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TRUSS PAPERWORK
RE: M11323 MiTek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information: Customer: us Omer:ock: WYNNNE DEVELOPEMENT Model: eject Name: M11323 e Address: N/A Subdivision: CT L� C®p Y City: PORT ST LUCIE State: FL FILE General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawing_ s Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 .S'FiA�N Wind Code: ASCE 7-10 Wind Speed: 165 mph BY ED Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss -Design Drawings and 0 Additional Drawings. St. Lucie COu* With my sea( affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 aB 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 grb 2121/818 9 T13302398 "2 10 T13302399 14 2121/18 11 T13302400 16 2/21/18 12 T13302401 77B 2/21/18 13 T13302402 kia 2/21/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Iof1 - r- S'011 I NA%I rc?C?�� Thomas A. Albert PE No.39380 MITek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 February 21,2018 Albani, Thomas Sob Truss Truss Type Cry Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xdm ITrG17CZC IGrGmYZaVX1111xziuKK -] I 1 7-4.3 34-01- 0I 293 7-0340.66-7-3 56-7 30 ;it d 4.00 FIT 4x5 = 6 27 Scale = 1:57.8 17 '" 15 "" "' 14 '" 12 3x6 = 2x3 II 4x6 3x8 = 3x8 = 4x6 2x3 II 3x6 = 8-7 I -4 -&013 21-7-3 43 5.913 59-2-7 36-4]-10.3fi-]- 0 Plate Offsets (XY)-- f2:0-0-2,Edgel, f10:0-0-2,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight 163 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. REACTIONS. (Ib/size) 2=13100-8-0, 10=1362/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2>832(LC 10). 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 56=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17= 2132/3213, 14-15=-1269/2000, 12-14=-213213213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Aft; B=52H; L=34ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Intedor(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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-M wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11i) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50lb down and 47 Ito up at 15-0-0, and SO lb down and 47 Ib up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD 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: 16=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Thomas A Albani PE No.39380 hliTek USA, Inc, FL Cart C634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 O WANNNG-Verity design peramelers anOBEA0 N07ES ON 71 AND INCLUDeca0lEKHEFEflANCEPAGEM1771rey. 10A 015BEFOHE USE LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. REACTIONS. (Ib/size) 2=13100-8-0, 10=1362/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2>832(LC 10). 10=-832(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 56=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17= 2132/3213, 14-15=-1269/2000, 12-14=-213213213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=635/983, 5-15=-313/362, 3-15=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Aft; B=52H; L=34ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Intedor(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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-M wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11i) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50lb down and 47 Ito up at 15-0-0, and SO lb down and 47 Ib up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD 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: 16=-54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Thomas A Albani PE No.39380 hliTek USA, Inc, FL Cart C634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 O WANNNG-Verity design peramelers anOBEA0 N07ES ON 71 AND INCLUDeca0lEKHEFEflANCEPAGEM1771rey. 10A 015BEFOHE USE Design valid cruse onlyw8h MITektaconnectors. This design Is bated Orly upon paometers shown, and b for on InclMduol bustling component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the Overall building design. Bracing Indicated is to prevent budding of Individual toss web and/or chord members only. Additional temporary and permanent bracing Is always reaulred for slabillN and to prevent collapse with possible penond aQury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Iniss systems. seeANSI/IPIT Cuoll Cbeb, 03849 end SCSI Building Component ty Informationavoilable from Truss Plate Ins6Me. 218 N. Lee Street Suite 312. Alexandra VA 22914, MiTek' 69N Parke East Blvd.Bair Tampa, FL 33610 dab Truss Truss Type Ply 62' Grand Cadton III with porch T13302391 M11323 A5 ]Qy SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:54 2018 Page 1 ID:2GISc Y5lnGhXVARzUku FUM-BURanSH4tFIdcR21aTWR60XnvFX_Hl UfmhlbZNziuKJ a 4.00 12 5xB II Scale = 1:59.8 13 12 3x12 2.00 12 5x12 = 2Y3 11 3.6 = = Plate Offsets (X,Y)— [2:0-1-15 Edge] [4:0-3-0,Edge]. [10:0-0-6 Edge] LOADING (psl) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matdx-MS Weight: 1551b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6.14: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD Rigid ceiling directly applied or3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2= 179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-5529/3776,3-5=-5164/3538,5-6=-5209/3667,6-7=-2424/1902,7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2-14=-0466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=355/314, 5-14=-293/354,6-14=-2175/3326, 6-13=-279/534,7-13=-237/277, 9-13=-7861560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-6-4 to 31-7-3 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has beendesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPl1 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=803, 10=803. Thomas A Altiani PE No.39380 Mtrek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AWARNING. VedrydeslgnperameNrs4edREADNOrES08TN/SANDINCLUDED MREKBEFEHANCEPAGEM6)4TJmv.161=2015BEFOBEUSE Design valid for use only wlM MreM connectors. lh6 design Is based only upon porometers shown and Is for on Individual bullding component, not a thus system. Before use. Me bulldhg designer mutt verity Me applicablllty of design porometers and properly Incorporate this design Into Me overall buliding design. &acing indicated 6 to prevent buci of hdMdual thos"b and/or chord membersonly. Addltoncl temporaryand permonent bracing MiTek' 6 allays required for stabe8y, antl to prevent collapse Wth posON9 personal hlury and property damage. For general guldonce regordiig Me fabrication, storage, delivery, erection and bracing of fuses and tncs systems seeANSVIPII Cuamy Criteria. DS549 and E M Building Component 69N Pahl East Blvd. Scfaly mfoenafbnavaloble hom Truss Rate ImBtute. 218 N. toe Street Suite 312. Alexandria, VA 22314. Tampa, FL WIND dob Truss Truss Type • Oty Ply 62' Grand Carlton III with porch T73302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) coemoers i russ, inc., ron rieroe, rc e.l au s Sep l b zul r Ml rex IOC. Wep Fep 21 14:1a:b02U16 Scale=1:61.9 4.00 F12 6x8 5x6 = 5 6 5a6 = 2.3 II 3x6 = 3x12 = 2.00 12 10-6-4 15.0-0 1fi-o-0 20.4.8 25-11-15 34-0-0 1n-a-n I n.an ,�n-ri e=e.o n.n.1 Plate Offsets (X,Y)-- I2:0-1-15,Edgel.13:0-3-O,Edgel, I5:0-4-0,0-231, P:0-2-7,Edgel.19:0-0-6,Edgel LOADING (psf) SPACING- 2-M CS]. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.9214-17 >443 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 rate n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 157 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 •Except- 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/03-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10). 9=-603(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. FORCES. (Ib) - Marc Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6.8=-2398/1533, e-9=-3199/1981 BOTCHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513,5-14=-1707/2959,5-13=-405/196,6-13=-179/522, 8-12=-893/660, 8-11=01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34f ; eave=6ft; Cat. II; Elp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I 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 1001b uplift at joint(s) except 61=11a) 2=803, 9=803. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Ced 6934 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 dob Truss Truss Type Oty Ply 62' Grand Carlton III with parch T73302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) GPemuers i toss, inc., ran rierce, rL 0.1cU a oep 10 2u1 I MI I ex macs nes, Inc. wen rep Ll 14:19:bb Zola 6 0 a na 5x8 = 4 5.6 = 5 lu 9 5x12 = 2x3 11 3a6 _ 3x12 2.00 12 10.6.4 14.0-0 20-4-8 25-11-15 34-0T t n6.4 9!S " a.4.A 1 e.z7 a-nt Scale = 1:60.8 Plate Offsets (XY)- [2:0-1-15 Edger f4:0-4-0,0-2-31 17:0-0-2 Edger LOADING (psQ SPACING- 2-M CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66. 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 VeTUCT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1471b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except' 4-11: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2- 803(LC 10). 7=-803(LC 10) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4=-511613126, 4-5=2229A544, 5.6=-2448/1599, 6-7=-3169/1993 BOTCHORD 2-11=-3071/5219,10-11=-1590/2874,9-10=-1738/2968,7-9=-1738/2968 WEBS 3-11=-419/443,4-11= 1466/2647,4-10=-812/448,5-10=-205/487,6-10=-785/575, 6-9-0/272 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 4-0-2 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L--34ft; eave=6f ; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-M to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-" zcne;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water panting. 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-&0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 611Tek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 A WARNNG- Vedrydpssgpparameten..d REAONOMSONTNLSANOINCLUOEBM REFERANCEPAGEM474TJrev. 101),142015BEFOREUSE Design valid for use only wih Mrek® connectors. Rtls tle9gn 6 based only upon Parameters shown and b for an IndMduel bulld]ng component, not a truss system. Before use, he building designer must verity the oppllcobalty of design parameters and properly incamorote this design Into the overall buidmgtle9gn.Bracing indicahetlistoprevent bucangofIndNkluallasswebantl/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with pos9ble personal" and properly damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of busses and truss systems se rANSUTPH Quality CMedp, DSMP and SIMI Building Component 690t Parka East Blv4. Safety Wormattolnvallable from Truss Rato Inmtute. 218 N. Lea Sheet. Sune 312. Alexandria VA 22314. Tampa, FL W610 Job Truss Truss Type • Oty Ply Carlton III with porch �62'Grand T13302394 M11323 AS SPECIAL 1 1 Job Reference (optional) u,pamoers I fuss, Inc., ron rierce, rL ;it 6 a.13e s Sep l b gel I MI l ex lnausmes. rap. Wea real 2114:1 e:by 2OlB 5x6 = 3x4 2x3 II Sx8 = = 4.00 FIT 4 21 5 6 22 7 12 11 3x12 2.00 12 5x12 = 3x4 = 4x5 = = 1P&4 20-4-8 22-0-0 34-0-0 l nc_n aIn.a '_t i lo.n.n Scale = 1:60.6 Plate Offsets (X Y)— [2:0-1-15 Edge] [7:0-5-8 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Hoa(CT) 0.33 9 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154 Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10). 9=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 56=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762, 8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12— 1369/2481, 9-11— 1705/2827 WEBS 3-13=3961420,4-13=-102811721,5-13=-300/797,5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 3-11-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14h; B=52ft; L=34tt; eave=6h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13. Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MIN 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 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of20.0psf 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) 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 1001b uplift at joint(s) except (jt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 hMek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING -Vsdry deslga panoolooraend BEAD NOTES ON TNISAND INCLUDED MirOCREFERANCEPAGEM674701mv. 112932015BEFOREUSE. Design valid for use only with Mrelris) connectors. This design S based only upon parameters shown. and 6 for an individual building component, not ��- a buss system. Before use, the building designer must verify me applicability of design parameters and propery Incorporate tnls design Into me overall bulltling design. Bracing Indicated is to prevent buciding of lndMdual buss web and/or chard members only. Atldltlanal temporary and permanent bracing MiTek- Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guldonce regarding me fabrication storage. delivery, erection cnd bracing of trusses and fra6s systems. seeANSVIPII Quality C111e40, DS349 and SCSI Building Component 69N Parke East BNd. Safety Infoenaf onwallobie from Two Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type • Oty Ply�Jb Cadton III with Dorch T13302395 M11323 A9 HIP 1 ence (optional) sae. ra my run e¢nwusmes, inc. weareo4i wae:ao zvia 4x4 = 4.00 F12 4 3x4 = W II 24 525 26 6 27 4xs = 7 Scale=1:5B.6 3x5 = 3z6 = 3.6 = 6iB = 3x6 = 3x4 = 3.5 12NU 20-4-0 240.0 34-0-0 1n.n.n 1 1 Plate Offsets (X Y)- [2:0-0-14 Edgel U:0-5-4.0-2-01 [9:0-3-14 0-1-81 LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matdx-MS Weight: 156 fib FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (fib/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10). 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9--386(LC 20), 13=1616(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ifir) or less except when shown. TOP CHORD 2}3=-1275/1025, 3-4=-913/708, 4-5=-8291705, 5-6=-565/807, 6-7=-565/807, 7-8=-1 D4/278, B-9=-041/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3-15=-425/501, 5-15=-444/665,5-13=-1215/1079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7-13=-837/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=14ft; BS2h; L=34f ; eave=fill Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-M to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 10-". Intedor(1) 14-9-11 to 19-2-5, Exterior(2) 24-" to 35-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber D0L--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.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 Qt=lb) 2=430, 9=249, 13=926. Thomas A. A bani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWARNING-Vedrydee,S Warm fersend NEADNOTESONMSMDWCLUDEDMREKBEFRANCEPAGEM674M...1NAYRa15BEFONEUSE Devgn valid for use only with MBek0connectors. TNs design 4 based only upon parameters shown. and b form hdividud bulldhg component, not airuosystem. Before use, me bulldirg designermuuvetifythe epplkabHyofdesign perometersand propedyhcorparclei dedgn intothe overall bWdingdedgn.&adnghdicated4topreventb.Whgofindkddualtrussweband/orchordmembersoNy. Adddioncltemporerymcipennanenibrachg b dways required for dab0lty and to prevent collapse Won pos ae personal e9ury and property damage. For general guidance regarding the fabrication, storage, dalNery, erection antl bracing of trusses and true systems seeANSVMII puppy CaloM. DSB49 and Best Building Component Safety Infarmatbrsavollable from True Plate Institute. 218 N. lee street. Sutte 312. AlexonMa. VA 22314. ��- MIT61C 69N Parke East BNd. Tampa, FL 30610 Job Truss Truss Type Ply T73302396 M11323 GRA ]Qty HIP 1 1 �62'GrandCarltonlllwfthporch Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 ---------TOPCHORD MUSTBEBRACEDBY END JACKS, -- ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale = 1.60.6 3x5 = 3x6 11 axe = 6xa = 3x6 = 6x8 = 4x4 = 6xa = 26-0-0 00 -0G1O5 7-6-0 3808-06.00 l 13-1 I Plate Offsets (X,Y)-- 12:0-2-2,Edgel 13:0-0-8 Edger 121:0-3-e Edgel 124:0.3-e 0-3.01 (27:0-3-8 0-3-01 LOADING (ps1) SPACING- 2-0-0 CS]. DEFL in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(L-) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ved(CT) -0.2429-32 >552 240 BOLL 0.0 ' Rep Straw Incr NO WB 0.98 Horz(CT) 0.02 22 n1a r/a BCDL 10.0 Code FBC20177TPI2014 Matnx-MS Weight: 194 to FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings D-8-0 BRACING- TOPCHORD BOTCHORD JOINTS Structural wood sheathing directly applied or 4-2-5 oc pudin. Except: 1 Row at midpt 8-21 Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 7, 8, 19. 17, 14 (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26— 1495(LC 8). 22=-625(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=487(LC 17). 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) FORCES. (Ile) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-0=-621/387, 3-5=-3D4/838, 5-7=-588/1209, 7-8= 588/1209, B-12= 588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280,20-21=-2230/1280,21-22=-2271/1263,6-9=-126/305, 9-11=-106/363, 11-14=-193/412,14-17=-94/271, 19-21— 143/272 BOT CHORD 2-29= 247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-2412/1474,18-24=-846/1780,21-24=-35/351,4-5=-008/514,19-20=-335/305, 14-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOLU1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 351 Ile uplift at joint 2, 1168 lb uplift at joint 27, 1495 Ib uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-01 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ile up at 26-0-0, and 9671b down and 461 Ib up at a-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban! PE No.39380 h1Tek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ndard Q WARNING-Verifydea,S eramefe..d READNOTES ON MMANDINCLUDWM/FEKREFERANCEPAGEMO74M.. 14•113,2015B£FORE USE Design volid for use only with MBe46connectors. ibis design Is based only upon parametersshown and is for an Indivitlual building component, not a Ines system. Before use, the building designer must verily the opelcobally of design parameters and property incorporate this design Into me overall bWdingdeslgn. Roche indicated 4toprevent Welding ofIndividual oussweband/or chord members only. Addffonaltemporcymdpermanenibracing MiTek' Is always required for stobl ity and to prevent collapse Win possible personal hJury and property damage. For general guidance regarding me fabrication stIXoge, delivery, erection and bracing of trusses arld truss systems SeeANSIMII CYO@y Creech, DS5419 and BCSI Belding Component 6904 Parke East BNd. Safety Womralbrxwouoble from Truss Rare lnsli ea. 218 N. Lee Street. Suite 312 A1exardda, VA 22314. Tampa, FL 33610 dob Truss Tmss Type Oty Ply 62' Grand Carlton III with porch T73302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 2 W _etClcxC3ixVV?huts?ypJyuFUK-KSEZg9LDhnOvnDx?c06cpTEfaGKGyBpOvzlMFbz!uKE LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 — —Uniform -Loads -(pill Vert: 1-3=-54, 21-23=54, 2MO=-20, 24-29=-47(F=-27), 24-33=-20, 3-11=-126(F=-72), 11-21=-126(F=72) Concentrated Loads (Ib) Vert: 29=-641IF) 24=-641(F) Q WAHNPN-VerirydeslSAperameta..dREADNOTES ON THISANO iNCLUDW MWEKNEFEBANCEPAGEM674Ta rev. I&T31M 1SBEFONEUSE Design valid for use ord wltn MSek®connecion.RJsel lgn Is based only upon parameters show¢ and Is for an Individual building component not ��• a ll system. Before use, the building designer must verify the applicability of design parameters end properly incorporate this design Imo Me overall buildingtlesign. Bracing indicated lsto prevent buciding of Individual hussweb and/or chord members only.Additional temporary and permanent bracing MiTek' Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidanceregardingthe fobAcaflo¢ storage, delivery, erection and bracing of hoses and truss systems, seeANSU1Pl1 GuaBM1yy Cd ieft DSB49 and BCSI Building Component Safely Infonnationovolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexontltl¢ VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type • Oty Ply 62' Grand Canton III with porch T13302397 M11323 ORB HIP 1 1 Job Reference (optional) upambers I russ, Inc., Fort Fierce, FL 8.13U 6 Sep 15'LU17 Mi I ek Industries, Inc. Wed Feb 21 14:20:01 2018 axe Mi18H5= 4x10 = 2x3 II 4x6 = a 5xa LTT18HS = Scale=1:58.6 US = 3x8 II 5x8 = 6x12 = 6x12 = 5x5 = 3x8 II US = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inc NO Code FBC20177TP12014 CSI. TC 0.80 BC 0.68 WB 0.90 Matrix -MS DEFL. Vert(LL) Vert(CT) HOrz(CT) in (too) Vdefl Ud 0.22 16-19 >999 360 -0.3016-19 >820 240 0.06 9 n/a n/a PLATES MT20 MT18HS Weight: 153 Ib GRIP 2441190 2441190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 do pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=1269/0-8-0, 13=4057/0-8.0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8). 9=345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15). 9=528(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=3625/1950, 3-4=-2080/1236, 4-0=-2080/1236, 6.7=-1296/2589, 7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-2621733, 9-11= 241/668 WEBS 3-16=-435/1209,3-14= 1552/774,4-14=-837/691,7-13= 8787713,8-13= 3635/1919, 8-11=-432/1204,6-14=-1453/2814,6-13=.319a/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical oonnemion (by others) of truss to beading plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at 26-0-0, and 9671b down and 461 It, up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54,3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16--49(F=-29), 11-20=-20 Thomas A. Alberni PE No.39380 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWARArm-Verily desgn paremefea end READ NOTES ON TNISAND INCLUDED M7EKREFERANCEPAGEM0.7475 nn, IGUSAolSBEFOHEUSE Design valid for use only with MmekO connectors this design Is based only upon parameters shown and Is for an Inc Mdual building component, not a truss system. Before use, the building designer must verity the appllcablify of design parameters and properly Incorporate this design Into me overall buRingdesign.&ocing Indicated is to prevent bucleing of Inc Mdual inussweb and/or chord members any. Additional temporary and permanent bracing MiTek' Is ciways required for stability, and to prevent cdlcpse with possible personal Injury and property damage. For general gdconce regarding the fobncoHpn storage, delivery, erection and bracing of tnmes and trim systems seeANSVFP11 Coops Castes, OSS49 and Best Building Component S904 Parke East Bald. Safety Informalbmvailobie from Truss Plate Institute, 218 N. lee Sheet Sure 312 Alexandria VA 22314. Tampa, FL 33610 Job TmssType • OI y 60 Grand Carlton If with porch T13302397 M11323 ORB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) - - --Vert: 16=-641(F)11=-641(F)- 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 ID:SrRaEyyrgG4M78G4mWBLWyuFUJ-TgMKFrN1TDOedyW4NkRB4uuK1w4 706%hNGETJTauKC Q WANNWG-Vedfydp9,Ap remefenead REAONOMS ON TNISANDWCLUDEDArTrEKREFFAANCEPAGEM7478mv. 10DY1015DEFORE USE Design valid for use only with MBek®connectors. This design stated onty upon parametersshown. and a tar an IndFMual building component. not a truss system. Before use, the building designer must verify the appllcobilily of deagn parameters and properly incorporate ins design Into the Overall buiding design. Bracing Indicated is to prevent buckling of lndNWua buss web and/or chord members only. Additional temporary and permanent bracing MiTeK Is Always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance recording the fabrication, storage, delNery, erection and bracing of trusses and truss systems, seeANSVrRI Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East BA. Safety Informattonavailable from Truss Rate Institute, 218 N. Lee Street. Sulte 312 Nexandfla, VA 22314, Tempe. FL 33610 Jab Truss Truss Type Cry Ply 62'GrandCadtotWl.Wirtpanc T13302398 M11323 J2 MONO TRUSS 8 1 Jab Reference (optional) l tampers I russ, Inc., 1-011 Pierce, FL 3x4 = 8.130 S Sep 152017 MITek Inclustrles, Inc. Wed Feb 21 14:20:01 2018 Page 1 ID:xt?zSlzibJCDIIrGPH1 OukyuFUI.TgMKFrMDOedyW 4NkR84uuKBb47aOKfhNGETJTziuKC LOADING (PSI) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Inc VES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=38/Mechanical,2=141/0-8-0,4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10). 2=-136(LC 10), 4=-3(LC 7) Max Gmv 3=39(LC 15), 2=141(LC 1).4=31(LC 3) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 244/190 Weight: 8lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=14ft; B=52ft; Lr34ft; eave=6ft; Cat. 11; 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 20.0psf 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: February 21,2018 QWABNING- Vedlydestoparemetersend READ NOTES ON WerMDDICLUDED AVFEKNEFERMCEVAGEM147,Vflmv. 1GR1140159EFOREDSE Design volld for use anywifh Mdek9connectots. 7M design Is based only upon parameters showm, and 8 for on Individual bueding component, not ��• a toes system. Before use, tine battling designer must verirythe appllcabuty of design parameters and properly Incorporate this design into the overall buildingdeslgn. Bracing indicated Istoprevent budding ofIndividual truss web and/or chord members only. Adaflonaltemporaryandpermanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce tegording the fabrlcatlom storage, delivery, erection and bracing of fusses and truss systems, suaANSl71Plt Qua1By Ciftoda, DS3.89 and BCSI Building Component Sabp WaenatbrmoYobie ham Truss Rafe InsdMe. 218 N. Lee Sheet, Sulte VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 312. Aloxandda, Job Truss Truss Type • Oty Ply 62' Grand Canton III with porch T73302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) ,wnuers , ix , n , ron nerve, rr. m rau s cep 1 o zu r r MI I ex mo=rres, inc. wea reD zl lnzu:uz Lul o 3x4 = Scale=1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL.1.25 TC 0.39 Ven(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 14 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=161(LC 10), 4=-7(LC 10) Max Gran, 3=90(LC 1). 2=207(LC 1), 4=69(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -A[] forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M on bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 3=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has beendesigned 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 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 In uplift at joint 4. Thomas A Albani PE No.39380 M11Tek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33810 Data: February 21,2018 Jab Truss Truss Type Ply 62' Grand Callon III with porch T73302400 M11323 J6 ]Oty MONO TRUSS 8 1 Jab Reference (optional) s.namaers puss, nrc., rort nerve, r� 3x4 = LOADING (psf) SPACING- 2-0-0 CST. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.36 Ven(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Hom 2=142(LC 10) Max Uplift 3=-131(LC 10). 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1). 2=279(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Seale =1:14.6 PLATES GRIP MT20 244/190 Weight: 201b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY h=14ft; B=521t; L=34ft; eave=6ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ezter r(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 81b uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING -ye NyydoaersparamefersanCREADNOTES ON THISANBINCLUDED MmERREFERANCEPAGEM0.74TJree]M3,2015BEFOREUSE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown. and Is for an Indlvldual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into Me overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual vussweb and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of tnasas and truss systems, weANSVIPII Quality Cifteft, OSSdy and 601 Madbg Component asob Palle East Bald. Safety lnfarmotbrgvoilable from Truss Rate Institute. 21 a N. Ise Street. Suite 312. Alexandria. VA 22314. Tampa, FL W610 Job Thus Truss Type I' OIY Ply 62' Grand Cadton III with parch T13302401 M11323 J8 MONO TRUSS 20 1 Jab Reference (optional) lmamaBrS cuss, Inc., eon Farce, rL A 1 3x4 a.1.N S bep I eul/ MI I eR l nousmes, Inc. vv so reu Zl w:4u:u4 zu la rage I LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well LJd TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Veft(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 261b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Iblsize) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 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 anyother 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 175 lb uplift at joint 3, 228111 uplift at joint 2 and 15 Its uplift at joint 4. Thomas A. Alban PE No.3938D kfiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: February 21,2018 Q WARNING -Verity dsWm par4meter. end READ NOTES ON MIS AND INCLUDED MR-EK REFERANCE PAGE M674Ta rev. IW0.4eels BEFORE USE Design valid for use only with MRek® connectors. This design Is based oNy upon parameters shown, and Is for an Indivalual building component, not a truss system. Before use, the building designer must vadfy me approobllity of design parameters and properly Incorporate this design Into Me overall burdingdesign. Bracing Indicated is to bucking of Individual truss web and/or chord members only. AddlMonaltamparallondpermonentbrocing M!Tek' prevent Is always required for stabllity and to prevent collapse with pasdble person njury and property damage. For general guidance regarding me fabrication storage, dell ory, erection and bracing of basses and truss systems, seeANSUIPII Cua1M Cmr i a. DSB49 mid ICSI Building Component Safely Infomsationavcllobie from Truss Rate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22 14, 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch T73302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 ID:Lcg54J7LuEancmZr4Ob7W MyuFUF-Mcbr5C0_HdB3O8097HD02kUrohFlsM1 VGHuCgSEziuK8 -1-5.0 7-3-4 11-3-0 1-5.0 7-3-4 3.11-12 = 1:20.3 3x4 = „ 5 3x4 = 7-3-4 3-11-12 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 War n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 44 In FT=O% 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 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13). 2=466(LC 1), 6=590(LC 13) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1151/523 BOTCHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34fC eave=6ft; Cat. II; Este 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 pat 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2051b uplift at joint 4, 305111 uplift at joint 2 and 2861b uplift at joint 6. ' 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-4=-152(F=49, B=-49), 8=O(F=10, B=10)-to-5=-56(F=-18, B=18) Thomas A Alban! PE N6.39380 MiTek USA, Inc. FL Cad 6834 8904 Parke East Blvd. Tampa FL 33610 Date: February21,2018 ,&WARNING-Vertry CeslgnParametersend READ NOTES ON THIS AND INCLUDED/dREKREFERANCEPAGEMII-7473ree. 10/032O1SREFOREUSE Design valid for use only with MnekG connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorpomle this design Into the overall buildingdedgn. Bracing indicated is to prevent buckling of Intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property Camcge. For general guidance regarding the fabrlcation storage, delivery, erection and bracing of fusses and truss systems, seeANSUIPII Cup01v CIttoM, D6B-89 rnd BC61 Balding Component 6904 Pence East Blvd.Safety Infarma8olgvoiloble ham muss pate InsllNfe. 218 N. Lee Sheaf, Sulfa 312 Alexontlrlo, VA 22 14. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION S74 Center plate on joint unless x y offsets are indicated. Dimensions are in ft-in-slxTeenThs. Apply plates to both sides of truss and fully embed teeth. i For 4 x 2 orientation, locate plates 0-'na from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 X 4 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 I Indicates location where bearings (supports) occur. Icons vary but reaction section indicates Joint number where bearings occur. Min size shown is for crushing only. ANSI/TPII: 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 Inftsixteenths t scale) (Drawings not to scale) 0 c O x U a O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved Bl•�e MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 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 sultably.protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideratlon and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer, 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.