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HomeMy WebLinkAboutTRUSS PAPERWORKRE: M11323 MiTek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd. Tampa, FL 3361074115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 SCANNED Lot/Block: Model: M11323 BY Address: N/A Subdivision: City: PORT ST LUCIE State: FL St. Lucie County 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 aS 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 ggrb 2/21/18 9 T13302398 12 2/21/18 10 T13302399 14 2/21/18 11 T13302400 j6 2/21/18 12 T13302401 J8 2/21/18 13 T13302402 kj8 2/21/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek. 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. STATE OF . 41J OR I N A' E�%%% Thomas A Albani PE No.39380 MITek USA, Inc. Fl. Cert 66M 6904 Parke East Blvd. Tampa R. M610 February 21,2018 1 of 1 Albani, Thomas Job Truss Truss Type Oty Ply=po'chT13302390 A COMMON 9 chambers Truss, Inc., Fort Pierce, FL 8.130 a Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 ID:a3B4PavKnnZmXyJckSFBgyuFUN-1ltla6GS6xdm_ITrG17CZC IGrGmYZaVX1111rmuKK LO-9 6-7-13 12.4-13 17-0-0 21-7-3 I 27-4-3 34-0.0 4 0-0 E7-13 5.9-0 4-7-3 4-7-3 &9-0 6.7-13 1-0.0 4.00 FIT 4x5 = 27 Scale=1:57.8 17 15 14 "' 12 3.6 = 2x3 II 4.6 - 3.8 = 3xe = 4x6 = 2x3 It 3x6 = 6-7-13 12-4-13 21-7-3 27-4.3 34-0-0 fi-7-13 5-9-0 &2-7 5.9-0 6.7-13 Plate Offsets (X Y)-- f2:0-0-2 Edgel I10:0-0-2 Edgel LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 VerICT) -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/rP12014 Matrix -MS Weight: 1631b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (Ib) - Max. CompJMax. 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, 6-15=-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.Opsl; h=14tt; B=52ft; L=34ft; eave=61C Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M tot-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-M, Interior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat 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 BCDL= IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=832,10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 47 lb up at 15-". and 501b down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD 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: 1-6=-54, 6-11=-S4, 18-21=-20 Concentrated Loads (Ib) Vert: 26=-50(F) 27=.50(F) Thomas A Alban! PE No.39360 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 O WARNING. V nfydealgnperemefersend FFADNOMS ON TNISAND/NCWDWD KREFEHANCEPAGEMIF74mJr .. 1aN320156EFONEDSE Design valid for tee onlywim MreoNconneciors. This design Is based ohly upon parameters shown. and Is for on Individual building component. not a Inca system. Before use. the bolding designer must verify me applicability of design parameters and properly incorporate this design Into Me meroll bulldingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanentbrocing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabricaliom storage, delivery, erection and brcsClrlg of tomes and inns system% seeANSugPl1 QuaOy C1Rer1o. OS249 and BCSl lulding Component 69M Pade East Blvd. Sa1Ny Nlormatbrtavolloble ham Truss Plate Insmute. 218 N. Lee Street. SOO 31 Z Alexandria. VA 22314. Tampa, FL W610 Truss TflrseType OIYPly 62' Grand Carton III vdth porch, T73302391 23 L AS SPECIAL 9 1 Job Reference (optional) Gnarfli Truss, Inc., Fort Pierce, FL 8.130 a Sep 15 2017 MiTek Industries. Inc. Wed Feb 21 14:19:54 2018 4.00 F12 5x8 II Scale=1:59.8 13 12 5x12 = 2x3 11 ass = 3x12 = 2.00 12 10.6-4 20 4 8 i 2fi-4-0 a4-0.0 10.63 ~ 9-10-4 5-11-8 7-0-0 Plate Offsets (X,Y)-- 12:0-1-15 Edge] [4:0-0-0 Edgel r10:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 2441190 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 FBC2017/TPI2014 Matrix -MS Weight:. 1551b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Harz 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 purlins. BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (lb) - Max. CompJM&c 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=01269 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=14f; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Extenor(2) 13-7-3 to 17-". Intenor(1) 20-6-4to 31-7-3 zone;C-C formembers and forces & MW FRS 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 fora 10.0 pet bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 joints) except Qt=lb) 2=803, 10=803. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ,DWARNING-Verilydeslgnpammetersand READ NOTES ON MSANDINCLUDEDMREKREFERANCEPAGEMLL7V3 ay. 10 DaRmSBEFORE USE Design vdltl for use only with Mllek® connectors. This design b based only upon parameters shown and is for an indvWual building component, not �'' a him system. Before use, me building designer must verify me applicability of design parameters and property incorporate this design Into me overall butdingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. AddltlonaltemporowmdpermcnenibracTrig b always ecuhed for stabllity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding me fobricononx storage, delivery. erection and bracing, of hisses and Muss systems seeMSVIPII Guppy Crania, DSB-89 and SCSI Balding Component Safety mfm omtionovallable from Truss Plate InsBtuIs te. 218 N. e Sheet Suite 312 Alexandria, VA 22314. MiTek' 69o4 Parke East Blvd. Tampa, FL M610 Job Truss Truss Type Oly Ply Carton III with parch T73302392 M11323 A6 SPECIAL 1 1 �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2018 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-t_3?olieYtUEbdENAlgfd4?Af600oo_Ln86gziuKl 1-0-0 &/1-11 1fi-0-0 18-0-0 20-4.8 2%11-15 34-0-1 35-0-0 -P 8-/1-11 H 7:005 F2-0-0 ~2-4-8 ~ 5-]-7 Scale =1:61.9 4.00 12 3x12 = 2.00 12 fize = 5x6 = 5x6 = Mu 10-6-4 1%4-5-12000 1fi-0.0 20.4.8 2%:11-15 34-0.0 10-6-4 -0- 4-4-8 7-7 I 6-0.1 3x6 = 0 t2 ]r Plate Offsets (X Y)- f2.0-1-15 Edgel [3:0-0-0Edge] f5:0-4-00-2-31 P:0-2-7 Edcel f9:0-0-6 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Mail Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.9214-17 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Hom(CT) 0.34 9 Na Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 157 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 •Except• 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 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 purins. 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/P199, 11-12>7731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13=-1791522. 8-12=-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=4.2psh BCDL=3.Opst h=14f ; B=52ft, L=34f ; eave=611; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-" zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 9=803. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WANNLYG-Pedfydsslgnpammefem msdNEAD NOTES ON TNFSAND INCLUDED aUTEKNEFERANCEPAGEA 74nrmx. lota4D1gaEF611EUSE Design valid for use only with Mnek(D connectors. This design Is based only upon parameters shown, and is for an Individual buOOing component, not o runs system. Before use, the building designer must verify the applicability, of design parameters and popery Incorporate this design Into me overall buJdingdesign. arachghdlcatedIstobucking oflndMdualruns weband/or chord members only. Addiflonaltemporary end pamrsnenibrachg MiTek' prevent Is always requ aci for stabaily and to prevent collapse with poss'ble personal hfury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVrP11 Cuapy Criteria. D5349 and I C616W ding Component 69" Parka East BNd. Tampa, FL M610 Safety Nformationovailoble from Truss Rote Institute, 218 N. Lao Street Suite 312 Alexandria, VA Y1314. Job Truss Truss Type Oty Ply Grand Carlton III with porch T73302393 M11323 A7 SPECIAL 1 1 �6Z Job Reference (op9ona11 warmers I ruse, mc., ran rierce, rL Q-0-0 B-10-10 9 D- B-10-10 6 d dm 5a8 = Safi = 4 s 0.1 JU 5 Jep I O Lul r Mr l ek lnausmes, mc. Wed reo z114:1 U;*0 zu lC 10 9 5x12 = 2a3 11 US _ 3a12 = 2.00 12 10-6-0 14-0-0 20.48 25.11-15 34-0.0 1n.r`4 1 vale 1 a.d.a I v-� I a.rL1 -' Scale = 1:60.8 Plate Offsets (X Y)-- (2:0-1-15 Edgel. (4:0-4-00-2-31 (7:0-0-2 Edgel LOADING (psQ SPACING- 2-" CSI. DEFL in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Eddie DOL 1.25 TC 0.83 Ven(LL) 0.66 11 >616 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT16HS 2441190 BOLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1471b FTa0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-",7=1312/0-8-0 Max Horz 2- 149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) 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=-173a/2968 WEBS 3-11=-419/443,4-11=-1466/2647, 4-10=-812/448, 5-10= 205/487, 6-10=-785/575, 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 oc pudlns. Rigid ceiling directly applied or4-0-2 oc bracing. NOTES- 1) Unbalanced mot 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=14h; B=52h; L=34N; eave=6h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Fxtedor(2) -1-0-0 to 2-4-13. Interior(l) 2-4-13 to 31-7-3. Extedor(2) 31-7-3 to 35-" zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=803, 7=803. Thomas A Albani PE No.39380 M11Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 QWABNWG. Vedfydeslgn pnrametereendRE DNOTES ON MISMI)MCLUDEDMfrEKBEFERANLEPAGEM479Tlrev. 10=2015BEFONE USE Design valid for use only with Mriek9connectors. Thh design b bated only upon parameters mown. and Is form Individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall budding design. Brocing Indicated is to prevent bucWing of lndMdual truss web ontl/or chord members only. Additional temporary and permanent bracing Wek' 6 always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication. storage, deWery. erection and bracing of trusses and taus systems seeANSVrP11 Caa1By Craoda, D5549 ontl 1101 Building Component 69M Parke East Blvd. 4alefy mlormolbmva0obie from Thus Rate Institute, 218 N. Lee street suite 312, Alexandria VA 22314. Tampa, FL W610 M11323 IAB, ISPECIAL 11 1 1 I T13302394 Scale = 1:60.6 4.00 12 Sx6 = 30 = 4 21 5 24 11 5xB = 6 22 7 qvn 12 11 3x12 2.0072 5x12 = 3x4 = 4x5 = = 10-6-4 20-0-8 22-0.0 34.0-0 10.64 n-1nd 1->-B 12-0.g Plate Offsets(X,Y)- 12:0-1-15,Edge) 7:0-5-80-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Udell 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 2441190 SCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1541b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (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. (lb) - Max. CompJMax. Ten. -All forces 250 (lb)or less except when shown. TOP CHORD 2-3=-548B/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-fx=-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=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 Structural wood sheathing directly applied or 2-2-0 oc purins. Rigid ceiling directly applied or 3-11-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6tt; Cat. I; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, 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 fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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 gmin formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 2=8D3, 9-803. Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 �WAANNG-Verlfydesi9npmemetenend HEADNOTES ON TNISANDINCLUDEVNITENNEIE CEPAGEN67473mv. 16,0.32015BEFOBE USE Design valid for use only with Mfrekg connectors. This design is based only upon parameten shown. and Is for an hdlvlouol building component, not a teas system. Before use. Me bu cing designer must verity Me applicabill y of design parameters ontl propery Incorporate this design Into Me overall building design. Brodng Indicated Is to bucld'usg of Individual Mmweb and/or Addition temporary and bracing MiTek' prevent chord members only. pennonent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabticatlom storage, delivery, erection and bracing of trtmes and truss systems, seeANSVWI7 pualMlyy Ciliates, DSI-09 and BCSI Building Component 69U Parke East Blvd. Safely Informationavailable from Truss Rate Institute. 218 N. We Street Suae 31 P, Nexondric, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cty Ply 62' Grand Carlton III with porch • T13302395 M11323 A9 HIP 1 1 Job Reference (optional) wamoem I cuss, Inc., ran rlerce, rL N. 6 4x4 = 4.00 12 3x4 = a.laU s bep lb Zul/ MI I OK lnausrnee, Inc. Vveu rap [I 2x3 II US = mIo Scale = 1:58.6 IV IL 3z5 = 3xB = 3x6 = 6x8 = 3z6 = 3x4 = 3x5 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (Ice) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.18 11-21 >917 360 TCDL 7.0 Lumber DOL 1.25 SC 0.54 Ved(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress their YES WB 0.89 Horz(CT) 0.02 13 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13— 928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3-4=-913f708, 4-5— 829/705, 56=-565/807, 6-7— 565/807, 7-8=-104/278, 8-9=,341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-2561348, 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=-837003 PLATES GRIP MT20 244/190 Weight: 156 lb FT=O% Structural wood sheathing directly applied or 5-11-9 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - I) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 10-0-0, Interior(1) 14-9-11 to 19-2-5, Exte4or(2) 24-" to 35-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ft=lb) 2=430, 9=249, 13=928. Thomas A. Picard PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Data: February 21,2018 Q WARNING-Veritydesl9nparametereend READNOTES ON MSANDPLCLUDWMREKREFERANCEPAGEMIF7479rev. Ihaa ols BEFORE USE. Design valid for use oNy with MBekO connectors. This design B hosed only upon parameters shown, and 6 for on Individual bullding component not a hum system. Before use. Me curdling designer must verify the applicability of design parameters end properly Incorporate thb design Into the overall bulldingdeslgn. Bracing Indicated itoprevent bucklIngofIndividual husweb and/or chord members only. .Addlflonaltemporary end permanent bracing Is always required for stability and to prevent collapse WM passible personal Injury and property damage. For generol guidance regartling Me fabrication storage, delivery. erection and bracing of trusses and hum systems. seeANSIFIP11 DualBByy CMeM, DSB49 and BCSI Su4dYID Component Safety Informotlbna Callable from Tans Plate Institute, 218 N. Lee Sheet, State 31Z Alexandria. VA 22314. ■ Met( 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply 62' Grand Carlton III with porch • T73302396 M11323 GRA HIP 1 1 Job Reference o rional Chambers Truss, Inc., Foil Pierce, FL 1 S-PO 11-1-1 -0- 840 8-1-1 ' TOP CH OR MUST BE BRACED 13Y-END JACKS, -- ROOF DIAPHRAGM. OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Scale=1:60.6 3x5 - 3.6 II 3x6 = 6.8 = 3x6 = 6xe = 4x4 = 6,09 = &17-1-1 I I 26-0.0 30.00 71-&4105 7-6-0 4000 Plate Offsets (X Y)-- [2:0-2-2 Edael 13:0-3-8 Edael 121:0-3-8 Edael 124:0-3-8 0-3-01 127:0-3-8 03-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 2441190 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 FBC2017/1-P12014 Matrix -MS Weight: 1941b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-5 oc pudin. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (Ib) - Max Ho¢ 2— 179(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 2501b or less atjoint(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 foxes 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=-1431272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=4111653, 22-24=-1083r2108 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, 14C5=-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; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 It, uplift at joint 2, 1168 It, uplift at joint 27, 1495 Ib uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-M end setback. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at 26-0-0, and 9671b down and 461 Ib up at a-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 9904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ntlartl QWARNPIG-VadNdee/gnpammeterssindREAO NOTES ON MIS ANDVXLUOEOMREKREFERANCEFAGEM0.7473rev,7MUNUIS6EFOREUSE. valid for use only Wlih Mnek® connectors. This design Is based only upon parameters shown, and Is for an IndMduai building component, not Nil' th a Muss system. Before use, e building designer must verity Me applicability of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always requlred for stability and to prevent collapse wM possible personal k11ury and properly carnage, For general guidance regardiing me fabdoafior storage. delivery. erection and bracing of busses and Inns systems. seeANSIMII Quality CrBula, DS549 and (SCSI Sulding Component Safety Infonnalloric affable from Truss Plate Ins11Me, 218 N. Lee Sheet. State 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL W610 Jab Truss Truss Type Oly Ply Carlton III with porch • T73302396 M11323 GRA HIP 1 1 �62'Grwd Job Reference o tional Chambers Truss, Inc., Fort Pierre, FL 8.130 a Sep 15 2017 MTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 2 ID_elC1 cxC3ixVV?huts?ypJyuFUK-KSEZg9LDhnOwiDOcO6CpTEfaGKGyBpOVdMFbauKE 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 (Ib) Vert: 29=-641(F)24=-641(F) 0 WARNNG-Ved/ydesign paremetersmdREAD U0TES ON THISANDNCLUDED MRENREFEatINCEPAGEM614Mmx 10=2015eEFORE USE De lgn veld fat use only with Mgek9c=ectcrs. This design b based only upon parameters shown. and Moran lndMdud buJOing component. not a rum system. Before use. the building deagner must verity the appllcola ily of design parameters and properly incorporate Ina design Into the overall building design. Brocing indicated Is to prevent buckling of btlMdud hussweb and/or chard members only. Additional temporaryand permanent bracing MiTek' Is always required for dablllry, and to prevent collapse with passable personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVTPII Quality Criteria, D55419 and SCSI Building Component 6904 Parke East Bind. SNrrly Infolmalbnwoilabletrem Truss %ate ImflMe. 218 N. We Sheet, Sulte 312. Alexandrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply BY Grand Cadton III with porch • T73302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5.13 MT18H5= 4x10 = 2x3 11 4x6 = 5.130 s Sep 152017 MiTek industries, Inc. Wed Feb 21 14:2U:e1 Mild vage I BG4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1w4_?06%hNGETJTziuKC US MT18HS= 2x3 II Scale =- 1:58.6 4x8 = 3x6 11 5x6 = 6x12 = 6xl2 = 5.6 = 3.6 It 4z6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.80 BC 0.68 WB 0.90 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vde9 Ud 0.22 16-19 >999 360 -0.30 16-19 >820 240 0.06 9 ri We PLATES MT20 MT18HS Weight: 153 lb GRIP 2441190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=1269/0.8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Ho'rz 2=90(LC 7) Max Uplift 2= 853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Gmv 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - Max CompAMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-362511950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-129G/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-262f733, 9-11=-241/668 WEBS 3-16=-435/1209,3-14=-1552/774,4-14=-837/691,7-13=-878(713, 8-13=-3635/1919, 8-11=-432/1204,6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14ft; B=52h; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcumant 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 8531b uplift at joint 2, 25901to uplift at joint 13 and 345 Ib uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at 26-M, and 967 lb down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13--54, 3-S=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F--29), 11-20=-20 Thomas A. Alban! PE No.39380 h1Tek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AWABNWG-VedfydesignpammelemmdRB DNOTESONMSAND&CLUDEDMDEKBEFEBANCEPAGEM67=MK100=e15BEFOFEUSE. De Ign valid for use only won MReM connectors. This design b based only upon parameters shown, and h for an Individual Wrong component, not o muss system. Before use. the building designer must verify the applicability of de4gn parameters and properly Incorporate this dedgn Into ire overall butdingdeslgn. BiactngIndicated btoprevent bucklingofeltlivlduolmuavveband/or chord membom only. AdditionoliemporCryOndpemnanentbrocing MiTek' b always requlled for stability and to prevent collapse with posable personal Injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of truces and muss systems. seeANSIyIP11 Quay Criteria, DSB S9 and SCSI Bulding Component 69U Parke East Blvd. SaM1e9 lnformatbfnvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Jab Truss Thus Type 01Y Ply 62' Grand Cadton III vnth porch • T73302397 M11323 GRB HIP 1 1 Job Reference o tional Chadibers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 2 ID:SrRaEyyrgO4M78G4raW BLW yuFUJ-TgMKFrNTDOedyW 4NkR84uuK1 w4_706XhNGETJTauKC LOAD CASE(S) Standard Concentrated Loads (Ib) - Vert:-16=-641(F)-11=-641( Q WARNING. Vedfyde.4gnp mrreten vnd NEADNOTEG ON TNISAND INCLUDED MITEKNEFEBANCEPAGEM67413mv IGWaVI5DEFONE USE De9gnvclid farm orrywith MBeldirconnectors. Thhdesignis based onlyupon porometersshavtm and h for on hdMdual bWOing component, not �■ I a foss system. Before use, the building designer mustverlfy the cpplicab'RHy of design parameters and properly incorporate ihls design Into the overall bugdirgdeggn. Bracing Indicated 6toprevent budding ofincMdualinnswebandlor chord membersonly. AdditionalternWoryandpermonentbrecing MiTek' B always required for stabOlN and to prevent collapse with Dombie personcl 6yury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trutres and has systems seeANSU1Pt Qua @y CMrrdo, DS049 pod SM Building Component 69M Parke East BWd. Safety Informp8oncr oiloble from Tnus Rate UtsMute. 218 N. We Sheet, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Joe Thus Thus Type Ory Ply 62' Grantl Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) u,namoers I toss, Inc., ran r erce, rL 3x4 = 6.1JU S cep lb LUV MI I eK lnausrneS, Inc, wee rev zi w:zu.ui zu io rage I D:x17zSlzTbJCDIIrGPHI QukyuFUI-TgMKFrNTDOedyW 4NkRB4uuKBb47aOK81NGETJTziuKC LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TILL 20.0 Plate Grip COL 1.25 TO 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 FBC20171rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=3B/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 Grav 3=39(LC 15), 2=141(LC 1). 4=31(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 2441190 Weight: 8lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or2-M cc 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.Opsh, h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; E1p 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 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 fuss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 Ile uplift at joint 2 and 31b uplift at joint 4. Thomas A. Alban) PE No.39386 k1Tek USA, Inc. FL Carl 6834 6904 Parke East Blvd. Tampa FL 33616 Date: February 21,2018 AWARNING- VedlydestgrpammetewerdRE DNOTESONMMMDDICLUDEDMrt KBEfE CEPAGEMX74 .v.lamamoISBEFOBEUSE Design valid for use only with MBek® connectors. This design Is based any upon parameters shown. antl Is far an Individual bustling component, not a true system. Before use, the building designer must verify me applicability of design parameters and provenly Incorporate this de9gn Into me overall butding design. Bracing lnclaoted B to prevent buckling of hdWuol Muss web and/or chord members only., Additional temporary and permanent bracing MiTek' Is always required for goloRlly and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the tobricaflom storage, delNery, erection and bracing of Musses and truss systems. soeANSim II Qum Cmedo. D5549 and BCSI Nsading Component Solely Womsationaveiloble from Muss Rare Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 01Y Ply 62' Grand Canton III with porch • T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference a tional unamoers i russ, Inc., ran Vierce, VL a.. ou s aup m m u ...... inv. tree rev u 30 = Scale = 1:11.1 4-0-0 LOADING (psi SPACING- 2-0-0 CS]. DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a Na 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 purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Hom 2=104(LC 10) Max Uplift 3=$0(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. (Ib) -Max. CompJMax. 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=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exhdor(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 tress has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 80 Ib uplift at joint 3,161 Its uplift at joint 2 and 7 lb uplift at joint 4. Thomas A. Alban PE No.39380 NIT ek USA, Inc. FL Cart HIM 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,201 B 0WABNNG-VedfydeslgnPardmefar4endBEADNOTESONTMSANUNCLUDEUUREKBEFEBANCEPAGEM674m4 v.fa4Yf015BEFOBEUSE Design volid for use only with Ni connectors. This design b based only upon parameters shown. and Is for on Individual adding component not a teas system. Before use. ire balding designer must verity tlra appecpb0lty of design parameters and property Incoryorote mis design Into the overall buildingdesign. Brochg Indicated sto buckling individual hum only. Additional Temporary and permanent bracing M!Tek' prevent of web andlor chord members Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fobrtcaflon storage,delivery, erection and bracing of trusses and hum system% seeANSVm11 Qua1mflyy Criteria, PS349 and SCSI Building Component 69U Parke East Blvd. Tampa, FL W610 Safety mfomsationovalloble from Truss Plate InsStute, 218 N. Lee Sheet Suite 312. Alexandra VA 22314, Job Thus Truss Type Oty Ply 62' Grand Cedton III with porch ' T73302400 M11323 J6 MONOTRUSS 8 1 Jab Reference (oDtiona0 ""amOers r nJas, Inc., run rlerce, rL b.i4usaeplbduif Mllex InOwmes,Inc. weareozl rn:N:uJeum rage i 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Veri(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 SOT 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 Gray 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) -Max. ConrpJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:14.6 PLATES GRIP MT20 2441190 Weight: 20lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. 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=14ft B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This muss has been designed for a 10.0 fast 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 lb uplift at joint 3, 194lb uplift at joint 2 and 81b uplift at joint 4. Thomas A. Albani PE No.39380 k1Tek USA Inc. FL Ced 6034 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 AWMN01G- Verify desfgnperemeamandREADNOTES ONMIS AND INCLUDED MIIEKNEFENANCEPAGEM&74Ma V..TDVJO0f56EFef1EUSE valid for use only with Mgeshiconnectors. this design Is based only upon parameters shown and is for an NtlNWual OWding component, not Nil' a toss system. Before use, me buJding designer must verify the applicobllity of design parameters and properly mcorporote this design Into the overall bWdmgdeslgn.&aWgindicated atoprevent bucNingofindividual bass rveband/or chord members only. AddiBonaltemporaryancipermanenlbrocing MiTek' Is oiwoys required for stability and to prevent Collapse wim posble persononnjuw and property damage. For general guidonce regarding me fabrication. storage, delivery, erection and bracing of times and truss systems seeANSVMII Quay Crtfedo, DSM9 and SCSI Balding Component 6904 Parke East Blvd. Safety WormatiorWODable from Truss Rota retrials, 218 N. toe Sheet. Sulle 312. Alexandra. VA 2231A. Tampa, R 33810 Job Truss Truss Type Oty Ply Canton III with porchT13302401 M11323 JB MONO TRUSS 20 1 C'Grand b Reference (optional) cnamoers Iuss, Inc, Fon Fierce, FL a.4au s bep ib zuT / Mp ex mauslnes, Inc. vvea Feu n w:m:vr <a a 3x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Gdp 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 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a nfa BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0. 4=103/1viechanical Max Hart 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) 'Max Gram 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 2441190 Weight: 26 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=611; 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 3-1-13, Exlerior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175lb uplift at joint 3, 228 lb uplift at joint 2 and 15 Ib uplift at joint 4. Thomas A. Alban PE No.3938D MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WABNWG-Vedlydeegnp mr fom=dNEAONOT ON MSANDWCLUDEDWEKB£FEBANCEPAGEI.m7) nvv. la=015BEFOBE USE Design valid for use only with MRek® connectors. This design 6 based only upon parameters shown, and Is for on Individual buliding component, not a truss system. Before use, the building dedgner must vedfy the applicability of tleslgn parameters and properly Incorporate thls design Into the overall bulltling tleslgn. Bracing Indicated Is to buckMg of IndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse vvth posPble personal infury and property damage. For general guidance regarding Me fobraotlon, storage. dervery, erection and bracing of fusses and foss systems- seeANSVrP11 Quality CrMrta, DS349 and 301 Building Component Safety Infonnaheaavalloble from Truss Rate Institute. 218 N. Lee Street sure 312. Alezandrlo. VA 22314. 6904 Rafe East Bind. Tampa, FL W610 Job Truss Truss Type Qty Ply III with porch ` T13302402 M11323 KJ8 MONO TRUSS 4 1(optional) �=on Chambers Truss, Inc., Fort Pierce, FL 8.130 a Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5C0_Hd83Q80gzHO02kUrohRsMI VGHuC95EziuKB Scale = 1:20.3 3x4 = „ 5 3x4 = 7-3-4 3-11-12 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d 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 WE BCDL 10.0 Code FBC2017/TPI2014 MaImaMS Weight; 44 to FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SO No.3 REACTIONS. (Ib/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Hons 2=244(LC 8) Max Uplift 4=-205(LC 8). 2= 305(LC 6), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11511523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236f755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 beading plate capable of withstanding 205 to uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 O WARNING- VedydealgOPammefeis antl READ NOTES ON MMANDINCLUBEOMREKREFERANCEPAGEM67413me ffl=2015BEFORE USE Design valid for use only with Mires® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a that system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual fuss web and/or chord members only. Additional temporary and permanent bracing Is always reaulmd for stability antl to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabricoflon, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/IP11 Guoltly G1bM, DSB-S9 and aC51 But811p Gmponant Sa/oty infolmo Wvallobie from Truss Plate Institute. 218 N. Lee Sheet Suite 312 Alexandrla, VA 22314. ��- MiTek' 69N Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y 14-1 /4 offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I 0-1/a, Lr" For 4 x 2 orientation, locate plates 0-110 from outside Numbering System 648 dimensions shown in ft-In-sixteenths (Drawings not to scale) 1 TOP CHORDS 3 CI-2 cza 4y 4 c0 y �, O U Q ;XZ ays°P U a cra cs s A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor 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. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. _ connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate details available in MTek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1, softwareOf upon request. or NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber Is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection, the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing. or less, If no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates Joint number where bearings occur. 17. Install and load vertical) unless Indicated otherwise. y Min size shown is for crushing only. __ .@ green of use 18. or treated lumber may g y pose unacceptable environmental health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Woad Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information; M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, IT%.�� I\e ANSI/TPI I Quality cdterla. • Installing & Bracing of Metal Plate V Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015