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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11323 MiTek USA, Inc. M 11323 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer:Block: WYNNNE DEVELOPEMENT Model: M11323ame: M11323 SCANNED Address: N/A Subdivision: BY City: PORT ST LUCIE State: FL St. LucieCQunty General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 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 1 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 6 7 T16686481 T16686482 T16686483 a8 a9 gra 4/3/2019 4/3/2019 4/3/2019 FILE COPY 8 T16686484 grb 4/3/2019 " 9 T16686485 j2 4/3/2019 10 T16686486 i4 4/3/2019 11 T16686487 j6 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 Engineer's 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 judsdiction(s) identified and that the designs comply with ANSI/rPI 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 nto the overall building design per ANSI/rPI 1, Chapter 2. 1oft ,`IIIIIIIIIIfII ,� V'SR P, � 1 �Ii- P 'BENS i No 22839 * 7 STATE OF •:'40 �IIISS,oN E111111 NC� Wafter P. Finn PE Na.22839 MIT& US& Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa R.33610 April 03, 2019 Finn, Walter 1323 IA (COMMON 19 1 1 I T76686477 6 b 4.00 12 45 = 27 Scale = 1:57.8 17 15 - "' 14 "' 12 3.6 = 2x3 II 4X6 &a = 3x8 = Axe 2x3 II 3x6 = LOADING (pst) SPACING- 2-0-0 CSL DEFL. in (foe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.39 Ve all0.32 14-15 >999 360 MT20 2441190 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- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Hom 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=,3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-16= 635/983, 5-15= 313/362, 3-16=-689/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; 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; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3. Exterior(2) 13-7-3 to 20-4-13, Interiar(1) 20-4-13 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except OWb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501b down and 471b up at 15-0-0, and 50 lb down and 47lb 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 (plc) Vert: 1-6=-54, 6-11=-54, 18-21= 20 Concentrated Loads (Ib) Vert: 26_ 50(F) 27= 50(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33616 Date: April 3,2019 �WANNWO-Vedrydedyn pemmeters and READ NOTES ON MIS AND MCLUDEDWEKNEFENANCEPAGEUX7473rev. ISAX12015EEFONE USE 'Design volid for use only wlih 107alat connectors. Mrsdesign Is based only upon parametersshown, and Is form Individual bulltling component, not a truss system. Before use, the building designer must verily the applicability of design parameters antl properly Incorporate this design Into me overall building design, Bracing indicated Is to prevent buckling of individual toss web and/or chord members only. Addiflonol temporary and permanent bracing Is olwoysrequlred for stability and to prevent collapse wBh possible personal injury and property demons. For general guidance regarding the fabrication, Storage, delivery, erection and bracing of trusses antl twss systems seeANSVTPII Qua,trylyy Cdbda, DS549 and BCSI Building Component Safety Infomlallanovaill from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. MiTek' fi904 Page East Bind. 7 Tampa, FL 33610 Job Truss Truss Type , r City Ply T76686478 M11323 AS SPECIAL 9 1 �1111323 Job Reference (optional Chambers 1 russ, Inc., Fort Pierce, FL 4.00 12 5.8 MT18HS II 8.240a Dec 62018 MiTek Industries. Inc. Wed Aor 3 10:14:10 2019 Scale =1:59.8 13 12 5xI2 = 2Ca 11 3x6 = 3x12 = 2.00 12 10-fi-4 20-4-8 2fi-4-0 34-- O 10-61 { 9.10.4 5M-8 7-8-0 Plate Offsets (X Y)— f2:0-1-15 Edgel f4:0-3-0 Edael f10:0-0-6 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1813-14 >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 FBC2017rTP12014 Matrix -MS Weight: 155 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3'Except' 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Hoe 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD Rigidroeiling directly applied or 3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5529/3776, 3-5=-5164/3538, 5-6_ 5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=.1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14--2175/3326,6-13=-279/534, 7-13=-237/277, 9-13=-786/560, 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=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directorial) and C-C Exteriar(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Intedor(1) 20-6-4 to 31-7-3, EMerior(2) 31-7-3 to 35-0-0zcne;C-C for members and forces & 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 chard live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0ps1f 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=803, 10=803. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6991 Parke East Blvd. Tampa FL 33616 Date: April 3,2019 Q WMNING-Verity design PeramefersandNEADNOTES ON MIS AND MCLUDEDN/IEKNEFENANCEPAGEMb7473ree loco:ralssuairEDEE ' Design valid for use oNywlns MBea connectors. Ihls design a based only upon parametersshown and 6 for an Individual building component, not �r- ■■ a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldingdeslgn.&acingIndicatedistopreventbucklingofIndidualtrusswebantl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slablllty and to prevent collapse with Pashas personal i and property damage. For general guidance regarding the fabrication, storage, deiroary, erection and bracing of Musses and Ines systems, seeAN31/IPII Quality CdMri DSB-89 and 3CS1 Building Component 69N Parke East Blvd. Safety Nformallonovollable Mom Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexondtlo. VA 22314, Tempe, FL 33610 Job Truss Truss Type ' Cry Ply T16686479 M11323 A6 SPECIAL 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Aor 3 10:14:11 2019 4.00 F12 �1 d 3x12 = 2.00t2 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 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=131?JO-8-0 Max Hom 2=-169(LC 8) Max Uplift 2= 803(LC 10), 9=-803(LC 10) 6x1D MT18HS= 5x6 = 5x6 = 3x6 = Scale=1:61.9 0 1t2 b CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 WB 0.86 Horz(CT) 0.34 9 n/a n1a Matrix -MS Weight: 157 Ib FT=0 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. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=5095/3071, 5-6= 2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 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=0/303 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.Opsh 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 31-7-0, 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 gdp 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 20.0ps1 an 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 ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 2=803, 9=803. Waiter P. Finn PE No.22639 MiTek USA Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Sob Truss Truss Type Oty Ply M71323 T16686480 M11323 A7 SPECIAL 1 1 Jab Reference (opfo all Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. W etl Apr 3 10:14:12 2019 b 5x8 = x no a 3x12 = 2.00 12 5x6 = a 5x12 = US = 10-6-4 14-DO 20-4-8e 2111-15Ta 340.0 1as4 I a-s-12 I sa-I s Scale = 1:60.8 Plate Offsets (X Y)— t2:0-1-15 Edge] 14:0-4-0 0-2-31 F:0-0-2 Edgel LOADING (fast) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d 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 Vert(CT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES W B 0.95 HOrz(CT) 0.34 7 Fri ri BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1471b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-049(LC 8) Max Uplift 2= 8i 10), 7=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (lb) - 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=-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 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14$.B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) -1-0-0 to 2-4-13, Intericii 2-4-13 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 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 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (tt=lb) 2=803, 7=803. Walter P. Finn PE No.22839 MTek USA, Inc, FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 L WARNWG.Vediydeslgnparemefersand READNOTES ON MIS ANDWCLUOEDMIrEKREFERANCEPAGEMLL74M,ev. 10031e015BEFORE USE Design valid for use only Win M7ek6 connectors. This design Is based only upon parameters shown antl 0 for an individual building component, not o truss system. Before use, me building designer must verify ire appiicabelty of design parameters and properly Incorporate this design Into the overall bulltling design. Brocing Indicated is to prevent buckling of Individual Muss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property daNymage, For general guidance regarding the 9obry lnfermnflorrnallable haerection GSB4l11 and SCSI Bu1dhp Component Plofe lnsOhbracing 218 N. S Suit Ta FL 3 610 Nd m Truss e. Lee eet. 312. Aland at, VVA 22314dMdo, pa, Job Truss Truss Type ' Oty Ply M11323 T1fifi86481 M11323 AS SPECIAL 1 1 Jab Reference a tional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:13 2019 Page 1 Scale = 1:6aa Sx6 = 4.00 12 4 21 3x4 = 2x3 II 5x6 5 6 22 7 0 6 12 11 5xi2 = 3x4 = 4x5 = 3x12 = 2.00 12 10-6-4 20.4-8 22-0-0 34-0.0 10.E-4 I 9-10.4 1-7-8 12-0.0 .Plate Offsets (X Y)-- 12:0-1-15 Edge] 17:0-5-8 0-2-81 LOADING (pst) SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.65 12-13 >624 360 MT20 2441190 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 WE 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1541b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SIP No.3 BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. REACTIONS. (Ib/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. (Ib) -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=-3911/2497,5-6=-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=-396/420,4-13=-1028/1721,5-13=-300(/97,5-12= 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=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 WARNING-VeUry design parameters end READ NOTES ON THI9 AND INCLUDED MREKREFERANLE PAGEMD74TJrev.iNad2015BEFORe USE Design valld for use only wnh Tne'.® ccnnedon. the design a bawd only upon parameters shown. and 1110, on lodlvltlual builtling component not ��- a truss system. Before use, the building deslgner must verity the apPlIc.011i yof design parameters and properly Incorporate finis dadgn Into the overall bullding design. BraCNg lntllCa,ed fist.proven, buckling of ln"ouoltruss web and/ar chord members only. Additlanal temporary ono Imcing MiTek' permanent Is always required for stabiliy and,o prevent collapse vAtn passible personal injury and property tlamage. For general guitlance regarding the fpbrlconon, storage. delNery, erection and bracing of muses and truss systems. seeANSViPiI Q-11I8yCM.M. OS$ 9 end SCSI $p$dhg Component 6904 Parke East BNd. So ty Inloenatbrxrvoaable fiom Truss Mote Insmum 21 a N. Lee Sheet. Suite 3,Z Aiexandrla, VA 22314. Tampa. FL 3361D Job Thus Truss Type Oty Ply M71323 T76686482 M11323 A9 HIP 1 1 Job Reference lootionall Chambers Truss, Inc., Fort Pierce, FL 4x4 = 4.00 FIT 3x4 = 8.240 s Dec 6 2018 MiTek 2x3 II 4x8 = Inc. Wed Apr 310:14:14 2019 Page 1 hvG?UX7DjAgLgCU1003FNnVuzUSgt Scale=1:58.6 15 14 13 12 11 3x5 = 3x6 = 3x6 = 6,,B = 3x6 = 3x4 = 3x5 Plate Offsets(X,Y)-- 12:0-0-14,Edge117:0-5-4.0-2-01 (9:0-3-140-1.81 LOADING (psQ SPACING- 2-0-0 CBS. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.89 Horz(CT) 0.02 13 Isla n/a BCDL 10.0 Code FBC2017/TPl2014 Matdx-MS Weight: 156 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/O-B-0, 13=1616/0-8-0 Max Hoe 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Giant 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 6-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913r708, 4-5= 8291705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOTCHORD 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 root 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=52111; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-4-13, Interiar(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 14-9-11, Interior(1) 14-9-11 to 19-2-5, Exterior(2) 19-2-5 to 28-9-11, Interior(l) 28-9-11 to 31-7-3, Extenor(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 pending. 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 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except 01=11a) 2=430, 9=249, 13=928. Walter P. Finn PE No12639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,O WARNING-VedfydeslSo Paramelersend READ NOTES ON THISANDNCLUDEDMREKREFERANCEPAGEM674"mY.. faro32015BEFORE USE �■� - Design valid for use only with MirekOconnectors. this design is based only upon parameters shown, and is for an Individual bulding component not a truss system. Before use. Me building designer must vejlfy Me applicability of design parameters and property Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated lsto prevent buddingof lndMdual trussweb and/or chord members only. Additional mmporaryand bracing +•�I� MiTek' permanent Is always required for stability and to prevent collapse With possible personN Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of tmsses and huss systems, seepill 11 Cua:3y Criteria. DSB49 and I1=1 building Component 69M Parke East BNd. Safely Infom ahonavolable from Truss Rate Institute, 218 N. We Sheet. Sulfe312; Alexandria. VA 22314. Tampa, FL 33610 gob Truss Truss Type I Cry Piy M71323 T76686483 M11323 GRA HIP 1 1 Jab Reference toDtionap Chambers Truss, Inc., Fort Pierce, FL 4x4 = 14 8.240a Dee 62018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Pagel ixVV?huls?ypJyuFUK-ZK6oVTeGbP99ysG5gj?mfRFCnIAVDSAZINLI KZUSgs Scale =1:60.6 3x5 = axis 11 3x6 = 6x8 = 3.6 = 6x8 = 44 = 6.8 = 8-0-0 11-14 18-SO 26-0-0 340.0 &0-0 3-1-1 ]-415 7.6-0 8.0-0 Plate Offsets (X N-- T2:0-2-2 Edgel 13:0-3-8 Edgel T21:0-3-8 Edge] 124:0-3-8 0-3-01 127:0-3-B 0-3-01 LOADING (psi SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud 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) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 HOrz(CT) 0.02 22 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1941b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 BRACING- TOPCHORD BOTCHORD JOINTS Structural wood sheathing directly applied or 4-2-5 oc puffins. 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 100lb or less atjoinrl except 2=.351(1_13 8), 27=-1168(LC 8), 26=-1495(LC 8), 22= 625(LC 8) Max Grav All reactions 250 Ib or less at joints) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) 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=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 prancing. 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 beading plate capable of withstanding 351 Ib uplift at joint 2, 1168 lb uplift at joint 27,1495 Ib uplift at joint 26 and 625 It, uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puffin 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) 967 lb down and 461 Ib up at 26-0-0, and 967 lb down and 461 It, up at 8-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. tt) In the LOAD CASE(S) section, (gads applied to the face of the truss are noted as front (F) or back (B). WalterP. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING. Ver/rydeslgn paremetersend READNOTES ONTNLSANDINCLUDWMNEKREFERANCEPAGEMIF]4]3rex. 1WO:Y1015BEFOREUSE - Design valid for use only with Mneld4 connectors. 1hls design 6 based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and propedy Incorporate MIS design Into he overall bWOingdeslgn. Siccing Indicated Is to prevent buckling ofIndividual trulweb and/or chord members only. Additional temporaryand permanent bracing Is always required for stability and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the fabrication storage. delivery. erection and bracing of trusses and imss systems. seeANSVrR1 Qua, CMeda, OS349 and SCSI Suldhp Component Safety Infoenalbrevallabie from Truss Rate Insill 218 N. Lee sheet Suite 312, Alexandria, VA 22314. M!Tek• 69M Parke East Bald. Tampa, FL 33810 Job Thus Truss Type Qly Ply T1fi6B6483 M11323 GRA HIP 1 1 �1)111323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 2 • ID _etCl cxC3ixW7huls7ypJyuFUK-ZX60YTeGbP99ysG5gl7mfRFCnIAVDSAZlv7L1 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, 3-1 1=-1 26(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) AWANNWG-VerflydesignparemetemandNEADNOTES ONTH/SANDNCLUDEOMIFEKNEFENANCEPAGEM674m ev.INAYQvIsSEFONEUSE - Design valid for use only with MiTek®connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a huss System. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buidingdesign. Bracing Indicated Is to prevent buckling of Individual hum web and/or chord members any. Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fobricalon, storage, delivery, erection and bracing of humps and huss systems, sesANSUIPl1 Quality Cmaris. DSB49 and IICSI Building Component 6904 Parke East BNd. Safety Infonnatbnavallabie from Truss Plate Institute. 218 N. Lee Sheet Suite 312: Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply - T16686484 M11323 GRB HIP 1 1 �M11323 Jab Reference (optional) russ, Md.. FOn Fierce, rL 8.240s Dec 62018MiTek Industries, Inc. Wed Apr 310:14:172019 l7 Sx12 MTIBHS = 4.00 12 4x10 = w II 46 = Sxl2 MITI BHS = Scale = 1:58.6 4x8 = 3.6 II Sx6 = U12 = 6x12 = 5.6 = 3.6 It 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(ILL) 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 Incr NO WB 0.90 Horz(CT) 0.06 9 n/a nta BCDL 10.0 .Code FBC2017ITP12014 Matrix -MS Weight: 153 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-14 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. (Ib) - Max CompJMax. 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=-1296/2589,7-8=-1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-2627733, 9-11=-241/668 WEBS 3-16=-435/1209,3-14=-15527774,4-14=-837/691;7-13=-878/713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814, 6-13=-3198/1807 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14f; 8=52ft; L=34ft; eave=6f(; 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 Bonding. 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, 25901b 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) 967lb down and 461 Ito up at 26-0-0, and 9671b 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 (pli) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 Walter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 WARNING -Verity design paranietem antl READ NOTES ON TNISANDWCLUD£DN KREFERANCEPAGEM l4M.. 101T3faOISBEFORE USE - Design valid for use only with MITek®connectors. This design is based only upon parameters shown. and is for an Individual building component not a truss system. Before use, me budding designer must verity the applleabllity of design parameters and property Incorporate this design Into the overall bulldIngdesign. Bracing lndlcaled is to prevent buckling of lntllvldual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stobllity and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrlcoll storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality C1BMb, DS049 and BCSI Building Component Safety Infomsolbmvoilcble from Truss pate Institute. 218 N. Street Suite312, 6904 Parke East Blvd. Tampa, FL MB10 Lee Alexandria. VA 22314, Job Thus Truss Type Oty Ply �M11323 66464 M11323 GRB HIP 7 1 7 Job Reference (optional) ...... mc., run Fierce. FL t1.24U s Use B 2U1 B MI rek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 2 ID:SrRaEyyrg04M76G4mWBLWyuFUJ-VWDYz9gX71 PtBAPUy61 EksLa6YgehNuslOcR6DzUSgq LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16— 641(F) 11=-641(F) AWARNING- Ved/ydasfgnpaaana rsandREADNOTESONTHISANDINCLUDEDMR REFERANCEPAGEMD74m3 v.1D 0158EROREUSE ' Deslgnvolid for use only with MRek® connection. ibis design Is based only upon parameters shown. and Is for an Individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this desgn Into the overoll , budding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent a011apse with possible personal hjury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of cusses and truss systems seeANSI/IPtI Cua1Nv Caloric. DSB-09 and BCSI Bu1Ehg Component Nlormatbrwoilobletam Tn¢s Plots Institute. 218 N. Lee Steel, Suite 690a Parke East Blvd.Sabty 312 Alexandra VA 22514. Tampa, FL 33610 Sob Truss Truss Type Oty Ply T76686485 M11323 J2 MONO TRUSS 8 1 �1011323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITek Industnes, Inc. Wed Apr 3 10:14:17 2019 Page 1 ID:x17zSlzTbJCDIIrGPHIOukyuFUI-VWDYz9gX71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq -1-0-0 2.0-0 1.0.0 F 2-0-0 ' 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well 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 Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/Mechanical, 2=14l/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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 8lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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.Opsf; h=14f; B=52ft; L=34ft; eave=6fb Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer togirder(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. Scale =1:7.8 Walter P. Finn PE No.23839 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type Ocy Ply T16686486 M11323 J4 MONO TRUSS 8 1 �M11323 Job Reference (optional) Ulamoere rru55, Inc., ron ricrac, VL C.Z4u a uec b Zinn MI l eK Industries. Inc. Wed Apr J 1u:14:1n Lora 3x4 = Scale = 1:11.1 4-DO LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goc) Udefl Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 14 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Marc Hom 2=1 D4(LC 10) Max Uplift 3=-80(LC 10), 2= 161(LC 10). 4=-7(LC 10) Max Grave 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. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52fl; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 Ib uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Walter P. Finn PE No.22839. MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 O WARNING. VedfydeslgnparameWmand READNOTESONMMANDWCLUDEDMREKBEFEBANCEPAGEMl4T4mmr I110.3V2015BEFOBEDSE - Design valid for use only with Mnek®connectors. This design is based only upon parameters shown, and is for on Individual building component. not �- a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate It is design Into the overall bulidingdeslgn, Brocing Indicated Is to prevent buckling of Individual hum web and/or chord members only. Additional tempomryand bidding MiTek' permanent Is always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVrPII Quality Creech, DS5419 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavalloble from Truss Rate Institute, 218 N. Lee Sheet S09312, Alexandria. VA 22314. Tampa. FL 33610' 'Job Truss Truss Type OtY Ply Mi1323 T16686487 M11323 J6 MONO TRUSS 8 1 Jab Reference o tional saanme.. uu ,.nc., rout rlerce, rL 5.Z4U S U6a a ZUl6 MI I eK Industries, Inc. Wed Apr 3 10:14:19 2UIU 3x4 = Scale=1:14.6 LOADING (psi) SPACING- 2-" CSI. DEFL. in (lac) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ved(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 Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 20 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 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 (Ib) or less except when shown. 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=4.2pst BCDL=3.Opsf; h=14h; B=52ft; L=34ft; eave=6M; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for tress to tress connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3, 194 Its uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22039 MTek USA, Inc. FL Cod 6634 9904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNNG- Vedlydeesm paramefevantl READ NOTES ON TNISANO MCLUDEO MIrEKREPERANCEP4GEMb74n.a?=sD1SBEFORE USE - Design valid for use only with MOek® connectors. ThIs design Is based only upon parameters shown. and Is for an IndMdual budding component, not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this tleslgn Into me overall bulldingdeslgn. Bracing Indicated 8 to prevent buckling of lndlvlduai muss web and/or chord members only. Additional temporary and pDancnenibrcicing MOW Is always required for alacrity and to prevent c011apse with possible personal Injury and property damage. For general guidance regarding Me fabdcatlon, storage, delivery. erection and bracing of trusses and truss systems, seeANSU1Plt Quality Criteria. OSS439 and BCSI Balding Component 69N Parke East Blvd. Safety Informatbmvoiloble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexond4a. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T76686488 M11323 JB MONO TRU55 20 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries. Inc. Wed Aor 310:14:19 2019 3x5 = Scale = 1:17.4 8-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 Vert(L-) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017/IPI2014 Mardi Weight: 261b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. flalsize) 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 Grev 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -Max CompJMax. 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.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-" to 2-4-13, Intedor(i) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and farces & 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, 228 lb uplift at joint 2 and 151b uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 B904 Parke East Blvd. Tampa FL 33610 gate: April 3,2019 Q WARNWO-Vedrydeafgaparametenand READNO7E5 ON MIS AND INCLUDED MREKREFERANCEPAGEM0J4T4rev. latasespiSBEFORE USE ' Design valid for use only Win MTek® connectors. IDlS design Is based only upon parameters shown, and 6 for on Individual building component not a truss system. Before use, the building designer must verify me applicability of design pore asters and properly Incorporate this design Into Me overall building design, Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary antl permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrr storage, delivery, erection antl bracing of musses and muss systems seeANSUIPII Qualfly CMnb, OSS49 and BCSI Building Component 69N Parke East Blvd. Sahp Inleenalbmvo6oble from Tmv Rate Imtifute. 21S N. Lee Sheet. SuBe312, Alexontlho. VA 22314. Tampa, FL 33610 Thus Truss Type pty PlyTJO'bR 23 �Olbl T16686489 323 KJ8 MONO TRUSS 4 eference o tional I rues, Inc., Fort Pierce, FL 8.240 s Dec 6 201 B MTek Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J7LuEancmZr4pb7WMyuFUF-wVvhbAiPGynR2d83dGa MUzDGmyGurclRBg6iYzUSgn Scale=1:20.3 3x4 = 5 3x4 = 7.3.4 3-11-12 LOADING (pi SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 2441190 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 WE 0.46 Horz(CT) 0.02 6 n/a r/a BCDL 10.0 Code FSC20171TPI2014 Matdx-MS Weight: 441b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=201/Mechanical, 2=466/0-11.5, 6=576M1echanical Max Harz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=305(LC 8), 6=-286(LC 8) Max Gray 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-11511523 BOT CHORD 2-7=-6B7/1126, 6-7= 6B7/1126 WEBS 3-7=0/330, 3-6=-1236f755 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; eavei 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 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 201 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 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 Ito 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 (pit) Vert: 2=0(F=27, B=27)-to4=-152(F=49, 13=49), 8=0(F=10, B=10)4o-5=-56(F=-18, B=-18) Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cad 6634 6904 Padre East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING. Verirydedgnparemete®end RI640NOTESONMSANOINCLUOEOMREKREFERANCEPAGEU67CTJmv. 10032015BEFOREUSE. �■�- Design valid for use only with MTeiconnectors. 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 apppllcabllity of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing +''i��Y■ MOW 13 always required for stobeiry and to prevent collapse with possible personal injury and property, damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and nuss systems seeANSVMII Oua18y Credo, DS849 and SCSI Building Component 69N Parke East Blvd. Safety Usformatblgvolloble from Truss Plate Insti re, 218 N. Lee street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 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. �71dr For 4 x 2 orientation, locate plates 0-1W from outside edge of truss. This symbol indicates the required direction of slots In connector plates. 'Plate location details available in M7ek 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 �{/ 7 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/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 I 6-4-8 I dimensions shown t ftscale) sixteenths (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-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 ANSI1TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved Miiek 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 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 stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to 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 AN51/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% 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 ff. 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.