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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED Lot/Block: Model: M11323 BY Address: N/A Subdivision: St. Lucie County City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date I T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686487 i6 4/3/2019 12 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 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 Engineers Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek 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. IofI III►II III///I yIER P F/ �XG E N `SF.� ,moo No 22839 �irz STATE OF ,:411 ,'ONA11 0,��. Walter P. Finn PE Nd.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 April 03, 2019 bea. Finn, Walter Jbb Truss Truss Type OtY Ply M71323 T76686477 M11323 A COMMON 9 1 Joh Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:09 2019 Page 1 4.00 12 Us = 27 Scale = 1:67.8 11� 0 17 -- 15 -- -' 14 12 3.6 = 2Y3 II 46 = 3xB = 3xB = 4x6 — 2x3 11 3x6 = 66--72 21-7-3 257-94.-03 043 43013 a Plate Offsets (X Y)-- f2:0-0-2 Edaml f 10:0-0-2 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 lb FT=0 LUMBER- TOPCHORD 2x4SPM30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. REACTIONS. (lb/size) 2=136210-8.0, 10=1362/0-8-0 Max Horz 2— 179(LC 8) Max Uplift 2=-832(LC 10). 10=-832(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 23- 3419/2395, 3-5=-2771/2031, 5-6= 2770/2152, 6-7=-2770/2152, 7-9= 2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14_ 2132/3213, 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.Opst h=14ft; B=52ft; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior12) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, EMedor(2) 13-7-3 to 20-4-13, Interior(1) 20-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0zone;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 pelf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL= 1O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50-lb down and 47 lb up at 15-0-0, and 50 Ib 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 Unifonn.Loads (plo Vert: 1-6=-54, 6-11=-54, 16-21=-20 Concentrated Loads (lb) Vert: 26= 50(F) 27=-50(F) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3381D Date: April 3,2019 Jbb Truss Truss Type City Ply M71323 T16686478 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:10 2019 b Sx8 MT16HS II 4.00 12 scale =1:69.8 13 12 Sx12 = 2x3 11 3,6 = 3x12 = 2.00 12 LOADING (psi SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl 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 Veri(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 155 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 -Except- WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=131210-8-0 Max Hom 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 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=-3466/5266, 13-14=-1305/2115, 12-13=1946/2995, 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=-786/560, 9-12=0/269 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Extedor(2) 13-7-3 to 20-6-4, Interior(1) 20-6-4 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) Ali plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 10=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNWG-Verlrydeelgnperemetereand READNDfES ON MMANDWCLUDEDM REFERANCEPAGEMX74YJrev. 111,113120156EFORE USE DeslBn valid for use onlywim MOelrw connectors. This design Is based only upon parameters shown, and a for an Individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall buadingdeslgn. Bracing indicated Is to prevent bucking ofindividual trussi 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 regarding the fobrlco6on, storage, deNery, erecom and bracing of Musses and truss systems seeANSIM11 GucIW Crams, DS949 and BCSI Building Component 6904 Parke East Blvd. Safety Informa ionc,a6cble from Truss Rate Ins11Me. 218 N. We Sheet, Sulfa 312, Alexandria, VA 22314. Tampa, FL 33610 Jbb Truss Thus Type City Ply M11323 T16686479 M11323 A6 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:11 2019 4.00 FIT 3x12P 2.0012 6x10 MT16HS = 5x6 = 5x6 = 10.64 15-0-0 16-0-0 20.4-8 25.11-15 34-0-0 10.64 4-s-121�0- sea e-n-1 3x6 = Scale=1:61.9 Plate Offsets (X,Y)-- [2:0-1-15,Edge1. [3:0-3-O,Edeel. [5:0-5-0,0-1-131 [7:0-2-7,Edoel. [9:0-0-fi Edoel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Verl(CT) -0.9214-17 >443 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.86 Hom(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/7Pl2014 Matrix -MS Weight: 157 lb FT=0 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=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 24— 5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=,3199/1981 BOT CHORD 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, 8d2=-893/660, 8-11=0/303 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.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 24-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 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 fora 10.0 lost 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 3-6-0 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 beading plate capable of withstanding 100 lb uplift at joint(s) except 61=11a) 2=803,9=803. Walter P. Finn PE No.22839 Writs USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING- Verlrydealgn Pa etmwdREADNOTESONWISAND/NCLUDEDM?EKREFERANCEPAGEMR74TJrev. 1G?VJo01SDEF0REUSE. Design valid for use orgy with MrekG connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component not a hum system. Before use, the bulltling dedgner must verily the appllcab0ty, of tleslgn parameters and properly Incorporate this design Into the overall balding design. Bracing Indicated Is to prevent bucking of lndMdual truss web and/or chord members orgy. Addltloncl 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 fabdca9on, storage. delivery, erection and bracing of trusses and truss systems seeANBVIPIt Quo �y Criteria. DS349 and SCSI Building Component 69M Parke East Blvd. Safety lnformatbmvollabie from Truss Plate Insmute, 218 N. Lee Sheet. Suite 31Z Alexondaa. VA 22314, Tampa, FL 33610 Jbb Truss Truss Type Cry Ply M71323 T1fi686480 M11323 A7 SPECIAL 1 1 Job Reference o tional Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:12 2019 Scale = 1:60.8 5x8 = e nnRo Bra = 3x12 = 2.00 12 5x12 = 2x3 It 3x6 - I 1-0O 2048 2541-156 5-710 4 3A4-P Plate Offsets(XY)-- f2:0-1-15,Edgel f4.0-4-00-231 r7:0-0-2Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (foe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 VergLL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.34 7 Na Na BCDL 10.0 Code FBC20171TP12014 Malri%-MS Weight: 147 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0.8-0, 7=131210-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) BRACING - TOP CHORD Structural woad sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370,3-4=-5116/3126,4-5=-2229/1544,5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11— 1590/2874, 9-10=-1738/2968, 7-9=-173B/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 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; b=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, Intedor(l) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and fames & 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 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=803, 7=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING -Verity Ceslgn pammemn and HEAD NOTES ON TN/SANOINCLUDEDMITEKREFERANCEPAGEMX74Tamv. 10=015BEFOBE USE Design valid for use only with Mffoi connectors, Tnls design Is based only upon parameters shown, and Is for an Indlvitlual building component, not a hum system. Before use, the building designer must verify. Me appllccbllliy, of dims parameters and property Incorporate this design Into the overall buading dimIgn. Racing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stoically and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, do rg erection and bracing of trusses and huss systems aaoANSURI l Dually Criteria, DS9419 and BCSI BuIll Component Baby Informallonwoilable from Truss Plate Immune, 218 N. Lee Street. Suite 312. Alexontlrla, VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Jbb Tr Truss Oty Ply M11323 TSPECITAWL' T16686481 1 7 Job Reference (optional) mes, Inc., port Pores, I-L 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:13 2019 3x12 = 4.00 12 2.0D 12 5x6 = 3x4 = 4 21 5 2x3 It 5xB = 6 22 7 12 11 5x12 = 3x4 = 4x5 = 10-6-4 20.4-8 22-0-0 I 34.0-0 r 10-6-4 9-10.4 1a-a 19.n.n Scale = 1:60.6 Plate Offsets (XY)-- (2:0-1-15 Edoel 17:0-5-8 0-2-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d 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 Ven(CT) -1.0812-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 1541b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 oc puffins. BOTCHORD 2x4 SP M30 BOTCHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Holz 2=-129(LC 8) Max Uplift 2=-803(LC 10). 9=-803(LC 10) FORCES. (Ila) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=2586/1779, 7-8=-2663/1762, 8-9=-3021/1971 BOTCHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-136912481, 9-11— 1705/2827 WEBS 3-13=396/420, 4-13=-1028/1721, 5-13=.300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 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.Opst h=14f ; B=52N; L=34ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interfor(1) 2-4-13 to 31-7-3, Extedor(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 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 Its uplift at joint(s) except (jt=lb) 2=803,9=803. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Ve'Hydeslgnperametenend NEADNOTE50NMSAND/NCLUOEOMIFEKHEFE NCEPAGEMX74MM.. livIDS420155EFONEUSE Design valid for use any with MBek® connectors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the appllcabYlty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of indMdual truss web and/or chord members only.. Additional temporary and permanent bracing Is always matured for stability and to prevent collapse w possible personal lnlury and property damage, For general guidance regarding Me fabrlcanon. storage. delivery, erection and bracing of trusses and truss systems, weANSVIP11 Quality CMMe, DS549 and BCS1 Building Component Safely Informationavolloble horn Truss Nate Institute, 218 N. Lee Street, Sinter 312, Alexandria, VA 22314, MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job I 0ty Ply M71323 Fw� �Tnuss`rype T16686482 M11323 HIP 1 1 Job Reference o lianas am, airs �uss' i,,c.. • 11-0.Q ���� ��_��_, FL 6-7-15 10.0.0 15-2-14 8.240s Dec u eme muex mousmes, inc. vveo Apr a m:l4:i4 eum rages ID-._.cxC3ixVV?huls4ypJyuFUK-5LYQL7der611KihvG?UX7DjAgLgCUI Q03FNnVuzUSgt 20-0-0 2.4 27-4-1 34-0-0 35-0.0 6-7-15 3.41 5-2-14 5-1-2 F 3-8.0 I 34-1 6-7-16 1-0.0 Scale=1:5B.6 4x4 = 2x3 II 4xB = 4.00 12 3x4 = 4 24 525 26 6 27 ] 2x3 1 - 2x3 i 3 B 23 28 22 29 a7 2 �1 9 1 01f d a 15 13 11 14 12 3x5 = 3xB = 36 = 6xB = 3x6 = 3x4 = 3x5 Plate Offsets (X Y)- f2:0-0-14 Edges 17:0-5-4 0-2-01 f9:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Veff(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 FBC2017/TP12014 Matrix -MS Weight: 156 In FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SO No.3 REACTIONS. (lb(size) 2=663/0-8-0, 9=346/O-B-0, 13=1616/0-B-0 Max Hors: 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10). 13=-928(LC 10) Max Gray 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 puffins. BOT CHORD Rigid ceiling directly applied or 5-M oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 34= 913l708, 4-5=-829/705, 5-6=565/807, 6-7=-565/807, 7-8=-104/278, B-9=-341/235 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, 7A 1=.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; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eaves@; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Interior(1) 24-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Intedor(1) 14-9-11 to 19-2-5, Extedor(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-11 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces R 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 pat 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 1001b uplift at joints) except 6t=lb) 2=430, 9=249, 13=928. Walter P. Finn PE No.22839 Mink USA, Inc. FL Ced 6634 B904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNWG- Vimrydeslsnpsremerereend RE4D NOTES ON MIS ANDWCLUDEDU?KREFERANCEPAGEM674n.re.. la=01SDEFOREUSE Design valid for use only v fin MgekO connectors. This design Is based only upon parameters shown and b for an IndMidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. eroding Indicated is to prevent buckling of lndMdual tons web and/or chord members only. Additional temporary and permonent brodng M1Tek' Is always required for stability and to prevent collapse win possible personal lNury, and property damage. For general guidance regarding me fabrication,storage.delivery, erection and bracing of trusses and tons systems seeANSVIPB Quality Call D3349 and SCSI Bidding Component 6904 Parka East Blvd. Safety Irnformationcyclabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jcb Truss Truss Type Oty Ply M11323 T16686483 M11323 GRA HIP 1 1 Job Reference (optiona0 Chambers Truss, Inc., Fort Pierce, FL 44 = 14 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 1 ixW?hula?ypJyuFUK.ZX6oYTeGbP99ysGSgl?mfRFCnIAvDSAZlv7L1 KzUSgs Scale-1:60.6 31f2 0 3x5 = 3x6 II 3x6 = 6xe = 3.6 = 6xe = 4x4 = 6xe = 8.0.0 11-1-1 18.E-0 I 26-0-0 34-0-0 r 8.0-0 3-t-1 7-4-15 7-EO 8.0.0 Plate Offsets (X,Y)-- [2:0-2-2 Edclel [3:0-3-8 Edae][21:03-8 Ednel [24:0-3-8 0-3-01 [27:0-3-e 0-3-01 .LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.2429-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 cc pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Rowat midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (Ib) - Max Harz 2=-179(LC 6) Max Uplift All uplift 100 Ib or less at joints) except 2=-351(LC 8). 27=-1168(LC 8), 26=-1495(LC 8). 22=625(LC 8) Max Grav All reactions 25D In or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5=-304/838, 5-7=-588/1209, 7-8= 588/1209, 8-12=-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=-608/514, 19-20=-335/305, 14-15=-556/407.11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ff; B=52ft; L=34ff; eave=6h; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); 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) 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 351 Ib uplift at joint 2, 1168 lb uplift at joint 27, 14951b uplift at joint 26 and 6251b uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 39 r P.Finn PE No.22839 Wafter a 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at Mif USA, Inc. FL Cott 6634 26-0-0, and 9671b down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the 6907 Parke East Blvd. Tampa FL 33870 responsibility of others. Data: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 AWARN/NG- VerilydeslgnparameteraandAl DNOTES ONTH/SANDINCLUDEDMITEKREFERANCEPAGEM&74n.v-laVY10rSREFOREUSE Design valid for use only with Meek® connectors. this design is based only upon parameters shown, and Is for on Individual building component not 0 truss system. Before use, Me. bullding designer must verily Me applicability of design parameters and properly Incorporate this design Into the overall building desgn. Bracing Indicated is to prevent buckling of individual truss web and/or hord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal Injury antl properly damage. For general guidance regarding the fabrication storage. delivery, election antl bracing of trusses and truss systems. seeANSVrPII Gualfly Criteria, DSB49 and SCSI Building Component 69N Parke East Blvd. Safety Mformationevallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 31Z Mexandra, VA 22314. Tempe, FL 33610 JCb Truss Truss Type Oty Ply M11323 GRA HIP 1ab �Nll3231T1fifi864B3 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 2 ID:_etC1 cxC31xVV7huls4ypJyuFUK-Z%6oYreGbP99ysGN?mfRFCrdAvDSAZlv7LI KzUSgs LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11=-126(F=-72), 11-21=-126(F=-72) Concentrated Loads (Ito) Vert: 29=-641 (F) 24=-641 (F) Q WARNWG-Vdfytleslgnpa.hatenentl BEAD NOTES ON MMMD/NCLUDEDMOEKBEFE NCEPAGENLL74m.v. taNMD1SBEFOBEUSE Design valid for use only with Mriek® connectors. AS design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, me building designer must verlly the applicability of design parameters and properly Incorporate this design Into the overall bu0ding design. Bracing Indicated B to prevent buckling of Individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with pos9ble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Mtem% seeANSVIRI Quo" ycm.m.Oseav One eal ema„g Component sOhh Inlornalbrwa�able from Truss Plate Institute. 218 N. Lee street. Suite 31& Alexantlrla. VA 22314. Temp Parke East BND. Tampa, FL 33610 Job Truss Truss Type Ply M11323 T16686484 M11323 GRB HIP Tly 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 4x6 = 8-0-0 15-8-0 3-4-0 13-0 0 5.12 MTiBHS = 4x10 = 4.00 F12 2a3 11 4x6 = 2x3 It 3 23 4 5 6 7 24 1] sI 3x6 II 5,,6 = 6x12 = 6x12 = 5x6 = Sx12 MT18HS = 3x6 11 Scale =1:58.6 4x6 = LOADING first) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3016-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Mar NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Coda FBC2017/TP12014 Matrix -MS Weight: 153 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.1-14 oc puffins. 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 micipt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS (lb/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.,Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7= 1296/2589, 7-B=-1296/2589, B-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262033, 9-11=-241/668 WEBS 3-16=-435/1209, 3-14= 1552/T74, 4-14=-837/691, 7-13= 8781713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814,6-13=-3198/1807 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.Opsf; h=14ft; B=52ft; L=34ff; eave=6tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage toprevent 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 Ito uplift at joint 13 and 345 lb uplift at joint 9. B) 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) 9671b down and 461 lb up at 26-0-0, and 967lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection_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 (plo Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 Waiter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WANNWG-VOdlydea/Snp,..etersand BEADNOTES ON TN/SANDINCLUDEDMREKNEFENANCEGAGEM674M.re. 1d03,2015BEFONE USE Design valid for use only with MBekp connectors. Th6 design 6 based only upon parameters shown. and 0 for an Individual bueding component, not a hiss system. Before use, Me building designer must verify the applicability of dedgn parameters and propeey Incorporate this design Into the overall bulaingdesign. BrccingIndicated stoprevent buckling ofmdNidualtruss web and/or chord members any. AddlHanaltemporoWmdpeonanentbrocmg MiTek' 4 olways required for stobelty and to prevent collapse with possible personal In1ury and property damage. For general guldonce regarding the fabrication storage, dellvery, erection and bracing of tlusses and inm systems. seeANSVIPII Quality Criteria, DS549 and SC5I Buldhp Component 6904 Parke East Blvd. Safety Nfonnolbmvalloble from Truss Plate Institute. 218 N. We Sheet Sulte 312, Alexandria VA 22314, Tampa, FL 33610 Jbb Truss Truss Type City Ply M11323 T1fi686484 M11323 GRB HIP 1 1 Job Reference (optional) rUss, Inc„ Fort Pleme, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:17 2019 Page 2 ID:SrRaEyyrgO4M76G4raWBLWyuFUJ-VWDVz9gX71 PtBAPUy81 EksLaBVgehNuslDCR6DzUSgq ,&WARNING-VerlfydesJgn AeramefereanCREAO NOTES ON TNISANOINCLUGEOMITEKREFERANCEPAGEM674M env. 10,1112015BEFORE USE ' De4gn volid for use only with MgeM connectors. IDB design b based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the appllcobSry of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to preventbuckling of Individual truss web and/or chord members only.. Additional temporary and permanent brocing Is always required for stability and to prevent collapse win possible personal lNury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and brcdng of trusses and truss systems seeANSI/IPII Quality Criteria. OS349 and SCSI Building Component Safety Informatiomvalloble from imss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 690,1 Perko East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76686485 M11323 J2 MONO TRUSS B 1 �IVI11323 J b Reference (optional) e.zau suet o zu m muex muubmes, inc, vveu Apr a ru. w:it zma rage ID:x1?zSlzTbJCDIIrGPH1 OukyuFUI-VwDYzegX71 PtBAPUyB1 EksLkpYzDhbOsl DcR6DzUSgq Scale =1:7.8 3.4 = z-0-0 LOADING (psf) SPACING- 2-M CS]. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 8lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SPNo.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-M oc bracing. REACTIONS. (lb/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 Grant 3=39(LC 15), 2=141(LC 1).4=31(LC 3) FORCES. (lb) -Max. CompJMaii. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(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 fora 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.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) Peter to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 In uplift at joint 3, 1361b uplift at joint 2 and 3lb uplift at joint 4. Walter P. Finn PE No.22839 MRek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- IteNlydosignperemeters and READ NOTES ON TNI5AND INCLUDEOMITEKREFEI10INCEPAGEMLL74YJrev. tD0Y1015 BEFORE USE ' Design valid for use onywlth MRekae connectors. this design is based only upon parameters shown. and b for on indMtlual building component, not a truss system. Before use, the building designer muss veofy Me oppicciaNy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IntlNldual muss web and/or chord members only. Additional temporary and permanent bracing is always required for stab) ity and to prevent collapse with posslDle personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tunes and truss systems, snANSVrpII Cualtltlyy Cmeda, DSB49 and BCSI Building Component Safety Infennatbw rallable from Truss Rate Institute. 218 N. Lee Street eet Suite 312 Alexandria, VA 2231A. MiTek' 69M Parke East BNd. Tampa, FL M610 Job Truss Truss Type Qly Ply M11323 T76686486 M11323 J4 MONO TRUSS a 1 Job Reference o lional uwe, n rwr rrcn:e, r� 8.24US UeC a Zara MII8K mausrneS, Inc. vvea Apr a l U:14:16 ZUla 3x4 = Scale = 1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 14 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. ill 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 Grav 3=90(LC 1), 2=207(LC 1).4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD- Structural wood sheathing directly applied or 4-0-0 o; puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Extern( 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 par 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 80 lb uplift at joint 3,161 It, uplift at Joint 2 and 7 Ib uplift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-Verlrydeai9eperemetersend READNOTES ON MIS AND WCLUDEDMNEKREFERANCE PAGE MIP74MMK 10d 015 BEFORE USE. Design valid for use only with MDeMconnectors. This design 6 based only upon parameters shown and Is for an hdK4dual buWding component, not a buss system. Before use, the bu0ding designer must verify the applicability of design parameters and properly Incorporate this all Into the overall buildingdesign. Bracing Indicated is to prevent buckling of lndMtlual Muss web and/or chord members only. Additional temporary and permanent bmcing M!Tek* Is always roculred for stability and to prevent collapse With possible personal Injury and properly damage, For general guldonce iegording the fabrication. storage, calvary. erection and bracing of trusses and buss system& seeANSVrPII Quality Crdedo, 05549 and 6C51 building Component 69M Pa*e East BNd. 5aby N/ormolbrrnoHabra from Truss Plate Institute. 218 N. We Sheet, Suite 312. Alexandrla VA 22314. Tampa, FL 33610 Jab Truss Truss Type OtY Ply M11323 T16686467 M11323 J6 _ MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:19 2019 Page 1 IDaP6jtzJ7x5x_c_W 4uz9yuFUG-SJLIOghnfefaOUZt3Z3igH01 RMTj9V W 9CR5YA5zUSgo -1-0-0 6.0.0 1-D-0 f 6.0-0 Scale = 1:14.6 3x4 = 6.0-0 LOADING (psp SPACING- 2-0-0 CSI. DEFL in (lac) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MafiX-MP Weight: 20 lb FT=0 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Hal 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft; L=34ft; eave=6ft; Cat. 11; 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 pet 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 131 Ib uplift at joint 3, 194 lb uplift at joint 2 and 8lb uplift at joint 4. Walter P. Finn PE No.221139 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING-Vcrllydeelgnpaminetemend READNOTES ON THISAND INCLUDED U?EKREFERANCEPAGEMM174YJmv. laNYf015eEFORE USE Design valid for use only with MRels® connectors. The design Is based only upon parameters shown. and is for an individual bullding component not ��• a Muss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate the design Into the overall bulling design. Bracing Indicated is to preventbuckiing of Individual 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 damage, For general guidance regarding the fobrlcaaon, storage, delivery, erection and bracing of Musses and Muss systems, seeANSVWII Duality Crtfetla, DS349 and SCSI Building Component 69M Parka East Blvd. Safety Infoanatiorxsvollable from Truss Mote Institute. 218 N. Lee Sheet. Suite 312, Alexondrla, VA 22314, Tampa, 11 33610 M11323 J8 IMONO TRUSS 120 1 1I T16686488 s 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 SCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 We We BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM31 REACTIONS. (lb/size) 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. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale=1:17.4 PLATES GRIP MT20 244/190 Weight: 261la FT=0 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf*,.BCDL=3.Opst h=14ft; B=52ft; L=34111; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 24-13, Interior(1) 2-4-13 to 3-1-13, Extedor(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 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 bearing plate capable of withstanding 175 lb uplift at joint 3, 2281b uplift at joint 2 and 16lb uplift at joint 4. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 O WARNING-VeNly Ceslgnpar .Iwe.nd READ NOTES ON MZMD&CLUDEDM? KREPE MCEPAGEMI74nrev. 1011132015BEFORE USE Design valid for use only with MTek® connectors. Ibis design IS based only upon parameters shown, and a for an IndMdual building component, not a truss system. Before use. the building designer must verify the appllmblllN of design parameters and properly Incorporate this design Into Me overall building design, Bracing indicated is to prevent buckling of IndMidual toss web and/or chord members only. AcIdltlonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrioaaon, storage, delivery. erection and brccing of trusses and truss systems, seeANSVIPII Quo' @y CMedu, DSB49 and SCSI Building Component Safely Informalbrpvasobie from Truss Plate Im1Wte. 218 N. Lee Sheet. Suite 312, Rmand lo. VA 22314. MiTek' 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oy Ply T16686489 M11323 KJB MONO TRUSS 4 1 �M11323 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 Mil Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J7LuEancmZr40b7 W MyuFUF-wVvhbAiPGynR2d83dGaxMUzDGmyGurclRBg6iYzUSgn 4-5-0 I 7.3-4. 1 11-3.0 , 1-5-0 7.3-4 3-11-12 Scale=1:20.3 3x4 = 11 5 3x4 = 7.3.4 3.11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 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 Hom(CT) 0.02 6 n1a r/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 44 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc puffins. 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=46610-11-5, 6=576/Mechanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Gram 4=245(LC 13), 2=466(LC 1). 6=590(LC 13) FORCES. (lb) - Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-12361255 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14N; B=52ft; L=34ft; eave=6f; 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 lit 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 205 lb uplift at joint 4, 305 lb 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 (plo Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to4— 152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33616 Date: April 3,2019 QWAHNING. VerKydeslgn pmnmetersend REAONO7ES ON TNISANOINCLUUEOMR KREFERANCEPAGEMO74"mv. 1dAY1a15 BEFORE USE. Design valid for use only %v h Mnek® connectors. This design Is based only upon parameters shown, and Is for an hdlvduol building component, not a true system. Before use, the building de9gner must verify the applicability of design parameters and property Incorporate mis design Into the overall bull design. Bracing indicated is to prevent buckling ofindvidualhues web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabticatlort storage. delivery, erection and bracing of trusses and truss systems seeAN5U1P11 Quo B1y Cf erb, DSB49 and BC51 Bull Component Salary In/ofmatbmvonable from Truss Rate Institute, 218 N. Lee Street, Suite 312, Al6xandno. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 �71dr For 4 x 2 orientation, locate plates 0-'44' 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 1 1 dimensions shown Inftsixteenths t scale) (Drawings not o scale) 0 Of 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 ]CC -ES Reports: ESR-131 1, 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 mm W1 0 MiTeka Mfrek Engineering Reference Sheet: MII-7473 rev. 10103/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stabllity bracing for truss system, e.g. diagonal orX-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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone -is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.