Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
BBraden & Braden, AIA, PA ALF I" #AAC000032 417 Coconut Ave. Stuart, FL 34996 • (772) 287-8258 St. Lucie County Building Dept. Wynne Development Date: Address: \4::-' Permit #: —QlkoaCj To whom it mag concern, This detail applies to the insulation it the ends of the vaulted ceilings. If you have any questions please feel free to call me at -1-12-28-1-8258 R-19 5Men AIA Braden t Braden AIA PA REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY SOCC Trusses at 24" o.c. ?e shop drawings bg others LL � � c S U 9LU PY E a Batts batts ceiling transition ded using metal studs erify exact configuration :es Drywall ceding see tgpical section Gelling transition Insulation Detail nts THE COTTAGE Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11455 Lot/Block: Model: Address: UNKNOWN City: ST LUCIE COUNTY Subdivision: State: FL 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 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 TI8622009 a 11/11/2019 2 T18622010 al 11/11/2019 3 T18622011 a2 11/11/2019 4 T19622012 a3 11/11/2019 5 T18622013 ata 11/11/2019 6 T18622014 atb 11/11/2019 7 T18622015 b 11/11/2019 8 T18622016 bl 11/11/2019 9 T18622017 b2 11/11/2019 10 T18622018 b3 11/11/2019 11 T18622019 gra 11/11/2019 12 T18622020 grin 11/11/2019 13 T18622021 jl 11/11/2019 14 T18622022 j3 11/11/2019 15 T18622023 j5 11/11/2019 16 T18622024 j7 11/11/2019 17 T18622025 i7p 11/11/2019 18 T18622026 kj7 11/11/2019 FILIE Cp`v REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY The truss drawing(s) referenced above have been.prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineers Name: Alberti, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these trusscomponent designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters _shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific Information included Is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer ,should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. loft Thomas A Albani PE No.39390 Mtiek USA, Inc. FL Can 6634 69M Parke East Blvd. Tampa FL 33610 November 11, 2019 naw Albani, Thomas M11455 Roof Special R T18622009 �7 0 4,00 FIT 5.6 = 2x3 II 6 Scale = 1:60.3 14 13 61 = 3x5 = 3x4 = 5x8 MT18HS = 3x12 2.00 12 9 1E0 I -0I 35.0.0, 2411017& n O ;a 16 Plate Offsets(X.Y)— r2:0-1-2Edgel f4:0-3-00-3-0117:0-0-120-3-01 f9:0-1-15Edge7 rl3:0.1-120-2-81 LOADING (Ii SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) -0.59 11 >711 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.08 11 >388 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hoa(CT) 0.38 9 n/a r/a BCDL 10.0 Code FBC20171-rP12014 Matrix -MS Wind(LL) 0.80 11 >522 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1349/0-8-0, 9=134910-8-0 Max Horz 2=179(LC 11) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3241/2130, 3-4— 3030/2042, 4-5=-2295/1599, 5-6=2218/1620, 6.7= 2308/1622, 7-8=-5432/3544,8-9=-5684/3648 BOT CHORD 2-14=-1885/3038, 13-14=-1708/2834, 12-13=-1240/2181, 11-12=-3315/5376, 9-11=-3386/5407 WEBS 4-14=-261/511,4-13=-885/601,7-11=-1114/1991, 3-14=-345/323, 6-12=-604/1026, 7-12— 3412/2219 Structural wood sheathing directly applied or2-2.1 oc pur ins. Rigid ceiling directly applied or 2-2-0 oc bracing. 2 Rows at 113 pts 7-12 NOTES- 1j 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=15ft; B=45ft; L=3511; eave=5ft; Cat.. II; Exp C; Encl., GCpI=418; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interfor(l) 21-0-0to 36-0-0 zone;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 unlessotherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 9=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL red 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 ,&WARNING -Viano desfgn,nmamerers and READ NOTES ON THIS AND LVCLUGEOM?EKBEFEBANCE PAGE 11b7473rev. laN3,2015 BEFORE USE. Design valid for use only with Mliak® connectors. This design Is based only upon parameters shown, and Is for an Individual bulding component not a truss system. Before use, the building designer must verity the applicoblltiy of design 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 permonent bracing MiTek- a always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regardhg the fobricaffoR storage. deltvery, erection and brccing of hoses and huM system& seeANSVMII Qualify GMedo, Iantl SCSI Building Component 69M Parke East Blvd. Safety Nformallor avalloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. NO=ntlrlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE COTTAGE T78622010 M11455 Al Hip 2 1 Job Reference (optional) Ctibmbers Truss, Inc., For Pierce, FL 8.320 s Oct 292019 MiTek Industries, Inc. Mon Nov 11 07:29:152019 Page 1 ID:AXCVr6ubfdeoJSziCdyW PDyLFMw-XvwAN—vyoRlogZdoiBRWv100H4VveZP.k75KYbyKK71 0.114 ,�ia 13 a-L14 I 1553 1 n3a de3-O za-a-1 Hzc113 Her &0 I z00-2 I asao asoo 10a 8-13 11 53-15 1-G3 1-pe 5-Lt t3-15 1-e3 2na BS14 1-03 1-9-3 Scale =1:62.3 5x8 MT18HS = 4.00 F12 2.3 11 5 01�1 a 14 13 6x8 = 3.5 = 3x4 = 5x8 = 3x12 2.a0 12 e-1-14 H9-11-1 I. 15-6-0 I17-0-018-0-0 24-11-0 25-0-12 3S-" r P-1-14 1-A-3 fi-fi-15 1.fM 1^n fi-11-0 6 -19 A-113 Plate Offsets (XY)— 12:0-1-2,Edgel, I4:03-0,0-3-01 f7:0-3-O,Edgel, f9:0-1-15,Edge1,113:0-2-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.75 Veri(LL) -0.60 11 >701 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.10 11 >382 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress lncr YES WE 0.99 Horz(CT) 0.39 9 rva r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.82 11 >515 240 Weight: 160 It, FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2 Rows at 1/3 pts 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2— 177(LC 10) Max Uplift 2=325(LC 12), 9=325(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All.forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3240/2183, 3-4=-3025/2104, 4-5=-2311/1658, 5-6=-2225/1676, 6-7=-2322/1684, 7-8=-5442/3689, 8-9=-5685/3760 BOT CHORD 2-14=-1952/3038, 13-14=-178612833, 12-13=-1298/2195, 11-12=-3502(5450, 9-11=-3493/5408 WEBS 4-14=-261/512,4-13=-867/611, 7-12=-3462/2358,3-14_ 359/334, 6-12_ 593/978, 7-11=1144/2008 NOTES- 1 Unbalanced roof live loads have been considered for this design. 2� Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intenor(l) 2-6-0 to 17-6-0,. Extedor(2) 17-6-0 to 22-5-6, Mterior(h) 22-5-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 �3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSVTP11 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=1b) 2=825, 9=825. Thomas A. Alban! PE No.39380 MiTek USA, Inc FL Cad 6834 6904 Parke East Blvd. Tampa FL 33010 Dale: November 11,2019 QWARNING-Verity Oeslgn parzmehasend READ Raines ON TN/SAND INCLUDED MREKREFERANCEPAGEA&I rev. tONY1015 BEFORE USE Design volid for use only with M1700 connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the burdIng designer must verify the appliccblllty of design parameters and properly Incorporate this design Into the overall butdingdosign. BracingIndicated Istoprevent buckling atindividual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal I" and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems. seeANSVIPI I Cuyyy Maeda. DS049 and BOSI Building Component 6904 Parke East Bind. Safety Informationevailable from Tans Note Insfitute, 218 N. We Sheet. Sure 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply ` T78622011 M11455 A2 Hip 1 1 �THECOTTAGE • Job Reference (optional) uDambers I russ, Inc., non rlerce,'rL a.um s ws co au a nn en a iuus,ees, .111. Scale =1:60.5 48 = 2x3 II 4xB = 4.00 12 4 25 26 5 27 28 6 16 15 14 13 12 11 1p 3x6 = W II 4x6 = axis = 3x4 = 2x3 II 3x6 = 3x4 = 4x6 = LOADING lost) SPACING- 2-0-0 CS'. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.47 Vert(LL) -0.26 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.49 12-13 >857 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.13 8 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wiril 0.37 13 >999 240 Weight: 164 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Hom 2=-117(LC 10) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3306/2465, 3-0=-2825/2179, 4-5=-3132/2434, 5-fi=-3132/2434, 6-7=-2825/2179, 7-8=-3306/2465 BOT CHORD 2-16=-2226/3099, 14-16=-2226/3099, 13-14— 1826/2656, 12-13=-1834/2656, 10-12= 2234/3099, 8-10=-2234/3099 WEBS 3-14=-569/506,4-14=-263/411,4-13=-451/683, 5-13=405/454,6-13=-451/683, 6-12=-263/411, 7-12=-569/506 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=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Interior(l) 2-6-0 to 11-0-0. Exterior(2) 11-M to 15-11-6, Interior(1) 15-11-6 to 24-0-0. Exterior(2) 24-0-0 to 28-11-6, Interior(1) 28.11-6 to 36-0-0. zone;C-C for members and forces & l MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=825, 8=825. Thomas A. Alban! PE NO39380 Mill USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: November11,2019 WARNING. Verily design paramefers and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMIF7473 W. 1"3101SBEFOREUSE Deslgn volld for use only with MBek® connectors Thls design a 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 mis design Into the overall building deal Racing Indicated b to buckling Individual hum web members only. AddlBonal temporary and bracing MOW prevent of and/or chord permanent Is always required for stabaity and to prevent collapse with passible personal injury and property damage. For general guldonceregardingMe- 6904 Parke East Blvd. fabrication, storage, delivery. ereceon and bracing of lasses and truss systems seeANSVMII CualMv Criteria, DSBd9 and BC51 Milling Component Tampa. FL 33610 Safety Nformatbrgvoiioble from Truss Note Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22 14. Job Truss Truss Type City Ply THE COTTAGE T18622012 M11455 A3 Hip 1 1 Job Reference (optional) - yr4moers truss, Inc., rot rlerce, rL 4.00 F12 4x8 2x3 \\ 4 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-yUZ2pX1 oFjpKfHHCTrk88YwyHV6166Yc05K_9wyKK7F 203-7 26-0.0 28-1-2 35-0-0 36-0.0 5.6-13 2-1-2 I 5-10.14 -0 Scale=1:60.3 2x3 11 44 = 3x4 = 48 = 2x3 o/ 26 5 6 7 27 a 9 17 78 15 14 13 12 3x6 = 4x6 = 3xB = 3x4 = 3x4 = 4x5 = 3x4 = 4x6 = A-,n "In 9-0-0 S." 5-6-13 5.8-9 94)-0 Plate Offsets V Y)— [2.0-0-2 Edael [4:0-5-10-2-0] [6:0-3-0 Edgel [8:0-5-4 0-2-0] LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ved(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.6214-15 >682 240 BCLL 0.0 ' Rep Stressincr YES WE 0.53 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matril Wind(LL) 0.46 14-15 >910 240 Weight: 161 Ile FT.=20% 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=1349/0-8-0, 10=1349/08-0 Max Horz 2=97(LC 11) Max Uplift 2= 825(LC 12), 10=-825(LC 12) FORCES. (lb) -Max. CompuMal.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 2-3=-3318/2529, 3-4=-3076/2343, 4-5— 3677/2800, 5-7— 3677/2800, 78=-3678/2802, 8-9=-3076/2343, 9-10=-3318/2529 BOT CHORD 2-17=-2291/3118, 15-17=-2004/2903, 14-15=-2567/3678, 12-14=-201212902,. 10-12=-2299/3118 WEBS 3-17=-332/418,4-17=-269/424,4-15=-702/983, 5-15=-320/368, 7-14=-363/368, 8.14=-705/984, 8-12= 269/424, 9-12=-332/418 Structural wood sheathing directly applied or3-6-4 oc pudins. Rigid ceiling directly applied or 4-7-3 oc bracing. NOTES - Unbalanced roof live loads have been considered for this design. 'j Wind: ASIDE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3:Opst h=15ft; B=45ft; L--35ft; save=5@; Cat. II; E)p C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2-6-0, Intedor(1) 28-0 to 9-0-0, Exterior(2) 9-M to - 13-11-6, Interior(l) 13-118 to 26-0-0, Exledor(2)26-0-0 to 30-11-6, Intedor(1) 30-11-6to 36-M 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 psf bottom chord live load nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=1b) 2=825,10=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 QWARN/NG-Verlfydesignpe2meferaend READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE 111IF74Tlrev. HYD110156EFORE USE. Design vclld for use only with Ml1ek9 connectors, This design Is based only upon parameters shown, and Is for an Individual building component not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this deslgn Into the overall building design. Bracing Indicated is to prevent buckling of lndlvdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty antl to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fobrlcal storage, Callvary, erection and bracing of busses and truss systems, seeANSITIPII DualMy CMedo, DSB-89 and BCSI Bu9ding Component Parke fi9rk Palle East Blvd. East B Safety Informationovo0oble from Truss Plate Institute. 218 N. Lee Street. Suite 317 Nexondtla. VA 22314. P33610 Tampa, Job Truss Truss Type City Ply THE COTTAGE T18622013 M11455 ATA ATTIC 1 1 Job Reference (optional) i-parnicers buss, Inc., ran rlerce, rL 0.04U b vuL ce. co re rvn r nn amu5uma, aic.ry rayv, I D:AXCV r6ubfdeoJ5ziCdyW PDyLFMw-0g7QOsl QOl xAHRsOl YFNhIS79uUtra6[f13XhMyKK7E 15-0-0 22-03 1-0-0 a-545 12-11-13 13-0r12 20.0-0 21-10-4 28-E1 35-0-0 36-0-a 1-0o as-f5 1 as-t4 o-7-'ts so-o I. f-toy II asta 1-5.11 1-10-4 0-1-15 Scale=1:61.8 n. d 4.00 F12 3x6 = 3x6 = 3x5 � 3x5 5 8 7 8 18 16 15 13 3x4 11 5x6 3x4 = 3x4 = Sx6 = 3x4 11 2 i2 1t LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING• 2-0-0 Plate Grip COIL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.51 BC 0.48 INS 0.51 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) III Ud -0.33 15-16 >999 360 -0,5815-16 >726 240 0.11 11 n/a n/a 0.2715-16 >999 240 PLATES GRIP MT20 244/190 Weight: 1861b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - - TOP CHORD Structural wood sheathing directly applied or3-0-15 oc puffins. - BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-5-13 oo bracing. WEBS 2x4 SP No.3 *Except* WEBS 2 Rows at 1/3 pts 5-8 5-8: 2x4 SP M 30 REACTIONS. (lb/size) 2=1511/0-8-0, 11=1511/0-8-0 Max from 2=155(LC 11) Max Uplift 2=-698(LC 12), 19=-69112) Max Gray 2=1634(LC 18), 11=1634(LC 19) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-4294/2007, 4-5=-3767/1591, 5-6=-961/565, 6-7=910/561, 7-8=-961/565, 8-9=-3767/1591, 9-11=-4292/2008 BOT CHORD 2-18=-1778/4135, 16-18=-1778/4135, 15-16=-1223/3526, 13-15=1787/4017, 11-13— 1787/4017 WEBS 4-18=-98/330,4-16=-917/657, 5-16=-246/804,5-8= 2670/1014, 8-15=-246/804, 9-15=-917/657, 9-.13=98/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph IS -second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft,. L=35ft; eave=SD; Cat. II; Exte C; Encl., GCpi=0.18; MW FRS -(directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interlor(1) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 24-11-6, Interior(1) 24-11-6 to 36-0-0 zone;C-C for members and forces I MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 3) 150.0Ib AC unit load placed on the top chord'; 17-6-0 from left and, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water pricing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 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. 7) Ceiling dead load (5.0 psi on member(s). 5-8. 8) Bottom chord live load (40.0 psi and additional bottom chord dead load (5.0 Pat) applied only to•room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joini except Qt=lb) 2=698, 11=698. 10), ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE., , Thomas A. Alban! PE No.3S360 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 O WARNING- yedry daslgnparemerereand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEM 74".v. fnA4ka15 BEFOREUSE. Design valid for use only with Mife&connectors. this design Is based only upon parameters shown, and Is far an Individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing prevent Is always required for stability and to prevent collapse with possible personal lnfury, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII 6ualHv C&II DSM9 and BC51 Building Component MiTek 6904 Parke East Blvd. Safety Infonnotbrpvailabie from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexontlrlo, VA 22314. Tampa, FL 336to Job Truss Truss Type Oty Ply M11455 ATB ATTIC 1 1 [HECOTTAGET18622014 ob Reference (optional) �O=Ders IFuss, Inc., ran Warta, rL a.U2U a UCI as zul a Ml I ex Inc. Mon Nov 11 ut: a%zl zu1B rage 1 4.00 F12 BxB = 6x8 = 4 21 22 23 24 25 26 5 14 - 12 11 9 3x4 II Sxs 3x4 = 3x4 = 5,6 = 3.4 If Scale =1:60.7 8-5-15. 13-0.0 22-0.0 2fi-6-0 350-0 e-s-1s I a.Ba I 9-n-n I 4.an I 8.9.1a r Plate Offsets (_X,Y)- 12:0-5-2 0-1-101 f4:0-3-8 0.2-31 t5:0-3-8 0-2-31 17:0-5-2 0-1-101 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loo) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.31 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.5711-12 >743 240 BOLL 0.0 Rep Stress Inor YES WB 0.46 Hou(CT) 0.11 7 n/a We BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wind(LL) 0.27 11-12 >999 240 Weight: 1801b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' - 4-5: 2x6 SP 240OF 2.0E BOTCHORD 2x6SP240OF2.OE WEBS 2x4 SP No.3 .REACTIONS. (lb/size) 2=1513/0-8-0,7=1513/0-8-0 Max Horz 2=136(1-C 11) Max Uplift 2=-697(LC 12), 7=-697(LC 12) -Max Gmv 2=1641(LC 16). 7=1641(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-4-12 Do bracing. FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4303/2049, 3-0=-0800/1611, 4-5=-3601/1567, 5-6=-3800/1611, 6-7=-4302/2050 BOT CHORD 2-14=-1817/4128; 12-14=-1817/4128, 11.12>7255/3598, 9-11=-1826/4024, 7-9_ 1826/4024 WEBS 3-14=-84/310, 3-12=-826/673, 6-9=-84/31Q 5-11=-216/772,A-12=-216/772, 6-11=-826/673 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=15N; B=45ft; L=351t; eave=5ff, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterior(2) 13-0-0 to 17-11-6, Intern 17-11-6.to 22-0-0, Extedor(2) 22-0-0 to 26-11-6. Intedar(1) 26-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except gt=lb) 2=697,7=697. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING- Verity daslgn p1hura ers and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE 114IF747J rev. latura 5BEFORE USE Design valid for use only with MBel D connectors, Tirls design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the opplicobllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability onto prevent collapse with possible personal lnlury and property damage. For general guldance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. aeeANSUmII CuNtty Criteria. DSO4 9 and BCSI Building Component 6904 Parke East Blvd.Safety informational from Tuts Plate Institute. 218 N. lee Street Suite 312 Alexcntlria VA 22314. Tampa, FL W610 Job Truss Truss Type Oty Ply ,) �TllrCOTTAGE T18622015 M11455 B Hip 1 1 Jab Reference (optional) Gpambers I riles, Inc., tort Pierce, I-L 24 3.5 = 4.00 12 5x8.= 4xB = 67 8 2 5x6 2.3 i 3x4 4x6 � S SxS MT1 BHS 9 3 4 10 11 14 15 7xB MTIBHS = 17. 16 3x6 = 3x4 = 5x12 = 2.00 12 8-14 9-11-t 15-6-0 20-0-0 �i24-11-0 25-qsc-02 35-0-0 I. 1 aoat-4 Scale=1:62.3 _` - 3x12 = Plate Offsets (X Y)-- [2'0-1-2 Edgel [3'03-0 Edael [6'0-5-12 0-2-121 [6'0-0-0 0-1--121 [7.0-1-12 0-0-01 [8'0-5-4,0-2-01, [11-0-4-0 Edge] [12:0-1.15 Edeel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Veit(LL) -0.54 14 >784 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.98 14 >429 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.36 12 n/a n/a SCOL 10.0 Code FBC2017/TP12014 Matil Wind(L-) 0.74 14 >570 240 Weight: 1641b FT'=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=134910-8-0, 12=1349/0-8-0 Max from 2=155(LC 11) Max Uplift 2=-825(LC 12), 12=-825(LC 12) FORCES. (Ib)- Max. Comp./Max.Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-4=-3239/2355,4-5=-3010/2262, 5-6=-2338/1838, 6-7=-2192/1812, 7-8=-2205/1818, 8-9— 2754/2106,9-10=-5383/3914,10-12=-5697/4073 BOT CHORD 2-17— 2119/8038, 16-17=-1925/2802, 15-16=-175B/2665, 14-15=-3567/5158,. 12-14=3794/5420 WEBS 8-15=-643/1022,.9-14=-1284/2004, 10-14= 335/317, 7-16=-263/463, 9-15=-2822/2043, 5-16=-719/552, 5-17=-288/536, 4-17=-411/382, 8-16=-697/471 Structural wood sheathing directly applied or 2-4-1 ad pudins. ' Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 9-15 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=15ft; B=45ft; L=35k; eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 24-11-0, Interior(1) 24-11-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 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 Qt=lb) 2=825,12=825. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 11,2019 Q WARNING - Verily deslgn Pemmetenand READ NOTES ON THISANDwCLUDED MmEKREFERANCEPAGEMO-747Jmv. 10=2015aEFORE USE. Design volld for use onlywlth MgekO connectors lhls design Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verify Me appllcoblllty of deslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlMdual hues web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the folerlectlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CualNv CMeria, DSBA9 and BC51 Building Component. 6904 Parke East Bled. ParkeEast B Safety Informatbravallable from Tmss Plate Institute. 218 N. We Street Suite 312, Alexandria, VA 22314. Tampa, Job Truss Truss Type Oty Ply THE COTTAGE T18622016 M11455 B1 Hip 1 1 Job Reference (optional) Ggambers [was, Inc., Fom False, HL mudu s Oct 2v ZUIe M1 r ek inaLLSmes, me. Man Nov 11 U/:ze:23 zu l e Page! ID:AXCVr6ubfdeoJSziCdyW PDyLFMw-IRMISE5x3GScl3A9GOKKrbdlsW kPnKBLeM11g7yKK7A 1-0.0 6412 7-3�6 13-0-0 1660 22-0-0 2411-0 2" 2 H 36-0-0 r0. V4 0.10. 0 5-8-10 I 2-&0 O 2-11-0 l 1-8-0 SNO Scale=1:61.3 Sxfi = 2x3 II 4x10 = 15 14 13 3x5 = 2x3 II 31 5xB MT18HS= 3x12 2.00 12 fi-4-02 7-&6 13-0-0 15-6-0 22-0.0 2411-025.0-12 35"0-0 a.e-1p n.1a n ca-in p.an I 6.R.r1 P.1i-n12 all -A r Plate Offsets (XY)- f2:0-1-6 Edgel (6.0-7-00-2-01 f9:0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.55 11-12 >757 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0212-13 >410 240 MT78HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.35 9 rda n1a BCDL 10.0 Code FBC2017/TPI2014 Maftii Wind(LL) 0.76 11-12 >550 240 Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-136(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 2-4-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 6-13 FORCES. (lb) - Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 3313/2430, 3-4=-2689/2057, 4-5=-2521/2030, 5-6=-2517/2023, 6-7=-3409/2582, 7-8=-5345/3923, B-9=-5700/4162 BOTCHORD 2-15=-2200/3109, 14-15=2200/3109, 13-14=-1709/2521, 12-13=-2267/3348, 11-12= 3543/5101, 9-11=-3878/5424 WEBS 4-14=-343/531,6-13=-1030/679,6-12=-814/1242,7-11=-1344/1986,8-11=-394/387, 7-12= 2262/1640, 3-14=-701/544 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=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.16; MW FRS (directional) and CC Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterior(2) 13-" to 17-11-6. Interior(1) 17-11-6 to 22-0-0, Extedor(2) 22-0-0to 26-10-0, Interior(1) 26-10-0 to 36-0-0 mne;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf 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) Bearing at joints) 9 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 Ib uplift at joint(s) except (]t=lb) 2=825, 9=825. Thomas A Alban] PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING - Verify deslgnparametersand READ NOTES ON THISAND/NCLUDED MITEKREFERANCEPAGE MIP74M rev. l9N]Q015 eEFOREUSE. Design valid for use onlywlth Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer mustverify the applicability of design parameters and properly Incorporate this design Into the ovaroll bulldeng design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek Is always required for stoblllty and to prevent collapse with possible personal injury antl property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSg`rPII QualitByy Criteria, DSB-89 and BCSI Building Component 6904 Perko East Blvd. Safety Informatlancyaaable from Tand Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jab Truss. � Truss Type THE COTTAGE.> 7yPly T78622017 M11455 02 HIP 1 Job Reference (optional) _ urliamuers I runs, Inc., ran rlerce, rL a.Jzu s UC[ ztl zurtl erl I ea mousiries, Inc. van rvov I I urctllc4 cV is rage r 4x8 = 4.00 F12 4 2x3 II 48 =2x3 II 25 26 5 27 28 6 7 2.3 Scale = 1:60.4 m 3x4 = 2x3 II 3x6 = 4x8 = 2x3 11 3.5 = 31 = 5x12 MT18HS= 11-0-0 17.6A I. 24-0.0 5-2^OI 35-0.0 i Plate Offsets (X,Y)-- [4:0-5-4 0-2-01 [6:0-5-12,0-2-0] [9:0-0-14,Edge1 [11:0-6-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.47 11-22 >257 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 VerI CT) -0.30 11-22 >406 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WS 0.56 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 1641b FT'=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=941/0-8-0, 11=1427/0-8-0, 9=330/0-8-0 Max Horz 2— 117(LC 10) Max Uplift 2=-575(LC 12). 11=-1078(LC 12),.9=-407(LC 12) Max Grav 2=947(LC 21), 11=1427(LC 1), 9=361(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2065/1469, 3-4=-156011164, 4-5=-1250/920, 5-6=-1250/920, 6-7=-293/21 BOT CHORD 2-16=-1281/1923, 14-16=-1281/1923, 13-14=-861/1454, 12-13=-79/380, 11-12=-70/352 WEBS 3-14=-598/530, 4-14=-261/410, 4-13=-244/257, 5-13=428/461, 6-13=-1151/1459, 6-12= 372/753, 7-11=940/0, 8-11=-268/694 Structural wood sheathing directly applied or 4-7-2 oc pudins. - - Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind:.ASCE 7-10; Vult=165mph (3-second gust) Vascli 28mph; TCDL--4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 11-0-0. Exterior(2) 11-0-0 to 15-11-6, Intedor(1) 15-11-6 to 24-0-0, Exterior(2) 24-0-0 to 28-11-6, Interior(l) 28-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS tot 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 pat bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of.20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) 2=575, 11=1078, 9=407. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 O WARNING -Verify deslgnparamerereend READ NOTES ON MISAND INCLUDED MmEICREFERANCE PAGEMl47473mv raincoats BEFORE USE. 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 fruss system. Before use, the building designer must verify the appicabllity of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlVldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAN9/IPII CualNy CMeda, DSB-89 and BCSI BUIkIing Component - 6804 Parke East Blvd. Safety Intormatbncruclable from Truss Plate Institute.218 N. Ise Street, Suite 312, Adaxantlrio. VA 22314. TemDe, FL 32SIO Job Truss Truss Type Oty Ply THE COTTAGE ,l T18622018 M11455 B3 HIP 1 1 - Jab Reference (optional) s.Dampens ruse, no., ran Pierce, FL, 6.320 s Oci ea aura mr en ind.6m, ma. muu N.v 11 arma:.a cam rays r ID:AXCVr6ubfdeGJ5aiCdyW POyLFMw-FgUhHw6BbtK7MKYOpMowOi9UJXOFIIelgWsu0yKK78 4-0-2 9-O I 6'0-8-015 121 3-51 36 �-&0.5-5-1-09 2231'4 06-000.133 213{ 412 -0 - Sca0l0e- .00= 1:60.4 4.00 FI2 Ave 2x3 II 3x6 = 3x8 = 2x3 II 3x6 = rP 3x4 = 3.6 = 3x6:= 2x3 II Sx10 = 3a6 = 3x4 = 9-0-0 14-0-12 19-6.0 24-IM 26.0.0 35.0.0 9.0.0 15-0-12 15.14 15-4-0 1-2-0 9_00 Plate Offsets (X.Y)- [2:0-0-14 Edael [4:0-5-4 0-2-01 [9:03-0,0-2-8] [11:0-0-8 0-"I [13:0-3-8 03-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Veit(LL) 0.48 13-23 >252 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ved(CT) -0.32 13-23 >380 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.50 Horz(CT) 0.04. 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 Do FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 8-13:2x6 SP No.2 REACTIONS. (It/size) 2=860/0-8-0, 13=1711/0-8-0, 11=127/0-e-0 Max Ho¢ 2=-97(LC 10) Max Uplift 2=-530(LC 12), 13=-1237(LC 12), l l=-293(LC 12) Max Gmv 2=869(LC 21), 13=1711(LC 1), 11=161(LC 22) FORCES. (Ib) -Max. CompJMax. Ten. -All farces 250111 or less except when shown. TOP CHORD 2-3=-1835/1348, 3-4=-1580/1150, 4-5=-13821984, 5-7=-1382/984, 7-8=-636/851, 8-9=-658/876, 9-10=-672/903, 10-11= 247/672 BOT CHORD 2-17=-1173/1714, 15-17=-869/1479, 14-15=-106/635, 13-14=-106/635, 11-13=-611/320 WEBS 3-17= 356/442, 4-17=-281/437; 8-13=-455/397, 5-15=-312/354,7-15=-759/899, 7-13=-1620/1109,10-13=-528/804 Structural wood sheathing directly applied or 4-11-9 oc puffins. Rigid ceiling directly applied or B-0-0 oc bracing. 1 Row at midpt 7-13 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Extedor(2) -1-0-0 to 2-6.0, Intedor(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, IntedoQt) 13-11-6 to.26-0-0, Extedor(2) 26-0-0to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone: porch right exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This muse has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolm(s) except at=lb) 2=530, 13=1237, 11=293. Thomas A. Alban PE No.39380 Mirck USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING -Verity designparemetersand READ NOTES ON THISANO INCLUDED MITEKREFERANCEPAGEMII-74Ta rev. iMMISSEFORE USE. Design valid for use only with MBekO connectors, IDe design Is based only upon parameters shown, and Is for an IndNltlual building component not a truss system. Before use, the bulIdIng designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing ��- M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSl/IPII Qua[ Hv Criteria, DSB89 and SCSI Building Component mformafbspvallable mom Truss Plate Iro9tute. 278 N. Lee Sheet Suite 312. Alexandria, VA 22 14. 6904 Parke East Blvd.Safety Tampa, FL 33610 dob Truss Truss Type City Ply THE COTTAGE s T18622019 M11455 GRA Hip Girder 1 2 Jab Reference (optional) l(lamoers I., Inc., ran pierce, rL ID:AXCVr6ubfdeoJ5ziCdyWPDyLFlM-bnlaK1 1-a 7-0.0 12-3-04 17-6.0 22-8.2 2&0.0 -0. 7.0.0 &3-14 5.2-2 5-2-z E14 5x8 MT18HS 4.00 FIT 3x4 = SxBMT18HS = 3x4 = 5x8 MT18HS = Scale=1:60.3 16 35 15 36 14 37 38 13 39 4041 42 12 43 11 44 10 46 = 2x3 II Sx6 WS= 4x4 = 3xB = 40 = 5,03 wit= 2x3 II 4ze = 7-0.0 12314 17.60 22.8-2 2&a0 35.0.0 1 I I I Plate Offsets (X.V)- 13:0-5-4 0-2-81 (5:0-4-0 0-3-01 [7:0-5-4 0-251 LOADING (pso SPACING- 2-M CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 1.04 12-13 >405 240 MT20 2441100 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vart(CT) -1.0412-13 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 0.65 Horz(CT) 0.19 8 into plat BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 3161b FT=20% LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2833/0-8-0, 8=2835/0-8-0 Max Horz 2=78(LC 24) Max Uplift 2=-2199(LC 8). 8=-2255(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or4-1-5 oc purlins. - BOT CHORD Rigid ceiling directly applied or 5-1-15 cc bracing. FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7950/6160, 3-4=-10549/8106, 4-5=-11568/9029, 5-6- 11568/9029; 6-7=-10563/8444, 7-8=-7952/6320 BOT CHORD 2-16=-5728f7490, 14-16= 5761/7530, 13-14=-7944/10549, 12-13=-8281/10563, 10-12=-5910f7531, 8-10=-5881/7492 WEBS 3-16=-537/685,3-14=-2389/3417,4-14=-1134/1004,4-13=-1015/1162,5-13=-538/487, 6-13=-644/1146,6-12=-945/674,7-12=-2596/3432, 7-10=A81/670 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords Connected as follows: 2x4 -1 raw at 0-9-0 cc. Webs connected as follows: 2x4-- 1 row at 0-9-0 cc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (B)face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10 Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC8CDL=3.Opsf; h=15ft; B=45ft; L--35ft; eave=5ft; Cat. ll; Exp C; Encl., 341=0:18; MW FRS (directional); Lumber DOL=1.60 plate grip D0L--1.60 5) Provide adequate drainage to prevent water pending. '6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 8) ' This muss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=2199, 8=2255. , Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 QWARNING-Verlrydesl9n Parametersand REAONOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMII-7473rex. 70013,2015 BEFORE USE Design valid for use only wlth MOekO connectors. This design Is based only upon parameters shown, and Is for on Individual buliding component, not ��- a truss system. Before use, the building designer must verify the arsolcablllty of design parameters and properly Incorporate this design Into me overall OulldIng design. Bracing indicated is to prevent buciding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabilly and to prevent collojose, with possible personol Injury and property damage. For general guidance regarding me fobricallon, storage, deilvery, erectlon and bracing of trusses and truss systems. seeANsVIPIt Quo" Criteria, OSBA9 and BCSI BuIll Component 6904ParkeEastBlvO. Safety Inlormellonavallabie from Truss Plate Institute, 215 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss -- - Truss Type Oty Ply THE. COTTAGE T18622019 M11455 GRA ' Hip Girder 1 2 Job Reference (optional) C cabers Truss, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon'. Nov 11 07:29:302019 Page 2 ID:AXCVr6ubfdeoJMCdyWPDyLFMw-bnlaKdAKOPKd57CVAMyzd3Oz7K6iwVXNByEdaDyKK73 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137lb down and 231 lb up at 7.0-0,'116 Ito down and 171 Ib up at 9-0-12, 116 Ito down and 171 lb up at 11-0-12, 116 lb down and 171 lb up at 13-0-12, 116 Ib down and 171111 up at 15-0-12, 116 lb down and 171 Ito up at 17-0-12, 116 Ib down and 171 lb up at 17-11-4, 80 lb down and59 lb up at 19-11-4, 80 lb down and 59 Ib up at 21-11-4, 116 lb down and 171 lb up at 23-11-4, and 116 lb down and 171 lb up at 25-11-4, and 1371b down and 231 lb up at 28-0-0 on top chord, and 469 Ib down and 578 Ib up at 7-M, 80 Ito down and 29 Ito up at 9-0-12, 80 lb down and 29 Ito up at 11-0-12, 80 lb down and 29 to up at 13-0-12, 80111down and 29 Ito up at 15-0-12, 80 lb down and 29 to up at 17-0-12, 80 Ito down and 29 lb up at 17-11-4, 179 Ito down and 276 Ito up at 19-11-4, 1791b down and 2761b up at 21-11-4, 80 lb down and 29 lb up at 23-11-4, and 80 lb down and 29 lb up at 25-11-4, and 469 lb down and 578 lb up at 27-11-4 on bottom chord. The designtselection of such connection device(s)'Is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3=116(F) 7=-116(F) 16=-469(F) 10=-469(F) 23=-116(F) 24=-116(F)25=-116(F) 27=-116(F) 28=116(F) 29=-116(F) 30=-6(F) 32=-6(F) 33— 116(F) 34=116(F) 35=-63(F)36=-63(F) 37=-63(F)38=-63(F) 39=-63(F)40=-63(F) 41=-179(F)42— 179(F) 43=63(F) 44=-63(F) Job{- Truss Truss Type Cry Ply THE COTTAGE T78622020 M11455 GRB HIP GIRDER 1 1 Job Reference (optional) -u narm ers l russ, Inc.. rot rmh;e,.M 24 II 4.00 12 axe = 3x4 = 4x8 = 3 25 426 27 28 29 5 6 30 5x8 MTIBHS = 5x12 = 2x3 II 731 32 33 34 B 35 9 Scale = 1:60.3 -- 36 17 "' Etl 3e� 4V al "4a, 4z8 = 2x3 5x6 WE = 5x10 = 2.3 11 7x14 MT18HS = 2x3 3x4 3x4 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 .SPACING- 2-0-0 ..Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.76 BC 0.76 WB 0.98 Matrix -MS DEFL. in (too) Well Ud Vert(LL) 0.38 16 >782240 Vert(CT) -0.43 15-16 >690 240 Horz(CT) 0.09 13 ri da PLATES MT20 MTIBHS Weight: 163 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-.11-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. WEBS 2x4 SP No.3'ExceI WEBS 1 Row at midpt 7-13 4-15,7-182x4 SP M 30, 8-13:'2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1602/0-8-0, 13=4305/0-8-0, 10= 239/0-8-0 Max Horz 2=78(LC 7) Max Uplift 2=-1201(LC 8), 13=-3423(LC 8), 10=-566(LC 25) Max Gmv 2=1604(LC 17), 13=4305(LC 1), 10=212(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4134/3062, 3-4=-4232/3012, 4-5=-3226/2172, 5-7=-3226/2172, 7-8= 2413/3408, 8-9=-2436/3435, 9.10=-732/1777 BOT CHORD 2-18=-2791/3872, 16-18_ 2825/3913, 15-16=-2849/4232, 14'-15=-206/680, 13-14=-206/680,12-13=-1623f722,10-12=-1668/785 WEBS 3-18=-542/665,3-16=-92/505, 4-15=-1145/952, 5-15=-551/497, 7-15=-2056/2687, 7-14=0/366,7-13=-4569/3111,8-13=-414/347,9-13=-2479/2391, 9-12=-1024/780 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=1511; B=45fh L=35tt; eave=5f : Cat. II; Exp.C; Encl., GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainageto prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at tolnt(s) except qt=lb) 2=1201, 13=3423, 10=566. 8) Hanger(s) or other connection device(s) shallbe provided sufficient to support concentrated load(s) 137 lb down and 231 lb up at 7-0-0, 116 Ito down and 171 lb up at 9.0-12, 1161b down and 171 lb up at 11-0-12, 116 lb down and 171 It, up at 13-0-12, 116 lb down and 171 lb up at 15-0-12, 116 to down and 171 lb up at 17-0-12, 116 to down and 171 lb up at 17-11-4, 116 to down and 171 Ito up at 19-11-4, 116 Ib down and 171 lb up at 21-11-4, 116 lb down and 171 lb up at 23-11-4, and 80 lb down and 59 lb up at 25-11-4, and 106 lb down and 119 lb up at 28-0-0 on top chord, and 469 to down and 578 lb up at 7-0-0, 80 lb down and 29 lb up at Thomas A: Alban! PE No,39380 9-0-12, 80 lb down and 29 It, up at 11-0-12, 80 Ib down and 29 Ito up at 13-0-12, 80 lb down and 29 lb up at 15-0-12, 80 lb down MiTek USA, Inc. FL Cart 6634 and 29 lb up at 17-0-12, 80 lb down and 29 lb up at 17-11-4, 80 lb down and 29 Ib up at 19-11-4, 80 Ito down and 29 lb up at 6904 Parke East Blvd. Tampa FL 33810 21-11-4, 80 lb down and 29 lb up at 23-11-4, and 1791b down and 237 lb up at 25-11-4, and 585 lb down and 727 lb up at 27-11-4 Date: on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). November 11,2019 Q WARNING-Verlrydesfen parameters end READ NOTES ON TNISAND INCLUDED Mn•EKREFERANCE PAGEMII-7473 rev.. 10034rOISBEFOREUSE Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a truss system. Before use. the bulltlingg designer must verity the appllcablin of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated lsbprevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcanon, storage, delivery, erection and bracing of busses and buss systems 56dMSViPl1 6ualM CMeft, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safely Informallonavallable from Truss Plate Institute, 21 B N. Lee Street, Suite 312, Alexondrla VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE COTTAGE T18622020 M11455 GRB HIP GIRDER 1 1 Jab Reference (optional_ G�ambers IRlas, me., port Here%FL a.Jeu a uM za em a MI l eK II'l s, mc. Mon rvov I I vmnac ca I a sync ID:AXCVr6ubfdeoJSziCdyWPDyLFMw-XAPUJCaytaKKRMUIn RiUVHxBSN0KxgeGjie6yKK71 LOAD CASE(S) Standard 1) Dead + Roof : Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads.(plo Vert: 1-3=-54,3-9= 54, 9-11=-54, 19-22=-20 Concentrated Loads (lb) Vert: 3=-116(B)6=-116(B)9=-6(B)18=-469(B) 12=-585(B)25=-116(B) 26=-116(B)27=-116(B)29=-116(B)30= 116(B)31=-116(8)33=-116(B)34=-116(B) 35=-6(B) 36=-63(8) 37=-63(B) 38=-63(B) 39= 63(B) 40=-63(8) 41=63(B) 42=-63(B) 43=-63(B) 44— 63(B) 45=179(B) QWARNING-Verllydes/gnparemelersand READNOTES ON MISAND INCLUDED MI/EKREFERANCEPAGEMIMslrev. 10,12326159EFORE USE. Design valid for use onlywitn Mrek0 connectors. Mils design Is based only upon parameters shown, and Is for on Individual butding component, not a truss system. Before use, the bu GIN designer must verity the oppllcabllby of design porometors,and properly Incorporate this design Into Me overall building tleslgn Bracing Indicated is to prevent buckling of Irmlvidual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' L always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the rabricatlon, storage, delivery, spell and bracing of trusses and truss Systems SeOANSUIPII Quanry CMrrdo, DSBd9 and BCSI Bolding Component 69M Parke East Blvd. Safety Informatbmvalloble from Twss Rate Instltule. 218 N. Lee Sheaf. Sulfa 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Thus Type I Ory Ply M11455 J1 JACK -OPEN 8 1b FECOTTAGET78622021 Reference (optional) u`ambers I Fuss, Inc., Fan VIBrCe, VL a.J2U s Um 2U zUte MI Iex InaasmeS, Inc. roan ]NOV I I VI:4e:JJ zU IV rage I ID:AXCVr6ubfdeoJ52iCdyW PDyLFMW-OM4yfCClKiBybx4sUVgFi2boYNB7OTptwSHAYyKK70' 1-0.0 1.0.0 I 1.0-0 Scale = 1:6.1 3x4 = LOADING (psl) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber COL. 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 1 Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5111 1=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=11B/0-8-0, 4=0/Mechanical Max Herz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=140(LC 12) Max Grav 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M Go bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load at 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=140. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING -VdHydsd9mparametersand READNOTE50N MIS AND INCLUDED MI FEKHEFENANCEPAGEMb7473., 10113,2015 BEFORE USE. Design void for use only with M6ek® connectors: Ns design Is based only upon parameters shown, and Is for an IndlOdual buading component, not �'- atrusssystem. Before use, the buichg dedgner must verify the applicobllify of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing Indicated bto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always Feaulred for stability and to prevent collapse wIM possble personal Injury and property damage. For general guidance regarding me storage, delivery, erection and bracing of trusses and truss systems, WOANSUTPII CualCMora, DSB-B9 and /CSI Building Component fi904 Parke East Blvd.fabrication, Safety Informatbnovollable from Truss plate Institute. 218 N. Lee Sheet. Suite 312: Alexandria. VA 2all 4. Tampa, 1 33610 Job Truss Thus Type City Ply THE COTTAGE T18622U22 M11455 ,= J3 JACK -OPEN 8 1 Job Reference o tienal wamoers Iwss, Inc., ran rierce, rL 3x4 = ID:AXCVr6ubfdeoJ5ziCdyWPDyLFMw-OMzj CjKiBybx4sUVgFi2Z3YJo7OTptwSHAYyKK70 Scale = 1:9A LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vast L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matfli Weight: 11 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS; (l ize) 3=63/Mechanical,E=172/0-8-0,4=36/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-67(LC 12), 2=-207(LC 12), 4=-51(LC 12) Max Grav 3=63(LC 1), 2=172(LC 1), 4=50(LC 3). FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 3-0-0 sic purilns. Rigid ceiling directly applied or 10-0-0 ad bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf•, BCDL=3.Opsf; h=15f ; B=45tt; L=24f ; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -1-0-0 to 2-", Interior(1) 2-0-0 to 2-11-4 zone; porch left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) 3, 4 except (jt=lb) 2=207. Thomas A. Albanl PE No.39360 MiTek USA, Inc. FL Ced 6634 0904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING-Vertry design pamextersand READNOTES ON MIS ANDINCLUDEDMIrEKREFERANCE PAGE U474M,,,V. iMMIS BEFORE USE Design valid for use only with MnekD connectors. This design Is owed only upon parameters shown, and Is for on Individual building component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated is to bucWing of lndivlducl taus web and/or chord members only. Addinoncl temporary and permanent bracing MiTek' prevent Is always required for stabBiy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding she fabrication, storage. delivery, erection and bracing of rouses and truss systems seeANSUTP11 Quality CModa, DSO-69 and SCSI Building Component 69U Parke East Blvd. Safety Inlormalbnova0oble from Truss Plate Institute. 218 N. We Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Jab Truss Truss Type Our Ply THE COTTAGE T78622023 M11455 J5 JACK -OPEN 8 1 Job Reference o tional Chambers ludas, Inc., Yon Vierce, tL aacvewrcv m,ia,vnron muumuva,u�. ,av��,m.,, o•.�o.e. ��,� ..y=�, 3x4 = Scale =1;12.7 1g � 5-0.0 Plate Offsets (X Y)-- f2:0-1-8 0-0-01 LOADING (psi) :SPACING- 2-0-0 CSI. DEFL. in ([cc) Wall Ud PLATES GRIP TOLL 20.0 ;Plate Grip DOL 1.25 TO 0.35 Vert(LL) 0.13 4-7 >455 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 '- Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n/a rda BCDL 10.0 - Code FBC2017/rP12014 Matrix -MP Weight: 17 lb FT=20% LUMBER- BRACING - TOP, CHORD 2x4 SP M 30 ... TOP..CHORD Structural wood sheathing directly applied or 570-0. cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3=119/Mechanical, 2=242/0-8-0, 4=59/Mechanical Max Harz 2=123(LC 12) Max Uplift 3=-126(LC 12), 2=-278(LC 12), 4=-87(LC 12) Max Gray, 3=119(LC 1).2=242(LC 1), 4=84(LC 3) FORCES. (Ib) - Max.. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vuli 65mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=15ft; B=45ft; L=241t; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, InterlDI'll 2-0-0 to 4-11-4 zone; porch left and rightexposed;C-C for members and forces & MWFR3for 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 at 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 togirder(s) for truss to truss: connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except at=lb) 3=126, 2=278.. . Thomas A. A]bani PE No.39390 Mill USA, Inc. FL Cad 0034 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING -Vardy design parameters and READ NOTES ON TNISANU INCLUDED MIT£KREFERANCEPAOEMI1.7473 me1,10302015BEFORE USE. Design valid for use only with MRek@ connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verity the oppllcabllHy of design parameters and properly Incorporate mis design Into the overoll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek` Is always required for stablliry and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPH Quality Carona, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Infolmalbmvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply THE COTTAGE T18622024 M11455 J7 JACK -OPEN 20 1 Job Reference (optional) Llamoers itoss, mc., ran rlerce, rL oAeu 5 V etl zu,. ini,en nmusurc5, iuL. .Nn rvuv , , w 1 3x4 = Scale: 3/4'=I' Plate Offsets (X Y)-- I2.0-1-14 Edcel LOADING (pso .SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.47 Ved(LL) -0.10 4-7 >857 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.21 4-7 >388 240 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 Matdx-MP Wind(LL) 0.18 4-7 >469 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP. CHORD BOTCHORD 2x4.SP No.3 BOTCHORD REACTIONS. (lb/size) 3=170/Mechaniml, 2=315/0-8-0, 4=83/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-156(LC 12), 2=-21 O(LC 12), 4=-9(LC 12) Max Grav 3=170(LC 1),2=315(LC 1), 4=120(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 25D (lb) or less except when shown Structural wood sheathing directly applied or 6,0r0 oc purlins. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=156, 2=210. Thomas A. Albani PE No.39380 MiTek USA, Ina FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Job Truss Truss Type Cry Ply THECOTTAGE T78622025 M11455 a� J7P JACK -OPEN 4 1 Job Reference (optional) `unamners lfass,Inc., I -on Flores, FL aotaa u, as ca I v, I., 1.1 r U.I ul, nth. rv,vn rvov a..m 'av,o ray., ID:AXCVr6ubfdeoJSziCdyWPDyLFMw-yl5TNLESEyyvBv4Tz Y8K77tfLyFb1A6LExOFRyKK7_ -1-0-o 4-1-3 7.0-0 • 1.0.0 I 413 f 2-10.13 Scale: 3/4-=1' 345 = 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 YES Cade FBC2017/rP12014 CS1. TC 0.41 BC 0.43 WB 0.24 Matrix -MP DEFL in vert(LL) 0.22 Ven(CT) -0.12 Horz(CT) -0.00 (loc) Well Ud 6-9 >376 240 6-9 >721 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TORCHORD Structural wood.sheathing directly applied or 670-0.oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or7-1-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 4=54/Mechanical, 2=315/0-8-0, 5=199/Mechanical Max Horz2=161(LC 12) Max Uplift 4=-50(LC 12), 2=-353(LC 12). 5=7256(LC 12) Max Grav 4=60(LC 17), 2=315(LC 1), 5=199(LC 1) FORCES. (Ib) -Max, CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-335/554 BOT CHORD 2-6=-741/316 WEBS 3-6=-349/819 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=l2Bmph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-M, Interior(1) 2-0-0 to 6-11-4 zone; porch left and right exposed;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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joints) 4 except Qt=lb) 2=353, 5=256. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33010 Date: November 11,2019 Q WARNING-Verilydeslgnperemetersend R"DNOMS ON TU/SANDINCLUDED MREKREFERANCEPAGENIF74Y.Ire1 IaaV1U156EF01TE USE. Dedgn valid for use only with MBek® connectors. ThIs design Is based only upon parameters shown and Is for on Individual building component, not ��- a truss system. Before use, the building designer must vedty the appllcoblilty, of design parameters and properly Incorporate this design Into Me overall buildangdesign. Bracing Indicated btobuckling atIndividual mine web and/or chord members only. Additional temporary and permanent bracing prevent Is always required for stability, antl to prevent collapse with posslile personal Injury and property domoge. For general guldonce recording the fabrication, storage, delivery, erection and bracing of trusses and truss systems. WeANSVrPil QuWpgtlyy Chula. OSB-89 and BCSI Building Component MiTek• 6904 Parke East Bind. Safety Infonnationovaaoble from Truss Rote Institute, 218 N. Ise sheet Suite 312 Alexandria: VA22314. Tampa, FL Were Job Truss Truss Type Oty Ply �� T18622026M11455 KJ7 DIAGONAL HIP GIRDER 4 1ab [HECOTTAGE Reference (optional) Cambers Tits% Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:37 2019 Page 1 ID:AKCVr6ubfdeoJ5aCdyWPDyLFMw.u8DEo0FImZDdRCEr5KacPYCF79go31LPoYOUJJyKKBy -1-5-0 6.8-12 940-1 .. 1-5-0 1 6-8-12 NI Scale=1:21.2 3x4 = b 6x8 = 6-8-12 3-7-5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in '(roc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.14 7-10 >820 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.33 Hoa(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 38lb FT'=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 .BOT CHORD Rigid ceiling directly applied or7-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=38/Mechanical, 2=501/0-10-15, 5=435/Mechanical Max Horz 2=161(LC 8) Max Uplift 4=39(LC 8), 2=-574(LC 8). 5=-521(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=366/902 BOT CHORD 2-7=-958/823, 6-7=-958/823 WEBS 3-7= 359/323, 3.6=-949/1105 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; by C; Encl., GCpf-0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 bearing plate capable of withstanding 1001b uplift at joint(s) 4 except Ot=lb) 2=574,5=521. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 80 lb up at 4-4-0, 381b down and 80 lb up at 4-4-0, and 67 lb down and 149 lb up at 7-1-15, and 67 lb down and 149 lb up at 7-1-15 on top chord, and 67 lb down and 3I6 up at 1-6-1, 67 Ib down and 3lb up at 1-6-1, 21 Ib down and 4lb up at 4-4-0, 21 lb down and 41b up at 4-4-0, and 36 lb down and 44 Ito up at 7-1-15, and 36 lb down and 441b up at 7-1-15 on bottom 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: 1-4= 54, 5-8=-20 Concentrated Loads (Ib) Vert: 11=3(F=-1, B_ 1) 12=-84(F=-42, B=-42) 13= 7(F--3, B=-3) 14=-20(F= 10,, B=-10) 15=-61(F= 30, B_ 30) Thomas A. Alban) PE No.39360 MiTek USA, Inc. FL Ced 6SU 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNWG-Vedryde9rgnpmamerlr .a READNO7 S ON MISANDWCLUDEDa KBEFEBANCEPAGEMO-79TJree 1M 015 BEFORE USE Design volld for use only with MBekO connectors. Mrs design s based any upon parometers shown and is for an Individual building component. rat ��- a I=system. Before use, the buiding designer must ver9y the appllcabalty of design parameters and prope0y Incorporate tills dedgn Into the overall bWDulgdesign.Brocing Indicated Is to prevent buckling of Individual truss.eb andfor chord members only. Addinonaltempororyandpermonentbrachg MiTek' Is always required far stablIty and to prevent collapse w possible personal injury ontl property damage. For general guidonceregarding Me fabricatioa storage, delivery. electron ontl bracing of tosses and tops systems, meANSvwll Qualky Criteria, DSB-89 and BCSI Building Component from Plate Insftte. 218 Sheat. 312, Alexandria. 22314. 69M Parke East Bind. Tampa, FL 33610 Safety erformalbrgvalcble Truss N. Lee Suite VA Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q �/ldr For 4 x 2 orientation, locate plates 0-'de from outside edge of truss. This symbol indicates the required direction of slots In connector plates. *Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text In the bracing section of the output. Use T or bracing if indicated. BEARING Indicates location where bearings '��no (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. RSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, -y Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I I dimensions shown Inftsixteenths t scale) (Drawings not o scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETfERS. 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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MM W1 MiTek® Mrrek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Addillonalstabllity 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, IndvIdual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be sultably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at tlme 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 ore 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 of spacing Indicated on design. 14.. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling is installed. unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.