parameters antl propeay Incorporate this de9gn Into the overall bWtling tle9gn. Bracing lndlcatetl is to prevent buckling of lndNltlual huss web and/orchard membe oNy. Addltionalteme-Tantl permanent bracing MiTek' balwaysrequ6edforstabllityand toprevent collapse wlmpossible personal injuryand propeMdamage. For general guldanCemgordingthe sobticotion, storage, delivery, erection and bracing of hums and huss systems seeANSUIPII Cuo�y CrB�M. DSB-69 and BCSI 90dina Component 6904 Pa Me East BNd. Salary ti/omsafbnwallable from Truss Plate Institue. 218 N. Lee Sheet, Suite 312. Alexandra. VA P231A. Tampa, FL 33610 T79506695 BASE 6.00 FIE 6x8 = 6 �4, 4x4 1 3 11 1 Jp6 Ref 8.330 s Feb 13 202C ID:Ldea5Sr801bzH5Ok32aby6yC 34-0.0 40.4-7 4E 7-0-4 1 6-4-7 5- 4x4 = 6.11 = 7 30 a 31 21 20 14 3x4 II 7x10 = 4.00 12 ]x8 = 4x4 = Scala = 1:109.1 d 3233 12 131.b IN C 4x5 = LOADING (pso SPACING- 2-0-0 .1. DEFL in (loc) Udell I PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 16 >999 360 MT20 2-190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ven(CT) -0.29 16-17 >999 240 BCLL o,0 ' Rep Stress Incr YES WB 0.97 HOrz(CT) 0.11 12 r✓a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 16 >999 240 Weight: 453 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 Sp No.2 TOP CHORD Structural wood sheathing directly applied or4-3.9 oc purlins. BOT CHORD 2x6 Sp No.2 BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. WEBS 2x4 SP No. 3'Except' WEBS 1 Row at midpt 5-20, 5-19, 6-19, 7-19 5-20: 2x6 SP No.2 REACTIONS. (size) 2=b-8-0, 20=0-8-0, 12=0-8-0 Max H..2=516(LC 11) Max Uplift 2=-578(LC 11), 20=-2251(LC 12), 12=-959(LC 12) Max Grav 2=94(LC 21), 20=3367(LC 1). 12=1494(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3--311/1506, 3-5=-1187/1967, 5-6=-163/562, 6-7=-66/458, 7-8=-1264/945, 8-9=-1688/1252,9-10=-2483/1860,10-11=-2122/1741,11-12=-2385/1771 BOT CHORD 2-2-1 -21— 1543/582, 20-21=1543/582, 19-20=-1873/1779, 18-19=01708, 17-18=-440/1517, 16-17=-1271/2228,15-16=-1635/2498,14-15=-1631/2460,12-14=-1343/2011 WEBS 3-21=-596/369,3-20=-707/1238,5-20=-2315/1605,5-19=-1126/1896, 6-19=4941385. 7-19=-1764/1187.7-iB=-837/1203, 8-18=d36/586, 8-17=-6507777; 9-17=-916/903, 9-16=-253/407, 11-14=347/658, 10-14=-621/481, 10-15=-740/572, 10-16=-2931410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=59ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3-10-0, Interior(1) 3-10-0 to 21-0-0, Exterior(2) 21-0-0 to 26-11-12, Interior(1) 26-11-12 to 34-0-0. Extedor(2) 34-0-0 to 39-11-3, Interior(1) 39-11-3 to 50-8-0, Exterior(2) 50-M to 56-7-3, Interior(1) 56-7-3 to 61-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive 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 100 lb uplift atjoint(s) except Ot=lb) 2=578, 20=2251, 12=959. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNING. Vldfy desrgn pammefemend HEAD NOTES ON MIS AND INCLUDED MITEx REFERANCEPAG-7473 rev. IS=0159EFOHE USE. �'- Deslgnvalid for use only with MReI� connectors. i is design Is based only upon parameters shown, and Is for an IndNldual bulltling component,not buss system. Betore use, the bulltling tleslgn" must verity the appllcObIIIN of'adgn parameter antl SropeAy Incorporate ibis tledgn Into the overall bu0tling tleslgn. Bracing ln0lcated b to prevent buckling of lncIltlual Koss web and/or chord membe P. Addiiorlal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personol Injury and property damage. For general guidance regarding me 6904 Parke East BNtl. fabAcaW'. storage, delivery. erection and bracing of trusses and truss system& seeANSIM11 Quaply Criteria, DSB419 and SCSI Building Component Softy tafarmallancycilable from Truss Plate In...218 N. We Sheet 3ulte 312, Alexandria. VA 22314. Temp.. FL 33610 T79506696 176374 PIGGYBACK BASE 6.8 = 6.00 12 fi 23 22 16 15 3x4 7x10 = 4.00 12 7x8 = 4x4 = 3x4 II I I 1 8.330 s Fe ID:Ldea5Sr801b2H5Ok32a 34-0-0 38-9-10 7-0A 4-9-10 40 = 6x8 = 7 32 8 1020 Page 1 =BrEl zhbm7 1d-0 p--D1 Style =1:109.1 4x4 9 33 6x8 = 6x8 = 10 6X8 J 12 w6 3435 7IIIIII 13 1418+� 17 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (toc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.56 Ved(LL) -0.15 18 1999 360 MT20 2-190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.28 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.11 13 n/a Na BCDL IO.O Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 18 >999 240 Weight: 4681b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc puriins. BOT CHORD 2.6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bral WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-22, 5-21, 6-21, 7-21 5-22: 2x6 SP No.2 REACTIONS. (size) 2=6-8-0, 22=0-8-0, 13=0-8-0 Max Hoe 2=-516(LC 10) Max Uplift 2=-569(LC 11). 22=-2246(LC 12), 13=-960(LC 12) Max Gray 2=10O(LC 21), 22=3353(LC 1). 13=1502(LC 18) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/1484, 3-5=-1197/1945, 5-6=-165/545, 6-7=-67/442,7-8=-1276/959, 8-9=-1677/1298,9-10=-2324/1771,10-11=-2128/1759,11-12=-2200/1840, 12-13= 2433/1828 BOT CHORD 2-23=-1519/591, 22-23=-1519/591, 21-22=-1852/1789, 20-21=07726, 19-20— 455/1526, 18-19= 1120/2078, 17-18— 1590/2427,16-17=-1169/1803,15-16=-1422/2064, 13-15=-1422J2064 WEBS 3-23=-596/369, 3-22=-706/1238, 5-22=-2308/1607, 5-21=-1138/1890, 6-21=-485/380, 7-21=-1768/1207,7-20=-645/1282,8-20=-009/588,8-19=-738/806,9-19=-843/845, 9-18=-356/466,10-18=-424/513, 11.16=-532/551, 12-16_ 652/621, 12-15= 20/322, 11-17=-325/457,10-17=-1084/806 NOTES- i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opst h=22ft; B=45ft; L=59ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 3-10-0, Interior(1) 3-10-0 to 21-0-0, Extedor(2) 21-0-0 to 26-11-12, Interior(1) 26-11-12 to 34-0-0, Exteror(2) 34-0-0 to 39-11-3, Interior(1) 39-11-3 to 48-8-0, Exterior(2) 48-8-0 to 54-7-3, Interior(1) 54-7-3 to 61-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 Plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 100 lb uplift at jolnt(s) except Qt=lb) 2=569, 22=2246, 13=960. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Data. February 25,2020 O WARNING- Verlfydes19n per awes end READ NOTES ON TN/SANDINCLUDED MITEKNEFENANCEPAGEMIP7473 rev. 10=015aEFOSEUSE Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not buss system. Before use, the building designer must verity the appllcoblllty of design parameters and properly Incorporate this design Into the overall o0dingdeslgn. Bracing indicated is to prevent buckling Gflndiv luWtrusswebantl/prCharon, mbersonly. Additional temporary and permanent bracing MiTek' b always requltedforstoblllNandtopreventcollopse with possible pe-not injury and property damage. For general guidance regarding me fob4catbn, storage; delivery, ereotion and bracing of busses antl host systems seeANSVIPII Cu" CmaAo, D5349 and SCSI Building Component 6904 Parke Easl13Nd. Safety mfoenatbnavailable from Truss Plate Institute. 218 N. tee Sheet. Suite 312. Alexandria. VA 2231A. Tampa. FL 33810 Jab Truss Truss Type I ty Ply FERNANDEZ T79506697 76374 B2 PIGGYBACK BASE 1 1 Job Reference Milan'" Chambers Truss. Inc.. Fort Pierce. FL 8.330 s Fob 13 2020 MiTek Industdes,'Inc. Tue Feb 2512:16:34 2020 Paae 1 6.00 12 Sol 6 411 i 4x6 - 5 30 44 G 4 3 22 21 3x4 II 7.10 = 4.00 12 4.4 = 6.8 = 7 31 8 Scale = 1:109.1 32 6x6 = 6x8 = 9 10 4.4 11 334z8 � d / 2 34 1 13 141v 1N 7 b 4x4 � 16 5 ass = 3x4 II 4.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.61 Vert(LL) -0.15 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.3117-18 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.97 H..(.T) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-MS Wind(LL) 0.2017-18 >999 240 Weigh: 4591b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-3 ac bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 5-21, 5-20, 6-20, 7-20, 9-18 5-21:2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 21=0-8-0, 13=0-8-0 Max Hoa 2- 516(LC 10) Max Uplift 2=559(LC 11), 21=-2238(LC 12), 13_ 962(LC 12) Max Gmv 2=103(LC 21), 21=3343(LC 1), 13=1510(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 8t-322/1467, 3-5=-1197/1928, 55=-158/531, 6-7=-61/429, 7-8=-1295/997, e-9=-1728/1271,9-10=-2312/1918, 10-11=-1961/1633, 11-13=-2441/1821 BOT CHORD 2-22--1497/591, 21-22=-1497/591, 20-21=-1835/1789, 19-2D=0f/34, 18-19=-508/1557, 17-18=-1516/2379,16-17- 1050/1691,15-16=-1422/2070,13-15=-1422/2070 WEBS 3-22=-596/369,3-21=-706/1239,5-21=-2303/1607, 5-20=-1149/1886, 6-20=-484/386, 7-20_ 1761/1212,7-19=-696/1301,8-19=-447/609,8-18=-559/690,9-18=-939/1005, 9-17= 867/725, 11-15=0/316, 11-16- 670/584, 10-17=-664/1001 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=3.Opsh h=22f ; B=45f; L=59h; eave=7lt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedar(2) -2-1-4 to 3-10-0, Interior(1) 3-10.0 to 21-0-0, Exterior(2) 21-0-0 to 26-11-12, Interior(1) 26-11-12 to 34-0-0. Extedor(2) 34-0-0 to 39-11-3. Interior(1) 39-11-3 to 46-8-0, Extedor(2) 46-8-0 to 52-7-3, Intedor(1) 52-7-3 to 61-5-4 zone; porch left exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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-" 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 100 lb uplift at joint(s) except (jl=1b) 2=559. 21=2238, 13=962. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East BNd. Tampa FL 33610 Date: February 25,2020 O WANNWG-V4dfydeslgnparemetersend NEADNOTESONMOANDMCLUDEDMBEKNEPEBANCEPAGEMl474MMI fWA'Y2015BEPOBE USE ��- DesignvalitltaruseoNywkhMRek®connectors. This tlesign is based only upon parameters shown and is for an Individual building component nod trios system. Betare use, the buIICNg designer must venty Me applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicoted Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always fequeed for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the 6904 Palle Eest BNd. fabrication, storage, delivery, erection and bracing of busses and truss systems seeANIVIPIt QuT Cdledo, DSB-09 and SCSI Buldklp Component Sane N/olmotio-.liable from Truss Plate Inst9ute. 218 N, Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 B3 I PIGGYBACK BASE Oty Ply 1 1 6x8 = 6.00 12 6 418 i 4x6 4 5 30 4x4 i 4 3 20 Sx8 i 22 21 3.4 II 7x10 = 4.00 F12 Scale = 1:109.1 4x4 = 6x8 = 7 31 8 32 6x8 = 6.8 = 9 33 44 11 4x6 b 12 34 19 6x8 II 18 35 4x4 17 13 14 0 4x4 18 15 7x8 = 3.4 II 45 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.14 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ved(CT) -0.2717-18 >999 240 BCLL 0.0 ' Rep Stress Inc r YES WB 0.98 Hom(CT) 0.11 13 r1/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(ILL) 0.1817-18 >999 240 Weight: 460 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 cc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-0 Do bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-21, 5-20, 6-20, 7-20 5-21: 2x6 SP No.2 REACTIONS. (size) 2-0-8-0, 21=0-8-0, 13=0-8-0 Max Hom 2=-516(LC 10) Max Uplift 2- 541(LC 11), 21=-2219(LC 12), 13=-967(LC 12) Max G av 2=114(LC 21), 21=3314(LC 1). 13=1522(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-296/1420, 3-5=-1172/1880, 5-6- 131/494, 6-7=-37/396, 73=-1329/1037, B-9- 1718/1338,9-10=-2177/1843,10-11=-1989/1fi65, 11-13=-2441/1805 BOT CHORD 2-22=-1449/568, 21-22=-1449/568, 20-21=-1790/1765, 19-20=Of766, 18-19--537/1576, 17-18=-1364/2239,16-17=-1042/1719,15-ifi=-1403/2064,13-15- 1403/2064 WEBS 3-22=-596/369,3-21=-705/1238,5-21=-2289/1601, 5-20=-1149/1871, 6-20=-465/368, 7-20=-1771/1240, 7-19=-698/1297, 8-19= 392/585, 8-18=-653,720, 9-18=-836/904, 9-17=-678/634,10.17=-487/801,11-16=-715/602,11-15=0/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.0psf; h=22ft; B=45ft; L=59fl; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3-10-0. Imedor(1) 3-10-0 to 21-0-0, Extedor(2) 21-0-0 to 26-11-12, Interior(l) 26-11-12 to 34-0-0, Exterior(2) 34-0-0 to 39-11-3. Interior(l) 39-11-3 to 44-8-0, Exterior(2) 44-8-0 to 50-7-3, Interiar(1) 50-7-3 to 61-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcumant with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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 100 lb uplift at joint(s) except 6t=lb) 2=541, 21=2219, 13=967. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 O WARNING -Verify designparameters end BEAD NOTES ON THIS AND INCLUDED NGEK REFEBANCE PAGE MU-7473 rev. 14103,2015BEFOBEUSE. �t- O.Ign-lid far use only v4m MOeld9 connect ors. This design G based only upon parameters shown and i; for on Individual balding component not insss system. Before use, me build ng tl.dgner must .rlY the applicabllity of design parameters and property Incorporate thls tledgn Into the overall ,b"dllysredgn. Bn ingInld"'adda111'pre..ttibouckingo111clAtleualnuss Aso manoma o ly. Additional tlemporar andperm nentbracing MiTek' qu tyon ',even ps.w pass persona Tryon ge. genera gu gar ng fi904 Palle Eazt BNtl. fabrlcaHan storage, dellvery, emctlon and bracing of trusses and huss systems, seeANSVIPII G.-BN Cmeb, DSIN9 and 1C516uilding Component 9a1Ny mformalbrnvallable from Truss Plot.Institute. 218 N. Lee Street, Suite 312, AlexandAa, VA 22 14, Tampa, FL 33610 Jab Thus Truss Type 1 y , Ply FERNANDEZ T79506699 76374 B4 PIGGYBACK BASE 1 1 6.00 12 jW 6x8 fizB = 6 g 6.8 = 6x8 = 4.8 9 bx6 i 5 11 31 4x4 i 4 3 20 30 6x8 II 1 21 4x4 5z8 23 22 3x4 II 7.10= 4.00 12 Scale = 1:109.1 6 3z4 33 „ 4z4 � 4x6 35 12 d 13 36 9 18 14 � 151 d� 4x4 dN 1] 16 6x8 = 3z4 I US LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.13 18 >999 360 Mi20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.25 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.98 Horz(CT) 0.11 14 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 18 >999 240 Weight: 4701b F7=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural woad sheathing directly applied or4-3-9 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-0 cc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 5-22, 5-21, 6-21, 7-21 5-22: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 14=0-8-0 Mex Horz2=-518(LC 10) Max UpIiN 2=-522(LC 11), 22=-2196(LC 12), 14=-973(LC 12) Max Gmv 2=126(LC 21), 22=3282(LC 1), 14=1535(LC 18) FORCES. (Ib) -Max. CompJMaz. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-241/1369, 3-57 -1116/1828, 5-6=-91/454, 6-7— 1/360, 7-8— 1370/1064, 8-9=-170911380,9d0=-202111696,10-11=-2001/1771, 11-13=-2018/1622, 13-14=-2497/1778 BOT CHORD 2-23=-1398/499, 22-23=-1398/499, 21-22=-1741/1691, 20-21=0f799, 19-20=-561/1602, 18-19=-1137/2072,17-18=-960/1711,16-17=-1386/2120, 14-16=-138fi/2120 WEBS 3-23=-595/368, 3-22= 704/1237, 5-22=-2273/1593, 5-21=-1127/1856, 6-21=-445/349, 7-21=-1780/1240, 7-20=-682/1298, 8-20=-344/540, 8-19=-714/749, 9-19— 769/792, 9-10=4 76/328, 10-18= 283/612, 11-17=-191/317, 13-17=-671/493, 13-16=0/300, 10-17=-328/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opal; h=22N; 9=45N; L=59N; eave=711; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional) and C-C Exledor(2) -2-1-4 to 3-10-0, Intedor(1) 3-10-0 to 21-0-0, Extedor(2) 21-0-0 to 26-11-12, Interior(l) 28-11-12 to 34-0-0, EMedor(2) 34-0-0 to 38-0-0. Intedor(1) 38-4-0 to 42-8-0, Exterior(2) 42-8-0 to 48-7-3, Interior(l) 48-7-3 to 61-5-0 zone; porch left exposed;C-C for members and tortes &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load 0120.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 2=522, 22=2196, 14=973. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WAnN4VG-VedN designparame� andaEAp NOTES ON THLS/INpINLLUOFD MREKNEFERANCEPAGE M6]4YJ rev. id➢1,20156EFOFE UBE �■- Design vailtl for use only with M6ek®connector. this design Is based oNy upon parameters shown and Is for an IntlNitlucl building Component, not ■■ iNss system. Before use, the bu0tling tlesigner must venN me appllcabO4y of tlesign parameters antl prop edy Incorporate ihb design into the overall building design. Bracing lntllcotetl bto prevent buckling of lntlNitlual buss web antl/or chortl mamba o Iy. Atltldlonal temporary and permanent b,acing MiTek' 15 alwrn/s requlretl for 51ab01N and to prevent collapse wlM possible personal Injury and Property damage. For general guidance regarding the fobricallon, storage, tlelNery, erection and bracing of uusses and fruss systems, seeAN$UIPII Cup CMrrda. DSa41e and 9C$1 auldhp Component 6904 Parke East Blvd.SafetyInloenalblpvclloblefram Truss Plate Insfltule, 218 N. Lee street, Sulfa 312, Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply FERNANDEZ T19506700 7fi374 BS PIGGYBACK BASE 1 1 Scale = 1:109.1 6.00 12 6xB = 6 4z8 4 4x6 i 5 31 4x4 l 4 3 44 = 61 = 6.8 = 7 32 8 9 6x8 — :Ai � 33 10 4x4 1 4x6 �344.4 13 13 23 LL rr �e 3.4 11 7.10 = 4.00 12 6x8 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ucl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.13 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(GT) -0.2518-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.99 d(LL) Horz(CT) 0.11 14 1 rJa BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Win0.16 18-19 >999 240 Weight: 4721b FT=20% LUMBER- BRACING - TOP CHORD 24 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-11 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at hi 5-22, 5-21, 6-21, 7-21, 9-18 5-22: 2x6 SP No.2 REACTIONS. (size) 2=0-8-b, 22=0-8-0, 14=0-8-0 Max Ho¢ 2=-516(LC 10) Max Uplift 2=-508(LC 11), 22=-2178(LC 12), 14=-978(LC 12) Max Gray, 2=135(LC 21), 22=3257(LC 1), 14=1545(LC 18) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 191/1328, 3-5=-1065/1788, 5-6=-60/421, 6-7=0/331, 7-8=-1404/1074, 8-9_ 1714/1392,9-10=-1681/1473,10-11=-1896/1532,11-13=-2042/1588, 13-14=-2519/1727 BOT CHORD 2-23=-1358/430, 22-23— 135W430, 21-22=-1702/1616, 20-21=0/826, 19-20=-575/1631, 18-19=-881/1871, 17-18_ 1070/1765,16-17=-1338/2139,14-16=-1338/2139 WEBS 3-23=-595/368, 3-22=704/1236, 5-22=-2261/1586, 5-21=-1101/1844, 6-21=-431/337, 7-21=-1783/1224, 7-20=-663/1303, 8-20= 338/497, 8-19=-732/787, 9-19= 682/741, 10-18— 337/543, 11-18=-226/324,13-17= 656/451, 13-16=0/312,9-18=408/156 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=22ft; B=45ft; L=59ft; eave=7ft; Cat. It; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-1-4 to 3-10-0, Intel 3-10-0 to 21-0.0, Extedor(2) 21-0-0 to 26-11-12, Intedor(1) 26-11-12 to 34-0-0, Exterior(2) 34-0-0 to 36-4-0, Interior(1) 36-4-0 to 40-8-0, Extedor(2) 40-8-0 to 46-7-3, Intel 46-7-3 to 61-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat 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-M 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 1001b uplift at joints) except (jt=1b) 2=508,22=2178, 14=978. Joaquin Velez PE Na86182 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING - Verily design peremeMrs and READ NDTES ON This AND INCLUDED Mill REFERANCE PAGE MIF747a rev. IGM32015 BEFDRE USE ��- Deslgn vcli for use only with MOeI@ connectors, This design Is based only upon parameters showrt and Is for an IntlNltluaI building component, not truss system. Before use. the building designer mustvedfythe appllcoblllty of tlesign porametersond properly incorporate, this design Into the overall bulltling design. Bracingintllcafed is to pre vent bucNingoflndividual truss web and/or chord members only. Additional temporary and permanent bracing MjTek- Isalwaysmqulredfarstabll oldto prevent collapse with possible personal Injury and property damage. For general guidance legal the tabricotlon. storage, tlelivery, erection and bracing of trusses and truss systems, seeAN41/IPII CualBByy Cft , DSB-59 and BCSI Bulding Compan�nl 6904 Pa Me East Blvd. Sadly edormatlonovalloble f om Truss Plot. Institute, 218 N. Lee Sheet, Suite 312 Alexonorlo, VA 22314. Tampa, FL 33610 + ® MiTek® � J � Lumber design values a d iri accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 76374 - FERNANDEZ MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: MICHAEL DIFRANCESCO Project Name: FERNANDEZ Model: Tampa, FL33610-4115 LottBlock: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY 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: FBC2017/TPI2014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 74 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Enginee No. Seal# Truss Name Date No. Seal# Truss Name Date 3 ONCRIIZZO to �dW�hFod 1 T19506685 A 2/25/20 23 T19506707 C 2/25/20 > wotarc~iw 2 T19506686 Al A8 2/25/20 24 T19506708 C1 2/25/20 T19506709 C2 uJc'r-''�'O 3 T19506687 2/25120 25 2/25/20 a oo 4 T19506688 A9 2/25/20 26 T19506710 C3 2/25/20 J k' zFzzyo~w 5 T19506689 ATl 2/25/20 27 T19506711 C4 2/25/20 Q i oo°Ow° I 6 T19506690 AT2 7 T19506691 AT3 2/25/20 28 T19506712 C5 2/25/20 29 T19506713. C6 2/25/20 I Z�wZFRLL=u tj n co ww W. 8 T19506692 AT4 2/25/20 2/25/20 30 T19506714 C7 2/25/20 o y 9 T19506693 AT5 2/25/20 31 T19506715 C8 2/25/20 m o°NOowF, E 10 T19506694 AT6 2/25/20 32 T19506716 C9 2/25/20 7 a WO zw�Y �LL w °~oFU°mz m 11 T19506695 B 2/25/20 33 T19506717 D 2/25/20 N O 5 O.QZ= 12 T19506696 B1 13 T19506697 B2 2/25/20 34 T19506718 D1 2/25/20 35 T19506719 E 2/25/20 ❑❑ $ a: (9 z rc ° 14 T19506698 B3 2/25/20 2/25/20 36 T19506720 GR7 2/25/20 Z_ usz�o��= t0 c 15 T19506699 B4 16 T19506700 B5 2/25/20 37 T19506721 GRA 2/25/20 2/25/20 38 T19506722 GRB 2/25/20 ��zOOOLLw Qn. v'-OOOwzOo 17 T19506701 86 18 T19506702 B7 2/25/20 39 T19506723 GRC 2/25/20 40 T19506724 GRD 2/25/20 Q moozu< oow, e B8 2/25/20 41 T19506725 GRE 2/25/20 G > < Fw 19 T19506703 20 T19506704 B9 2/25/20 2/25/20 42 T19506726 GRF 2/25/20o a 2/25/20 2/25/20 5/20 $ 22 T19506706 B110 44 T19506728 J3 D-ZORMOj WOOL) .0 , The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters J%%♦pPQ>�- provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin - *: /N My license renewal date for the state of Florida is February 28, 2021. 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 �d•, S�Tf r ,n• designs comply with ANSI/TPI 1. These designs are based upon parameters ,A shown (e.g., loads, supports, dimensions, shapes and design codes), which were �loo given to MiTek or TRENCO. Any project specific information included is for MiTek's or �� O �rrlr TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Joe uln Velez PI applicability of the design parameters or the designs for any particular building. Before use, We USA, Ina the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. '6 Parke East Dater Velez, Joaquin 33610 February 25,2020 1 of 2 4x5 = Truss Tnus Type I Oty Ply �FERNANDEZ T79506701 Be PIGGYBACK BASE 1 1 Job Reference (optional) Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Tue Feb 25 12:16:39 2020 Page 1 ID:Ldea5Sr801bzH5Ok32aby6yOXOF-cLOVpHYaBrOT8btuGPPNpmSjElXln W ATt8sp17zhbls I-10 15-6-02J-2-11 34-0-0 34A-0 31-011 1 45 a-0 I 50-6-] 59.4.0 I-10 6-11-] 5-4-0 fi-2.,l 6.a�5 4-0.0 7-0-0 4IF 8-9�9 Scale = 1:109.1 6.00 12 6x6 4x4 = 7x8 = 6x8 = 6 7 30 8 9 3x4 II 7x10 = 4.00 12 6xe1b 3x4 II 3d0 0-0-10 15-0-0 is -0 LW_ 1-0-0 00-0-0 9400 300-0 5067 59d-0 037 Plate Offsets (X Y)-- 18:04-0 0-3-4] [16:0-5-4 0-3-8] 120:0-7-12 0-4-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.12 17-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.23 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.11 13 n/a Na BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(ILL) 0.15 17 >999 240 Weight: 4571b FT=20% LUMBER- BRACING - TOP CHORD 26 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 5-20, 5-19, 6-19, 10-17, 8-17 5-20: 2x6 SP No.2 2 Rows at 1/3 pis 7-19 REACTIONS. (size) 2=0-8-6,20=0-8-0,13=0-8-0 Max Horz 2=-512(LC 10) Max Uplift 2=-491(LC 11), 20=-2161(LC 12). 13=-982(LC 12) Max Gmv 2=83(LC 21), 20=3230(LC 1), 13=1555(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-140/1284, 3-5=-1014/1743, 5-6=-30/386, 6-7=0/299, 7-8=-1457/1078, 8-9=-1602/1390,9-10=-1822/1401,10-12= 2074/1556,12-13=-2537/1680 BOT CHORD 2-21=-1309/357. 20-21=-1309/357, 19-20=-1660/1537, 18-19=0/899, 17-18=-623/1680, 16-17=-1060/1814,15-16=-1294/2153,13-15=-1294/2153 WEBS 3-21=595/368, 3-20=-703/1236, 5-20=-2247/1535, 5-19= 1074/1833, 6-19=425/338, 7-19=-1821/1214,7-18=-632/1308,9-17= 253/446,10-17=-353/428,12-16=-619/419, 12-15=0/305, e-1B=-291/474, 8-17=-299/126 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6Omph (3-second gust) Vasd=124mph; TCDL=4.2pat BCDL=3.Opsf; h=22h; B=45ft; L=5911; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) -2-1-4 to 3-10-0, Interior(1) 3-10-0 to 21-", Extedor(2) 21-0-0 to 27-2-12, Interior(1) 27-2-12 to 38-8-0, Exterior(2) 38-8-0 to 44-7-3, Interior(1) 44-7-3 to 61-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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-" 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 100 lb uplift at joint(s) except (jt=lb) 2=491, 20=2161, 13=982. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNING -VIft dMI91 parameters end BEAD NOTES ON]Nal ANO INCLUDED MGTKREFERANCEPAGEIW,7]rev. 101732015BEFOHE USE Design vclid for use only with MBeI� connectors. This deslgn IS based only upon parameters shown and 4 for an hdNidual building component, not huss system. Before use, the buldi^g designer must verily Me appllCablliN of design parameters and propeey Incorporate th6 deslgn Into the overall bdidingdeslg, Braci^gi^dlcatetlistopreventbucklingoflndNlduaihussweband/or chord mamba Only. Atltlitlonaltemporaryantlpermanentbracing MiTek' k always requiretl for stablllN antl to Drevent Collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcoiian . storage, delivery, erection and brocing of hues and ha%systems. moAN51/IPII Gualpy CID M. OSO-89 and IICSI Balding Component 69U Parke Eazi BNd. Sabty brloenalbmvolloble hom truss Plate Institute, 218 N. Lee Sheet. Sulte 31 Z Alexandria. VA 22314. Tampa, FL 33610 176374 PIGGYBACK BASE 11 1 1 T79506702 b 4x5 = 6.00 12 Bx8 = 6 3x4 II 46 — 6x8 = 7 8 301 9 21 20 16 15 3x4 I I 7x10 = 4.00 12 6x8 — 3x4 11 Scale v 1:107.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vast, Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.53 Ven(LL) -0.13 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.51 Ven(CT) -0.26 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.83 Horz(CT) 0.12 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 17 >999 240 Weight: 448 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-8 0o bracing. WEBS 2x4 SP NO.3 *Except* WEBS 1 Row at midpt 5-20, 5-19, 6-19. 6-18. 10-17 5-20: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 13=0-8-0 Max Horz 2=-516(LC 10) Max Uplift 2=.474(LC 11), 20=-2157(LC 12), 13=-983(LC 12) Max Gmv 2=109(LC 21), 20=3191(LC 1), 13=1567(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-156/1218, 3-5=-1032/1680, 5-6=-46/330, 6-8=-1600/1254, 8-9=-1600/1254, 9-10— 1836/1456,10-12=-2102/1645,12-13=.2561/1765 DOT CHORD 2-21=-1260/399, 20-21— 1260/399, 19-20=-1599/1587, 18-19=-4211771, 17-18=-699/1627, 16-17— 1147/1844,15-16— 1370/2175,13-15>1370/2175 WEBS 3-21=-593/368,3-20=-705/1247,5-20=2229/1618,5-19=-1138/1834, 6-19=-1557/1147, 6-18=-1370/2115,8-18=-540/627, 9-18=-150/280, 9-17=-340/459, 10-17=-369/496, 12-16=-611/416,12-15=0/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=22tt; B=45tt; L=59ft; eave=7tt; Cat. II; Exp C; End, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3-10-0, Interior(1) 3-10-0 to 21-0-0. Extedor(2) 21-0-0 to 29-4-11, Interior(l) 29A-11 to 38-4-0, Extedor(2) 38A-0 to 46-8-11, Intedar(1) 46-8-11 to 61-5-4 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=474, 20=2157, 13=983. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 QWARNING-yedly Cesipn pammefero end HEAD NOTES ON THIS AND INCLUDED MHEKREFERANCE PAGEMS-7473 rev. IsTrai20150EFOREUSE. ��- Deslgn valid for use only with MBelrw connectors. Reis design Is based only upon parameters shown, and Is for an Individual building component, not truss system. Before use, me bulltling designer must verity Me appllcablllN of design parameters and properly Incorporate this design Into the overall buHI design. Bracing Indicated B to prevent budding of NdNidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- isalways regd.d for stability antl to prevent collapse with possible personal NJury and property damage. For general guidance regarding Ma fobrkallon, #.age, tlelNery, erecibn and bracing of trusses and truss system, seeANSUTPll Gu CrBeda, DS!-0e and 6CSI Building Companmt 69" Parke E..Bind. Safety Infasmullorravailoble from Truss Bate Imtllate, 218 N. Lee Sheet. Suite 312 Alaxontlrlo. VA 22 14. Tampa, FL 33610 Jab Truss Truss Type Oty Ply FERNANDEZ T19506703 76374 BB PIGGYBACK BASE 2 1 6 _ 3za II 6.00 12 6.9 4x6 — 6x8 = 6 7 8 230 319 zu 1a 4x5 a ra 3z4 II 7x10 = 4.00 12 8z8 = 3.4 II = Scale =1:106.9 13 BB�N d 4x5 = LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.56 Vert(LL) -0.13 16-17 >999 360 MT20 _,go TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.26 16-17 >999 240 BCLL 0.0 ' Rep Stress Inc' YES WB 0.84 HOrz(CT) 0.12 13 Na n/a BCDL 10.0 Code FBC2017ITP12014 Malrix-MS Wind(LL) 0.17 16 >999 240 Weight: 4421to FT=20% LUMBER- BRACING - TOP CHORD 2.6 SP No TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc pudins. BOT CHORD 26 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 5-19, 5-18, 6-18, 6-17, 10-16 5-19: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 99=0-8-0, 13=0-8-0 Max Hom 2=502(LC 11) Max Uplift 2--481(LC 11), 19=-2219(LC 12), 13=-794(LC 12) Max Grant 2=109(LC 21), 19=3196(LC 1), 13=1449(LC 18) FORCES, (lb) - Marc CompJMax. Ten. - All tomes 250 (Ih) or less except when shown. TOP CHORD 2.3=-230/1223, 3-5=-1113/1685, 5-6=.54/332, 6-8=-160311266, 8-9=-1603/1266, 9-1o=-1841/1461,10-12=-2112/1640,12-13=-2571/1776 BOT CHORD 2-20=-1262/392, 19-20=-1262/392, 18-19=-1604/1581, 17-18=-4101741, 16-17=-756/1633, 15-16=-1196/1862,14-15=-1434/2212,13-14=-1434/2212 WEBS 3-20— 594/368,3-19= 705/1248,5-19=-2233/1711,5-18=-1171/1838, 6-18=-1560/1179, 6-17=-1410/2120, 8-17=-540/626, 9-17=-148/277, 9-16=-333/461, 10-16=-371/487, 12-15=-638/547, 12-14=-41/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B-45D; L=59ft; eave=7ff; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-1-4 to 3-10-0, Interior(1) 3-10-0 to 21-0-0, Exterior(2) 21-0-0 to 29-4-11, Intedor(1) 29-4-11 to 38-4-0, Extedor(2) 38-4-0 to 46-8-11, Interior(1) 46-8-11 to 59-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=481, 19=2219, 13=794. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARANG. Vedfy Jesl91,—nseremeOd NEADN07ESeN WXMDNCLUBEDMBEKREFENANCEPAG-7473— 14A3201s BEFOBEUSE. Design valid for use only Mth MRek@connectars. Thh tledgn Is bassd only upon parameters shown, and Is for on IndlOdual Wrong component not huss system.Before use. the bu0ding tle9gner must verify the applicability ofdesign pprameters and property Incorporate this design Into the overall buildingtleslgn. BrocingindlcatedIstoproventbucklingofhdMduaitrussweband/atchordmembe only. Addltlonaltemporary and permanent bmcing MiTek' Is always required for stablllty and to prevent Collapse wBh possible personal Injury and property damage. For general guidance regarding the fobdcolion, storage, delivery, erection and bracing of trusses antl truss systems, seeAN3VrFI1 QualM yy CfBeda, DSB-09 and 1301 Building Companmt as l Parke East Blvd. Safety Informati-111ble from truss Plate InsnMe, 218 N. Lee Sheet, Suite 312, Alenandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cy Ply FERNANDEZ T79506704 76374 B9 PIGGYBACK BASE 1 1 Jab Reference o tional Chambem Truss. Inc.. Fort Pierce. FL 8.330 a Feb 13 2020 MiTek Industries, Inc. Tue Feb 2512:16:42 2020 Page 1 d 4.5 = 3x4 II = 6.00 12 6x8 416 = 6.8 = 6 7 8 220 319 20 19 _ 3x4 II 7x10 = 4.00 12 6x8 = 3x4 11 Scale = 1:106.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.13 16-17 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.26 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Hom(CT) 0.12 13 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 16 >999 240 Weight: 442 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 5-19, 5-18, 6-18, 6-17, 10-16 5-19: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, f 9=0-8-0, 13=0-8-0 Max Ho. 2=502(LC 11) Max Uplift 2-481(LC 11), 19=-2219(LC 12), 13=-794(LC 12) Max Gray 2=109(LC 21), 19=3196(LC 1), 13=1449(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-230/1223, 3-5=-1113/1685, 5-6=-54/332, 6-8=-1603/1266, 8-9=-160311266, 9-10=-1841/1461,10-12=-2112/1640,12-13=-2571/1776 BOT CHORD 2-20=-1262/392, 19-20=-1262/392, 18-19=-1604/1581, 17-18=-410/741, 16-17=-756/1633, 15-16=-1196/1862,14-15— 1434/2212,13-14=-1434/2212 WEBS 3-20=-594/368, 3-19= 705/1248,5-19=-2233/1711,5-18=-1171/1838, 6-18=-1560/1179, 6-17=-1410/2120, 8-17=-540/626, 9-17=-148/277, 9-16=-333/461, 10-16=371/487,. 12-15=-638/547, 12-14=-41/305 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L=59ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-1-4 to 3-10-0, Interior(1) 3-10-0 to 21-0-0, Exterior(2) 21-0-0 to 294-11, Interior(1) 29-4-11 to 384-0, Extedor(2) 38-4-0 to 46-8-11, Interior(1) 46-8-11 to 59-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=481, 19=2219, 13=794. Joaquin Vol.. PE Nb.68182 MiTek USA, Inc. FL Curt 6694 6904 Parka East Blvd. Tampa FL 33610 Date: February 25,2020 O WARNING - Verity design Pammerera4nd HEAD NOTES ON MIS AND INCLUDED NREK REFERANCE PAGE AfIL747a rev. IWa.VIa1a BEFORE USE ��- Deslgn valid for use only with MReI� connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual building component, not fruss system. Before use, the bulltling J. 1,, er must verify the appllcablllN of design parameters and properly Incorporate this design Into Me overall bulltling design. 8 ccing Indicated is to prevent buckling of Individual truss web and/or chord membersonly, Additional temporary and permanent bracing MiTek' Is always requlretl for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the 6904 Parke East Blvd. I.Iotcatlon, storage, tlelNery. eradlon and bracing of busses and truss systems, seeµSl/IPII Ouallh CdMdo, DSB49 and aC61 au1dhD Campanmt Tempe, FL 33610 SaM1ly NIOmsO6Omvallable ham Truss Plate Institute, 218 N. Lee Street Sulfa 312. Alexandria, VA 22914. 2-0- 8-8-10 15-8-0 21.0-0 29-B-0 3 -80 38-0.0 45-8-0 57-4.0 Sfi-3-3 2-0-0 8-8-10 6-11J 64.0 8-8-0 1-0- 7-- 7.4-0 5-8-0 4.11-3 3.4 II = 4x8 = 6.00 12 6x8 6z8= 6 27 7 8 28 29 9 Scale=1:105.4 j d 25 20 19 o w m 4z5 = 3x4 II 7z10 = 4.00 12 6ze = 4c4 = 3z4 II LOADING (psf) SPACING- 2-0-0 CS1, DEFL. in (too) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.11 17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT)-0.2217-18 199 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Hors(CT) 0.13 25 Na rda BC OIL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.15 16-17 >999 240 Weight: 442 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 cc pudins, BOT CHORD 2x6 SP No.2 except end verticals. W EBS 2x4SP No.3 *Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-19: 2x6 SP No.2 WEBS 1 Row at midpt 5-19, 5-18, 6-18, 6-17, 10-16 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2-0-8-0, 19=0-8-0, 25=0-7-4 Max Ho' 2=401(LC 11) Max Uplift 2=-422(LC 11), 19=-2166(LC 12). 25=-694(LC 12) Max Gray 2=188(LC 21). 19=2920(LC 1), 25=1225(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-250/947, 3-5=-1123/1407, 6-8— 1548/1189, 8-9=-154811189, 9-1 0=-1 604/1208, 10-11=-1594/1120, 11-12— 1220/817 BOT CHORD 2-20— 974/101, 19.20=-974/101, 18-19=-1336/1265, 17-18=-216/459, 16.17=-801/1440, 15-16=-987/1468,14-15=-845/1257 WEBS 3-20195/366, 3A 9= 701/1232, 5-19=-2043/1646, 5-18=1124/1657, 6-18=-1389/1134, 6-17=-1332/1905, 8-17=-541/595, 9-17=-51/376, 9-16=113/323, 10-15=-411/409, 11-14=-103B/799,12-14_ 1028/1552,12-25=-1261/871 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=56ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 3-6-5, Intedor(1) 3-6-5 to 21-0-0, Extedor(2) 21-0-0 to 26-7-8, Interior(1) 26-7-8 to 38-4-0, Extedor(2) 38-4-0 to 43-11-8, Intedor(1) 43-11-8 to 55-6-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcument 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 joints) 25 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 100 Itsuplift at joints) except (jt=lb) 2=422, 19=2166, 25=694. Joaquin Velez PE No.68182 M7ek USA, Inc. FL Cart 6634 6904 Park. East Blvd. Tampa FL 33610 Date: February 25,2020 O WARNING-Verllyde4lge pe—le,s and READ NOTES ON WISANU INCLUDED MITEKREFERANCEPAGEM-42c) rev.'"=15aEFOREUSE �'' Design valltl for use only with MRek®connectars. -ls design Is based only upon parameters shown. and Is far an Indlvltlual bulltling component, not truss system, Before use, the bulltling tlesigner must verity the appllcabllBy of tlesign parameters and properly Incorporate this tlesign Into me overall burdingdeslgn. Bracing Indicated Istoprevenibucklingofindl,ldualin.—elo nd/or chord membe o ly. AtltlMonaltemporaryantlpermonentbracing MiTek- Isolwoysraqulretlforsfoblllty and fopreventcollo%.fw1fhposslb1. personal injury and property damage. For general guidance mgarding the 6904 Parka Eesf Rlvtl. fabrication.storage.delivery, erection old brocing of huues and inns systems, seeANSU1N1 Cua1Mv CrihM,DSB-09 and SCSI Buldlnp Component Tampa.FL 33610 Safety Infoenallonavallable from Truss Plate Insfitute. 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Job Truss Truss Type r Oty Ply FERNANDEZ T79506706 78374 B11 PIGGYBACK BASE 1 1 3.4 II _ USbz6 = 6.00 12 6z8 _ 6 27 7 8 28 29 9 20 19 3z4 11 7z10 = 4.00 12 4.5 = Scale =1:105.4 30 414 US = 10 US = 7x14 = 1 12 f jI R 25 19 11 1 15 14 13 6z8 = 44 = 3z4 11 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.11 16-17 >999 360 MT20 2441110 1 TCDL 7.0 Lumber DOL .25 SC 0.36 Verf(CT) -0.22 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.83 Hom(CT) 0.15 25 r9a n/a BCDL 10.0 Code FBC2017/TPI2014 MaUx-MS Wind(LL) 0.1616-17 >999 240 Weight: 450 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc puTlins, BOT CHORD 2x6.SP No.2 except end verticals. WEBS 2x4 SP No.3 "Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 ad bracing. 5-19: 2x6 SP No.2 WEBS 1 Row at micipt 5-19, 5-18, 6-18, 6-17, 10-16. 12-14 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 19=0-8-0, 25=0-7-4 Max Hors 2=386(LC 12) Max Uplift 2=-430(LC 11), 19=-2194(LC 12), 25- 691(LC 12) Max Gray 2=182(LC 21), 19=2932(LC. 1), 25=1222(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 23- 311/967, 3-5=-1186/1427, 6-8- 1532/1179, 8-9_ 1532/1179, 9-10=-1592/1185, 10-11=-1527/1090,11-12=-1302/894 BOT CHORD 2-20=-978/97, 19-20=-978/97, 18-19=-1355/1262, 17-18=-207/432, 16-17=-843/1433, 15-16=-1006/1442,14-15=-915/1328 WEBS 3-20=-595/366,3-19=-701/1233,5-19=-2049/1681,5-18=-1158/1663, 6-18=-1395/1166, 6-1 7=-1360/1902,8-17=-540/594, 9-17= 63/369, 9-16=-93/324, 10-15=-384/392, 11-14- 914!/36,12-14=-1039/1526,12-25=-1243/868 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22f ; B=45ft; L=56N; eave=711; Cat. 11; Exp C; Erich, GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3-6-5, Interior(1) 3-6-5 to 21-0-0, Exterior(2) 21-0-0 to 26-7-8, Interior(1) 26-7-8 to 38-4-0, Exterior(2) 38-4-0 to 43-11-8, Interior(1) 43-11-8 to 55-63 zone; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 25 considers parallel to grain value using ANSI/rPI 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 100 lb uplift at joint(s) except (jt=lb) 2=430, 19=2194, 25=691. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 O WARNING-Vedtyday, Paremetere end READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMI474TJrev.ra/GY lO BEFORE USE. Design valltl for use only with MEeI� connectors. mis tleslgn Is basetl only upon parameters shown. antl Is far an I'd Jdual building component, not nu. system. Before use, the builtling tlesigner must verify the applicability of tleslgn parameters antl properly Incorporate }nis daslgn Into the overall builtling daslgn. Bracing Indicated is to preventbuckling of Inc Mdual trust web and/or chord mamba c ly. Additional temporary and permonant bracing MiTek' Is always mqulredfor stablllI, and to prevent Collapsawlthposslbl,, person,linfury and property damage. For general guldonce regarding the fobricatlon, alorcge, delivery, erection and bracing of hustes and truss systems seeAN$VIPlf Gually Cdfe6a, DS6419 and SCSI Suldlag Campanent 6904 Palle East Blvd. Safety Infoanationovallable from Trust/ Plate Institute, 218 N. Lee Sheet Suite 312, Alezantlrla. VA 22314. Tempe, FL 33610 Job Truss Truss Type City Ply FERNANDEZ T19506707 76374 C PIGGYBACK BASE 1 1 1 Scale=1:105.5 3.4 II 6.00 12 6x8 44 = 6x8 = 6 28 7 8 29 30 9 20 19 5 4 4x5 = 3x4 I 7x10 = 4.00 12 6.8 = 4x4 = LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 Ti.0.51 Ven(LL) -0.11 17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Ved(CT) -0.22 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.82 Horz(CT) 0.08 26 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 16-17 >999 240 Weight: 471 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Stmctural wood sheathing directly applied or 5-0-13 oc pudins, 11-12: 2x8 SP 240OF 2.0E except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 5-19, 5-18, 6-18, 6-17, 10-16, 11-21, 14-21 5-19,12-13: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 19=0-8-0, 26=0-78 Max Hoe 2=407(LC 12) Max Uplift 2=-420(LC 11), 19=-2181(LC 12), 26=-693(LC 12) Max Grav 2=193(LC 21), 19=29D4(LC 1), 26=1224(LC 22) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-293/923, 3-5=-1167/1382, 68=-1568/1209, B-9= 1568/1209, 9-10=-1612/1196, 10.11— 1511/1076,11-12=-307/255,12-21=802/978 BOT CHORD 2-20=-934/59, 19-20=-934/59, 18-19=-1312/1221, 17-18=-174/391, 16-17=-875/1451, 15.16=-1028/1452,14-15=-932/1349 WEBS 3-20=-595/366, 3-19=-701/1233, 5-19=-2035/1681, 5-18=1157/1650, 6-18=-1382/1165, 6-17=-1375/1907, 8-17— 540/594,9-17= 88/381,9-16=-85/322,10-15=-413/434, 11-14=-533/486,11-21=-1070/693,14-21=-1001/1431, 12-26=-1245/873 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L=56ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 3-6-5, Intedor(1) 3-6-5 to 21-0-0, Extedor(2) 21-0-0 to 26-7-8, Interio r(1) 26-7-8 to 38-4-0, Exterior(2) 38-4-0 to 43-118, Interior(1) 43-11-8 to 55-5-3 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 384) tall by 2-08 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2=420, 19=21 al. 26=693. Joaquin Velez PENo.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 OWARNING- VedfydeslgOperameterseed READNOTESONMOAND/NCLUOEOMREKREFERANCERAGEMIF74".r .. ldp OUBEFOREUSE �� Design valid for use only with MOelk9 connectors. This design B based only upon parameters shown. and a for an Individual building component, not a iMs 5y51m. Before use, the bulltling designer mustverify the applicability of tleslgn parameters antlrproperly Incorporate MB design Into Me overall bulltling designBracing lntlioatetl is to prevent bucklingoflnlNiduol}ntssweb and/or chard membe a ly. Additional temporary antl permanent bracing MiTek' Is always required far stabilityand to prevent <ollapso with p-Ible personal Injury and property damage. For general guidance regarding Me fobrlcation, storage, tlelNery, erection and bracing of husses and truss systems seeANSVMll Quo CMsda, D3849 and BCSI Suldkrg Component 69N Parke Easi BNd. sa .ty m10m1albnavallable ham Truss Plate Institute. 218 N. Lee Sheet. Sulfa 312, Alexantlrl0, VA 22314. Tampa, FL 33610 C1 I PIGGYBACK BASE I 1 1 T19506708 314 II 6.00 12 bx6= fine = 6 27 7 8 28 29 9 20 18 3x4 II 7xle= 4.0012 US= Scale = 1:105.4 30 44 J 0 6x8 = 11 6x8 = ]x14 = 12 25 IN 1� IN 15 14 13 tl 6x6 = 4x4 = 3x4 II 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 Incr YES BCDL 10.0 Code FBC2017/TPI2014 C51. TC ll8% BC 0.36 WB 0.96 Matrix -MS DEFL. in (too) Vdefl LJd Vert(LL) -0.11 16-17 >999 360 V.,(GT) -0.22 17-18 >999 240 Horz(CT) 0.14 25 ri n/a Wind(LL) 0.1516-17 >999 240 PLATES GRIP MT20 244/190 Weight: 44711, FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-19: 2x6 SP No.2 WEBS 1 Row at midpt 5-19, 5-18, 6-18, 6-17, 10-16 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 19=0-8-0, 25=0-7-4 Max He. 2=386(LC 11) Max Uplift 2=-428(LC 11), 19=-2185(LC 12), 25=-692(LC 12) Max Gmv 2=184(LC 21), 19=2928(LC 1), 25=1223(LC 22) FORCES. (lb) - Max. CompJMax Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-291/961, 3-5=-1165M421, 6-8=-1537/1182, 8-9= 1537/1182, 9-10=-1595/1193, 10-11=-1550/1100,11-12=-1278/874 BOT CHORD 2-20=-977/99, 19-20=-977/99, 18-19=-1349/1263, 17-18=-210/441, 16-17=-829/1435, 15.16=-999/1451, 14-15=-897/1308 WEBS 3.20=-595/366,3-19=-701/1233, 5-19= 2047/1670,5-18=-1147/1661, 6-18=-1393/1155, 6-17=-1351/1903, 8-17=-540/594, 9-17=-59/371, 9-16=-99/323, 10-15=-391/395, 11.14=-948,752,12-14=-1036/1531,12-25=-1248/868 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L--56ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3-6-5, Interior(1) 3-6-5 to 21-0-0, Extedor(2) 21-M to 26-7-8. Interior(1) 26-7-8 to 38-4-0, Extedor(2) 38-4-0 to 43-11-8. Interior(1) 43-11-8 to 55-6-3 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 25 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 100 lb uplift at joint(s) except (jt=1b) 2=428, 19=2185, 25=692. Joaquin Velez PE Nc.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 O wABNMG-ydfydegnperameren Md Ra ONOTE50NWISANOMCLUGEOMREKHEPENANCEPAGEMR74M3 410=ofaaEFOHEUSE ��- Dedgn valid far use aNywim MReklisconnectoa. This design h based only upon parameters shown, and h for on Individual building component, not a miss system. Before use, the building designer mustverity me opple'lel y of design parameters ond� op-dy Incorporate this design Into the overall buldingtlesign. Bracing Indicated is to prevent buckling of lndlMdual truss web and/or chard mamba oNy. Additional temporary and permanentb-cing MiTek' b always required for stability and to prevent collapse Win personal Injury and property damage. For general guidance regarding me fobrlcation, storage. delivery, erection and bracing of trusses and tnrss systems, seeANSvwll Qu.11CmMn, DS649 and 3CS1 Building Component 6904 Parke East BNd. saf.ty Infomlalbnovolloble from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312, Alexandra, VA 22314. Tempe, FL 33610 Jab Truss Truss Type r Cry Ply FERNANDEZ T19506709 76374 C2 PIGGYBACK BASE 1 1 Jab Reference (optional) Chambers Truss. Inc.. Fort Pierce. FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Tue Feb 25 12:16:46 2020 Page 1 3x4 6x8 11 = 4x6 = 6.00 12 6.8 = 6 27 7 8 28 29 9 3x4 7x10 = 4.00 12 6z8 = 4x5 = Seale=1:105.4 25 I lb 16 4x4 = 3x4 11 f I f LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.09 Vert(LL) -0.11 17 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.22 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES Via 0.82 Holl 0.11 25 n/a Na BCDL 10.0 Code FBC2017/1- 014 Matrix -MS Wind(LL) 0.1516-17 >999 240 Weight: 4401b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 TOP CHORD Structursl wood sheathing directly applied or 5-1-3 oc purlins, BOT CHORD 2x6 SP N0.2 except and verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-19: 2x6 SP No.2 WEBS 1 Row at midpt 5-19, 5-18, 6-18, 6-17, 10.16 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 2=0-8-0, 19=0-8-0, 25=0-7-4 Max Hors, 2=409(LC 11) Max Uplift 2=-419(LC 11). 19=-2156(LC 12), 25=-696(LC 12) Max Grav 2=190(LC 21), 19=2915(LC 1), 25=1233(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-229/940, 3-5=-1103/1400, 6-8=-1554/1192, 8-9= 1564/1192, 9-10=-1612/1216, 10-11=-1616/1130,11-12=-1173875 BOT CHORD 2-20--972/103, 19-20=-972/103, 18-19=-1329/1266, 17-18=-219/468, 16-17=-786/1443, 15-16=-981/1476, 14-15=-807/1216 WEBS 3-20- 595/366,3-19=-701/1232,5-19=-2041/1635,5-18=-1113/1655, 6-18=-1387/1124, 6-17=-1322/1906,8-17=-541/596, 9-17=-47/379,9-16- 122/323,10-15=-423/417, 11-14=-1096/833,12-14=-1024/1566, 12-25=-1275/874 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=56ft; eave=7lt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterar(2) -2-1-4 to 3-6-5, Interior(1) 3-6-5 to 21-0-0, Exterior(2) 21-0-0 to 26-7-8, Inismor(1) 26-7-8 to 38-4-0, Exterior(2) 38-4-0 to 43-11-8, Interior(1) 43-11-8 to 55-6-3 zone; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live (Dads. 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 joints) 25 considers parallel to grain value using ANSI/TPI i 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 100 lb uplift at joint(s) except (jt=16) 2=419. 19=2156, 25=696. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING- Vedfydeslgnparamehrsend READNOTESONTHISANDMCLUDEOMREKREFERANCEPAGEMIF74M,,.. IDroik015BEFOREUSE. ��- Design valid for use only with MITekO connectors. This design Is based only upon parameters shown and Is for an Indio dual building component, not truss system. Before use, the buiiding designer must verify the applicability of design parameters and Stueriy Incorporate this design Into the overall burdingde9gn. flocinglntllcatedistoprevenibucklingofIndividualtwo veband/orchordmembe only. Additional temporary and perman.htbracing MiTek' Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regartling the toloncollon, storage, delivery, erection and brocing of trusses and truss systems s.ahle /IPII Cu" CAertp, DS3419 antl SCSI Su1di Comlxona.1 6904 Parke East Blvd. Sprety Inlemralcusavallabie from Truss Plate Institute. 218 N. Leo Street Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Truss Type Oty Ply FERNANDEZ T79506710 HIP 1 d 4x5 = 3z4 II = 8.00 12 6x8 4x6 = 6z8 = 6 7 8 331 9 3z4 11 1.10 = 4.00 12 6x8'= 3.4 11 Scale=1:107.3 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.13 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.26 17-18 >999 240 BCLL 0.0 ' Rep Stress ]nor YES We 0.83 Horz(CT) 0.12 13 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 17 >999 240 Weight: 4481la FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-20, 5-19, 6-19, 6-18, 10-17 5-20: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 13=0-8-0 Max Horz 2=-516(LC 10) Max Uplift 2=-474(LC 11), 20=-2157(LC 12), 13= 983(LC 12). Max Grey 2=109(LC 21), 20=3191(LC 1), 13=1567(LC 18) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-156/1218, 3-5_ 1032/1680, 5-6=-46/330, 6-8=-1600/1254, 8-9=-1600/1254, 9-10=-1836/1458,10-12= 2102/1645, 12-13=-2561/1765 BOT CHORD 2-21=-1260/399, 20-21=-1260/399, 19-20=-1599/1587, 18-19=421/771, 17-18=-699/1627, 16-17=-1147/1844,15-16=-1370/2175,13-15=-1370/2175 WEBS 3-21=-593/368,3-20=-705/1247, 5-20=-2229/1618, 5-19— 1138/1834, 6-1 9=-1 557/1147, 6-18=-137012115, 8-18=-540/627, 9-18=150/280, 9-17=-340/459, 10-17=-369/496, 12-16=-611/416,12-15=0/302 NOTES- 1 ) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22tt; B=45ft; L=59ft; eave=7lt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -2-1-4 to 3-10-0, Inteaor(1) 3-10-0 to 21-0-0. Exterior(2) 21-0-0 to 29-4-11, Intefoal) 29-4-11 to 38-4-0, Exterior(2) 38-4-0 to 46-8-11, Interior(1) 46-8-11 to 61-5-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) 2=474, 20=2157, 13=983. Joaquin Velez PE No.68182 fill USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING -9edly Ceslge parameters a ad READ NOTES ON THISAND INCLUDED M/TEKREFERANCE PAGEAN-7473m, 104014015 BEFORE USE. Design vald for use only with MiTeke, connectors. This design s based only upon parameters shown, and Is for an Indlvldual building component, not huss system. Before use, me bulltling designer must verify me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lntllcated is to prevent buckling of lndivldual huss web and/or chord membe o ly. Additional temporary and perm anent bracing Welk' Is always requlretl for stability antl to prevent collapse with posslbie personal In jury, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and huss systems, seeAN91/IPII Cu" Cmaida, DS349. and BCSI Balding CompoNnt 6904 Para East Blvd. Sa1Ny Ill an N.Iso table ham Truss Plate InstBute, 218 N. Lee Street, Sulle 312, Alexandria, VA 22314, Tampa, FL 33610 RE: 76374 -FERNANDEZ Site Information: Customer Info: MICHAEL DIFRANCESCO Project Name: FERNANDEZ Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 45 T19506729 J3A 2/25/f 46 T19506730 J5 2/25/, 47 T19506731 J5A 2/25/2 48 T19506732 J5C 2/25/i 49 T19506733 J7 2/25/f 50 T19506734 J7A 2/25/, 51 T19506735 J7C 2/25/, 52 T19506736 JA 2/25/2 53 T19506737 KJ3 2/25/, 54 T19506738 KJ7 2/25/2 55 T19506739 KJA 2/25/2 56 T19506740 KJC 2/25/, 57 T19506741 MHV6 2/25/, 58 T19506742 MV2 2/25/f 59 T19506743 MV4 2/25/, 60 T19506744 MV6 2/25/, 61 T19506745 PBA 2/25/, 62 T19506746 PBB 2/25/f 63 T19506747 PBC 2/25/f 64 T19506748 PBD 2/25/2 65 T19506749 PBE 2/25/2 66 T19506750 PBF 2/25/f 67 T19506751 PBG 2/25/f 68 T19506752 PBH 2/25/2 69 T19506753 PBI 2/25/f 70 T19506754 PBJ 2/25/Y 71 T19506755 PBK 2/25/, 72 T19506756 PBL 2/25/2 73 T19506757 PBM 2/25/, 74 T19506758 PBN 2/25/. 2of2 Job Truss Truss Type Oty Ply FERNANDEZ T19506711 76374 C4 Hip 1 1 d 4x4 = 6.00 12 6xB ' 3x4 II 4x6 = 6z8 = 5 31 - 6: 32 7 33 8 349 22 -' 20 "' 19 '" 17 -- 16 "- 14 4x6 3x4 II .6 = 4x4 = 4.8 = Sz6 = 4x4 = 4x4 = 5z6 = 3x4 II = Scale=1:105.5 d b 31b 4x6 = LOADING (psf) SPACING • 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) -0.28 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ved(CT) -0.53 17-19 >999 240 13CLL 0.0' Rep Stress Tor YES WB 0.63 Horz(CT) 0.21 12 rda Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 11.4017-19 >999 240 Weight: 44711, FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc pudins. BOT CHORD 2x6.SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-20, 5-19, 6-19, 8-19, 8-17, 9-17, 11-16 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Hon, 2=471(LC 10) Max uplift 2=-1466(LC 12), 12=-1466(LC 12) Max Grav2=2422(LC 17), 12=2429(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4403/3176, 3-5=-3567/2749, 5-6=-3457/2868, 6-8=-3457/2868, 8-9= 3477/2871, 9-11=-3580/2749,11-12=-4418/3176 BOT CHORD 2-22=-2597/4169, 20-22=2597/4169, 19-20=-1857/3314, 17-19— 2141/3557, 16-17=-1891/3038,14-16= 2631/3830,12-14=-2631/3830 WEBS 3-22=0/400, 3-20=-989/851, 5-20= 368/730, 5-19=-5721852, 6-19=-404/485, 8-17=-522/502, 9-17=-578/866, 9-16=-365/727, 11-16=-992/852, 11-14=0/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=22R; B=45ft; L=59ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 3-10-0, Intedor(1) 3-10-0 to 19-0-0, Exterior(2) 19-0-0 to 27-4-11, Intedor(1) 27-4-11 to 40-4-0, Exterior(2) 40A-0 to 48-8-11, Intedor(1) 48-8-11 to 61-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=1466, 12=1466. Joaquin Valez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 O WARNING- Vadry 4eargOparemalalaaad READ NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEUX-3 nv. lOaals—REFORE USE. Deslgn valld for use only with MiTek» connectors, IhlS tlangn Is basetl only upon parameters shown and Is for an Individual building component, not truss system. Betore use. }he bulltling designer mustverlty the applicability of design parameters andrpraproperly Incorporate this tleslgn Into the overall bulltlingdeslgn. Bracing indicated is to prevent buckling of lndlvltlual truss web and/or chord membe only. Additional temporary and permanent bracing MiTek' Is always requlred for stablllty and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobrl-II., storage, delivery, erectlon and bracing of trusses and truss systems, seeAN!ll Cual CM* DSB-69 and SC616u1dhp Component 6904 Palle East BWtl, 6olefy Inbenatbnovalloble hom Trust/ Plate Institute, 218 N. Lee Street, Suite 372, AJexondrlo. VA 2211C,11 2 14. Tampa, FL 33610 Job Truss Truss Type , 0Ny Ply FERNANDEZ T79506712 76374 C5. Hio 1 1 Scale = 1:108.8 6.00 F12 7xi, = 3x4 11 46 = 44 = fix8 = 635 36 7 8 9 37 10 3B 7x8 MT18HS= 22 21 -- 2D -- - 1e - 17 -- 1> ]x10 tv17x10 III 6x8 = 4x8 = 51 4x4 = 4.4 = 3.4 II Sx, 11 x4 II 3x4 11 3x4 I 5.6 = S. v. 12 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (too) III Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.96 Ved(LL) -0.45 23-24 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 VerI CT) -0.87 23-24 >820 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.44 13 rda n1a BCDL 10.0 Code FBC2017/TP12014 Matrix.MS Wind(LL) 0.6323-24 >999 240 Weight: 464 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or4-3-15 oc bracing. 25-26,5-22: 2x4 SP No.3, 23-24,2-24: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 3-23, 6-23, 6-21, 6-20, 7-20, 9-20, 9-18, WEBS 2x4 SP No.3'Except' 10-18, 12-17 3-23,21-23: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=427(LC 11) Max Uplift 2--1466(LC 12), 13=-1466(LC 12) Max Gram 2=2434(LC 17), 13=2443(LC 18) FORCES. (lb) -Max. Cont Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9387/6274, 3-5=-4939/3554,'5-6=5008/3867, 6-7=-3883/3122, 7-9=-3883/3122, 9-10=-3904/3120,10-12=-3780/2848,12-13=-4510/3244 BOT CHORD 23-24=-5213/8197, 5-23=-625l757, 20.21=-1988/3481, 18-20=-2452/3969, 17-18=-2032/3199,15-17=-2711/3926,13-15=-2711/3926, 2-24=-5567/8850 WEBS 3-23=-3586/2380, 21-23=-1900/3466, 6-23=-1660/2236, 6-21=5521465, 6-20= 745/1078, 7-20=4 81/582,9-18=-574/576, 10-18=-741/1095,10-17= 316/675,12-17= 857/772, 12-15=0/340, 3-24=-1297/2362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; III B=4511; L=59tt; eaveI Cat. ll; Exp C; Encl., GCpi=O.i$ MW FRS (directional) and C-C Exterior(2) -2-1-0 to 3-9-12, Interior(1) 3-9-12 to 17-0-0, Extedor(2) 17-0-0 to 25-5-15, Interior(1) 25-5-15 to 424-0, Extedor(2) 42-4-0 to 50-7-6, Interior(1) 50-7-6 to 61-5-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psl 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= 10.0psf. 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 beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=1466, 13=1466. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING- merlfy EselSe parsme ,mci READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGE MI}74M rev. 1010320ISSEFOREUSE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown. and Is for an Indivoud bulltling component, not must system. Before use, the building designer must verify the appllcablllly of design parameters and proarty Incorporate this tleslgn Info the overall building tleslgn. Bracing Indicated is to prevent buckling of lndlviduoltNss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the SalNy hlarmatbrrovolloblefrorm Russ Plate lnand osllfugte. 218 K Lee Street.of fiusomt and Sulte 312,Al—nddal. VA 22374Mnh, D56-09 and BCBl Buedhp Componmf Tampa, FL 3361o9 4 Park, East 1vd. Job Truss Truss Type . Oty Ply FERNANDEZ T79506713 76374 C6 Hip 1 1 6.00 12 10x10 = 3x4 11 ax4 II 6 35 36 37 7 d 7x8 MT18HS= 22 21 ]x10 Mr16HS, 8xl4MT18HS= 3x4 II 3x4 II 3. II 3z41100 12 6xe — 5,13 = 04 = 6x8 = 8 9 38 39 40 10 ` '- 20 '- 18 '- "16 15 4x8 = 6x8 4.4 = 4.4 = 3x4 11 4z8 = Scale=1:108.8 d 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) -0.49 18-20 >999 360 MT20 2-111 TCDL 7.0 Lumber DOL 1.25 BC 0.87 El CT) -0.93 18-20 >766 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.92 Horz(CT) 0.45 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -MS Wind(LL) 0.71 18-20 >999 240 Weight: 450 In FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No .2 TOP CHORD Stmcluml wood sheathing directly applied. BOT CHORD 2x6 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. 25-26,5-22: 2x4 SP No.3, 23-24,2-24: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 3-23, 6-23, 6-21, 6-20, 9-20, 10-18 WEBS 2x4 SP No'3 *Except' 3-23,21-23: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=382(LC 11) Max Uplift 2=-1466(LC 12), 13=-1466(LC 12) Max Grav, 2=2428(LC 17), 13=2440(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9319/6379, 3-5=-4916/3560, 5-6— 4988/3869, 6-7=-4348/3435, 7-9=-4348/3435, 9-10=-4391/3442,10-11=3934/2970,11-13=-4478/3254 BOT CHORD 23-24=5314/8107,.5-23=628/768, 20-21=-2138/3637, 18-20=-2832/4438, 16.18=-2164/3344,15-16=-2706/3890,13-15=-2706/3890, 2-24=-5670/8753 WEBS 3-23=-3549/2489,21-23=-2173/3877,6-23=-2008/2725, 6-21 =-1 171/882, 6-20— 949/1335, 7-20=548/645, 9-18= 627/652, 10-18= 974/1398,10-16=-333/668, 11-16=-678/665, 11-15=0/281, 3-24=-1311/2338 NOTES- i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=22ft; B=45ft; L=59ft; eave=7lt; Cat. II; Exp C; Enc1., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -2-1-4 to 3-9-12, Interior(1) 3-9-12 to 15-0.0, Exterior(2) 15-0-0 to 23-4-11, Intedor(1) 23-4-11 to 44-4-0, Exteriar(2) 44-4-0 to 52-8-11, Interior(1) 52-8-11 to 61-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Paulding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 1 O.Opsf. 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 100 lb uplift at joint(s) except (jt=lb) 2=1466, 13=1466. Joaquin Velez PENo.66182 MiTek USA, Inc. FL Car 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNING - Verlrydesignpc—reol.d READ NOTES ON THISANOINCLUOEO MREx REFERANCEPAGE M 747a rev. 10=sI5BEFORE11SE. Design valld for use only with MTekO connectors. This design Is based only upon parameters shown, antl Is for an IndMduol builtling component not huss system, Before use, the bulls hg designer must verily the appllcablllty of design parameters and properly Incorporate this design Into the overall builtling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord mamba only, Additional temporary and permanentbracing Welk' Is al ways repulred for stability and to prevent collapse with possible personal Injury and property damage. For general guldance mgarding the fab0catlan storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Guolryryyy Corona. DSB49 and SCSI Budding Component 6904 Perk. lies t BNd. Safrrty Informatio avallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Ale—dric, VA 22314, Tampa, FL 33610 T19506714 76374 C7 Roof Special 1 1 Job Reference Industrie Chambers Truss, Inc.. Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Industries. Inc. Tue Feb 25 12:16:52 2020 Pone 1 2 �1 48 = 6.00 12 6x8 = 516 = 6.8 ' fi .A7 ne.A.9 7 B 7x8 MT18HS= 3x4 II 6x8 = 44 = 9 10 11 4n 41 12 P �Fp KE 'R, �' pae�p i ro/0 6 i 4 L3::: - 3x4 II 24 5.14 7,14 = 3x64RO 12 4z4 7x10 MT18HS= 3z4 II Scale=1:111.1 19 15 16 a 1,6 23 44 22 21 45 20 19 4618 17 7x8 — 6z8 = 4x4 _ Sx, = 4z4 = 3z4 II 4x6 = 4x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.8, Vert(LL) -0.52 21-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC I) Vert(CT)-0.9721-23 >732 240 MT18HS 244/190 13CLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.41 15 n/a nfa BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.7421-23 >965 240 Weight: 454lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. 14: 2x6 SP 240OF 2.OE 130T CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. BOT CHORD 2x6 SP No.2'Except' WEBS 1 Row at midpt 12-20, 23-25. 7-25 27-28: 2x4 SP Na.3, 25-26,2-26: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* 23-25: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 15=0-8-0 Max Harz 2=340(LC 11) Max Uplift 2=-1466(LC 12), 15=-1466(LC 12) Max Gray 2=2332(LC 17), 15=2390(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8330/5630, 3-5= 7811/5387, 5-6=-4583/3437, 6-7=-3949/3091, 7-9=-4982/3845, 9-11=-4982/3845, 11-12=-4675/3636, 12-13=3982/3011, 13-15— 4363/3141 BOT CHORD 25-26=-3402/5183, 6-25=-116611757, 23-24=391/569, 21-23= 3048/4660, 20-21=-3116/4649,18-20=-2277/3450,17-18=-2602/3786, 15-17=-2602/3786, 2-26=-4872f7729 WEBS 7-23=-342/396, 7-21=-365/622, 9-21=-422/447, 11-21=306/525, 11-20=-877/798, 12-20=-1168/1639,13-17=0/257,23-25=-2683/4121,7-25=-1007/669, 3-26=-449/819, 12-18=-268/542,13-18=-466/437, 5-26=-1480/2561, 5-2l 190/983 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=22ft; B=45ft; L=59ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 3-9-12, Interior(1) 3-9-12 to 13-0-0, Exterior(2) 13-0-0 to 18-11-3, Interior(1) 18-11-3 to 45-8-0, Exterior(2) 45-8-0 to 51-7-3, Interior(1) 51-7-3 to 61-5-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive 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 = I O.Opsf. 7) Bearing at joints) 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 100 lb uplift at joint(s) except Qt=lb) 2=1466, 15=1466. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARl Wry design parametersead READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMIF747a rev. IDUSsi—SEFOREUSE. Design wild for use only with Mrek® connectors. V is design Is based only upon parameters shown, and Is for an Individual builtling component, not huss system. Before use, me building deslgner must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of hill truss web and/or chord membersonly, Additional temporary and permanent bracing WOWIs always required far stability and to prevent collapse with possible personal Injury and property tlamage. For general guidance regarding me fabrication, storage. delNery, erection and bracing of musses and truss systems. seeANSI7rPIt Gail By CMerla, DSBd9 and SCSI Building Component 6904 Parke East BNJ. Solely In from Truss Plate Institute. 218 N. Lee Street, Suite 312, Atexondko, VA 22374. Tampa, FL 33610 Job Truss Truss Type I Oty • Ply FERNANDEZ T19506715 76374 C8 Roof Special 1 1 Scale = 1:109.1 6x8 = 6x8 11 Gx8 3x4 11 4x4 = 6.8 = 4xB = 3x4 11 6.8 = 12 6.00 12 4 5 38 39 640 7 B 9 10 41 42 11 3x4 Sx6 4x8 G 13 43 4 37 3 44 b n 2 1 15 181ro Ib 27 26 d ^ 3.4II 24 23 45 22 21 46 20 47 19 18 48 49 17 7x14 3x64.A0 12 7x10 MT18HS = 3x4 11 8.14 = 4x4 7,08 _. B.to = 4xB = Sx8 MT18H5= 3.411 6xB = 4x4 = 4.6 = 4.6 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 V. I(LL) -0.68 22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -1.26 20-22 >566 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Inc' YES WB 0.85 Horz(CT) 0.47 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mafrix-MS Wind(LL) 0.97 22 >736 240 Weight: 459 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc purfins. BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 28-29; 2x4 SP No.3, 25-27,2-27: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 3-26. 23-25, 6-25, 8-23, 8-20, 11-20, 11-19 WEBS 2x4 SP No.3 `Except' , 12-19 23-25,12-19: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 15=0-8-0 Max 12- 2=-344(LC 10) Max Uplift 2=-1466(LC 12), 15=-1466(LC 12) Mac Gmv 2=2309(LC 1), 15=2370(LC 18) FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8491/6022, 3-4=-4946/3604, 4-5=-4695/3583, 5-6=-4642/3555, 6-8=-5318/4047, 8-10=-5626/4289, 10-11=-5626/4289,11-12=-5177/3992,12-13=-0322/3246, 13-15=-4417/3194 BOT CHORD 26-27=-4994/7382, 25-26=-2911/4562, 5-25=157/262, 23-24=-745/1143, 22-23=3978/5860, 20-22= 3978/5860,19-20=-3062/4534, 17-19=-2225/3383, 15-17=-2686/3857, 2-27=-53210946 WEBS 3-26=-2882/2123, 4-26=-706/1193,4-25=-614/786, 23-25=-2873/4210, 6-25=-951/607, 8-23= 833/483, 8-22=0/322, B-20- 378/231,10-20=-470/499,11-20=-990/1437, 11-19=-3183/2495,12-19=-2625/3577,12-17=-465/667,13-17=-374/466, 3.27=-1187/2020 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=59tt; eave=7ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3.9-12, Interior(l) 3-9-12 to 11-0-0, Exterior(2) 11-0-0 to 16-11-3, Interior(1) 16-11-3 to 46-0-0, Exterior(2) 46-0-0 to 51-11-3, Intedor(1) 51-11-3 to 61-5-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water ponding. 4) All plates are MT20 plates unless otherwise indicated. . 5) This truss has been designed far 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, with BCDL- 10.Opsf. 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 100 lb uplift atjoint(s) except (jt=lb) 2=1466, 15=1466. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNING -Vedrytleslgn pemmers-d READ NOTES ON THISAND INCLUDED MNEKREFERANCEPAGEM/N479 rev. fal0.YI0r5BEFOREUSE Design valid for use only wffh MBeat) Connectors, the design Is based only upon parametersshown and Is for an IntlNldual bulltling component,. not fruss system. Before use, the building designer mustverity the appllcablllty of design parameters andpropertyIncorporate mis tleslgn Into me overall bullding design. Bracing Indicated is to prevent buckling of lntlNltlual hum webandlorcho'd membersonly. Addiflonal temporary and perrnanembrocing MiTek' Is al ways required far sloblllty and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding me 69o4PaMaeEasl Blvd. fabricoilon, storage. tlelNery, erection antl bracing of trusses and fruss systems, seeAN9I/IPII Cual96yy COMDp: OSBd9 and 6C51 Ba1dhB Componmf Safety NfoanatAmvalloble from Truss Plate Institute. 218 N. Lae Street, Suite 312, Alexontlrlo. VA 22314. Tampa, FL 33610 C9 Roof Special T19506716 G OO 12 4.6 G 6xB = 418 = 6xB = 4 5 41 6 42 7 8 5x6 II 4x8 = 7x10 = 13 6.8 = 9 10 11 43 12 4x4 14 Sx6 44 15 45 4Yz.11a13RSfi' 4.5 = 27 26 25 2423 22 21 20 19 18 5x14 7x14 = 7x10 4x5 II = 4x8 = 5x8 MT18HS= 4.8 = 11 MT18HS= 4.6 = 3x54A0 12 6xe = 7.10 MT18H5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.89 Vert(LL) -0.78 23-25 >911 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.45 23-25 >490 240 MT78HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.44 16 n1a rVa BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Winci 1.1223-25 >636 240 Weight: 4521b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-12 oc pudins. BOT CHORD 2x6 SP 240OF 2.OE'Except• BOT CHORD Rigid ceiling directly applied or 3-8-7 oc bracing. 31-32: 2x4 SP No.3, 5-27,16-20: 2x6 SP No.2 WEBS 1 Row at midpt 3-29, 13-19, 12-19 WEBS 2x4 SP No.3 •Except• 26-28,13-19: 2x4 SP M 30 REACTIONS. (size) 2=0-8-0, 16=0-8-0 Max Herz 2-344(LC 11) Max Uplift 2=-1466(LC 12), 16=-1466(LC 12) Max Grant 2=2309(LC 1). 16=2309(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8167/6011, 34=-5340/3912, 4-5=-6020/4497, 5-5=-5902/4420, 6-8=-6810/5080, 8-9=-6B10/5080,9-11=-6B29/5109,11-12=-6829/5109,12-13=-3805/2958, 13-14=-3844/2953,14-16=4261/3098 BOT CHORD 29-30= 4972/6872, 28-29= 3245/4802, 26-27= 776/1126, 25-26=-4091/5970, 23-25=-4913/7120, 22-23=4913/7120, 21-22=4073/5918, 19-21=4075/5916, 18-19=-2563/3729,16-18=-2563/3729, 2-30=-5315,7391 WEBS 3-29- 2263/1777,4-29=-543/848,4-28=-1259/1653,3-30=-1204/1836,26-28=-3385/4947, 6-2fi=-953/762, 6-25=-747/1059, 8-25=-300/328, 9-25=-395/291, 9-22=462/277, 11-22=-341/367,12-22=-813/1234,14-18=0/283,14-19=-603/517,13-19=-2350/3115, 12-19=-3684/2790 NOTES- 1) Unbalanced roof live loads have been considered for thisdesign. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=22ft; B=45ft; L=59ft; eave=7ft; Cat. II; E1g1 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 3-9-12, Interior(l) 3-9-12 to 9-0-0, Exterior(2) 9-0-0 to 14-11-3, Interior(l) 14-11-3 to 46-0-0, Exterior(2) 46-0-0 to 51-11-3, Interior(1) 51-11-3 to 61-54 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) !his 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. 8) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearng surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1466,16=1466. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING- Verltydesi9nperameters mdRE4D NOTES ON THIS AND INCLUDED MREK REFERANCEPAGE MIF7473 rev. 10N342015BEFORE USE. ��- Deslgn valid for use only with Mirada, connectors, This design Is based only upon parameters shown and Is for an Individual bulltling component, not hugs system. Before use, the building designer mustverify the applicability of design parameters andproperly Incorporate this design Into the overall building design. Bracing indicated is top vent buckling of III truss web and/or chord memberonly.Additional temporary and permanent bracing WOWis always required for stability and to prevent collapse with possible personal injury antl property damage. For general guldance regarding the fobricatlor storage, delivery, mectlon and bracing of trusses and truss systems, seeANSVW l QuolBy Cdl ft, D3B419 and BCSI Building Component 6904 Parke East Blvd. Safety Intomlalbrlavallable from Truss Plate Institute, 218 It, Lee Sheet Suite 312, Alexandria, VA 2'2 14. Tampa, FL 33610 -z-O-O 9.0.0 17-8.0 26-B-0 B-O-o 8-8-e 9.0.0 Scale: 1/4'=t' US - 3 17 18 4 3x5 = 2X3 11 "� — 3x4 = 3x5 = LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.10 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Ven(CT) -0.22 6-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.13 HOrz(CT) 0.04 5 nta n1a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.15 6-11 >999 240 Weight: 140 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural woad sheathing directly applied or 5-0-6 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-6 REACTIONS. (size) 5=Mechanical, 2=0-8-0 Max Holz 2=201(LC 11) Max Uplift 5=575(LC 12), 2= 760(LC 12) Max Gray, 5=982(LC 1). 2=1105(LC 1) FORCES. (lb) - Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1573/1174, 3-4=-1340/1191, 4-5=-1564/1176 BOT CHORD 2-8=-897/1320, 6-8=-895/1326, 5-6=-868/1335 WEBS 3.8=0/349, 4-6=0/349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22ff; B=45ft; L=27f ; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) -2-1-4 to 0-10-12, Interior(1) 0.10-12 to 9-M, Exterior(2) 9-0-0 to 13-2-75, Interior(1) 13-2-15 to 77-8-0, EMerior(2) 17-e-0 to 21-10-15, Interiar(1) 21-70-15 to 28-8-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 5=575, 2=760. Joaquin Velez PE No.68182 Mfiek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WAHNNG- Verify design parameters end HEAD NOTES ON TNIS AND INCLUDED MNEK HEFEHANCEPAGE UX7473 rev. 1d0.i MBEFOHE USE Design volld for use only with We& connectors. This design Is based only upon parameters shown and a for on indlAdual building componant not thus syste .Before use, the buildlig designer must verify the appllcobllityof design parameters and properly Incorporate this design Into the oz., I, design. Bracing IndMated Is to prevent buckling of Individual truss web antl/or chord membersonly. Additional temporary and permanent bracing MiTek' B always required for slablllly and to prevent collapse with potable personal Injury and property damage. For general guldonce regording the fabrication, storage, delivery, erection antl bracing of trusses and truss systems. se.ANSVIPII Qualryy Crbedu, D5549 and IICSI building Componrrnt 69N Pella Eest BNI. 3abty tnf—flonavalloble from Tnus Plate Institute, 218 N. Lee street, Suite 312, Alaxandrla, VA T2314. Tampa. FL 33610 Truss Type , my Ply FERNANDEZ T79506718 Hip 1 1 Job Reference (optional) 8.330 s Feb 13 2020 MiTek Industries, Inc. Tue Feb 25 12:16:57 2020 Page 1 Scale: 1/4'=1' 6xe = fix9 = 4 21 225 3.10 = 2X3 11 30 = -- 3x4 = 2 3 11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) -0.08 8-9 >999 360 MT20 244/190 TCDL 7Lumber DOL 1.25 BC 0.35 Ven(CT) -0.18 8-15 >999 240 BCLL 0..0 0 ' Rep Stress Incr YES WB 0.30 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matdx-MS Wind(LL) 0.10 8-15 >999 240 Weight: 1561b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Harz 2=238(LC 11) Max Uplift 7=-575(LC 12), 2= 760(LC 12) Mex Grav 7=982(LC 1). 2=1105(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1618/1215, 3-4— 1319/1175, 4-5=-1134/1060, 5-6=-1326/1186, 6-7=-1616/1214 BOT CHORD 2-12=959/1481, 11-12=959/1481, 9-11=689/1182, 8-9=-938/1390, 7-8=-938/1390 WEBS 3-12=0/260, 3-11=-583/521,4-11=-388/550,5-9=-407/571, 6-9=-618/568, 6-8=-12/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=22ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 0-10-12, Interior(1) 0-10-12 to 11-0-0. Exterfor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 15-8-0, Extedor(2) 15-8-0 to 19-10.15, Interior(1) 19-10-15 to 26-8-0 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This was has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This Muss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 7=575, 2=760. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING. Verifyde9lg,pemme�e,d READNOMSONMSANDWCLUDEDMRENREFERANCEPAGEMIF74Mmre 1e'0a4015DEFOREUSE. Design valld for use only with MRek® connectors. This design Is based only upon parameters shown. and is for an IndMtlUOI buildng Component not fi as system. Before use, the butding designer must verify Me apWlcablllly of tlesig^parameters and properly incorporate ihU tleslgn into the overall WOW building d"gn. Wooing Indicated h to prevent buckling of lnavoual4ussweb antl/orchortlmembers only. Additional temporary and permanent bracing IVI�10k• Is always required for stablllN and to prevent. collapse with possible personal lNury and property damage. For general guidance regarding the fabrication. storage, tlellvery, erection and bracing of trusses and truss systems, seeANSVIPII QuidCftda, DSS-09 and SCSI lidding Component 6904 Palle East Blvd. Safety Informati—loble from truss Plate Insfltute. 218 N. Lee Street Suite 312, Alexa d,h VA 22314. Tampa, FL 33610 E IHIP I 1 1I T79506719 axis = aria = 4 s Scale = 1:27.1 ADEQUATE SUPPORT REQUIRED LOADING (psf) SPACING- 2-0-0 CS'* OEFL. In (lac) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ved(LL) -0.02 10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Ved(CT) -0.03 10 >999 240 BCLL 0.0 ' Rep Stress Inc, YES WB 0.24 Hom(CT) -0.00 a n/a n/a BCDL 10.0 Code FBC2017rrP12014 Mardi Wind(LL) 0.O6 10 >999 240 Weight: 67 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SO No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-1-8, 12=0-8-0, 9=0-8-0 Max Horz 12=136(LC 11) Max Uplift 8= 105(LC 9), 12=-711(LC 12), 9=-531(LC 12) Max Grav 8=113(LC 22), 12=575(LC 1), 9=459(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 3-4=-208/551, 4-5=-191/496, 5-6=-217/545, 6-7=-1061320 WEBS 3-12=-424/807, 6-9=-313/556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=22ft; B=45ft; L=24f; save=oft; Cat. 11; E>pr C; Encl„ GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 0-10-12, Interior(1) 0-10-12 to 4-10-8, Exterior(2) 4-10-8 to 11-1-6, Interior(1) 11-1-8 to 13-7-4 zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) S. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 8=105, 12=711, 9=531. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February25,2020 Q WARNING- Vegrydleelpareme4rseldREADNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEW74-, 160N1015 BEFORE USE Design v Ikf for use only wlm Mael� connectors. This tlasign Is based only upon parameters shown and Is for an Individual building component not huss system. Before use, the builtling designer must veAly the opplicobllity of tlasign parameters andrsropedy Ncomorate rhd design Into the overall buJtling design. Bracing indicated is to prevent buckling of lndNltluol lNssweb and/or chord mamba only. Atldltlonal to and permanent bracing MiTek' B always requlredfor stabllity and to prevent collapse with posabof trussesondie personal Injury antl property damage. For general guidance regarding the safpify [nfonoalbnavoll bie frorm Truss Plate (Institute, 218 N..Lee Street, Systems, uite 312, A�antlPal. A 22314��" D3149 antl SCSI Building Component Ta pa, FL 33610 NJ 4-3-12 7-0-0 3x1D II ..____ rrxo _ pTf:imm Scale: 1/2'=l' LOADING (Psf) SPACING- 2-0-0 CSI, DEFL. in (too) I/dell Ual PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Ven(LL) 0.05 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 V.'(CT) -0.08 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 HOrz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2077/TPI2014 Matrix -MP Weight: 81 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 1=0-8-0, 4=Mechanical Max Ho. 1=199(LC 21) Max Uplift 1= 1694(LC 8), 4=-1099(LC 8) Max Grev 1=2667(LC 1), 4=1693(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 1-2=-2142/1234 BOTCHORD 1-5=-1261/1924,4-5=-1261/1924 WEBS 2-5=-1423/2341,2-4=2592/1699 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=2411; eave=411; Cat. II; E1sp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except atalb) 1=1694, 4=1099. 8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-0-12 from the left end to 5-0-12 to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increas-1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads (pif) MiTek USA, Inc. FL Cert 6634 Vert: 1-3=-54, 4-6=-20 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads (Ib) Date: Vert: 9— 1928(B) 10=-962(B) l l=-962(B) February 25,2020 Q WARNING- Ved/ydesr9nperser—ead REAONOTES ON THISANU INCLUDED MREKREFERANCEFAGEMIF74—.. 1N0.1R056EFOREUSE. Design valid for use only with MDek® connectors. This design Is based only upon parameters shown, and Is for an IndlWdual building component, not huss system. Before use, the building designer must verity the applicabllity of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated is to prevent bucklingof individual truss web and/or chord members only. Additional tempor.=tp-ermonent bracing MiTek' Isalwaysrequlredfarsfabllltyandlopmventcollops WffipcsslblepersanaI Injury and property damage. For general guidance regarding the fobnaofion, storage, delivery, erection and bracing of trusses and huss systems seeANSVWII Cu-I6Y CM�M, D311-89. and ICSI Bulding Component 6904 Parke East Blvd. Safety hrfarmalbspvallable from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312, Alexondrlo, VA 22 14. Tampa, FL 33610 b ID:Ldea5Sre01bzH5Ok32aby6y0XOF-v8G192DeVY710SkiBEO204r1 KaDTyG?VgRqubkhbmH �-2-0MI &0.0 183i 27-6.0 36.8.2 I 4&0-40 55.0-0 070 2.0 9-2-2 9-2-2 919-0-0 2-- Scale : 1/8'=1' &t0 = 4x4 = 6,6 = SOII 6x6 = 4x4 = 6x10 = 6.00 12 3 27 26 4 29 5 6 7 30 8 31 32 9 1tl 17 17 i in 13 r[ 4x5 = 3x4 11 4x6 =4x8 = 5x6 MT16HS= 4. =4x6 = 3x4 II 4x5 = LOADING (pal) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.89 Van LL) -0.64 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT)-1.2214-15 >542 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Hom(CT) 0.28 10 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.91 15 >726 240 Weight: 3171b FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 Oc pudins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 3-8-15 oc bmcing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-16, 4-15, 8-15, 9-14 REACTIONS. (size) 2=0-8-0, 1D=0-8-0 , Max Ho. 2=245(LC 11) Max Uplift 2=-1372(LC 12), 10=-1372(LC 12) Max Gmv 2=2149(LC 1). 10=2149(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3835/2845, 3-0=-5416/4163, 4-6=-6071/4606, 6-8=-6071/4606, 8-9=-5416/4163, 9-10=-3835/2845 BOT CHORD 2-18=-2248/3330, 16-18=-2247/3336, 15-16=-3742/5416, 14-15=-3728/5416, 12-14=-2283/3336,10-12= 2284/3330 WEBS 3-18=0/363, 3-16=1749/2422, 4-16=-897/940,4-15=-513,787, 6-15=-481/510, 8-15=513/787, 8-14=-897/840, 9-14=-1749/2422, 9-12=0/363 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=22ft; B=45ft; L=55ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (direcOonal) and C-C Extedor(2) -2-1 4 to 3-4-12, Intedor(1) 3-4-12 to 9-0-0, Exterior(2) 9-0-0 to 16-9-5, Intedor(1) 16-9-5 to 46-". Extedor(2) 46-0-0 to 53-9-5. Intedor(1) 53-9-5 to 57-1A zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at=lb) 2=1372,10=1372. Joaquin Vales PE No.68182 MiTek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WANNWG-Ver/y Ceslgnperemeten MdRMDNDTE50NTNISANDWCLUDWMREKNEF£NANCEPAGEM6MMmv. u=25156£FOHEUSE �' Design valid for use oNyw6h M6ek@ connectors. ThIs design a boned only upon par —Ina shown, and Is far 111, tllvidual bulltling Component, not truss system. Before use, Me bulltling designer must verify the appllcablllty of tleSlgn parameters antl properly Incorporate this tleslgn Inb the overall 1111Dngtleslgn.&acirlgindlCated lsto prevent buckling of lndllPual huss web and/or chord membesonly. Additional temporary and permanent bracing MiTek' a always required forstabilly antl to prevent collapse with possible personal Injury and properly damage. G general guidance regarding me 6904 Palle Eazi BN4. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN3171P11 Quaiplry Cm�do, DSB419 and 1101 Building Component Ba6a1y ktfannollonovallable from truss Plate Institute, 218 N� Lee St,eet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 s lWe Vry Try T19506721 76374 GRA Hip Girder 1 2. Job Reference (optional) Chambers Truss. Inc.. Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Industries. Inc. Tue Feb 25 12:17:08 2020 Pace 1 Scale: 1/8'=l' 4x4= 7,8 WB= 6,00 12 6x10 = 4.5 = 4.4 = 7.8 WS= 3x4 II 4x4 = 4x4 = 4X5 = 600 = 3 33 34 4 35 36 5 3738 6 7 39 40 8 414243 94410 4546 11 47 4812 49 50 13 b 2 14 b1 5d6 e 26 51 52 2553 5424 23 55 56 22 5758 21 59606, 20 626364 19 1865 6617 67 68 16 5X6 = 3X4 11 5X6 = 5XB MT18HS= .4 = 7x8 MTIBHS= 4x4 - 4x5 = 5X6 = 3X4 11 5X6 = 4x5 = 5x8 MT18HS= 3700 i 152221�1 17-3 22--4.1t 5 257--16--10 73-05-00 32-77-1 37.18--12 42.-19--13 48.0.0 531-.55-.0 5&0 . 54 5 5-1 5-552-13 Plate Offsets (X,Y)-- [2:0-0-12 Edgel [3:0-6-12 0-3-8] [6:0-4-0 Edge] [10:0-4-0 Edge] [13:0-6-12 0-3-8] 114i0-0-12 Ed1 [21:0-4-0 0-4-8] LOADING (pat) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.84 21 >787 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.49 Vert(CT) -1.58 21 >418 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO W B 0.97 HOrz(CT) 0.22 14 rVa We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.37 21 >481 240 Weight: 770 lb FT=20% LUMBER- BRACING - TOP CHORD 26SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc pudins. BOT CHORD 2.6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 2x4 SP Na.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2-0-8-0, 14=0-8-0 Max Herz 2=-201(LC 23) Max Uplift 2= 2973(LC 8), 14=-2973(LC 8) Max Gray 2=4273(LC 1), 14=4273(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 8620/5787,3-4= 11801/8039,4-5=-14683/9962, 5-7=-16460/11154, 7-8=-17045/11544,8-9=-17045/11544,9-11=-16460/11154,11-12=-14683/9962, 12-13=-11801/8039, 13-14=-8620/5787 BOT CHORD 2-26=-4941/7627, 25-26=-494817645, 23-25= 7741/11801, 22-23= 9664/14683, 21-22=-10855/16460,20-21=-10855/16460,1920=-9664/14683,17-19=-7741/11801, 16-17=-4948/7645, 14-16=-4sa1ns27 WEBS 3-26=-180/582,3-25=-3382/5085,4-25=-2653/1964,4-23=-2350/3531, 5-23=-1839/1420, 5-22=-1456/2192, 7-22=-1031/860, 7-21=-490/732, 8-21=-632/643, 9-21=-490/732, 9-20=-1031/880,11-20=-1456/2192,11-19=-1839/1420,12-19=-2350/3531, 12-17=-2653/1964,13-17=-3382/5085,13-16=-180/582 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0:131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7'10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=55tt; eave=7ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1,60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=2973, 14=2973. Joaquin Velez PE No.68182 MRak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING- Verily des19nplemalersend READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPA-7473 rev. 1"W0150EFORE USE Design valid for use only wIM MliekDconnectors. This deslgn Is based only upon parameters shown, and Is for an IndNldual bulltling component. net truss system. Before use. Me bulltling designer must verify the applicabllity of deslgn parameters and properly Incorporate this deslgn Into the overall building design. Bracing lndeaed Is t pevent bucking of Indiltlual huss wet nd/adr chord membersonly. Addhonal temporary and permanent bracing MjTek' Is always re iced for Stabilityand to prevent collapseIm Ible personal lnu properly dr-o . For general guidance regartling the fabrication, storage. delivery, erection and brocing of trusses and truss systems, seeANSV711 l lSy CdteM, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety In/ormatbrrovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 lb down and 3401la up at 7-0-0, 171 Ib down and 198 Its up at 9-0-12, 171 Ib down and 198 Its up at 11-0-12, 171 to down and 198 lb up at 13-0-12,171 Its down and 19811, up at 15-0-12, 171 lb down and 198 Ito up at 17-0-12, 171 lb down and 198 Its up at 19-0-12, 171 lb dawn and 198 lb up at 21-0-12, 171 to down and 198 lb up at 23-0-12, 171 Ib down and 1981b up at 25-0-12, 171 lb down and 198 Its up at 27-0-12, 171 lb down and 198 lb up at 27-11-4, 171 lb down and 1981b up at 29-11-4. 171 Ib down and 198 lb up at 31.11-4, 171 Ib down and 198 Its up at 33-114, 171 lb down and 198 lb up at 35-114, 171 lb down and 198 lb up at 37-11-4. 171 It, down and 198 lb up at 39-114, 171 lb down and 198 lb up at 41-114, 171 lb down and 198 Ib up at 43-114, and 171 lb down and 1981b up at 45-114, and 2291b down and 340 lb up at 48-0-0 on top chord, and 3731b down and 260I1a up at 7-0-0, 681b down at 9-0-12, 681b down at 11-0-12, 681b down at 13-0-12, 681b doom at 15-0-12, 681b down at 17-0-12, 68lb down at 19-0-12, 681b down at 21-0-12 , 681b down at 23-0-12, 68 Ib down at 25-0-12, 681b down at 27-0-12, 68 Its down at 27-114, 68 Ib down at 29-114, 68 Ib down at 31-114, 681b down at 33-114, 68 Ib down at 35-114, 681b down al 37-114. 68 lb down at 39-114, 68 lb down at 41-114, 68 Ib down at 43-114Ib , and 68 down at 45-114, and 373 Ib down end 260 Ib up at 47-114 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-13=-54, 13-15=-54, 27-30=-20 Concentrated Loads (lb) Vert: 3=-158(F) 6=-124(F) 13=-158(F) 26=311(F) 23=41(F) 5=-124(F) 11=-124(F) 19=41(F) 16=-311(F) 10=-124(F) 33=-124(F) 34=124(F) 35=-124(F) 36=-124(F) 37=-124(F) 39=-124(F) 40=-124(F) 41=-124(F) 42=-124(F) 43=-124(F) 44=-124(F) 46- 124(F) 47=-124(F) 48=-124(F) 49=-124(F) 50=-124(F) 51=41(F) 52=41(F) 53=41(F) 54=41(F) 55=41(F) 56=41(F) 57=41(F) 58=31(F) 59=41(F) 60=41(F) 61=41(F) 62=41(F) 63=41(F) 64=41(F) 65=41(F) 66=41(F) 67=41(F) 68=41(F) OWARNING- Verity ✓eslgnpnnmetenend RE DNOTE50N Mpa ANDMCLUDEOMMVI7R EFANCEPAGEMR]9]3rev. sfaAi4015BEFOaE USE �� Deign valld for use only with MIrek® connectors. This design Is based any upon parameters shown and Is for on IndiNdual bulltling Component, not puss system.Before-thebWtling tlesignermustverily the oppllcobllityofdesign parameters and properly Incorporate this design Into the aver II bu0ding design. Biocing Indicated is to prevent buckling of lndlNdual puss web and/or chord members only. Additional temporary and permanent bracing iwiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erechan and bracing of pusses and puss systems. seeAN61/1PIt Qualppyy GMnla, DSa-09 and aC31 auldYlp Component 6904 Pe*a East BNd. Safety IAleanelalloble from truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 T19506722 GRB I PIGGYBACK BASE GIRDE I1 I 2 30-8-0 r20-0 7416 B-8-10 16-8-0 21-DO 2&11-12 29-8-0 34-0-0 39-te-2 13.11 45-e-e 48<-0 62-80 66-18 59<-0 1-4-q '2-0-0 ]-0-1�-� E116 I s-0-0 1 6.11-12 I2-Bd i-o-' 0 3! s-1 o-2 -8-s 4-1-s T. F 4-0-0 2-t I 4-2-9 20-0 Scale = to 1.0 S.00 FIT 6x9 3x4 11 618 = 6 7 8 9 27 26 21 2a la 1. 4x5 = 3.4 II 7x10 = 4.00 12 6.8 = 3.10 11 4s6 THD26-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ved(LL) -0.12 22 >999 360 MT20 244/19. TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.22 22-23 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Hom(CT) 0.07 16 Na rile BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.17 21 >999 240 Weight: 951 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 5-26,15-18: 2.6 SP No.2 REACTIONS. (size) 2=0-8-0, 26=0-8-0, 16=0-8-0 Max Hors 2=516(LC 7) Max Uplift 2--867(LC 18), 26=-2694(LC 8), 16=-2156(LC 8) Max Gray 26=4053(LC 1). 16=3294(LC 10) FORCES. (Ib) - Max. Comp,/Max. Ten. -All forces 250 (Ib) or lass except when shown. TOP CHORD 2-3=-759/2268, 3-5=-1375/2739, 5-6=-385/1020, 6-7=-269/870, 7-8=-1214/696, 8-9=-1214/696,9-10=-1781/1036,10-12=-3178/1949,12-13=-3716/2356, 13-14=-4464/2810, 14-15=-4575/2853,15-16=-6310/3876 BOT CHORD 2-27=-2165/882, 26-27=-2165/882, 25-26=-2616/1825, 24-25=-92/720, 23-24=-325/1630, 22-23=-1195/2666,21-22=-1925/3549,20-21=-2530/4475, 19-20=-2361/4171, 18-19=-3267/5579, 16-18=-3267/5579 WEBS 3-27=-355/374, 3-26=-719/939, 5-26= 2759/1523. 5-25=-108512323, 6-25=-715/429, 7-24=-698/1660,9-24=-716/608,9-23=-752/1117,12-21=-372/434,13-21=-1851/1163, 13-20=-738/655,14-20=973/1209,14-19=898/1493,15-19- 1911/1257, 15-18=-1295/2030,12-22=-762/671,10-22=-621/920,10-23=-1260/985, 7-25=-2053/1042 NOTES- 1) 2-ply truss to be connected together with IOd (0.1315x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do. Webs Connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc, Except member 15-18 2x6 - 2 rows staggered at 0.6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22d; B=45ft; L=59ft; eave=7f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are 44 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=867, 26=2694, 16=2156. Joaquin Velez PE No.68182 MiTek USA, Ina. FL Cod 6634 6904 Parke East Bild. Tampa FL 33610 Date: February 25,2020 QWARNING. Verl/ytleGgnparemere 1d READ NOTES ON WSAND INCLUDED MI/EKNEFERANCEPAGEMIP7M rev. fOr Iti BEFONEUSE Desigftussn valid fstem.or use only with Mllei G connectors. This design Is based only upon parameters shown and a for an Individual bullding component, not bulltllnrytlesl Before &Oci g tlicatetl btopse8ent bucklinrer must rtyfndMdduthe lal tNIIIsTywebanesid/or chod members aN rtyAtltlitianal teen orate this design nto the overall IS alwagysred;od'1pr stObllity and to prevent collapse mpassible arsenal Injury and tlama Far Iguidancearegardingonathe nentbracing MiTek' p 1 ry an rty ge. genera fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANWWII QuoOy Cdbdo, Di and SCSI Building Component 6904 Parke East BNd. Sofety Infnenntksmvolloble from Truss Plate Intl".. 218 N. We Street, Suite 312, Al-nddo. VA 2231 A. Tampa, FL 33610 T19506722 GRB I PIGGYBACK BASE GIROE ID:Ldea5Sr8OlbzH5Ok32aby6yOXOF-CJmDKuw1 gMl3MMAsaPTeaJF2YE4eYVc17TtydizhblN NOTES- 10) Use LISP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 55-1-8 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-9=-54, 9-13_ 54, 13-14=-54, 14-17=-54, 26-28=-20, 24-26=20, 21-24=-20, 21.31=-20 Concentrated Loads (Ib) Vert: 18=-2206(F) 0 WARNING -Verify-191Peramof—end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M/FTeTSrev. i—VIDIS BEFORE USE. Design volld for use only with tvI connectors. This doslgn is based only upon pammetersshown and is for an Individual building component nor �' truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate Mb tleslgn Into the overall bulltling design, BroCIng Indicated Is to prevent bucWing of Individual trutweb and/or chord members only. Additional temporary and permanent bracing MiTek' is olways required for stability and to prevent collopse with possible personal Injury tem, and property c lymoge. For general guidance regarding Me Sat�N Infaanationc,oJoble from Tres Rate Instihde, 218 N. Lee Sheet Suite 312, Al F1on�a. A 42314M�� DS&49 anE SCSI fluiLYrp Gmponenl [I.tv.IL 33610 Blvd. T19506723 ROOF SPECIAL GIRDER 48-0-0 2-0q 38-0 )da 5 0a 12 ed 1)A0.) 233b 208-5 3a-1-s 394-0 42- 0 436-0 50.)-fi 54-1410 5&dd 61d-0 2-0-0 3e-0 134d Iz-io-a lz-loot sza wu ss-1s I sa-1s roll l3oa l� 4a, I 4-ss zaazaa os-0 Scale: 3/32'=V 6.00 12 6xB = 4x4 = = 4 4x8 = 6x8 = 4xB = 6x8 = 7x10 4x4 4 541 6 d2 43744 4§ Q677 48 1049 1`40 12 75 4.6 ` 4x4 i i6 3 �5113 d 1 2 29 i{mod¢ b 31 30 52 53 28 50 2] 55 2%7 04 23 61 22 20 19 56 2� 59 60 21 4x8 = 4x10 % 13x14 = 6x10 = 5x8 MT18HS= 4x8 = 4.10 = 4x5 = 7x13 MT18HS= 4x5 II 4x8=. THD26-2 7x8 wB= 4.00 12 3603,9�0 )-0.0 12--0 1]-10.] 48-0-0 233d 29-&6 341d 3911 62-e-0 45-a-0�fi0.]-5 54.10.10 ai 1 r a0-0de 3-0-0 2-100210-0 s-2-] 54-15 �5-4-1fi 6i-1fi 6d-11 360 30.a OY-0 4-3�5 635 4-5d 0.4-0 Plate Offsets (X Y)-- [2:0-1-14 0-0-131 [8:0-4-0 Edael 111-0-4-0 Edael [13:0-5-4 0-4-81 [27.0-5-0 0-2-01 129:0-5-8 0-5-01 [31:0-3-12 0-4-81 LOADING (pal) SPACING- 2-M CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.8B 23-24 >805 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.64 23-24 >433 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Hom(CT) 0.37 17 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.4023-24 >508 240 Weight: 13121b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No2 TOP CHORD Structural wood sheathing directly applied ors-5-0 oc pudins. BOT CHORD 2x6 SP 240OF 2.OE *Except' BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. 32-33: 2x4 SP No.3, 6-28: 2x6 SP No2 WEBS 1 Row at midpt 13-20 WEBS 2x4 SP No.3'Except* 27-29: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=03-0 Max Hom 2=-340(LC 6) ` Max Uplift 2=-3320(LC 8), 17=-2640(LC 8) Max Gmv 2=4789(LC 1), 17=3962(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 17541/11583, 3-0=13393/8976, 4-5=-12657/8536, 5-6=-19159/12840, 6-7=-18352/12319,7-9=-19965/13331, 9-10- 19965/13331, 10-12=-20635/13646, 12-13= 20635/13646, 13-14=-7588/4992, 14-15=-7585l5023, 15-17=-7863/5028 BOT CHORD 30-31=-9617/14776, 29-30=-10283/15684, 28-29=-119/280, 6-29=346/386, 27-28=-2373/3619,26-27=-11514/17597,24-26=-13974/21447, 23-24=-13974/21447, 22-23=-10861/16978, 20-22= 10870/16985,19-20=-4243/6940,17-19=-0243/6940, 2-31=10275/15822 WEBS 3-30= 2761/1771,4-30=-3261/4988,27-29=-9324/14258, 7-29=-664/996, 7-27= 2766/2013,7-26=1820/2838,9-26=-534/559,10-26=-1776/1128,10-24=-355/828, 10-23=-1164/1046, 12-23= 296/291,13-23=-2956/4450,13-22=-166/273, 13-20=-1169 V7762,15-20=-640/495,14-20=-0037/6178,3-31=-2254/3582, 530=-4280/2893, 5-29=2949/4539 NOTES- 1) 3-ply truss to be connected together with I Od (0.131 °x3°) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except If noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced mot live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=3.Opsf; h=22ft; B=451t; L=59N; eave=78; Cat. Joaquin Velez PE No.68182 II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 MiTek USA, Ina FL Cod 6634 5) Provide adequate drainage to prevent water pending. 6904 Parke East Blvd.Tampa FL 33610 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x4 MT20 unless otherwise indicated. Data: 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. February 25,2020 Q WARNING- Verity Eealgnparer- end READ NOTES ON THISAND INCLUDED MREKREFERANCE PAGEM/I-7473- Ia=llt5 BEFORE USE. �� Design volld for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component not fruss system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate the design Into tha overall bUlding design. Bracing lndicated is to prevent buckling of Individual truss web and/or chord memberaNy. Adelf-I temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding me fabrication storage, delivery, erection and bracing of trusses and truss systems, Quo01Y IDS849 and IIC31 Building Component 69N Paha Ent BNd. Safety Int-flor avoiloble from Truss Plot. Institute, 218 N. Lee Street Suite 312, A.-did.,VA 22 14. Tampa, FL 33610 T19506723 ROOF SPECIAL GIRDER NOTES- 9) • 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. 10) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 2=3320, 17=2640. 12) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 32-6-8 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 303 lb down and 378 Ito up at 7-0-0, 172 lb down and 173 to up at 9-0-12, 172 lb down and 173 Ito up at 11-0-12, 171 lb dawn and 198 to up at 13-0-12, 171111 down and 198 lb up at 15-0-12, 171 lb down and 198 lb up at 17-0-12, 171 lb down and 198 to up at 19-0-12, 171111 down and 198 lb up at 21-0-12, 171 lb down and 198 Ib up at 23-0-12, 171 lb down and 198 Ib up at 25-0-12, 171 lb down and 198 Ib up at 27-0-12, and 171 lb down and 198 lb up at 29-0-12, and 15711, down and 201 It, up at 31-0-12 on top chord, and 291 lb down and 237111 up at 7-0-0, 52 Ib down and 34lb up at 9-0-12, 52 Ib down and 34111 up at 11-0-12, 68 lb down at 12-10-12, 68111 down at 15-0-12. 68 lb down at 17-0-12, 68 lb down at 19-0-12, 68 lb down at 21-0-12, 68 lb down at 23-0.12, 68 lb down at 25-0-12, 68 lb down at 27-0-12, and 68 Ito down at 29-0-12, and 86 lb down and 441b up at 31-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increas-1.25 Uniform Loads (plo Vert: 1-2_ 54, 2-4=-54, 4-13=-54, 13-14=-54, 14-18- 54, 29-31=-20, 2838=-20, 31-05= 20 Concentrated Loads (lb) Vert: 4=-206(B) 8=-124(B) 29=-41(B)6=-124(B)25=-41(B)30=-251(B)26=-41(B)9=-124(B)41- 119(B)42=-119(B)43=-124(B)44=-124(B)46=-124(B) 48=-124(B)49=-124(B)50= 124(3)51=-112(B)52=-46(B)53=-46(B) 54=-41 (B) 55=-41 (B) 56=-4 1 (B) 57=-41 (6) 58=-41 (B) 59=-4 1 (B) 60=-71 (B) 61=-1673(B) QWARNING-Verltydea/gnperem1-MdREADNOTES ON MISAND INCLUDED MREKREFERANCEPAGEMIF14"- 10032I)MBEFORE USE. Design valid for use only with MRek® Connectors. This tleslgn Is based only upon parameters shown. and Is for an IndNldual bullding component, not hum system. Before use, the bullding doslgner must vetity, Me oppllcablllty of tleslgn parameters and roperly Incorporate this design Into the overall bulldingdeslgn•BroCing indicated b to prevent buckling of Individual hussweb and/pr chord membersoNy. Addlflonal temporary and permanent bracing MiTek' h always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labricatlort storage; delivery, erection and bracing of pusses and truss systema "ANIVlpll Goa CrS*do. DSB49 antl SCSI Balding Component 690,1 Parke East Blvd.Salrrly Infeenolbmv,]table from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Alexandria, VA 22314. Tempe, FL 33610 ,be. Truss, Ina., Fon Pierce, FL 8.330 a Feb 13 2020 Mi I ek Industries, Inc. I U9 Feb 25 12:17:17 202U Page 1 ID:Ldea5Sr801bzH5Ok32aby6yOXOF-VBuoH40BW B4hFtCCU051Mn1743PPhh63c34gNozhblG -2-0-o 3-]-0 ]-0-0 13-4-0 19-8-0 23-1.0 2fi-8.0 2-0-0 3-7-6 3-5-0 640 6.4-0 &5-0 3-7-D Scale: 11411' 5x8 = 3z6 - SZB = 3 17 18 4 19 20 5 d �d 5x6 = 2. 11 4.6 = 2.3 11 5.6 = 3x10 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL LOADING SPACING- 2-0-0 C51. OEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.32 7-8 >999 240 MT20 244/190 TCDL 7.0 LumberD.L 1.25 BC 0.88 Vert(CT) -0.40 7-8 >803 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Hoa(CT) 0.12 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 •Except• TOP CHORD Structural wood sheathing directly applied. 1-3: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or4-10-4 oc bracing. SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP*No.3 REACTIONS. (size) 6=Mechanical, 2=0-" Max He. 2=166(LC 7) Max Uplift 6=-1325(LC 8), 2=-1510(LC 8) Max Grav 6=1948(LC 1), 2=2071(LC 1) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3687/2505, 3-4=-4261/3038, 4-5=-4261/3038, 5-6=-3674/2511 BOT CHORD 2-10=-2096/3206, 8-10=-2102/3227, 7-8=-2120/3208, 6-7=-2114/3192 WEBS 3-10=-i66/613, 5-7=-153/585, 3-8=-864/1272, 4-8=-944/941, 5-8=-881/1306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=27ft; save=4f ; 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 pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for alive 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=11b) 6=1325,2=1510. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 lb down and 332 lb up at 7-0-0, Ib 172 down and 198 Ib up at 9-0-12, 171 lb down and 198 lb up at 11-0-12, 171111 down and 198111 up at 13-0-12, 171 lb down and 198 lb up at 13-7-4, 173 Ib down and 198 lb up at 15-7-4. and 184 Ito down and 198 Ib up at 17-7-4, and 229 Ib down and 332 lb up at 19-8-0 on top chord, and 373 lb down and 260111 up at 7-M, 68111 down at 9-0-12, 68 It, down at 11-0-12, 68 lb down at 13-0-12, 681b down at 13-7-4, 68111 down at 15-7-4, and 68111 down at 17-7-4, and 373111 down and 260 lb up at 19-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASES) 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 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Oats: February 25,2020 QWARNING- Verflydes/gnjmvmmm,and READNOTESON THISAND INCLUDED MREKREFERANCEPAGEMB,1 rev. tOr0Yl DEFOREUSE ��' Design valltl for use only with Mlle& connectors. This design Is based only upon parameters shown, and Is for an IndNldual bul ding component, not fiwa system. Before use, the bulltling tleslgner must verity the appllcobllity of tleslgn parameters and properly Incorporate this design Into the overall bulldingded9n. eraclnOlndkatedl topraventbuckingofIndiidualhumweband/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for simblllly and to prevent collapse with possible personal injury and properly damage. For general gulacnceregarding Me fabrication, storage. delivery. erection antl bracing of busses and buss systems seeAN51/1PI7 Cups. Cme lD. DSe49 end lIC31 au9ding Component 6909 Parke East BNd. Sefeh Nlemldlbhavollable hom Truss Plate Institute, 218 N. Lee Sheet. Suite 31Z Alexontlfia VA 22314. Tampa. FL 33610 LOAD CASE(S) Standard Uniform Loads (plQ Vert: 1-3=-54, 3-5=-54, 5.6=-54, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-158(F) 5=-158(F) 10=-311(F) 7=-311(F) 8=-82(F) 4— 249(F) 17=-124(F) 18=-124(F) 19=-124(F) 20=-124(F) 21=-41(F) 22=-41(F) 23=41(F) 24=-41(F) ,&WARNING - VeUlydesrge Pe,a—eed READ NOTES ON TNASANDINCLUDED MITEKREFERANCEPAGEM11-742'3rev. imTY1015BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Indivltlual building component, not truss system. Before use, the build ng designer must verify the appllcablllty of design parameters and rsrapmly Incorporate this design Info the overall building=n.BraGng ind„Icaed6Poeprevent b PsewB of Individual hum web and/or char members embe anF.rAdditi 'al temporary ontlpermanent bracing M!Tek' IS alwaysIred for stabW and to prevent with possible IN tl property damage. genera guidanceregarding the fabrication, storage, delivery, emcf,n antl bracing of hums and hula systems, seeAN3VIP11 Quail CrB�M, D38E9.and SCSI Bulahp Comppnml 6904 Palle East Bind. 9af.tr Nfemratbmavallobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, N—ntlia, VA 22314. Tampa, FL 33610 ID:Ldea5Sr80IbzH5Ok32aby6y0XOF-RI pdDz1 gj7RndMacc7mRC7crtF59mSM4NZxShzhblE -2-0-0 1-B-0 3.0-0 5-10-0 8.8.0 10.0.0 11-8-0 13.8.0 2-0-0 1-8-0 1-4.0 2-10-0 2-10.0 1.4-0 1-&0 2-0.0 Scale =1:26.2 US = 5x8 = 4 19 20 5 d la LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.08 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.05 10-11 >999 240 BCLL 0.0 - Rep Stress Incr NO W B 0.16 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 67lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 4-5: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOTCHORD 2x4 SP M30 WEBS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 9=0-8-0 Max Hom 12=95(LC 7) Max Uplift 12= 718(LC 8). 9=-660(LC 5) Max Grav 12=584(LC 17), 9=584(LC IS) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-489/308, 34 = 394/388, 4-5=355/286, 5-6=-374/387, 6-7=-449/307 BOT CHORD 2-12= 296/540, 11-12=-249/540, 10-11=-302/514, 9-10=-295/513, 7-9=-295/513 WEBS 3-12=-428/550, 6-9=-029/510 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; EncL, GCpi=0.18; MWFPS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1:60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed fora live load of 20.0ps1 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 100 lb uplift atjoint(s) except (jt=lb) 12=718. 9=660. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 175lb up at 3-0-0, 41 lb down and 72 Ib up at 5-0-12, and 41 lb down and 72 Ito up at 6-7-4. and 249 Ito down and 175 lb up at 8-8-0 on top chord, and 1361b down and 4lb up at 3-0-0, 14 lb down and 4 lb up at 5-0-12, and 141b down and 4lb up at 6-7-4, and 136 Be down and 4 Ib up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifomt Loads (plq Vert: 1-4=-54, 4-5=-54, 5-8=54, 13-16=-20 Concentrated Loads (Ib) Vert: 4= 5(F) 5=-5(F) 11=4(F) 10=4(F) 19=-5(F) 20=-5(F) 21=2(F) 22=2(F) Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 QWARNWG-Vldfyd,slgnperememr dRE DNOTESONTNLSAND IN CLUDEDMN£KHEFEMNCEPAGEMIN74 rev.iWea1015HEFOREUS£ ��- Design valid for use only with MiTek®connectcn. This design is bapsatl only upon parameters shown and Is for an IndlMdual bullding component, not buc,ns tlesl Befo,e elndlcateth ld ls8o pmgvent bucklin ltyfindlvidual flolo.toss web antl/or chord tMembeers andrs onled Addltlor°al fem rate lstle nidnfo the ovar}Ibracln g gn. g go v, pore permanen g Welk' Is always requlred for stability antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN5U1P11 Oualgy Call D511-89 and BC516W6kng Component 6904 Parke EM Blvd. sedety Inf irmatbmvoilable from TrussRate Institute. 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 1 1 2 T19506726 1 HUS26 U5 4 4x4 = 44 = 2 9 3 Scale=1:19.2 LOADING (PSO SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vart(LL) 0.06 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ve J(CT) -0.07 5-8 >999 240 BOLL 0.0 Rep Stress Inc, NO WE 0.64 HOR(CT) 0.01 1 n/a n1a BCC 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0,4=Mechanical Max Horz 1=120(LC 25) Max Uplift 1=-2183(LC 8), 4=1409(LC 8) Max Grav 1=3637(LC 1). 4=2226(LC 1) FORCES. (lb) - Malt Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2639/1597, 2-3=-2414/1518, 34=-2426/1556 BOTCHORD 1-5=-1489/2356 WEBS 2-5= 452/878, 3-5= 2105/3346 NOTES- 1) 2-ply truss to be connected together with 10d (0.131•x3•) nails as follows: Top chords connected as follows: 2x4 - 1 now at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45N; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=o.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 1 D.D psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=1b) 1=2183, 4=1409. 10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-8-12 from the left end to 4-8-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 342 lb down and 248 Ib up at 4-1-0, and 112lb down and 89 lb up at 6-1-12 on top chord, and 1101b down and 531b up at 4-1-0, and 33 lb down at 6-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Joaquin Velez PE No.66162 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: February 25,2020 AWARNING -Var/lydesrgaparam—sedREAD NOTESONTHIS AND INCL—AIREKREFERANCEPAGE MIP74Mnov.iB/0.Y2afeBEFORE USE. Design wild for use only with MIIelID connectors. This design Is based only upon parameters shown, and Is for an IndMduol bulldirg component, nai buss system. Before use, the buliding designer must verity the apalcobllity of tleslgn parameters old roped Incorporatethistleslgn Into the overall bull0ing design. Bracing indicated B to prevent buckling off Intivdupersonaleba d/orpchord med�beo only. rAdditipnal temporary antl permanent bracing MiTek a alwaysrequ6edfarstabliltyendfopreventcallop—Ith property ge. general guldonce regarding he fobricallon. storage, delivery. erection and bracing of trusses antl truss systems, seeANSIMII Cun CriteM, DSB419 and 501 Building Component 6a. Palle East Bl d& Safes Nfomlatkinava0oble from TOas Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria VA 22314, Temp., FL 33610 T19506686 Al 1 �1 2 Scale: 1/8'=I' 4x4 = 6x8 5x6 = 3x4 11 rw Me 4 le S n, a 32 7 Sx6 = AM = 6x8 = 9.11 14 10 — — is. PJAV IVA 22 21 37 20 19 38 18 39 17 16 40 15 14 4x5 = 3x4 11 3.5 = 4x6 = 4x5 = 5x8 MriBHS= 4.5 = 4.6 = 3x5 = 3.4 II 45 = LOADING (psf) SPACING- 2-0-0 CS]. I DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.71 Ved(LL) -0.46 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT)-0.8818-19 >754 240 MT18HS 244/190 SCLL 0.0 ' Rep Stress ]nor YES WB 0.66 HOR(CT) 0.26 12 n/a rda BCDL 10.0 Cade FBC2017/rP12014 Matdx-MS Wind(LL) 0.66 18 >999 240 Weight: 349 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 3-0-5 0o pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-1-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-19, 10-17 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Hoa 2=-289(LC 10) Max Uplift 2=-1372(LC 12), 12=-1372(LC 12) Max Gmv 2=2196(LC 17), 12=2196(LC 18) FORCES. (Ib) - Max ComplMax. Ten. - All forces 250 (Ib) or less except when shown. ' TOP CHORD 2-3=-3925/2965, 3-4=-3644/2849,4-5=-4559/3587, 5-7=-4983/3873, 7-9=-4983/3873, 9-10=-4559/3590, 10-11=3645/2853, 11-12=3926/2970 BOTCHORD 2-22=-2414/3612, 21-22=-2414/3612, 19-21=-2106/3361, 18-19=3099/4634, 17-18=-3109/4559,15-17=-2143/3186,14-15=-2454/3397,12-14=-2454/3397 WEBS 3-21=-361/433, 4-21=-271/462, 4-19=-127211736. 5-19=3101769, 5-18=-356/590, 7-18=-426/445, 9-18= 356/590, 9-17=-810/769, 10-17=-1272/1736, 10-15=-273/463, 11-15=-363/437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=55ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -2-1-4 to 3-4-12, Intenor(1) 3-4-12 to 11-0-0, Extedor(2) 11-0-0 to 18-9-5, Interior(1) 18-9-5 to 44-0-0, Extedor(2) 44-0-0 to 51-9-5, Intedor(1) 51-9-5 to 57-1-4 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 20.0psf 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 = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=1372, 12=1372. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING -Verllydes/9np nrrx, reend READ NOTES ON TN/SANDINCLUDED MITEKREFERANOE PAGEMIP74M mv. 1a 015- USE Design vClltl for use only wlm MReA® connectors. Ml, deslgn I5 based only upon parametea shown, anal Is for an hallduol bulldinD component, not firrss Sydem. BeforO use. me bWtling designer must verky Me appliccb011y of design parameters and properly incorporate this design Into th overall builtling tlaslgn. Bracingindicated is to prevent buckling at Individual truss web and/or choral members only.Addl}tonal temporary and permanent bracing MiTek' aCiwaysrequl.alfarsmiallltyand topreventcollCpsewlMpossibl9personal lnjuryand property damage. For gen lguidanceregardingme fobricofi_ storage. delivery, ereC6an anal bracing of busses and truss systems," U""UD'II CuslkByy Cmeda; DSB49 and SCSI SaIdYrg Cempenent 69M Parke Eest Blvd. Safety mrpnnofbrrwallabie Mom Truss Plole Institute, 218 N. Lee Sheet. Suite 312, Alexondro. VA22314. Tampa, FL 33610 ID:Ldea5SrBOlbzH5Ok32aby6y0XOF- EN7O11 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 2=-62(F) 5=-25(F) 6=-2016(B) 9=-51(F) 10=-2013(8) 11=-1196(B) 12=-17(F) AWARNING -Ver/IVdesi9eperemet mdREADNOTESONTNISANDINCLUDEDMRKREFERANCEPAGEM674M.re..f0N32DISBEFOREUSE. Design valid for use only wiM MiTele connectors. This design b based only upon parameters shown and is for on IndMdual building component, not hm system. Before use, Me bullding designer must verity Me appllc.bllity of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lntllNtlual buss web and/or chord membe only. Addltionoltemporary antl permanent bracing MiTek' IX always required forstabilltyandto graventcollapsa wlM possible personal 'injury antl property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of hustes and huss systems, seeAN6U1Pi1 Quisly Ctlfedo, DS349 and BCSI Building Component 69M Paske East BNd. Safety Informalbrnvalable hom Truss Plate Institute. 218 N. Lee Sheet Suite 312, Al—drlo. VA 22314. Tampa, FL 33610 T19506727 Inc. Tue Feb 2512:17:20 2020 Page 1 .eYvxnAWe7 OfpJGc1 UFEVJII1.1_7zhblD Scale = 1:10.5 18f LOADING (psf) SPACING- 2-M CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Holz 2=122(LC 12) , Max Uplift 3=-55(LC 1), 2=-397(LC 12), 4=-29(LC 1) Max Gray 3=120(LC 12), 2=271(LC 1), 4=65(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=22tt; B=45ft; L=24N; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 chard 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 100 lb uplift at joint(s) 3, 4 except at=lb) 2=397. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q wARNP/G-yed1ydes/s1,orvs1 ersandaEADNOTEs ON MIS AND /NCLUDEOMMIXREPENANCEPAGEMIA74M.v. fas3 sISaEFONE USE ��- Deslgn valid tar use only wIm MBekS connectors. This design 6 based only upon parameters shown and n for an Individual bulding component, not truss system. Before use. me bullding designer mustverify the oppilcablllty of tleslgn Poramaters and properly Incorporate this design Info the overall building tlaq n Bracing lntlic�fetl is to prevent buPc�llWg ofpintlNlduPe so^owe, ��yor chordembegeo ly. Atltll6anoglstempor0 8atlntll^pge'neanent bracing MiTek' Is olwa design Intlfor staDlll nd toprevent colla with Ible personal Injury and props damn For general Nonce re fob4caf. storage, delNey, erectlon and bracing of trusses and hula systems, sesANSU1911 CuoldY CnNM, DSB49 antl SCSI Building Component 6904 Papa 3361 BNtl. Safely Informplbrnvalable from Truss Plate Institute. 218 N. Lee Sheaf. Suite 312. Alexondrla, VA 22 14. TemDa, FL 33ata Ir ,� LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ved(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 Na aria BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight 18lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 SOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ho' 2=179(LC 12) Max UPlift 3=-61(LC 9). 2= 343(LC 12), 4=3' 8(LC 9) Max Gmv 3=50(LC 1), 2=263(LC 1), 4=41(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=22ft; B=45ft; L=24R; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.1$ MW FRS (directional) and C-C Exterior(2) -2-1-4 to 0-10-12, Interior(1) 0-10-12 to 2-11-4 mine; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=343. Joaquin Vein PE No.68182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33810 Dato: February 25,2020 O WANNWD-Verlfydesigaparambrenend NEADN0mi ON THMANDNCLUDEDMDEKNEFENANCEPAGEMM174�rev. fatsisla BEPOREUSE ��- Detlgn valid for use only wim Maelf) connectors. This design Is based any upon parameters shown and Is for an Individual building component, not truss system. Before use, the bulltling designer must veaty the oppllcablllN of design parameters and properly Incmrp.. to this design Into the overall bulltling design. Bracing lndicatetlis to prevent buckling of IntllWtlu.1 true —to antl/or chard members only. AdtllHonaltemporaryantl permanent bracing MiTek' Is al ways required for stability and to prevent collapse with possible personal Injury and property damage. For general gultlanceregording the fobrlco6on, sloroge, delivery, erecibn and bracing of Dosses and nuns systems seeANSURII Cualyayy CmeM, D3649 and BCSI auldhp Cpmponenl 6904 Parke East BNtl. Sably tnfosmatbmvafloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Ale—drla. VA 22314. Temps, FL 33610 3.0.0 3-OA 3x4 = axe II Scale - 1:13.1 LOADING (psQ SPACING- 2-0-0 CS'* DEFL. in floc) Well Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 3-6 >999 360 MT20 2441190 TCDL 7,0 Lumber DOL 1.25 BC 0.32 Ven(CT) -0.01 3-6 >999 240 13CLL 0.0 ' Rep Stress Inc, YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix - MP WMd(LL) 0.01 3-6 >999 240 Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2-Mechanical, 3=10echanical, 1=6-8-0 Max Horz 1=85(LC 12) Max Uplift 2=75(1.13 12), 3=-17(LC 12). 1=-36(LC 12) Max Grav 2=73(LC 17), 3=52(LC 3), 1=109(LC 1) FORCES. (Ib) - Me r. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 100 Ib uplift at joint(s) 2, 3, 1. Joaquin Velez PE No.68182 MiTek USA, Ina FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 AWARNING -VeUry d11191PerAmelere andREAD NOTES ON MISAND INCLUDED M/TEKREFERANCEPAGEMIF74T3 rev. faPoYlO1SBEFORE USE. Design valld for use only with Mnel�1 connectoa. ibis design Is based only upon parameters shown, and Is for an Individual bullding component, not • truss system. B=.,a use. the bulk'Ing tlesigner mustverlty the applicability of tleslgn parameters and popery Incorporate this design Into the overall building design. &acing Indicated is to prevent bucIdingol lndlyduol tress web and/or chord membes only. Adtlif-arl temporary and permanent bracing MiTek' Isolwaysmqulredfor stability and to prevent caliapsewith possible personal lnlury and property damage. For general guidance regarding me fabrication, storage, delNery, Omctlon antl bracing of huss05 antl hum Systom& seeANSU1Plt Cuallry CMeIM, DSa41P and aC31 aultllap Component 6964 Parke East NO. Safety Nformafbrpvolloble from Truss Plata InslltWe. 218 N. Lee Sheaf. 8ulte 312, Alexandria. VA 22314. Tampa, FL 33610 Scale = 1:20.4 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 VerhLL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 be DOL 1.25 BC 0.29 Vert(CT) -0.03 4-7 >999 240 - BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) 0.02 4-7 >999 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2.6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=237(LC 12) Max Uplift 3=-113(LC 12), 2=-281(LC 12) Max Gmv 3=131(LC 17), 2=320(LC 1), 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst,, h=22ft; B=45ft; L=24ft; eave=4f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 0-10-12, Intedor(i) 0-10-12 to 4-11-4 z %C-C for members and forces & MWFRS for reactions shown; Lumber D01-=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=113, 2=281. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 HIM Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNING -Ver/ty design Paremefere and READ NOTES ON THIS AND INCLUDED WEK NEFENANCE PAGE MXMM rev. 1QV3ca1S BEFORE USE. Design valid for use onlywith MOedre connectors. This design is based only upon parameters shown and a for on lndivlduol bulltling component not • truss;system. Sol— use, the building designer mus —Ify the appil..allty of design parameters and properly Incorporate this design Into the overall MR bulltling design. Br acing indicated a W prevent bucldhg of IntlMdual toss web and/or chord members only. Addkional temporary and permanent bracing MiTek' Is always requlredfor stability and to prevent collapse with possible personal injury and property damage. For general guidance regordng the 69o4 Parka East Slvd. fabdaa6on, storage, delivery, erection and brocing of trusses and truss systems seeANSVTPII QUIlyCM"do. DSBd9 and SCSI Building Companml 9a/rrly InfprmalbMvallable from Truss Plate Institute. 218 N. lee Street, Suite 312, A montlda, VA 22314. Tempe, FL 33610 Basis=1:18.0 2M LOADING (PSI) SPACING- 2-0-0 CS1. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC ILK Vert(LL) -0.03 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.07 3.6 >886 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Hom(CT) -0,02 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wincil 0.09 3-6 >675 240 Weight: 171b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (ska) 2=Mechanical, 3=Mechanical, 1=0-8-0 Max Horz 1=144(LC 12) Max Uplift 2=-130(LC 12). 3= 21(LC 12), 1=-66(LC 12) Max Gray 2=127(LC 17), 3=89(LC 3), 1=183(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=22ft; B=45ft; L=24tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fare 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-" 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 100 Its uplift at joints) 3, 1 except (jt=1b) 2=130. Joaquin Velez FE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East BNd.Tampa FL 33810 Data: February 25,2020 OWARNING. VeUtydeelSepemme(ereeed READNOTESON THISANDINCLUDEDMITEKREFERANCEPAGEMIFMe ,e. lNUalleISBEFOREUSE. Design valid for use only with MgekO connectors. This design Is based only upon parameters shown, and Is for an Indlvlduol buoding component, not buss syste .Before usa. the building designer must verlly the appllcablllty, t design parameters and properly Mcorporate this design .to Me overall buldingdesign. Brocinglndicated6toprevent cuckiingoflndMdualirusswsoand/.,chord Members only. Additlonaltemporary and pmmomenfbracing MiTek' Is always required for stabllity Ind to to collapse with possible personal injury and property damage. For general guidance regarding the fobrlcallon, storage, delivery, erection and bracing of busses and buss systems, seeANS""'ll Oupllry CdtWo, OSBA9 and SCSI BuldNB Component 6904 Palle East Blvd, Safety Informational from Taas Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 1 T19506732 0 scale=1:20.4 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) Well Ud PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.01 7 >999 240 BC LL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) .0.01 5 n/a We BCDL 10.0 Code FBC2017ITP12014 Matdx-MR Wind(LL) 0.of 6 >999 240 Weight: 291b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-M oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4--Mechanical. 2=0-8-0, 5=Mechanical Max Ho¢ 2=237(LC 12) Max Uplift 4— 84(LC 12), 2— 281(LC 12), 5=-23(LC 9) Max Grant 4=110(LC 17), 2=320(LC 1), 5=63(LC 17) FORCES. (Its) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24tt; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -2-1-0 to 0-10-12, Intedor(1) 0-10-12 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=281. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cod 6634 6904 Parke East BNd.Tampa FL 33810 Oat.: February 25,2020 O WARNING -Verity desraa P1aaha&vaaadREADNOTES ON TUSAND INCLUOEDMREKREFERANCEPAGEM67-11 la=o15BEFOREUSE Design valid for use any with Meek@ connectors. This design Is based only upon parameters Shawn and 6 for an IndNlduol b, ding component, not buss system. Before use, the bulltling designer mustverlty the appllcablllN of tleslgn parameters and prop erly Incorporate mis design Into Hte overall bulltling design. Bracing indicated is to pre vent buckling of Individual truss web and/or chord mamba o ly. AddlHonal temporary and permanent bracing MiTek' Is always re Ire to r stability and to prevent collapse with omble personal Injury antl property damage . For general guidance regarding the fobrlCo6on, storage, deMery, erecfion antl bracing of trusses antl truss systems seeANSVrpll Q. CdbM, DS649 pad BCSI building Camp--t 69U Parse East Blvd. SafNy InfpDnatio—flable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Temps, FL 33610 -2-0.0 7-0.0 2-0.0 7-0-0 Scale=1:25.2 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Vdefl - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.07 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0:15 4-7 >572 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.08 4-7 >999 240 Weight: 34 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hom 2=295(LC 12) Max Uplift 3=-183(LC 12), 2= 298(LC 12) Max Grav 3=195(LC 17), 2=387(LC 1).4=108(LC 3) FORCES. (lb) - Max. CompJMaz. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=451t; L=24ft; eav-41t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 0-10-12, Interior(1) 0-10-12 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 3=183, 2=298. Joaquin Velez PE No.68182 MIT -It USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WMNING-Vedry d1W9. parmnetem and READ NOTES ON TRISMD INOLUDEO MREK REFEII PAGE M614M— 1eD32015 BEFORE USE �� Design valid for use only with M0ekO connectors. This design Is based only upon parameters shown and Is for an IntlNldual bu0ding component, not truss system. Before use, the bullding designer must verity the appllcoblllty of tlesign Oprameters antl prop.1y Incorporate this design Into the overall bulltling tlesign. &aforcingsto Ind area hto prevent buccoiapkling of lndivltlual tout web and/or chord mamba only. Addltlonal temporary and permanent bracing MiTek' fabrication,Is stora e. dellvelN �d to sectionandb—nng f truss , and trussrsonal system" seeANSand �IeQ p61 ymCmrrdo, For DS549 aeneral nd SC91 Baluidance ding Component a 69N Parke East BNO. Safety mbmlalbrgvolloble frorm Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. B �a�0f Tampa, FL 33610 Scale=1:23.3 7-0.0 Plate Offsets(XY)-- (1:0-0-80-1-01.f1:0-1-00-6-111.f1:0-3-8Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ved(LL) -0.09 3-6 >906 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.20 3-6 >425 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.20 3-6 >416 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1 Max Harz 1=202(LC 12) Max Uplift 2=-185(LC 12), 3= 24(LC 12), 1=-95(LC 12) Max Gray 2=180(LC 17). 3=126(LC 3), 1=257(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-M to 6-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 100lb uplift at joint(s) 3, 1 except Qt=lb) 2=185. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 ,& WARNING. Ver/ly Design parameters and BEAD NOTES ON TNISAND/NULIDED MTTEKHEFEBANCEPAGEMU74M rev.=32015BEFONEUSE ��- Deslgn valid for use oNy with MiTek® connectors. This design Is based any upon parameters shown and Is for an IntlMtluol building component, not tntss syste .Before use, Me bu6tling tlasigner munveefy Me appllcabilry of deggn parameters and properly Incorporate M design Into Me overall bulltling design, Bracing indicated is to prevent bucklirg of lndMduol huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reaulred for stability and to provent callopse with possible personal Injury and property d age. For general guidance regarding the fobeacn., storage, tlelNery, erection and bracing of trusses antl fnm systems, sa-AN' PII GuolBy CmNb. DSa-09 and SCSI building Conlpprient 69N Palle East BNd. Safety mformpibrravailable from Truss Plate Institute, 218 N. Lee Shoat. Sure 312 .-cute, VA 22314. Temps, FL 33610 Jack -Open 13 1 1 T19506735 4 Scale = 1:25.2 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.04 5-6 1999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0,66 Vert(CT) -0.08 5_6 >999 240 BCLL 0.0 ' Rep Stress Inner YES WE 0.00 Herz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.09 5-6 >899 240 Weight: 37 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structumal wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4—Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=295(LC 12) Max Uplift 4=-157(LC 12), 2=-298(LC 12), 5=-17(LC 12) Max Grav 4=188(LC 17), 2=387(LC 1), 5=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 0-10-12, Interior(1) 0-10-12 to 6-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chard and any other members. 4) Rater to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 4=157, 2=298. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: February 25,2020 A WARNING -Ved/y design Faremerers and BEAD NOTES ON MIS AND INCLUDED MREK BEFENANCE PAGE MIP74M rev.1W JAIDIS BEFORE USE. Design did for use only with MgekO connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component, not tnrss System. Before use. the building designer must verity the applicability of tleslgn parameters and rsropedy incarpolate the tleslgn Into the overall buildingdesign. BracinglndeatedIstoprevent bucklingofIndMtlualtrussweb and/or chord mamba o Iy. AddiBonaltor=ry=tp-etmanentbrocing MiTek' Is always mgdretl for stability and to pre vent collapse with possible personal lnlury and pmpehy damage. For general guidance regarding the fobricatbn. storage. delivery- erection and bracing of trusses antl hum systems seeANSITPD Qua Cmedo, GS689 and SCSI Building Campanml 69" Parke East Blvd. SaM1ly Infomsalbrevoilobie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexondrlo. VA 22314, Tampa, FL Sash. T19506887 AS I Piggyback Base 12 1 1 Scale=1:98.5 6x8 = 6.00 12 04 = 6x8 = 6 28 7 29 308 1e like MT18HS= 4.0012 �� 4x5 = 3x4 II 5x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (toe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.72 Vert(LL) -0.44 16 >999 360 MT20 244/190 TCDL 7.0 Lumber 1.25 BC 0.79 Vert(CT)-0.971fi-17 >683 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Hoa(CT) 0.46 12 n/a rl/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.60 16 >999 240 Weight: 361 Ile FT=20% LUMBER- BRACING. TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-3-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18, 6-17 2 Rows at 1/3 pts 7-17 REACTIONS. (size) 2=0-8-0, 12=Mechanical Max Horz 2=49' 11) Max Uplift 2=1376(LC 12), 12=-1199(LC 12) Max Gmy 2=2151(LC 1), 12=2033(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Its) or less except when shown. TOP CHORD 2-3=-3883/2835, 3-5= 3308/2627, 5-6=-3433/2800, 6.7=-3021/2611, 7-8=-4857/3714, 8-9=-4466/3398,9-11=4425/3383,11-12= 3851/2843 BOT CHORD 2-19=-2416/3533, 18-19=-2416/3533, 17-18=-2105/3100' 16-17=-2840/4444, 15.16=-2554/4145,14-15=-2794/4115,13-14=-2465/3525,12-13=-2359/3356 WEBS 3-19-0/326. 3-18=-707/481, 5-18=-563/447, 5-17=-23/374, 6-17=-885/1198, 7-17=-1976/1418, 7-16=-787/1405, 8-16=-1210/1B58, 8-15=-189/308, 9-15=-281/308, 9-14=-382/300, 11-14=-347/677, 11-13=-974/809 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.0psi; h=22ft; B=45ft; L=55ft; eave=71t; Cat. II; Elite Q Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-4 to 34-12, Interior(1) 3-4-12 to 21-M, Exterior(2) 21-0-0 to 28-9-5, Interior(1) 28-9-5 to 34-0-0, Exterior(2) 34-0-0 to 41-9-5, Intedor(1) 41-9-5 to 55-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat 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-M wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=1376, 12=1199. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February25,2020 ,&WARNING - Vedrydesrgn pa —ten end RE4DN0nES ON TNIs ANG INCLUDED MGTKREPENANCEPAGEMa.—rat. N=015BEFORE USE Design valid for use only wlth MBek,B connectors. 7hh design Is based only upon parameters shown and Is for an IntlMdual building component, not truss Before use, me bu0tling designer must veA/y the applicability of design parameters and propally Incorporate this design Into Me overall buHaing Al.—tlsign. Bracing Indicated a to prevent buckling of lndlldual buss web and/or chord membesonly.. Atltlinon.1 temparary and pe—nentbracing MiTek' k always required for stability and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding the 6904 Parke Easi Blvd.fabricoXan storage. Calvary, erection and bracing of husses and buss systems, sseANSVIPII Que" Cdtoda, DSB49 and 11=1 kuldktp Component Safety ild...tbbovolloble from Truss Plate Institute. 218 N. Lee Street, Sulte 312, AlexondAa, VA 22314. Tampa, FL 33610 -2-0-0 4.1.0 2-0-0 i 4-1-0 , Scale = 1:18.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Ven(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code FBC2017frP12014 Matra -MP Wind(LL) 0.01 4-7 >999 240 Weight: 22 to FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 op bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=210(LC 12) Max Uplift 3=-78(LC 12), 2=-277(LC 12) Max Gmv 3=100(LC 17), 2=292(LC 1), 4=59(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 0-10-12, Interior(i) 0-10-12 to 4-04 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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-M 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 1001Is uplift at joint(s) 3 except Ot=1b) 2=277. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WAHNWG-V141y OeelSnperemef Md REAON0M ON THZMDWCLVBEOMREKREFMNCEPAGEMP74Ta14f rlUdhifa BEFOREUSE Design volltl for use only with MOeks connectors. This tleslgn Is based only upon parameters shown, and Is for an Indlvldual buila ing component, not huss system. Before use, Me bullding designer must ver t, me applicability of design parameters and properly Incorporate ihls deslgn Into Me overall building design. &acing ln�ca etl bpteven entb PSeMg otP INtlual huss web antl/orPrhoPed�embels ly. Agtledetloo 9uemporarygand permanent bracing MiTek' Is always raqulretl for stablll tl to }calla v4m Hard personal Injury and damp For I (dance re ding me fob4tonon, storage, delivery, erection and bracing of hustes antl truss systems, seeANSVIPil Guolky GrBnb. OSB-09 and aCS1 aul4In Campanml 69N Palle East BNd. Safety Infomratiorsayollable hom Truss Rate ImtiMe, 218 N. we Street Sure 312 Al—cido. VA 2E314. Tampa, FL W610 DIAGONAL HIP GIRDER 12 1 1 T19506737 1 M LOADING (PSI) SPACING- 2-0-0 CSat'dx-MP DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 C 0.34 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 C 0.15 Ven(CT) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO B 0.00 Hom(CT) 0.00 2 n/a nIa BCDL 10.0 Code FBC2017/rP12014 Weight: 24111 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=2-9-15, 4=Mechanical Max Ho¢ 2=176(LC 24) Max Uplift 3=-54(LC 5), 2=-400(LC 8) Max Grav 3=118(LC 28), 2=388(LC 28), 4=55(LC 3) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ff; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; End GCpi=018; MWFRS (directional); porch left and right exposed; 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 100lb uplift at joint(s) 3 except Qt=lb) 2=400. 6)'NAILED' Indicates 3-1 Did (0.1480x3°) or 2-12d (0.14Wx3.25°) toe -nails per NDS guidlines. 7) 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 +Fact Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-3=-54, 4-5=-20 Concentrated Loads (Ib) Vert: 8=62(F=31, B=31) Joaquin Valet PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 QWARNING-Verily0e4iSnparamef4r dREAONOTES ON THISAN INCL00£OMBEKBEFEBANCEPAGEMx741,, 10UPatIs BEFORE OSE �r- D6sign valid for use only with MlTo& connector. This design is based only upon parameters shown and l far on IndhAtlual building component. net ■` a truss Wstem. Before use, the building designer must verify the applicability of design parameters and ".perly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of indivldual truss web and/or chord mamba only. Additional temporary and perm anent bracing MiTek' is always required for stability antl to prevent collapse with possible personal Injury and propeM domage. For general guidance regarding The fabrication, storage, delNery, erechon and bracing of husses and buss systems, SeeANSVTPII Ill Is. For general and BCSI Building regarding ing the mf 6904 Patna East Bl,d. Safety Infomrplbr o vollobie from Truss Plate Imtituta. 218 N. Lee Sheet Suite 312. Aleasndrla, VA 22314. Tampa, FL 33610 Truss Truss Type �Qty Ply FERNANDEZ T79506738 KJ7 Diagonal Hip Girder 4 1 Job Reference (optional) is Truss, Inc., Fort Pierce, FL 8,330 s Feb 13 2020 MiTek Industries, Inc. Tue Feb 25 12:17:27 2020 Page 1 ID:Ldea5Sr8OlbzH5Ok32aby6yOXOF-Caleui7hgaRfu=74UGemuSyZ5z61 MWXwcVMkDzhbl6 -2-9-15 6-2.5 9.10.1 2-9-15 6-2.5 - 3-7-12 4 Scale=1:26.2 NAILED NAILED 3x4 i 13 4.24 F12 NAILED 3 NAILED 12 w b NAILED NAILED 11 2 P. 1 4 5 7 i6 6 NAILED NAILED 2x3 II NAILED 5 3x4 = NAILED NAILED NAILED 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.07 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.07 7-10 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.22 Hom(CT) 0.01 2 rJa n1a BCDL 10.0 Code FBC20177rP120i4 Mahlx-MS Weight: 55 to FT=20% LUMBER- BRACING - TOP CHORD 24 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 op pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Ho. 2=292(LC 8) Max Uplift 4=-93(LC 8). 2=-552(LC 8), 5=-232(LC 5) Max Grav 4=110(LC 17), 2=662(LC 28), 5=379(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-660/312 BOT CHORD 2-7=-393/551, 6-7=-393/551 WEBS 3-6=-671/479 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22R; B=45f ; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 20.0pst 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 1001b uplift at joint(s) 4 except (jt=lb) 2=552, 5=232. 6) °NAILED' indicates 3-10d (0.14W,,31) or 2-12d (0.148"x3.25') toe -nails per NOS guidlines. 7) 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 (pIQ Vert: 1-0=54, 5-8=-20 Concentrated Loads (Ib) Vert: 11=62(F=31, B=31) 13=-83(F=41, B=-41) 14=0(17=32, B=32) 15=3(F=2, B=2) 16=-25(F=12, B— 12) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 ,&WARNING-Veritydeslgepareme oodREAD NOTES ON THISANOWCLUO£OMREKREFERANCEPAGEMI474TJrev. IGNY10159EFORE USE Design volid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an IndMdupi build Ing Component, not truss system. Before use, the building designer must verify the applicability of design p---top and properly Incorporate ifs desgn Into the overall butpling tleslgn. Racing indicated is to prevent budding of lndlidua?truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always mqulred far stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trust systems, seeANSVIPII Quail CdteM, DII ontl SCSI Building Componenf 6900 Parke EwI BNd. Sohly Informafblgvolloble from Truss Plate Institute. 218 N. Lee Street $u116 312, Alexontlrlo, VA 22314. Tampa, FL 33610 Scale=1:17.8 LOADING (psQ SPACING- 2-0-0 CSI, OEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 4-7 >716 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.10 4-7 >671 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 rda n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 301b FT=20% LUMBER- BRACING - TOP CHORD 2x6 Sp No.2 TOP CHORD Stmcluml woad sheathing directly applied or 5.8-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directlyapplied or 10-M oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=207(LC 8) Max Uplift 3=-128(LC 5), 2=444(LC 8). 4=-43(LC 5) Mex Gmv, 3=172(LC 28). 2=484(LC 28), 4=82(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except 01=1b) 3=128, 2=444. 6) "NAILED" indicates 3-1Od (0.148"xX) or 2-12d (0. 1 48"x3.25") toe -nails per NOS guidlines. 7) 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 (pIQ Vert: 1-3---54, 4-5=.2C Concentrated Loads (Ib) Vert: 8=62(F=31, B=31)9=-3(F=-0, B=-3) 10=63(F=32, B=32) 11=-12(F=2, B=-14) Joaquin Velez PE ND.68182 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: February 25,2020 Q WARNING- VAdrydesf9n➢Ammeremsnd READNOTES ONTN/SANDINCLUDEDMREKREFERANCEPAGEMI74mT v. lassnOrssEFOREDSE Design valid for use any Win MBek® connectors. This design Is based oNy upon parameters shown, and Is for an hdivlduol building component not truss system. Before use, tare building designer must verify the applicability of design parameters and properly Incorporate "Is design Into the overall building design. Siccing Indicated a to prevent buckling of Individual tnrss web and/or chord members only. Additional temporary antl permanent bracing Tek' Is always required for stability and to prevent collapse Aft) possible personal Injury and property damage. For general guldance regarding ire MiMi Parke East Blvd. fabrication. storage. delivery. erection and bracing of husses and truss systems, seeANSVIPII Quail ciffarl DS629 and BCSI Balding Companant 69 4 Safety Infomlalloncvollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexondtio, VA 22314. Tampa, FL 33610 T1951 KJC I Diagonal Hip Girder 11 1 1 4 Scale = 1:26.4 NAILED I y NAILED CC 14 424 12 NAILED bx8 i NAILED 3 d 13 NAILED NAILED 12 j 2 Sx6 — 17 6 18 NAILED 314 = fl 444 NAILED 5 16 8 NAILED NAILED 3x4 II 3x4 = NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.13 6-7 >887 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BID 0.44 Vert(CT) -0.13 6-7 >869 240 BCLL 0.0 ' Rep Stress that NO We 0.43 Ho.(CT) 0.05 5 r/a File BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 55 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc puffins.BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 7-9-2 oc bracing: 6-7. REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Hoe 2=292(LC 8) Max Uplift 4= 156(LC 8), 2— 555(LC 8). 5=-175(LC 5) Max Grav 4=163(LC 1), 2=666(LC 28), 5=291(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3181/327 BOT CHORD 2-8=-391/543, 6-7=-849/1161 WEBS 3-6=-1189/870 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=22h; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 100 lb uplift at joint(s) except 01=11s) 4=156, 2=555, 5=175. 6)'NAILED. indicates 3-10d (0.148'x3') or 2-12d (0.148°x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14 =-5418-9= 20, 5-7= 20 Concentrated Loads (lb) Vert: 12=62(F=31, 8=31) 14=-50(F=-25, B=-25) 15=63(F=32, 8=32) 16=3(F=2, 8=2) 17=-5B(F=-29, B=-29) Joaquin Velez PE No.68182 MRek USA, Ina. FL Cert 6634 6904 Pafke East Blvd. Tampa FL 33610 Data. February 25,2020 Q WARN/NO-Vrify Ceslgnparamefeo and READ NOTES ON MSANDMCLUDEDMWEKNEFENANCEPAGEMIF74rlmv. f0DNOvISB FONEUSE ��- Deslgn valitl for use only with Mred1connectors. This design Is based only upon paromoters shown, and Is for an Intlivldual bulltling component, not buss system. BeforO use, the bulltling tledgner must verity iha applicability of design parameters and �ropedy Incorporate ihb tlesign Into Me overall building design Bracing Indicated is to prevent buckling of Intlivldual truss web antl/or chord membe o ly. Additional temporary antl permanent bracing MiT@k' h always requiretl for stability and to prevent collapse will possible personal Injury and property damage. For general gultlonCe regarding the 6904 Palle East Blvd. fobrlcoilon storage, deltvery, erection and bracing of hum and buss systems, meANSUIPO Cuolly Creedo: DSO-89 and BCSI Building Component Tampa, R East B Solely In(om ationavoi able from Truss Plate Institute. 218 N. lee Sheet, Suite 312, Alexandria, VA 211 Scale = 1:15.3 3x6 = 3.4 II 3 4 6 5 3x4 i 2x3 II 3x4 II LOADING (pat) SPACING- 2-0-0 1 CSI. OEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 VS,(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.12 HGrz(CT) '0.00 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP N0.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-0-0, 5=6-0-6, 6=6-0-0 Max Horz 1=105(LC 12) Max Uplift 1=-5(LC 12), 5=-75(LC 9), 6=-168(LC 12) Max Great 1=71(LC 1). 5=91(LC 1), 6=233(LC 17) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2.6=-184/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22tt; B=45f; L=24tt; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.I S; MWFRS (directional) and C-C Extedor(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-2-8, Exterior(2) 4-2-8 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord beadng. 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 5 except jt=11b) 6=168. Joaquin Velez PE No.68182 Mi rek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date. February 25,2020 Q WARNING-Verflydesign pars -fen, antl READ NOTES ON TNISAD INCLUDED MITEKREFENANCEPAGEMIP7473 rev. f-SEFONEUSE. Design volltl for use only with MaeM connectors, This design Is based only upon parameters shown, and Is for an Inc Mdual bultding component, not buss system. Before use, the bullding designer must verify me appilcoblllly of design parameters ono topetly Incamotate this tlesign Into the overall balding design. Bracing Indicated is to prevent buckling of lndtldual huss web and/or chord nnembe oly.Adc'IoTZI temporary and permanent bracing MiTek' Is always repulred for stability and to prevent collapse with pcsoble personal injury and properly damage. For general guldonce regarding Me fobllcotlort storage, delivery, erection and bmcing of busses antl truss systems seeANSUfPII Cu"pyCdMdo, DSB49 and 6CSI Balding Composunt 69N Parka Ee SNd. totally Informatbrxrvaloble from Truss Plate Institute, 218 N. Lee Sheet, Sune 312, Memnon.. VA 22314 Tampa, FL 33610 2.0-0 2-0-0 3.4 0 Imp LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) rVa - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - rda 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 2 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Harz 1=40(LC 12) Max Uplift 1=-20(LC 12), 2=-44(LC 12) Max Gray, 1=51(LC 1).2=46(LC 17), 3=28(LC 3) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22R; B=45ft; L=24R; eave=4fg Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) mne;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.0psf 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. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Joaquin Velea PE Na.68182 MTek USA, Inc. FL Cad 6634 6904 Padre East Blvd. Tampa FL 33610 Data: February 25,2020 AWARNING- Verify desipnparametersMdREADNOTES ONTNISANDINCLODEDMREKREFERANCEPAGEMIFT4y3mv..la*=158EFOREusE. Design valid for use aNy wltn Mmi0 conneclon. Res design abased only upon parameters shown, and Is for an IndMdual bustling component not truss system. Before use, the building designer must verity the appllcolehity, of design parameters and properly Incorporate un s design Into the overall building design, Bracing lndlcoted is to prevent buckling of lndNldual hss uweb andfor chord membersonly. Addlflonal temporary and permanent bracing MiTek' a always recidedforstabllity and toprevent collapse with possiblepersonal Injury and propeMdamage. For general guidance regarding the 6904ParkeEasiBNl. toblcanon, storage, delivery, erecnon and bracing of frusses and truss systems, seeANSVIPII papBM CMnW, p$B-09 and SCSI Bu1d610 Componmr Tampa, FL as610 &d, tnfannatbr liable hom Truss Ploto insiliute, 218 N.'L Sheet Suite 311 A —eda, VA 22 14. Scale = 1:12.8 M 3 3x4 i 3x4 II LOADING (pet) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 VeR(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC it Vert(CT) Na - Ne 999 BCLL 0.0 ' Rep Stress Inc, YES WS 0.00 HGn,(CT) 0.00 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc patina, GOT CHORD 2x4 SP No .3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Hon, 1=94(LC 12) Max Uplift 1=-47(LC 12), 3=-94(LC 12) Max Grav 1=120(LC 1).3=127(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beading. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MTek USA, Inc FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 ,&WARNING-VerfYdesl9n PanmerersenOREAONOTES ONTNISANOINCLUOEOMREKREFERANCEPAGEMIF14mM4 iauwt &EFOREVSE ��- Doslgn valid for use only with MBek® connectors. This design Ls based only upon parameters shown, and Is for on individual bulltling component, not a buss system. Before use. Me bulltling designer must vady the applicability of desgn parameters and properly incorporate Ins design Into Me overall bulltling design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or Chord members only. Addlflonal temporary and permanent bracing WOW Is always required for stability and to prevent Collapse wiM possible personal Injury and papally damage. For generol guldance regarding Me fobricafon, storage, delivery, erectlon and brocing of trusses antl truss systems, seeANSUIP11 CuaIN CrkiM, D66-09 and BC61 Bultlhp Compansint 6904 Parke East Blvd. WX InformolbnarolloDle from Truss Plate Institute, 218 N. Lee shoat, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 RI s 4 8x4 o 2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) n/a - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.o Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. OTHERS 20 SP Na.3 REACTIONS. (size) 1=6-0-0, 4=6-0-0, 5=6-0-0 Max HOM 1=152(LC 12) - Max Uplift 4=-65(LC 12), 5=-191(LC 12) Max Grav 1=61(LC 1), 4=88(LC 17), 5=258(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=275/110 WEBS 2-5=-214/421 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=191. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl6634 Situ Parke East Blvd. Tampa FL 33610 Date: February 25,2020 ,QWARNING-VoNlydastgnpmemesersend READ NOTES ON TN/SANDMCLUDEDMREKREFERANCEPAGEMl4)4 m, 10T3201a DEFOREUSE. Deagn valid for -only with MBeM cannectws. This design Is based only upon parameters shown, and Is for an Individual building Component, not huss system. Before us. the bulltling designer must verify the appllcabllity of tlesign parameters and properly Incorporate this design Into the overall bu0tlingdeesi n. Brocingin�cQ etlIsPoepretventbPSkelinghflndMduoihussweband/or chordmembe o ly. Addieonaltemporaryandpermonentlumeing MiTek' Is alwaysIred for stabll' and prevent possible personal Ireury and property damage. For general guidance regarding the fpbrlcollon, storage, delivery, erection and bracing of homes and huss systems. s"ANSIms" Qua lRy Cdfesta, OSad9 and 6CSI Suldhp Component 69M Parke East BNtl. Safety Infonnatbaovollobie from Lust Rate Institute, 218 N. Lee Sheet suits 312 A.andrb. VA 22314. Tampa, FL 33610 8-8-0 I 17-4-0 8.8.0 8.8.0 n Scale-1:31.1 4x4 = 4 I� U4 = 10 9 6 3x4 = 2.3 11 2x3 11 2x3 11 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Ii Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) Na - Na 999 Mi20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Incr YES INS 0.10 Horz(CT) 0.00 6 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 621b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (lb) - Max Horz 1=149(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7, 9 except 1 _ 126(LC 17), 2=-166(LC 12), 6=166(LC 12). 10=-249(LC 12), 8=-249(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 7,6 except 2=276(LC 17), 9=253(LC 1). 10=339(LC 17). 8=338(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250lb) or less except when shown. WEBS 3-10=-253/337, 5-8=-253/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pM; BCDL=3.Opsf; h=22tt; B=45N; L=24R; eave=41q Cat. II; Exp C; Encl., GCpi=0.i8; MWFRS (directional) and C-C Extedor(2) 0-3-15 to 3-3-15, Intedor(1) 3-3-15 to 8-8-0, Extedor(2) 8-8-0 to I l-8-0, Intedor(1) 11-8-0 to 17-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 7, 9 except ft=lb) 1=126, 2=166, fi=166, 10=249, 8=249. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data. February 25,2020 Q WARNING -iNdrydesfgnpm—arere end NEAR NOTES ON THIS AND INCLUDED MITEx NEFEBANCEPAGEMIIr MO— IN9YL015BEFOBE USE ��- De9gn valid for use only with MOeI� connectors. This design Is based only upon parameters shown. antl h far on indwid "l bulltling Componant, not Cuss System. Before use, the bulltling tleslgner must verify the oppllCablllry of design parameters and properly Incorporate thb design Into the overall bWdingsesign. BracingIndicattedIsptoeprre^entbuckling offIndMiduoleussweband/or chord members only. Addieonoltemporary and permanent bracing MiTek' Is olwa required far stabill chat to prevent collapse IM sslble personal lNury and property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of busses and truss systems, seeANSVWII QYatByCdt* , DSB49 and Best Building Component 6004 Pa4ce East BNd. Sabty mlolmalbn'rvolloble from Truss Flote Irutilute, 216 N. Lee SUeet. 3uHe 312, AJexondHo, VA 22314. Temps, FL M610 Job �Trusa Truss Type Oty , Ply �FERNANIDEZ T19506688 76374 A9 PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Tue Feb 25 12:16:16 2020 Page 1 Scale=1:96.5 6x8 = 6.00 12 4x4 = 6z8 — 6 28 7 29 308 4.00 12 4x5 = a. II S..= re Sx6 = LOADING (pst) SPACING- 2-0-0 CS'' DEFL. in (lac) I/deft - PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.60 Ved(LL) -0.23 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ved(CT)-0.4816-17 >988 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.99 H..(CT)0.11 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.19 19-22 >955 240 Weight: 3671b FT=20% LUMBER- BRACING. TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N0.3 *Except* WEBS 1 Row at midpt 5-18, 5-17, 6-17, 7-17 5-18: 2x6 SP No.2 REACTIONS. (size)' 2=0-8-0, 18=0-8-0, 12=Mechanical Max Ho" 2=495(LC 11) Max Uplift 2=-475(LC 12), 18=-2023(LC 12), 12= 721(LC 12) Max Grav 2=215(LC 21). 18=2925(LC 1). 12=1306(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-26/1000, 3-5=-856/1463, 7-8=-1367/1121, 8-9=-1649/1297, 9-11=-2170/1636, 1 1 -12=-2188/1513 BOT CHORD 2-19— 1087/178, 18-19=-1087/178, 17-18=-1317/1299, 16-17=-177/933, 15-16= 584/1471, 14-15=-1142/1878,13-14=-125611974,12-13=-1202/1871 WEBS 3-19=-543/346.3-18=-712/1236, 5-18=-2064/1550,5-17= 987/1624, 6-17=-359/294. 7-17=-1635/1164, 7-16= 532/1054, 8-16_ 174/317,8-15=-062/546,9-15=-586/619, 11-14=123/255,11-13=-470/420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 8=45ff; L=55tt; eave=7tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-1-4 to 3-4-12, Intedor(i) 3-4-12 to 21-0-0, Exterior(2) 21-0-0 to 28-9-5, Interor(1) 28-9-5 to 34-0-0, Exterior(2) 34-0-0 to 41-9-5, Intedor(1) 41-9-5 to 55-0-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grid DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSUrPI 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 100 Ile uplift at joint(s) except 01=11b) 2=475, 18=2023, 120721. Joaquin Velez PE Np.6Bt82 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q IVMNING-"Idly deelpn peremefereend RE06OTESON7NISANO INCLUGED MREx HEFEgANCE PAGE M14T479rev. ]6AaLOtSeEFOAEOaE. �� Design wild to'"" only wim Mgelc®apnne.,an fits design b based only upon parameters shown, and b for an IndNldual bulltling component, not truss system. Before usa, the bulltling designer must verify the oppl1Ctlb11" of tleslgn parameters and properly Incorporate this deelgn Into the overall Wilding design.Brocing IntllCptetl is top ant buckling of indlvldual truss web and/or chord membe oNy. Additional temporary and permanent bracing MiTek a ahvays required for stability and to prevent collapse with pos9ble personal Injury and property damage. For general guldonce regarding the fabrication, storage. delNery, erection and bracing of Susses and inns systems, see/W$gIP11 QuaBmryy Cf ". DSB-99. and SCSI Budding Campanml 69W Parke East Blvd. $af-fir, mfpmtafbmvolloble from Truss Plate Institute. 216 N. Lee Shoat, Suite 312. Alexondrlo, VA 22T 4. Tampa, FL 33610 Scale=1:30.3 3' = 2x3 11 3x6 = 4 5 6 3x4 = 12 11 10 3x4 = 2x3 II 2x3 II 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Hom(CT) 0.00 9 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 62111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do puriins. LOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (Ib). Max Holz 1=138(LC 11) Max Uplift All uplift 100111 or less at joint(s) 9, 11 except 1=-127(LC 17), 2=-193(LC 12), 8=-193(LC 12). 12=-230(LC 12), 10=-230(LC 12) Max Gray All reactions 250 lb or less at joint(s) 1, 9, 11 except 2=296(LC 17). 8=276(LC 1), 12=327(LC 17), 10=326(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-12=-241/373,7-1D=-240/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Intedor(1) 3-3-15 to 8-0-0, Extedor(2) 8-0-0 to 13-6-15, Intedor(1) 13-6-15 to 17-0-1 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3£-0 tall by 2-M 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 100 lb uplift at joint(s) 9, 11 except 61=11a) 1=127, 2=193. 8=193, 12=230, 10=230. B) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MfYek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 ,&WARNING- V1my d,V91pammefera4dE D NOTES ON -SAND INCLUDED INTEKBEFERANCEPAGEMO-747a rev. IsTaSo15BEFORE USE. Design valid for use only with Mnek® connectors. The design Is based only upon parameters shown, and a for an Individual building component not inassystem.Beforeusethe odiding deslgnermusl mty the applicability pfdeslgnparometers and properly Incorporate iNsdedgn lntothe overall building design, Bracing indicated is to prevent Duckling of lndMduol has was, and/or chord membe only. Additional temporary and permanent bracing Is Is always required for stability and to pevem collapse with possible personal In;,ry and property damage. For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of ftusses and 4uss systems, seeANSVIPII OualXy Cat@du, D4449 and SCSI Balding Component. 6eD4 Parke East Blvd. SaM1ty InfoenbrFa atvallobie from Trss te Insti uPlatute. 216 N. We sheet Suite 312 Alexandria. VA 22314. Tampa, FL M610 7-B-0 &B-0 17-4-0 7-13-0 2-60 7-B-0 Scale = 1:28.7 3x6 = 2x3 II 3.6 = 4 5 6 3x4 = 12 11 10 3x4 = W II 2x3 II 2.3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TC 0.34 Ved(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 1.11 ) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 HDrz(CT) 0.00 9 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 61 Its FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (lb) - Max Ho¢ 1=132(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 9, 11 except 1=-128(LC 17), 2=-204(LC 12), 8= 204(LC 12), 12=-220(LC 12), 10=-220(LC 12) Max Grev All reactions 250 Ib or less at joint(s) 1, 9, 11 except 2=311(LC 17). 8=292(LC 1). 12=321(LC 17). 10=319(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-12=-235/369, 7-10=-233/366 NOTES- i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3,Opsf; h=22ft; 3=45ft; L=24ft; eave=4ft; Cat. - 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 33-15 to 7-8-0, Exterior(2) 7-8-0 to 13-10-15, Interior(1) 13-10-15 to 17-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent 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 100 lb uplift at joint(s) 9, 11 except at=lb) 1=128, 2=204, 8=204, 12=220, 10=220. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68102 MiTek USA, Ina FL Curt 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: February 25,2020 Q WARNING- 14ed/yde1191 paremeremnnd BEAD NOTES ON TNISAND INCLUDED MREKHEFERANCEPAGEMl47477 rev. IavA341915BEFOREUSE. Design valid for use only with MOek®connectors, rhis design Is besed only upon porameters shown, antl is for an Individual bulltling component, not tnlss system. Before use, the bulltling designer must verlfy the appi cablllN o1 tleslgn porcmeta. and properly Incorporate this design Into the overall bulltling design. &acing lntllcotetl is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek- Isalwaysrequired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricate, storage, delivery, erection and bracing of trusses antl puss systems. seeANSVTP11 Cuoll Cdteno, DSS-59 and SCSI Budding Component 6904 PaM1e East BNd. Sooty lnlmsnatils-1loble from Truss Plo1e Institute. 218 N. Lee Sfteet. Sulte 312. Alexantlrb. VA 22314. Tampa, FL 33610 racers I r115G, InC., an YlerfR, rL tl.33U s reD 13 — MI I eK mausmes, ma. I us reD zb 12:1—i Lulu rage 1 ID:Ldea5SrBOlbzH5Ok32aby6yQXOF-VVUQ77FzTfiE5Wk2faS_A7siC7PhNw?7DAwl3ezhbky 6.0-0 11,4o 17-4-0 ' 6-13-0 5-4.0 Scale =1:28.7 3.6 = 2x3 II 3x6 = 4 15 5 16 6 3.4 = 12 11 10 3x4 = 2.3 II 2x3 II 2.3 II LOADING (PSO SPACING- 2-0-0 CSI. DEFL. in (too) Ilden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ved(LL) Na - Na 999 Mi20 244/190 TCDL 7.0 Lumber 1.25 BC 0.17 Vari(QT) Na - Na 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.09 Hom(CT) 0.00 9 Na We BCDL 10.0 1 Code FBC2017/rP12014 Matdx-S Weight 59 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 RFACTIONS. All bearings 17-4-0. (Ib) - Max Horz 1=-102(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 9 except 1=-128(LC 17), 2= 211(LC 12), 8=-211(LC 12). 11=-200(LC 9), 12=-IB0(LC 12), 10=-IBO(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=329(LC 17), 8=303(LC 22), 11=265(LC 1), 12=285(LC 17), 10=281(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3d2-199/314,7-10=-195/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2pst e= BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eav4ft; Cat. II; Exp C; End.. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-M, Exterior(2) 6-0-0 to 10-2-15, Interior(1) 10-2-15 to 114-0, Exterior(2) 11-4-0 to 15-6-15, Interior(1) IM-15 to 17-0-1 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 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 100 lb uplift at joint(s) 9 except (jt=lb) 1=128, 2=211, 8=211, 11=200, 12=180, 10=180. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.88182 NnTek USA, Ina. FL Cod 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February25,2020 QWARNING- V11eydes/gnpemmere ,vdREAD NOTES ON TN/SAND INCLUDED 111REKREFERANCEPAGE1U`7,VU v. 10A 15eEFOREUSE. W1- DoJgn Ildfar use GNywithMOek®connecton. ihb design Is based only upon paramefen shown and Is for anIntlivitlual bulltling component,not inm system. Before use, the bW ❑Ing designer must verify Me apioll-blilly of design parameters antl rsroperly Incapaole tlds de9gn Info me overoli building design. Bracing lndlcaled is to prevent buckling of indNldual truss web antl/ar %rtlmembe o ly. AddOionalfemporaryandpennanentbmcing MiTek' 5 always ,%ad (or stabiiily antl W prevent collapse wiYn possible personal Injury and propeM damage. Fa general guidance regarding the fabrma9ort storage. delivery, erecflon and brocing of usses trantl truss systems. seeANW?" Quin Cd1sdo, DS549 and 50116uedFy Component 6904 Parka East BNL Sofiry mfprmofbnwoBoble from Truss Rote Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa, n 33610 Scale-1:28.7 34 2a3 11 2x3 II 2x3 II 3x6 = 6.00 12 3 4 14 15 5 16 17 6 7 1B 3x4 = 12 11 10 3.4= 2x3 II zx3 It 2x3 It Plate Offsets(X,Y)-- f3:0-3-00-2-01 U:0-3-00-2-0f LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) r✓a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) rda - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Hom(CT) 0.00 8 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 561b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SO No.3 REACTIONS. All bearings 17-4-0 (lb) - Max Hom 1Z6(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 9 except 1-11 O(LC 17). 2=-195(LC 12). 8=-195(LC 12), 11=-258(LC 8). 12=-185(LC 8). 10=-187(LC 9) Max Grav All reactions 250 lb or less atjoint(s) 1, 9 except 2=290(LC 17), 8=271(LC 18), 11=306(LC 21), 12=296(LC 21). 10=296(LC 22) FORCES. (lb) - Max Comp -/Max. Ten. - All fames 250 (lb) or less except when shown. WEBS 5-11=-228/283, 6-10=-210/251 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsh h=22ft; B=451t; L=24ft; eave=4ft; Cat. II; Ev C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Extedor(2) 4-0-0 to 8-2-15, Intermit) 8-2-15 to 13-4-0, Exterior(2) 13-4-0 to 17-0-1 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber D0�1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 9 except I t=lb) 1=110, 2=195, 8=195, 11=258, 12=185, 10=187. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 A WARNING -Verify design perememns end READ NOTES ON MIS AND INCLUDED efli REFERANCE PAGE MLL7473 rev. farlis 159EFORE USE Design valid for use only with MRek0connectors. lhls design Is based only upon parameters shown. and Is for On IndNidual buiding component, not truss system. before uSe, the bulloing tledgner must verity me appllcabllBy of design parameters and properly Incorporate raft tlesigr, Into me overall burning design.8—Ing Indicated is to prevent buckling of Individual truss web and/orchortl members only. Additional temporary and permanent bracing MiTek' h always re0ulretl for stability and to prevent collapse wIM possible personal Injury and propeM damage. For general guidance r Battling the fabrication, storage, delNery, erecllon and bracing of hu556e and fruss systems seeANSi/IPll QUOR10y C4fe4a, DSB-89 and BCSI Balding Compaomt 6904 Parke East Blvd. Safety tnfomsationo,ailoble from Truss Plate Inslitute. 218 N. Lee Sheet, Sune 312, Alexandria, VA 22314. Tampa, FL 33610 Scale = 1:28.7 6.00 12 4x4 = 4x4 = 3 4 5 6 7 2 8 e lb 1 m 6 3x4 = 14 13 12 11 10 3x4 = 17-4.0 17-4.0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 VeR(LL) We - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Hom(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matdx-S Weight: 521b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 3-7:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 17-4-0 '(lb) - Max HOT, 1=30(LC 11) Max Uplift All uplift 1001b or less at joint(s) 1, 9, 2 except 14=-131(LC 8), 10=-128(LC 9), 13=-240(LC 8), 11=-241(LC 9), 12=-127(LC 8) Max Grav All reactions 250 lb or less atjolnt(s) 1, 9, 2, 14, 10, 12 except 13=284(LC 22), 11=285(LC 21) FORCES. lb) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. WEBS 4-13=-213/272, 6-11=-214/271 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Elde ar(2) 0-3-15 to 6-0-0, Interior(1) 6-0-0 to 15-4-0, Exterior(2) 15-4-0 to 17-0-1 2one;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pet bottom chord live load nonconcumant with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 9, 2 except (jt=lb) 14-131, 10=128,,13=240, 11=241, 12=127. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 Miiek USA, In.. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 A WARNING.Verity design p4remeterseed READ NOTES ON THISAND INCLUDED MREKNEFEBANCEPAGE 1-7473-1403/a f5BEFOBEUSE. Design valid for use any with Mirka connectors. This design 0 based only upon parameters shown, and Is for an ho Mduol building component, not truss system. Before use, Me bulltling designer must-d" the CppIICCbllay of tleslgn parameters and properly Incorporate this design Into Me overall bullding design. tracing lndlCgted p to pr6ventbuckling of lndlvidual trots web antl/ar Word membe only. Adtllflon.I tempamry and permanent bracing Miiek' Is always requlretl to, stabllity and to prevent collapse will possible personalinlury and properly damage. For general guidance regording Me fobrlcoeon, storage, delivery, erection and bracing of huttes and t uss systems, seeANSViP11 Cup�y Cdl"a, DSB49 and BCSI Building Component E9N Palle Eest BNd. Sor.ty Infoenatbravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22W74. Tempo, FL 33610 ID:Ldea5Sr801bzH5Ok32aby6yOXOF-oG8xgUITXuCga71 Scale = 1:29.2 Eft 0 3.4 = 14 13 /2 11 10 3x4 = 2.3 11 2x3 11 2.3 11 24 11 W II LOADING (psQ SPACING- 2-" CS` DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 T, 0.33 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 VA(CT) We - rJa 999 BCLL 0.0 ' Rep Stress that YES WB 0.09 Hoa(CT) 0.00 8 rVa rue BCDL 1010 Code FBC2017/TPI2014 Matrix-S Weight: 6311, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP NO.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (III) - Max Ho¢ 1=-111(LC 10) Max Uplift All uplift 100111 or less at joints) 9,12 except 1=139(LC 17), 2=-209(LC 12), 8=-116(LC 12), 14=-186(LC 12), 10=-169(LC 9), 11=-229(LC 9) Max Grey All reactions 250 Ib or less at joint(s) 1, 9, 8, 12, 13 except 2=307(LC 17), 14=262(LC 17), 10=270(LC 22), 11=258(LC 22) FORCES. Qla) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-14=-1891290, 7-10=-193/258, 6-11=-18B/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22tt; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-6-0, Extedor(2) 6-6-0 to 9-4-0, Interior(1) 9-4-0 to 13-8-0, Exterior(2)13-8-0 to 16-5-3, Intedor(1) 16-5-3 to 17-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 9, 12 except (jt=1b) 1=139, 2=209, 8=116, 14=186, 10=169, 11=229. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 Q WARNING- Verify desl9nummereeend READ NOTES ON TNISANDINCLUDED MmEK REFERANCE PAGE MLLT4yJ rev. ION.V2015BEFORE USE Design valid for use only with Mgeols connectors. This design Is based only upon parameters shown, and N for on hdlvldual bullding component. not truss system. Before use, the build ng designer reventmustvefty the applicability of design porametemand properlylncorporatethudeslgn Into the over II II.1—or rep llned for stablility and to prevent collapsbucke with possble Fs,nord In] of Indivdival hum web rop.dyhod damaag onlFor general abidance regardingandthe entbracing MiTek' I ryan propeM 9e. g guidance me lab4catlon storage, deMery, erection antl bracing of trusses and nuns systems. s-ANSUIPIt GuaIBY Wets, DS549 and DOI Madhp Component 69N Pmka East BNd. Sololy Inlaena6onavdiabie from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexond ia. VA 22 14, Tampa, FL 33610 Scala-1:29.2 4x4 = 4 ,m la d 3.4 = 13 12 11 10 3.4 = era II 2x3 II 2v3 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 'a"(LL) n/a - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 RC 0.15 Vad(CT) Na - Na 999 BOLL 0.0 ' Rep Stress Incr YES W B 0.12 Hoa(CT) 0.02 9 Na Na BCDL 10.0 Code FBC2017r1P12014 Matdx-S Weight: 60lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling dimctly applied or 10-M oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS, All bearings 17-4-0. (lb) - Max Ho' 1— 111(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 1=-140(LC 17), 9— 128(LC 9), 2=-206(LC 12), 11=-126(LC 12), 13=-183(LC 12), 12=-104(LC 22), 10=-317(LC 9) Max Gmv All reactions 2501b or less at joint(s) 1, 9, 11. 12 except 2=390(LC 17), 13=256(LC 17), 10=469(LC 1) FORCES. (lb) -Max CompJMax Ten. -All foxes 250 (lb) or less except when shown. TOP CHORD 2-3=-304/273, 3-4=-268/386, 4-5=-264/381, 5-6=-276/308, 6-7=-330/360. 7-8=-057/383 BOT CHORD 8-10=-300/330 WEBS 3-13=-186/286,6-10-351/409 NOTES- 1 ) Unbalanced mot live loads have been considered for this design. 2J Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-6-0, E tedor(2) 6-6-0 to 9-6-0, Interior(1) 9-6-0 to 15-8-0, Exterior(2) 15-8-0 to 17-0-1 zone;C-C for members and foxes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 3-8-0 tall by 2-M 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 14011, uplift at joint 1, 128 lb uplift at joint 9, 286 lb uplift at joint 2. 126 lb uplift at joint 11, 183lb uplift at joint 13, 104 lb uplift at joint 12 and 317 lb uplift at joint 10. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East BNd.Tani FL 33610 Date: February 25,2020 AWA WG- Ved/ydeslynpmamet ,mdflEADN0TES ONTN/SAND/NCLUDEDMMWREFENANCEPA­rev- x=015SEFOREUSE Deign valid for use aNy with M6ek® Connectors. fits design Is based only upon parameters shown, and b form Indivloual bu9dhg component, not inns sysl Before use. Ma balding deigner mun verify Me a pplicobrlty of tleslgn parameter and Property lncoporote this desgn Into Me overall beading tleslgn. &acing IntliCated It to prevent buckling of Intllvidual truss web and/or chord mamba my. Additional temporary and permanent bracing MiTek- Is ahvays rewired for stability _do prevent collapse with posslble personal Injury and property damage. For general guidance regarding Me 690C Parke EazI Blvd. folori ion, storage, delNery, etecfion and bracing oltrusses and buss systems. seeANSU1P11 Co -Ry Craaft. DS549 and 6CSI 6uldklp Component Tampa, rk Ent B Saf.ty kdormalbnaycH.U. from buss Plate InsStute. 218 N. Ise Street Suite 312, Alexandtla. VA 22314.33610 Scale=1:29.2 4x4 = 4 5 axe = 4x4 = 3.4 = 15 14 13 12 11 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.29 Ved(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Ven(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hmz(CT) 0.00 9 rate n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 66111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP N0 .3 REACTIONS. All bearings 17-4-0. (16) - Max Ho¢ 1=1I O(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 14,12 except 1=-139(LC 17), 10=-100(LC 18), 2=-193(LC 12). 9=-191(LC 12),13=-193(LC 8), 15- 184(LC 12), 11=-184(LC 12) Max Gan, All reactions 250 lb or less at joint(s) 1, 10, 13, 14, 12 except 2=303(LC 17). 9=277(LC 18). 15=265(LC 17), 11=251(LC 18) FORCES. (lb) -Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-190/288,8-11=-180/296 NOTES- 12) Unbalanced mof live loads have been considered for this design. Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=2211; 8=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-3-15 to 3-3-15, Intedor(l) 3-3-15 to 6.6-0, Exterior(2) 6-6.0 to 7-4-0. Interor(1) 7-4-0 to 11-8-0, Extedor(2) 11-8-0 to 14-8-0, Interior(l) 14-M to 17-0-1 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' 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. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 14, 12 except 61=11o) 1=139, 10=100, 2=193, 9=191, 13=193, 15=194, 11=184. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velaz PE No.68182 f lTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNING- Vervydasigl Memaltersand READNOTES ON THISAND INCLUDED MREKREPERANCEPAGEM67473rev. 14DYJ015BEFOREUSE Dmsn aeitl fore usew. iha bulltlNg Oegg^er mudveroimeo .etyheapllccblltyofdesgnprametersdp"perlym-paratehttledgninpral��- bustling tleggn. aracing Indicated a to prevent buckling of hdMdual huss web and/or chord mamba only. Addfional temporary and permanent bracing MiTek' b alwaysrequhetlfor eabliry and to prevent collapse with postible personal injury and properly damage. For general guidance regartl'ux1 Me morlooton. slwaga, delivery, erection antl Drach of hustes and huss systems, seeANSVMII Co Cs6�do, DS6d9 and SCSI &adksg Cempon�nt 69M Pape East Blvd. Suhty InfonnatbMvciloble from Truss Note le iture. 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. Tampa, FL 33610 PBJ IPiggyback IB I 1 I T19596754 Scale =1:22.8 am 91 I6 4x4 = 6 4x4 = 2x3 II LOADING (pso SPACING- 2-0-0 CatUr-S St. DEFL in (loc) Vde8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 C 0.72 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 C 0.50 Ved(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES B 0.08 H—(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TP12014 Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (I6)- Max He. 1=-111(LC 10) Max Uplift All uplift 1001b or less at joint(s) except 1=-351(LC 17), 5=.312(LC 18), 2=-471(LC 12). 4=471(LC 12), 6=-155(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=279(LC 12), 5=279(LC 12), 2=610(LC 17), 4=587(LC iB), 6=383(LC 1) FORCES. (Ib) - Max Comp./Max Ten. -All fames 250 (lb) or less except when shown. WEBS 36=-250/271 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Intedor(1) 3-3-15 to 66-0. Ededor(2) 5-6-0to 96-0, Interior(1) 96-0 to 12-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument 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-" 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 351 lb uplift at joint 1, 312 Ib uplift at joint 5, 471 Re uplift at joint 2, 471 lb uplift at joint 4 and 1551b uplift at joint 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNWG-V"Sydesign parameter Masi NOTES ON THIS AND INCLUDED MITEKAEFERANCEPAGEARPMTs— 104=013BEPORE USE Design volld for use oNy with MSeM connecfon.INs design B based only upon parameters shown a d b form Indlvldual bustling component not fnns syda . Before use, Me budding designer must verify the applicabifty of design parameters and properly Incorporate MIs design Into the overall bWdin0tledgn. _g k�xcued b to prevent buckling of lndNldual truss web and/or chord membersonly. Addinonal temporary and permanent bidding WGIC b alwaysrequved for stability and to prevent collapse with possible personal Inlury and property damage. For general fi done regarding Me foladcoilon. storage, delivery. erection and bracing of trusses and truss systems, seeAN31/rP11 Cuolg�, Cm'm. DS849 antl SCSI BuildingComponurt 6ea4 Parke East BNd. Saf.ty fnMmlGlbnwolable from Muss Plate Institute, 218 N. Lee Sheet Sutte 312, Alexandria, VA 22314, Tampa, FL W610 6-6.0 13-0-0 6.6.0 6-6-0 Scale-1:22.8 4.4 = 3x4 = 6 3x4 = as II LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.11 Plate Grip DOL 1.25 TC 0.36 Ven(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ven(CT) Na - Na 999 BCLL 0.0 ' Rep Stress In cr YES WB 0.04 Hor2(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M DC pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-M. (lb)- Max Her,, 1=-111(LC 10) Max Uplift All uplift 1001b or less atjoint(s) except 1=.951(LC 17), 5=-312(LC'18), 2=-471(LC 12), 4=-471(LC 12), 6=-155(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=279(LC 12). 5=279(LC 12). 2=610(LC 17), 4=587(LC 18), 6=383(LC 1) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=-250/271 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords Connected as follows: 2x4 -1 row at 0-9-0 Do. Bottom chords Connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=ve= 45ft; L=24ft; ea4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) 0-3-15 to 3-3-15, Intedor(1) 3-3-15 to 6-6-0. Exterlm(2) 66-0 to 96-0, Interior(1) 9-6-0 to 12-8-1 2one;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-M wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 351 Ib uplift at joint 1, 312 lb uplift at joint 5, 471 lb uplift at joint 2, 471 Ib uplift at joint 4 and 15516 uplift at joint 6. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 IJTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 25,2020 Q WARNING- V1d1ytlesl91pereme­sentl NEAO NOTES ON THMANO/NCLUDED MREKHEFENANCEPAGEMU747amv. feA3420168E 0 EUSE ��- Da6gnvalid for rue only with MOek®wnnectars.lNs tlesign k basetl any upon parameters shown, and h far an hdwklual bu60Vig component not truss system. Before use, the bWltlmg tledgner mustvarity me applicablllty of tlesign Parameter arW properly Inaorporote this design Into me overall bWltlirig tledgn. &adng Indicated 6 to prevent busting of Inc Md-1 truss web and/or chord member' embe my. Atltlitbnol temporary antl peltnanenf bracing MiTek' Ltdways requ'vetl for stab0lty andfopreventcollapse with possible personal Injury and property damage. For genmol guidance regardng me fobreanon.9 mge. delivery, erection and bracing of husses and truss systems, so AN$i/IPI7 Du Credo, DS349 and 6CSI N13dIng Component 69M Parke East ENd. Sofety WormoBoernolable from Truss Rate Insfir te, 218 N. Lee Sheet Sure 312, Alexontlrio. VA 22314. Tampa, FL 33610 Job Tmss Tmss Type Oty , Ply FERNANDEZ T79506689 76374 AT1 ATTIC 1 1 GOD F12 6xB — 3x4 11 5x6 = 3x4 1 d%4 = 4x4 = 6x8 = 5 6 3738 7 8 9 10 3940 11 12 4,4 i 4x4 Sx6 i 4 26 3x4 = Bx10 13 Sx6 38 3 ,y X=\ 14 41 35 N 42 8-0 O Scale - 1:98.4 b 5 b 616 d 25 24 23 43 7 21 20 46 19 18 17 4.6 = 3.4 II 4,8 = 6x8 — 4x4 = 5x8 MI4x4 = 6x8 = 4x8 = 3x4 11 4xfi LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 "art(LL) -0.45 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC O.B3 Vert(CT) -0.76 20-22 >870 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.76 Hoa(CT) 0.20 15 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.4420-22 >999 240 Weight: 4001b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc pudins. BOT CHORD 2x6 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. . 19-21,21-23: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 26-27, 6-24, 11-18 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 15=0-8-0 Max Horz 2=-333(LC 10) Max Uplift 2=-1322(LC 12). 15=-1322(LC 12) Max Grav 2=2515(LC 18), 15=2515(LC 19) FORCES. (lb) - Max. Comp./Max Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-0=-4638/2876, 4-5=-0264/2704, 5-6=-3807/2493, 6-7=-5271/3153, 7-8=-5196/3108, 8-10=-5196/3108,10-11=5271/3153,11-12=-3807/2493,12-13=-4264/2704, 13-15=A639/2876 BOT CHORD 2-25=.2323/4281, 24-25=-2323/42B1, 22-24=-2355/4744, 20-22= 2617/5403, 1B-20=-2389/4573,17-18=-2359/4033,15-17= 2359/4033 WEBS 4-24=-546/606, 5-24=-960/1689, 22-26=-500/403, 7-26=-469/402, 20-27=-500/403, 10-27=-469/402,12-18=-960/1690,13-18_ 548/605, 6.24=-1515/839, 6.22=-414/1328, 11-18= 1514/840, 11-20-414112129 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=22ft; B=45ff; L=55ft; eave=7tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 72-1-4 to 3-4-12, Interior(1) 3-4-12 to 13-0-0, Extedor(2) 13-0.0 to 20-9-5, Interior(1) 2b-9-5 to 42-0-0. Extedor(2) 42-0-0 to 49-9-5, Interior(1) 49-9-5 to 57-IA zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pet 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, with BCDL = 10.Opsf. 7) Ceiling dead load (5.0 psf) on member(s). 26-28, 27-28 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 20-22 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=1322, 15=1322. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin V.I. PE No.68182 MiTok USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 25,2020 A WARNING- VeNhydesign paremetere and READ NOTES ON THISAND INCLUDED MREKREFERANCE PAGE MIF7475 rev. IDMOt)15 BEFORE USE. ��- Dedgn valltl for use only wim M6el� connectors. this design Is based any upon parameters show, and Is for an holivltlual bullo ing component, not truss system. Befom use, me burding designer must verily the applbablllty of tleslgn parameters and wopedy Incorporate rum design Into me overall bulltling design. &acNglntlicatetl6lo prevent buckling of lndMtlual toss web and/or chord members only. Additional temporary antl per -anent bracing MiTek' Is olways requlred far stability antl to prevent collapse with possible personal Inluryand property tlamoge. For general guidance regarding me fobrlcotlon, storage, delivery' erection and bracing of busses and truss systems. seeANSUIP11 GualBy CM.M, DS349 and BC31 Building Component 6904 Palle East fiNd. Sooty InformatbMvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexantlrla. VA 22314. Tempe, FL 33610 Scale =1:21.6 3.6 W 11 3.6 = 3 4 5 4.4= a 4x4= 2x3 II LOADING (psf) SPACING- 2-0-0 C` DEFL in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.50 Von CT) Na - nta 999 BCLL 0.0 ' Rep Stress Incr YES We 0.07 Horz(CT) 0.00 7 n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 64-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 1=-102(LC 10) Max Uplift All uplift 100 in or less at joints) except 1=-322(LC 17), 7=-286(LC 18), 2=-444(LC 12), 6=-444(LC 12), 8=-128(LC 12) Max Gmv All reactions 250 lb or less at joint(s) 1, 7 except 2=595(LC 17), 6=572(LC 18), 8=354(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-128/262, 4-5=-128/262 WEBS 4-8=-222/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=3.Opsf; h=22ft; 8=45tt; L=24ft; eave=4lt; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exledor(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-0-0, Exterior(2) 6-0-0 to 11-2-15, Interior(1) 11-2-15 to 12-8-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 lb uplift at joint 1, 286 Ib uplift at joint 7, 444 Ib uplift at joint 2, 444 lb uplift at joint 6 and 128 Ib uplift at joint 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 18 Joaquin V.I. PE No.68182 MIT& USA, Inc FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 oat.: February 25,2020 Q WARNING-VeNfyQ gnparam,tm dNEAONO1 oNTNLSANOINCLNOEOM?KNEFENANCEPAGEM6)4) K1G9Y1a159—REa6E ��- Deslgnvaildforuseonlyw6nMnelsVwnne .OM fib design is based anyupon poeomatars shown ano bfarcn IndMalaal bUldhg component,not I— system. Before use, the bultling daslgner musiventy the applicability of tleslgn parameters and properly Ncarporate tns tleslgn Into the Overall buOdingdeslgn. Bracing rolcotetll fo prevent bucWmg of IndMdual rruss web and/or chord members only. Additional temporary and permanent bracing Welk- tobricaf�lon.storcd far tlelN.ity and to prevent collapse with po551b1e personal Inlury and propene tlamage. For general gultlance regarding Me storage. ry, erection and brocing of trusses and truss systems, seeANSVIP11 Guatlh, CdMdo, Daa419 and SCSI leading Component 6904 Palle East Md. SaNty 1Molmafto,a allcde from Truce Plate Institute. 21B N. Lae Sheet.5ulte 312 Alexandria. VA22314. Tampa, FL 33610 T19506757 Piggyback 11 1 1 Scale=1:21.5 3x6 = 2x3 II axis = 3 10 4 11 5 8 3.4 = 2x3 II 3x4 = LOADING (psf) SPACING- 2-0-0 Cat. DEFL in (loc) Melt L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 V."(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 HOrz(CT) 0.00 7 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 39 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc piall BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M Do bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. , (Ib) - Max Hors 1=-66(1_C 10) Max Uplift All uplift 100 lb or less at joint(s) except 1=-185(LC 17), 7=-162(LC 22). 2=-295(LC 12), 6=-295(LC 12). 8=-176(LC 9) Max Grav All reactions 250lb or less at joint(s) 1, 7 except 2=482(LC 17). 6=461(LC 22), 8=303(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23--299/399, 3-0=-226/405, 4-5=-226/405, 5-6=-299/398 WEBS 4-8=-174/262 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsh h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterdr(2) O.3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0. Exterior(2) 4-M to B-2-15, Interior(1) 8-2-15 to 9-0-0, Exterior(2) 9-0-0 to 12-8-1 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 185 lb uplift at joint 1, 162 lb uplift at joint 7, 295 lb uplift at joint 2, 295 lb uplift at joint 6 and 176 lb uplift at joint 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Data. February 25,2020 AWARNNG-VenyyEesl9DPsm,r, erseadRE4DNOTESONTHISANDINCLUDEDMREKREFERANCEPAGEMM17419rev.16Da4015BEFOREUSE ��' Design valitl for use onlyw MRek® connectors. This tleslgn b based only upon parameters shown. and 6 for an Ind mdual balding component, not truss system. Before use, me budtling tlesigner must vetl/y Me applicability of tleslgn parameters vntl proPerly incrorpotote irb tleslgn into Ma overoli bu00trrgdesign.BracingIndicatetl5topI=11buck'Ingot'nd'v'd altnisswebantl/orchardmemba only. AtldHloncltampomryandpermanenibrcd,g MiTek' fIsalabrko requl ecl f-mbll'ty and to prevent collapse 11m possible personal Injury antl property damage. Fcr general guitlance regard the ge, delivery, erection and bracing of trusses and fiuss systems, seeANSVRII DuoDy Cdlada, D3549 and 1101 SuSdhD C-moment 69M Parke East DW. Safety mformatio=i'vble from Truss Rate InsHMe. 218 N. Ise $tree}, SUHe 312. Alexontleo. VA 21314. Tampa, FL 33610 Scale=1:21.5 1 HMH 12 11 10 9 3.4 = W II 2x3 11 2x3 11 w 11 3.4 = LOADING (PA SPACING- 2-" CS1. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - rule 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 VBn(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight 38lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc punins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 Do bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 1=-30(LC 10) Max Uplift All uplift 100 Ito or less at joirit(s) 1, 8, 2 except 12=-14l (LC 9), 9=-13§(LC 8). 11=-164(LC 8), 10=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 8, 2, 12, 9, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. -All tames 250 (lb) or less except when shown. WEBS 4-11=-144/258.5-10=-144/256 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2j Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=22ft; 8=45f1; L=24ff; eave=4h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 6-0-0, Interior(l) 6-0-0 to 11-", Exiedor(2) I I-M to 12-8-1 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tress 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 8, 2 except G1=1b) 12=141, 9-139, 11=164, 10=165. e) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Can 6634 6904 Parke East BNd. Tampa FL 33610 Data: February 25,2020 Q WARNWG-Mvoydesl9npenlmetereend REAONOTES ON THISAND INCLUDED M?EKREFERANCEPAGEM474M rev. la=misiruoR tnuz Deagn Nid for use oNyvnM MDel�s connectors.fibdesign b based only upon porometers shown and is tar an Indbidud buldng component, not miss syste . Before use. Me bWltlNg tledgner must verify the ePCIlCebillty of design parameters and properly Incorporate 1 1 6 design Into the overall building de.4gn. &acing Indicated b to prevent bucxling of IncNidual truss web and/or chord members a ly. Addi6onai temporary and permanent bracing MiTek' b always required for stoblily and to prevent collapse w.possible personal Inlay and property damage. For general guitlance regarding Ma tabrkallon, stooge, Cauvery, erection end bracing of trusses and truss systems, seeANSI/IPII "UTIps. CRnN, DS669 and 6CL Suldbp Compenml so. Pahl East M. SOLfy Wmmof x-61able ham Tn ee Plate tmtitule. 218 N. We Sheet, SOO 312, Alexandria VA 22314. Tampa FL W610 Symbols PLATE LOCATION AND ORIENTATION 14- 13/4 Center plate on joint unless Y. y offsets are Indicated, Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed Teeth. 1/o For 4 x 2 orientation, locate plates 0-14, from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In MTek 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/TP11: 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 I dimensions shown In bdeenihs scale) III (Drawings not to scale) 1 2 3 TOP CHORDS cr-z cza c O T h p c0 O °p U 0 O a cza co-z csa O BOTTOM CHORDS ~ 8 7 6 5 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1 352, ESR1 988 ER3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a nonstructural 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 © 2012 MfTek® All Rights Reserved approval of on engineer. e M iTe ks MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 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, Z—! � =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp IT or less o pan Spre er Bar ' 60 degrees or less Tag line �T72 span app'ox� Tag line 4IrgPrnx 2131. 1l2 of Span. REFER TO BCSI REFER TO BCSI Truss must be set this way if crane is used. Truss must be set this way if crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All , load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. Z /I WARNING ZL The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. SEAT PLATES BY CHAMBERS TRUSS Hatch Legend F',,/ 12" STEP CLG 4/12 VAULT CLG a oo° BRG WALL @ 1 Of MBRG WALL @ 121- 8" REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, THD46 FOR 4X2 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR TRUSS TRUSS CARRIED TRUSS '.. FASTENER FOR, -. CARRYING TRUSS I GRF GR13 THD26-2 (12) 10d nails (18) 16d nails - --- ---- — r - ---- rGR7 GRIC THD26-2 i (12) 10d nails - - -- -- (18) 16d nails "Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" BEAMS *BUILDER IS O BALANCE 1 FRAME AS NEEDt STORAGE*NO ATTIC PROVIDED. HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION. • not stand on braced per properly n, . • to straps and hangers ATTACHED&ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPEADER BAR OF 401 50'IN LENGTH!.' zt-PIGGY BACK TRUSSES MUST BE D BRACED PER ENGINEERING DETAILS!! METALROOFS SHOWINSTALLATION CARE MUST BE TAKEN. I Ij !! IMPORTANT SAFETY NOTE!! 1) Building Component Safety Information (BCSI) guide recommends that trusses 60' span and over should be sheathed as they are installed. They may require complex temporary bracing. Consult a Professional Engineer. Consult BCSI documents. 2) Truss of this size can be extremely 9 9 dangerous during installation. 3) Extra care must be taken by the truss installer. 4) BCSI should be studied by truss installers before truss installation. • SQUARE CUT END SQUARE CUT END 2X6 TOP CHORD 12 2X6 TOP CHORD 12 WALL HEIGHT VARIES 6r 1, WALL HEIGHT 10' 6r— / END DETAIL: TYPICAL si END DETAIL: STEP CLG 6-06 6-06 1-00-00 PIGGYBACK DETAIL MATERIAL & LABOR TO ATTACH PIGGYBACKS IS THE RESPONSIBILITY OF THE BUILDER. FAILURE TO ATTACH AS SHOWN CAN RESULT IN FAILURE OF ROOF, INJURY, AND LOSS OF LIFE. FAILURE CAN OCCUR DURING INSTALLATION OR LATER I PIGGYBACK 8"xB' 1/2" CDX PLYWOOD GUSSET Continous Lateral Bracing BASE -- - -24" MAXOC LATERAL BRACING TRUSS F - 36" MAX OC GUSSETS Builderrrruss Installer to attach piggyback truss to base truss with 8"x8"x1/2" Plywood Gusset @ maximum 36" on center with (4) 8d common nails in bottom chord of Piggy ' Back Truss and top chord of Base Truss. Gussets are on both faces/sides of trusses. Bottom chord of Piggy Back Truss and top chord of Base Truss are braced a maximum of 24" on center with 2x4 continous lateral bracing. Apply lateral bracing as base trusses are set. HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT CORNDER JACKS ARE NOT BEVELED. rz- SEE STANDARD w ENGINEERING. O � � O0 NUO 24" O.C. THRU CORNER JACKS .ONLY CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY i SHOP DRAWING / SUBMITTAL REVIE ' - - - - APPROVED j]APPROVEDA$NOTED REVISE AND RESUBMIT.' , Q REJECTED. SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND 1 GENERAL CONFORMANCE TO. CONTRACT DOCUMENTS '.. ONLY. THE .CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND .CORRELATING -DIMENSIONS ATJOBSRE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, O CORD OF NIS WORK WITH TH TRADES AND FULLC E .CONTRACT CU ENTS } BY: Date: t LO,_ � -.. - .ArQrttit�rfOnl�M" - FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED he undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for etermining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. fter 10 days of delivery remedy will be according to Florida statute 558. Y ry Y 9 4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will e responsible for dump delivery only. The buyer is responsible for additional delivery expenses 4 Chambers Truss has o redeliver because job site is not prepared for delivery or buyer is not preparedfor delivery of trusses. Buyer is esponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour as for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of elivery If buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers. Truss easonable attorneys fee for collections in event of payment not timely made. 1-112 h per month service charge will be dded for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9 Y�"/h 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the ipient 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For onstruction Using Metal Plate Connected Wood Trusses ANSI/TPI/WTCA 4 - 2002 12. Warranty is per Chambers Truss Warranty attached. DATED IGNED OR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information padket included on delivery before setting trusses. +Yam Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can"cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES t;HAMBERS TRUSS 1NC e4g*k�a- cander Avenue Fort Pierce, Florida 34982-6423 800-551-5932 Fort Pierce 772.465.2012 Fax 772-465.8711 Vero Beach 772.569-2012 Stuart 772-286-3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM ITEK VERSION 8.1.3 Up 4 LOADING/DESIGN CRITERUA REDUCIBLE DESIGN CRITERIA PER CODE SUCH As ssc 1604s.1 County Saint Lucie County Building Department Saint Lucie County Wind Design Criteria. ASCE 2010 Wind Design Method MWFRS(Directionap/C-C hybrid Wind ASCE 7-10 Roofing Material Metal Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 7 4.2 0 Bottom Chord Live "Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 22' Building Type Enclosed Building Category ll:. Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 76374 SCALE: 1 /4" = 1'-011 175 total trusses, 74 unique designs Designer: BLW Reviewed by: Date: 10/24/19 FOR Michael Difrancesco I DESCRIPTION: FERNANDEZ Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76374 Z—L =LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPA[.INI NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED OGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30` BY THE PEAK. CONSULT BCSI 30 Sp n or less ' to Span Spreder Bar ' 60 degrees or less Tag line 40--`172 span apPro� Tag line Of ppr-V3 tp ---b 112 M Span. REFER TO BCSI REFER TO BCSI Truss must be set this way if crane is used Truss must be set this way if crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way, Insist crane operator sets truss this way. All load bearing beams,place t indicated height before trusses lot are installed. AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. Z /I 0 WARNING The size of these trusses makes it necessary that they a set by a profee familiar with and experienced in the problems and dangers of setting large The builder and erector should consult with an engineer licensed in Florida wood roof trusses about the safe erection of these trusses. The engineer s job site when trusses are erected to provide supervision and ad SEAT PLATES BY CHAMBERS TR Hatch Legend F7'/IATTIC STORAGE 12" STEP CLG 4/12 VAULT CLG ° a a°° BRG WALL @ 10' ®BRG WALL @ 121- 811 ,9 FLREPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, THD46 FOR 02 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR TRUSS TRUSS CARRIED TRUSS FASTENER CARRYING' GRF G RR THD26-2 j (12) 10d nails (18) G R7 ' G RC THD26-2 (12) 10d nails (18) *Please refer to Standard Engineering package for general instuction on installing her 10d=o.148" x 3" 16d=o.162" x 3 117 *BUILDER*ALL BEAMS BY OTHERS. ! BALANCE R A , CEILINGS - NEEDED, *NO ATTIC STORAGE PROVIDED. HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION. PIGGYBACK DETAIL Do not stand on trusses until they are braced per BCSI & properly nailed to Straps and hangers if MATERIAL &LABOR To ATTACH PIGGYBACKS &ARRANGE WITH CRANE OPERATOR IN ADVANCEFOR A SPEADER BAR OF 40' - 50' IN LENGTH!! FAILURE OTHERESPAS ONSHOWNCAN®ESULr NBFAILURDEOFF ,.PIGGYBACK TRUSSES MUST E ATTACHED AN BRACED PER ENGINEERING DETAILS !I ROOF, INJURY, ANDIBILITY LOSS OF LIFE. FAILURE CAN OCCUR DURING INSTALLATION OR LATER ML I AL t<UUI-6 6HUVV IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. PIGGYBACK 8"x8"1/2"COX PLYWOOD GUSSET Continous Lateral Bracing BASE 24" MAX OC LATERAL BRACING !! IMPORTANT SAFETY NOTE!! TRUSS 36" MAX OC GUSSETS 1) Building Component Safety Information (BCSI) guide recommends that trusses 60' span and over should be I sheathed as they are installed. They may require complex temporary bracing. Consult a Professional Builder/Truss Installer to allach piggyback truss to base �+ truss with B'W"x1/2" Plywood Gusset @ maximum 36" on Engineer. Consult BCSI documents. center with (4) 8d common nails in bottom chord of Piggy Back Truss and top chord of Base Truss. Gussets are on ' 2) Truss of this size can be extremely dangerous during installation. both faces/sides of trusses. Bottom chord of Piggy BackTruss and top chord of Base Truss are braced a maximum 3 Extra of 24" on center with 2x4 contin u I a care must be taken by the truss installer. D a lateral bracing, 4) BCSI should be studied by truss installers before truss installation. o Apply lateral bracing as base trusses are set. HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT SQUARE CUT END 2X6 TOP CHORD WALL HEIGHT VARIFC END DETAIL: T` M 2-UU-UU �12 i SQUARE CUT END 2X6 TOP CHORD WALL HEIGHT 10' END DETAIL: STEP CLG 5 6-06 12 6 r- CORNDER JACKS a ARE NOT BEVELED SEE STANDARD �j w ENGINEERING. 0- 4 OZ 24" O.C. THRU 11,1_111 CORNER JACKS ONLY _ 24" CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED he undersigned acknowledges and gees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for etermining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. Her 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will responsible for dump delivery only. The buyer is responsible for additional. delivery expenses if Chambers Truss has o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is esponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour ee for revisions may be charged by Chambers Truss. 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of felivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss asonable attorney's fee for collections in event of payment not timely made. 1-112 % per month service charge will be ded for all sums not paid within terms. - 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the ecipient 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per CNational Standard And .Recommended Guidelines On Responsibilities For onstruction Using Metal Plate Connected Wood Trusses ANSIrrPIMTCA 4 - 20021M 12. Warranty is per Chambers Truss Warranty attached. DATED IGNED OR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. .A&Iil Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. k Study the contents of the information packet included on delivery before setting trusses. Yd> Trusses must be set and braced per design to prevent injury & damage. 4- Trusses must be set plumb and square Do not set bunks or stack of ply` ood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES r.HAMRFR$ TPIIRS INr can er venue Fort Pierce, Florida 34982.6423 800-551.5932 Fort Pierce 772-465.2012 Fax 772.465.8711 Vero Beach 772-569.2012 Stuart 772.2863302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM ;.I iTEK VERSION 8.1.3 Up 4 LOADINGIDESIGN CRITERIA REDUCIBLE if PER CODE SUCH AS SBC 16N,6,1 DESIGN CRITERIA County Saint Lucie County o Building Department Saint Lucie County Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Metal - Loading in PSF Roof R. D. L. Floor Top Chord Live 20 0 ` Top Chord Dead 7 4.2 0 Bottom Chord Live *Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 47 - 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph 14) Top Chord C.B. Sheathing by builder Bottom Chord C.B.. Sheathing by builder Highest Mean Height 22' Building Type Enclosed Building Category If: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or Engineer of Record HOP DRAWING) SUBMITTAL REVIE Chambers Truss Inc. Drawing Name: 76374 PROVED pAPPROVEDAaNDTED ❑REVSEANDRESUBMIT. (]REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND SCALE. 1/4rI 1r�o11 GENERAL CONFORMANCE TO CONTRACT DOCUMENTS. ONLY. THE CONTRACTOR ISRESPONSIBLE FOR 175 total trusses, 74 unique designs CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TO ERANCE LEARANCE QUANTITIES FABRICATION PROC Designer: BLW Reviewed by: SES D TECHNIQUES OF CONSTRUCTION, COO TIO F HIS WORK WITH HER ES A. F O L EWITH CONTRACT CU NTS Date. 10/24/19 Revised 02/25/20' FOR O Date L Fl Ar iUtectollie 1 Michael Difrancesco W DtP'Q""`'FL34s50 DESCRIPTION: _1 FERNANDEZ A. Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76374 Truss Type Oty Ply �FERNANDEZ T19506690 ATTIC 1 Job Reference (optional) 'ierce, FL 8.330 s Feb 13 2020 MiTek Industries, Inc. Tue Feb 2512:16:20 2020 Page 1 ID:Ldea5Sr801bzH5Ok32aby6yOxOF-ghlJgnJgc719MgLFfvZwYmATl4_HgxSg W hmJtczhbm9 I l 27-6-0 I31-7-12 6 I 55.0.�7-0. 41-2 4-1-12 615-0-0 2-04 44 38-106-3-8 Q 22-0.0 Scale-1:98.4 3x4 11 6.00 12 US - 3x4 11 Sx6 = qx4 = 6x8 = 5 34 635 7 8 936 37 10 23 T2-- - Ia is 3x4 11 5x6 = 1.4 - Sxe MT10H5= 4x4 = 4x4 = 3x4 11 US= 4.4 = Sz6 = 41T 4.6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.40 18-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.6818-20 >978 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.38 18-20 >999 240 Weight: 409 In FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc pudins. SOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or4-8-12 oc bracing. 17-19,19-21: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-20. 10-18 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Hors 2=-377(LC 10) Max Uplift 2=-1322(LC 12), 13=-1322(LC 12) Max Gray 2=2521(LC 18), 13=2521(LC 19) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.4=-4663/2863, 4-5=-4111/2585, 5-6=-4549/2831, 6-7=-0572/2828, 7-9=-4572/2828, 9-10=-4549/2831, 10-11=-0111/2585, 11-13=-4665/2863 BOT CHORD 2-23=-2323/4340, 22-23=-2323/4340, 20-22=-1789/3787, 18-20=-2230/4682, 16-18=-1825/3505,15-16=-2359/4058, 13-15=-2359/4058 WEBS 4-23=0/298, 4-22=-684/655, 5-22=-342828, 5-20=.686/1584, 20-24=-565/538, 6-24=-466/529, 18-25=-565/538, 9-25=-466/529, 10-18- 686/1584, 10-16=.342/628, 11-16=-686/655,11-15=0/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0pst h=22fl; B=45f ; L=55tt; eave=7tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-4 to 3-4-12, Interior(l) 34-12 to 15-0-0, Extedor(2) 15-0-0 to 22-9-5, Interior(1) 22-9-5 to 40-0-0, Extedor(2) 40-0-0 to 47-9-5, Intedor(1) 47-9-5 to 57-14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10,0 pat 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, with BCDL = 10.Opsf. 7) Ceiling dead load (5.0 psQ on member(s). 24-25 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psQ applied only to room. 18-20 9) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=1322, 13=1322. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 69U Parke East BNd. Tampa FL 33610 Date: February 25,2020 Q WARNING. Verityd1119a Pe1amafereaad REAONOTES ON THIS ANOINCLUOEO MIrEKHEFENANCEPAGEMP74n; rev. fnWa)156EFONEUSE Deign valid for use any vAM MOekO connectors. This deign Is based only upon parameters shown, and Is for an IndNlduol building component, not truss system . Before use. the building designer must verity the applicability of design parameters and properly Incorporate this deign Into me overall buadingdesign. &acinginda fed is to prevent buckling of Individual muss woo and/or chord mombersonly. Additional temporary and pennanentbracing MiTek' Is at"" required for stability and to prevent caaopse with possible personal Injury and property damage. For general guide er garding the 6904 Parke East Blvd, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QualBByy CMeda, 05B419 antl BCSI Buldkrp Campe..at Tam rk East Safety Infoanalbrnvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. pa,