Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
Braden & Braden, AIA, PA dM &Fk " #AAC000032 417 Coconut Ave. Stuart, FL 34996•(772) 287-8258 St. Lucie County Building Dept. Wynne Develo rit Date: �'z-`� Address: ?jam C'1> Qo' �Jo-A Permit U: e-), (�3� — c)Ur2z>'9 To whom it may 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 112-281-8258 R-19 len AIA len AIA PA 6/ 0 M 0 0 M �C>-n V Trusses ,V o.c. see" showings by others ceiling transition 6'� ded using metal studs enfy exact configuration :es �U A o ro � 0 U (j W C U W FJ Ei F7 +� E J LO a R-30 Batts 9 batts Drywall ceiling see typical section eiling transition Insulation Detail nts MiTek® r2z'<�� : RE: M11455 THE COTTAGE Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11455 Lot/Block: Model: Address: UNKNOWN Subdivision: City: STLUCIE_COUNTY State: FL r MiTek USA, Inc. 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 Des,En I Jx sheet conforms to,61G15-31:003, section 5 of the Florida Board of na In ers ule No. Seal# Truss Name Date 1 T18622009 a 11/11/2019 2 T18622010• al 11/11/2019 3 T18622011 a2 11/11/2019 4 T18622012 a3 11/11/2019 5 T18622014 ata 11/11/2019 Q�w'��NNE� Oft � 6 T18622014 atb 11/11/2019 I� tl �Y� B"o®'q 7 T18622015 b 11/11/2019 ® �.®mv,� ��x 8 T18622016 bl 11/11/2019 Go � ®G�� 'e0 T 9 T18622017 b2 11/11/2019 4 E� t� 111 T18622019 gra 11/11/2019 ®� or'G 12 T18622020 grb 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 j7p 11/11/2019 18 T18622026 kj7 11/11/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on, the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal.date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed In the jurisdiction(s) Identified and that the designs comply with ANSIIrPI 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 intoaccount-inthe preparation of these designs. MiTek has not independently verified the applicabilityof 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 ANSIlrPI 1, Chapter 2. 0 0 9 S ATE OF %001 'n�S c( O R t Tbomas A. Mani PE No.39380 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 November 11, 2019 1 of 1 Albani, Thomas Job Truss Truss Type Ply THECOTTAGE T78622009 M11455 A Roof Special �Qty 7 1 Job Reference (optional) unamoers i russ, ma., ran rrerce, ru 4.00 F12 5x6 = 24 II 6 Scats=1:60.3 c1h14 d 14 13 6x8 = 3x5 = 3x4 = 5x8 MT18HS = 3x12 2.00 12 9-11-1 I 15.6.0. 117-6.0 I 2411-0 35-0-0 _ s-etc a.n-n ].ta 10.1.0 Plate Offsets (X Y)— [2'0-1-2 Edael [4:0-M 0-3-0] [7:0-4d2 0-3-01 [9:0-1-15 Edce1 [73.0-1-12 0-2-81 LOADING (psf) SPACING- 2-0-0 .CS]. DEFL. in (loc) Udefl Vd 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 SC 0.95 Vert(CT) -1.08 11 >388 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES We 0.98 Hors(CT) -0.38 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.80 11 >522 240 Weight: 161 lb 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 Horz 2=179(LC 11) Max Uplift 2= 825(LC 12). 9=825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOTCHORD Rigid, ceiling directly applied or 2-2-0 oc bracing. WEBS 2 Rows at 113 fits 7-12 FORCES. (Ito) - Marc. 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— 111411991. 3-14=-345/323, 6A2=-604/1026, 7-12=-3412/2219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDLL.0psf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 178-0, Extedor(2) 17-6-0 to 21-0-0, Intenor(1). 21-M 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) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent 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) 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 beading plate capable of withstanding 100lb uplift at joint(s) except at=lb) 2=825, 9=825. Thomas A. Albans PE No.39380 MiTek USA, Inc FL Cert 6634 6984 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 O WARNING-Vedfydeegn Peremefenend READNOTESONTHISANDINCLUDEDMR KREFENANCEPAGEMR74M.V.. lo=OISR£FOREUSE. Design valid for use only with Waite connectors. This design b based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the bulltling designer must verify the applicability of driagn parameters and popery Incorporate this design Into the overall bulltling design. Bracing Indicated is to buckling of individual truss web and/or chard members only. Additional temporary, and permanent bracing MiTek- prevent Isalways requlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricaton, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI I Quo' ry Create. DSB-89 and BCM Building Component 69M Parke East Blvd. Safety Infoanatenouss vallabie from TrPlate Institute. 218 N. lee Shoat, Suite 312, Alexandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type Ply THE COTTAGE T78622010 M11455 Al Hip �Oty 2 1 Job Reference (optional) Chambors Truss, Inc., Foil Pierce, FL i 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:15 2019 Page 1 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw.XvuvAV_vyoRlogZdoiBRWvI00H?VveZAk75KYbyKK71 9-11-1 1.0-0 94.3 a-0n14 1660 1]-OL I1�90� 23iq 24-110 2E00 29 a 2 a5-0-0 p64q r1-0�-0 &1a 11 1 5 15 11b-0Hl-e-1s 1.9T 2A2 63-14 1-0O 93 Scale - 1:62.3 4.00 12 .T])J Sx8 MT18HS = 14 13 fixe = SA= 5x8 = 3x12 = 3x5 - 2.00 12 . 8-1-14 941-1 115.6.0 11]-0-0 24-01-0 25-g-12- 36-0.0 P+16 L43lbn 6.11-0 0. --12 9-11-0 0 'n IR Plate Offsets (X.Y)- 12:0d-2 Edger f4.0-3-00-3-01. f7:0-3-0 Edge? f9:0-1-15 Edae7 (13:0-24 0.9-01 LOADING (pst) 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) -0.60 11 >701 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Verl -1.10 11 >382 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.99 Horz(CT) 0.39 9 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.82 11 >515 240 Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 Rows at 1/3 pis 7-12 REACTIONS. (lb/size) 2=134910-8-0.9=134910-8-0 Max Horz 2=-177(LC 10) Max Uplift 2=-825(LC 12),.9=825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) 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=-544213689, 8-9=-5685/3760 BOT CHORD 2-14=-1952/3038, 13-14=.1786/2833, 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=128mph; TCDL=4.2psh 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 17-6-0, Exterior(2) 17-6-0 to 22-5-6, Intedor(1) 22-5-6 to 36-0-0 zone;C-C for members 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 pat bottom chord live load nonconcurrent 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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100'Ib uplift at joint(s) except Qt=1b) 2=825, 9=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904Parke East Blvd. Tampa FL 33610 Date: November 11,2019 OWARNING-VedrydesignpaoinatemandREADNOTES ONTHISANDINCLUDEDMREKREFERANCEPAGEM674T4rev.1¢41Y2015BEFORE USE Design valid for use only with Wake connectors. This design Is based only upon parameters shown, and Is for an Indlvidual building component, not a truss system. Before use, me building deggner must verity the applicability of. design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking oflncrMduol nuns web and/or chord members only. Addiflonol temporary and permanent bracing MiTek' Is always required for roblllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stereos. delivery, erection and broGng of trusses and truss systems seeANSVIPIi Cualih Criteria. Dli and SCSI Building Component Safety Infemiatbmvolcble from Truss Rate frell ,218 N. Lee Street Suite 312. Alexontldo, VA 22314. 69N Pads East Blvd. Tampa, FL 33610 Job Truss Truss Type Oily Ply THE COTTAGE T78622011 M11455 A2 Hip 1 1 Job Reference o done) una nDUIS i russ, Inc., ran rierce„rL a.IRU s uct ea eula Mn ex maustnes, Inc. Mon NOV n uree:v erne 4x8 = 2x3 II 4.00 F12 4 25 26 5 27 28 4x8 = 6 Scale = 1:60.5 w If d 16 15 14 13 12 11 10 3x6 = 2x3 11 4x6 = 3x6 = 3x4 = 2x3 II 3x6 = 3x4 = bx6 = 7-7-2 11-0-0 17-1-0 24-0-0 27-4-14 35-0i0 7.va I.4e4 rre.n "n I sas4 I zzp Plate Offsets (X Y)-- f2:0-0-2 Edgel f4:0-5.4 0-2-0116:0-5-4 0-2-01 f8:0-0-2 Edgel LOADING (pall) SPACING- 2-M CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip 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) -0.4912-13 >857 240 BCLL 0.0 ' Rep Stress Incr YES We 0.46 Horz(CT) 0.13 8 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.37 13 >999 240 Weight: 164 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure) wood sheathing directly applied or3-5-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2= 1 WILD 10) Max Uplift 2=825(LC 12), 8— 825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ile) or less except when shown. TOP CHORD 2-3=-3306/2465, 3-4=-2825/2179, 4-5=-3132/2434, 5-6=-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=-1034/2656, 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=120mph; 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 Exlerior(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, 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provideadequate 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except at=lb) 2=825, 8=825. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad e634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 QWARNNG-VerKyd.egnparamele®and READN07ES ON TN/SANDWCLUDEDM? KREFERANCEPAGEM674 .J . la93/20158EFOREOSE Design valid for use only with Mile& connectors. Ihis deslgn Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the Wilding designer must verify the applicabYiN of design parameters and properly Incorporate this design Into the overall bulling 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 and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSViPiI Quart CMeM, 09S41g and SCSI Building Component 69U Parke East Blvd. Safely Hrm foallonovailable from Truss Plate Inslitule, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab - Truss Truss Type Ply T78622012 M11455 A3 Hip �Qty 1 �THECOTTAGE 1 Joh Reference (Optional) Gnardi i russ, Inc., tan Pierce, FL 9.320 e Nov 11 07:29:10 2019 Page 1 4.00 12 4x8 2.3 11 06 = 3x4 = US = 2x3 Scale =1:60.3 17 76 15 14 13 12 3x6 = 4x6 = 3xii = 3.4 = 3x4 = 05 = SM = 4x6 = LOADING (ini SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ve I(LL) -0.33 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.62 Vert(CT) -0.6214-15 >682 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.14 10 No Na BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Wind(LL) 0.46 14-15 >910 240 Weight: 161 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=97(LC 11) Max Uplift 2=825(LC 12), 10— 825(L012) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3318/2529, 3-4=-3076/2343, 4-5=-3677/2800, 5-7=.3677/2800, 7-8=-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=-2012/2902, 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=151t; B=451t; L=351t; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Extend (2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 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) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10;0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 21 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 (jt=lb) 2=825, 10=825. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 ,&WARNING-Vsrlydrv9n Paxmefemand READ NOTES ON WISANDMCLUDEDMREKREFERANCEPAGEMIF74MJ v. 701532015BEFORE USE Design valid for use only with MMA0 connectors. This design Is based only upon parameters shown, antl Is for on Individual building component notr ��- a truss system. Before use, rite bullding designer must verity the applicability of design parameters end properly incorporate the design Into Me overall buldingdestgo. Bracing indicated a to prevent budding 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 trusses and truss systems, seeANSI/1PI1 CualI CMorh, DS849 and 3CBI Building Component 6904 Parke East Blvd. Safety Informaflonavolable from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Ply COTTAGE T78622013 M11455 ATA ATTIC �Qty 1 1 FE b Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:192019 Page ID:AXCVr6ubfdeoJ5ziCdyWPDyLFMw-Og70Ds1001xAHRs01YFNMS79uUfra6103XhMyKK7E 15A 22 h9 1 asls 12-11-13 1& 1z zoo-o s1-to-a zast 3s-oo sa t-0.0 &515 4544 0. -15 5-0-0 1-ia4 45-14 1404 0.1-15 Scale = 1:61.8 4.00 12 3x6 - US 5 6 3x6 = 3x5 7 8 e5 18 16 IS 13 3x4 8 5x6 = 3x4 = 3x4 = 5x6 = 3" 11 e-5.15 13-1-12 21-10.4 266-1 35-0-0 &5.15 4-7-73 &8-8 47-13 8-515 Plate Ofrsets(X,Y)-- (2:0-5-2,0-1-101.(6:0-3-0,0-2-81,(7:0-3-0,0-2-81.111:0-5-2,0-1-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.33 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.5815-16 >726 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.51 Horz(CT) 0.11 11 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.2715-16 >999 240 Weight: 186 lb FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-0-15 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or7-5-13 oc bracing. WEBS 2z4 SP No.3'Excei WEBS 2 Rows at 1/3 pts 5-8 5-8: 2x4SP M 30 REACTIONS. (lb/size) 2=1511/0-8-0, 11=1511/0-8-0 Max Horz 2=155(LC 11) Max Uplift 2=-698(LC 12), l l=-698(LC 12) Max Grav 2=1634(LC 18), 11=1634(LC 19) FORCES. (lb) - 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=-177B/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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Sit; B=45ft; L-351b eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 24-11-6, Intedor(1) 24-11-6 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) 1 50.01fts 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 pording. 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 lead 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) Ceiling dead load (5.0 psQ on member(s). 5-8 8) Bottom chord live load (40.0 pso and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11s) 2=698, 11=698. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. - Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 11,2019 AWARNING -willydasignParumefersand READ NOTES ONTHIS AND INCLUDED MITEKREFERANCEPAGE MX7473ni1tW(Y101aBEFOREUSE. Devalid for use only with MBek@ connectors. This design Is based only upon parameters showy, and Is for on Individual building component, not sign a hue system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bra ing Indicated a to prevent buckling of Inc Mdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with Possible personal thury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of Mazes and Muss systems. sesANSVIPIt CuaIM Cristo,O5BA9 and BCSI Building Component fi9o4 Palle East Blvd. Safety Informatbrmolloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandda. VA22 14. Tampa, FL 33610 Job Truss Thus Type City Ply THE COTTAGE T78822014 M11455 AT13 ATTIC 1 1 Job Reference (optional) Gnamoprs I rUSs, Inc., Pon Pierce, PL 8.9ZU S Uct 29 ZU19 MI I eK Inc. Mon NM 11 U/29:Z1 ZUl9 4.00 12 6X8 = 6xB 4 21 22 23 24 25 28 5 Scale=1:60.7 i 14 12 11 9 3.4 II 5x6 = 3x4 = 3x4 = 5x6 = 3x4 It 8-5-15 13.0-0. 22-0-0 2fi-fi-1 350-0 FS15 I d.i:.1 I a-O-O d-n.1 I P-L1F � Plate Offsets (X.Y)- T2:0-5-2 0-1-10] [4:0-M.0-2-3][5:0-3-8 0-2-3] [7:0-5-2 0-1-101 LOADING (pat) 'SPACING- 2-0-0 CSI. 'DEFL. in (lac) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.54 _ Vert(LL) -0.31 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OAS VerICT) -0.5711-12 >743 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.46 Hord(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.2711-.12 >999 240 Weight: 180 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 •Except' 4-5: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP.240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1513/0-8-0, 7=1513/0-8-0 Max Holz 2=136(LC 11) Max Uplift 2=-697(LC 12), 7=-697(LC 12) Max Gran, 2=1641(LC 18), 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 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-430312049.3-4=-3800/1611, 4-5=-3601/1567, 5-6=-3800/1611, 6-7=-0302/2050 BOT CHORD 2-14=-1817/4128, 12-14=-1817/4128, 11-12=-1255/3598, 9-11=-1826/4024, 7-9=-1826/4024 WEBS 3-14=-84/310,3-12=-826/673, 6-9=-84/310, 5-11=-216/772, 4-12- 216/772, 6-11=-826/673 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-" to 2-6-0, Interior(1) 2-641 to 13-0-0, Extedor(2) 13-M to 17-11-6, Interior(1) 17-11-6 to 22-0-0, Extedor(2) 22-0-0 to 26-11-6, Interior(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) 150.011p 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 pending. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem 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 tit 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 mom. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING -Ve,DydesI9.paramerersand READ NOTES ON THISAND/NCLUDED MIFEKREFERANCEPAGEMX741Jrev. 10V9Y1tl1SBEFOREUSE Design valid for use only with MRekdil connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndNltluol truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' b 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 broclog of trusses and toss systems, seeANSVIPII Quo01y Cd arks, DS349 and IICSI Building Component 69M Parke East Blvd. Safety Informalbnovaaoble from Tom Plate Institute, 218 N. Lee Streat. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE COTTAGE T18622015 M11455 B Hip 1 1 Jab Reference (optional) Chemical Truss, Inc., r1-0.0 Pon Pierce, rL 9-11-1 15-0-0 15-&0 20-0-0 a.j4u a Uat 2e 4VI9 Mll ex indusines, Inc. Mon Nov l l 07:29;22 [Ole rage l ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-gFpZeu411yK18vbagp5JO4az6OE2tgCUICIhyKK7B 2411-0 35.0.0 �y -0- 8-1-4 t-9.14 i 50.15 & 4.IO �_ I26-8-0 _ 4-11-0 1-9-1 8-3-15 Scale = 1:62.3 4.00 12 5x8 = = . 4x8 67 8 2.3 \\ 2x3 i 3x4 Sx6 4x6 9 5xB MT18HS 5 3 4 10 11 24 v 25 2 14 12 m1 13t,nl�b 0 15 7xB MT18HS = Rd b 17 16 3x8 3x4 = 5x12 = 3x12 = 3x5 — 2.00 12 &1-4 9-11-1 15-6-0 20-0-0 24-11.0 25.0.12 35.0.0 d.1�31p a.11.d Plate Offsets (X Y)— [2:0-1-2 Edae]. [3:0-3-0 Edgel [6:0-5-12 0-2-121 [6:0-0-0 0-1-121 [7:0-1-12 0-0-0l r8:0-5-4D-2-01 rl l:0-4-0 Edgel,rl2:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) -0.54 14 >784 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.94 Vert(CT) -0.98 14 >429 240 MTiBHS 244/190 BCLL 0.0 Rep Stress Inor YES WB Or76 Horz(CT) 0.36 12 n/a n/a BCDL 10.0 Code FBC2017)TPl2014 Matdx-MS Wind(LL) 0.74 14 >570 240 Weight: 164 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-1 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at mil 9-15 REACTIONS. (Ib/size) 2=1349/0-8-0, 12=1349/0-8-0 Max Horz 2=155(LC 11) Max Uplift 2=-825(LC 12), 12=-825(LC 12) FORCES. (Ib) - Max. CompJI Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-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 BOTCHORD 2-17=-2119/3038, 16-17— 1925/2802, 15-16=-1758/2665, 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuI1=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=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-64), Interior(1) 2-6-0 to 15-0-0, Ezledor(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 truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf 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. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others), of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 2=825, 12=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING-VeN/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 re, 10,1112015 BEFORE USE. Design valid for use only with M6ekO connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling 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. Bracing Indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for sal and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and hum systems. seeANSVrPI I Quality Criteria, DBed9 and all Building Component 69M Parke East Blvd. Safety Informationavallable from Truss Hate Institute, 218 N. We Sheaf, Suite 312. Almmi la, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE COTTAGE T78622016 M11455 B1 Hip �Qty 1 1 Job Reference (optional) Gnambers I toss, Inc., Yon Plens), 1-L a.4eu s um LS Lmu III Iex ml Inc. ID:A%CVr6ubfdeoJ5ziCdyW RDyLFMw-I RMxsE5x3GSc13A'. LO- 6-4-72 -3- 13.40 15-8-0 220-0 24-11-0 26-8-0 -0- 6.4-12 0.10.10 5-8.10 26.0 8.8.0 2-11.0 i-9-0 Sx6 = 2x3 11 400 = I uc4e:90 ea I v ra,e 1 Scale = 1:61.3 1514 13 3x5 = 2x3 II 3x4 = 5x8 MT18HS= 3xl2 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.72 BC 0.94 We 0.76 Matex-M8 DEFL. Ven(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) III Ud -0.55 11-12 i757 360 -1.02 12-13 >410 240 0.35 9 Na Na 0.78. 11-12 >550 240 PLATES MT20 MT18HS Weight: 16016 GRIP 244/190 244/190 FT.=20% LUMBER- BRACING-. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 REACTIONS. (lb/size) 2=1349/0-8-0, 9=134910-8-0 Max Horz 2=-136(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250,(I c) 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, 8-9=-5700/4162 BOT CHORD 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 =-1 344/1986, 8-11=-394/387, 7-12=-226211640, 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.Opst hat Elf; B=45ft; L=35ft; save=5ft; Cat. 11; 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 13-0-0. Extedor(2) 13-0-0 to 17-11-6, Intedor(i) 17-11-6 to 22-0-0, Exterior(2) 22-0-0 to 26-10-0, Interior(1) 26-10-0 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 truss has been designed for a 10.0 psi 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 anyother 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'to uplift at joints) except 01=11u) 2=825, 9=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1:1,2019 Q WARNING -KIW des/gn pwrannefem end READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMl47419rev. fa=HI15BEFOREUSE. Design valld for use only with MBekb connectors. This design Is based only upon parameters shown. antl Is for on Individual building component, not �t- a truss system. Before use. the building designer must verify the applicability of design parameters antl properly Incorporate this design Into the overall bulltling all Bracing Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- prevent of Isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage, For general guidance mgardIng the 6904 Palle East Blvd. fabrlcction, storage, delivery, erection and bracing of trusses and truss systems. sooANSUTPIT Quality Crdudo. DSB49 and SCSI Building Component Safety Infoimdtionc aiiable from Truss Plate Institute, 218 N. Lee Street Sul}e 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE COTTAGE T78622017 M11455 B2 �Qty HIP 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Oct 29 201 Inc. Mon Nov 11 07:29:24 2019 48 = 4 end 2x3 II Axe = 2x3 Scale = 1:6D.4 3x4 = 2x3 11 3x6 = 48 = 2x3 II 3x5 = 3x4 = 51 MT18HS= 7-7-2 f 114)-0 17-&0 j 24-P0 '�6-2-9 35.0-0 ]-]-2 3-4-14 6-EO fi-fi-0 1-2-0 9-10.0 Plate Offsets (X Y)-- r4:0-5-4 0-2-01 r6:0-5-12 0-2-01 r9:0-0-14 Edger rl l:0-6-00-3-01 LOADING (pi SPACING- 2-0-0 GEL DEFL, inL11-22>406 Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOLL 1.25 TC 0.51 Vert(LL) 0.47 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.30 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.04 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 164 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP M 30 WEBS 2x4 SPNo.3 REACTIONS. (lb/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 Gmv 2=947(LC 21), 11=1427(LC 1), 9=361(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Row at midpt 6-13 FORCES. (lb) - Mau. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2065/1469, 3-4=-1560/1164, 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 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=165mph (3-secand gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=15ft; 8=45ft; L=3511; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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, Interior(1) 15-11-6 to 24-0-0, Extedor(2) 24-0-0 to 28-11-6, Interior(1) 28-11-6 to 36-0-0 zone; porch right exposed;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 truss has been designed fora 10.0losf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-01 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 joints) except Ut=1b) 2=575, 11=1078, 9=407. Thomas A. Alban] PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 ,&WARNING - Vadrydalisaparameteraand BEAD NOTES ON MIS AND INCLUDED MREKREFEBANCE PAGE M1474TJrovv, IGIM2016 BEFORE USE. Design valldfor use only with Miconnectors. fitsdesign is based only upon parameters shoi and is for an Individual building component, not �r- a truss system. Before use, the building designer must verity the oppllcobllity of design parameters and properly Incorporate mis design Into the overall ■■ building design. Bracing Indicated is to prevent buckling of Individual 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 me fabrlcaton. storage, delNery, erection antl bracing of trusses and truss systems. seeAlliI Quell CMei DSIId9 and BC51 BuBENp Component 6904 Parke East Blvd. Safety Informo8orra ollable from Truss Plate Institute, 218 N. Lee Sheet. Sulte 312. gexontlrlo, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T78622018 M11455 B3 HIP 1 1 FECOTTAGE b Reference (options]) �nanruars nws, mu., ran Warta," o."us uazu Cura ranee mausmes, Inc. on Nov 11 urLn:Lo Lulu race 4.00 12 48 ,2 4 2x3 11 3x6 = 3.8 = 2x3 Il 3x6 = 526 6 7 27 8 9 9.1 Scale=1:60.4 2 J re 3x8 = 2.3 II 5x10 = 3x4 = 3x6 = 3x6 = 3x4 = B-0.0 144-12 19.6-0 94.10-0 96-0-n 350.0 9-0-0 15-4-12 154-4 15-4-0 1-2.0 9.0.0 Plate Offsets (X,Y)-- [2:0-0-14,Edge] [4:0-5-4,0-2-0] [9:0-3-0,0-2-8] [11:0-0-6 0-0-01 r13:0-3-e 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.45 Vert(LL) 0.48 13-23 >252 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(CT) -0.3213-23 >380 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 163 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4'SP No.3*Except* WEBS 1Row at midpt 7-13 8-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=860/0-8-0, 13=1711/0-8-0, 11=127/0-8-0 Max Harz 2=-97(LC 10) Max Uplift 2=530(LC 12). 13- 1237(LC 12), 11=-293(LC 12) Max Gmv. 2=869(LC 21), 13=1711(LC 1), 11=161(LC 22) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1835/1348, 3-4=-1580/1150, 4-5=-1382/984, 5-7=-1382/984, 7-8=836/851, 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=-3121354,7-15=-759/899, 7-13=-1620/1109,10-13=-528/804 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDG4.2psf; BCDL=3.Opst h=15it; B=45tt; L=35tt; eave=5f ; Cat. 11; Exp C; Encl.,GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 28-0 to 9-0.0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, interior(1) 30-11-6 to 36-0-0 zone; parch right exposed;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 noncohcunent 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 38-0 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 jolnt(s) except (]t=lb) 2=530, 13=1237, 11=293. Thomas A. Alban) PE No.39360 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 QWARN/NG-Varrydeslgnparametcroand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE MIF7479rtv. 1Ne21?915BEFORE USE Design valid for use only with MBekO 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 appllcabillly of design parameters and property 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 antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of husses and muss systems. seeANSVWIT Queley Criteria, DSBd9 and BCSI Building Component 6904 Parke East Blvd. Safety thfmmatlonovalobie mom Truss Piste Institute, 218 N. Lee Street Soto 312, Nexanddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE COTTAGE T78622019 M11455 GRA Hip Girder �Oty 1 2 Jab Reference (optional) Chambers Truss, Inc., Fork Pierce, FL 8.320 a Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:30 2019 Page 1 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-bnlaKdAKOPKd57CVAMyzd3Oz7K6iwVXNByEdaDyKK73 r1-0.0 7.0.0 12-3-14 17.6-0 22-B-2 28.0-0 35.0-0 36.0-0 "1-0- 7-0.0 5-3-14 5-2-2 5-2-2 5-3.14 7-0-0 -0-0 5x8 MT16HS 4.00 12 3x4 = 5.8 MT18HS = 3x4 = 5x8 MT18HS = Scale = 1:60.3 16 35 15 36 14 37 38 13 39 4041 42 12 43 11 44 10 4x6 = 20 II 5x6 WB= 4x4 = 3xB = 4x4 = 5x6 WB= 2x3 II 46 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017/TP12014 CSI. 7C 0.65 BC 0.96 WB 0.65 Matrix -MS DEFL. in floc) Vclefl L/d Vert(LL) 1.D4 12-13 >405 240 Vert(CT)-1.0412-13 >402 240 Hord(CT) 0.19 8 Na Na PLATES MT20 MT18HS Weight: 316 lb GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2833/0-8-0, 8=2835/0-8-0 , Max Hom 2=78(LC 24) Max Uplift 2=-2199(LC 8). 8=-2255(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -Aft 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=-5728/7490, 14-16=-5761/7530, 13-14=-7944/10549, 12-13=-8281/10563, 10-12= 5910/7531, 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= 481/670 ' NOTES- 1) 2-ply truss to be connected together with 1od (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 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4:2ps1; BCDL=3.Opsf; h=15ft; B=45N; L=35f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=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 10.0 psi bottom chord live load nonconcurent with any other live loads. 8) • 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 chard and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11c) 2=2199, 8=2255. Thomas A. Albani PE No.39300 MiTek USA, Inc. FL 6rt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11.2019 Job Truss Truss Type Oty Ply THE COTTAGE T18622019 M11455 GRA Hip Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Uct 29 2019 MI 1 eK Industries, Inc. Mon.Nov 11 UCZ9:3U ZUl9 rage 2 I D:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-bnlaKdAKOPKd57CVAMyzd3Oz7K6iwVXNByEdaDyKK73 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 137 lb down and 231 lb up at 7-0-0, 116 lb down and 171 lb up at 9-0-12, 116 lb down and 171 Ib up at 11-0-12, 116 to down and 171 lb up at 13-0-12, 116 lb down and 171 lb up at 15-0-12, 116 lb down and 171 lb up at 17-0-12, 116 lb down and 171 lb up at 17-11-4, 60 lb down and 59lb up at 19-11-4, 80 lb down and 59 lb 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 137 lb down and 231 lb up at 28-0-0 on top chord, and 469 lb down and 578 lb up at 7-0-0, 80 lb down and 29 lb up at 9-0-12, 60lb down and 29 lb up at 11-0-12, 80 lb down and 29 Ib up at 13-0-12, 801b down and 29 to up at 15-0-12, 80 lb down and 29 lb up at 17-0-12, 80 lb down and 291b up at 97-11-4, 179 lb down and 276 lb up at 19-11-4, 179 lb down and 276 lb up at 21-11-4, 80 lb down and 29 lb up at 23-11-4, and 80 lb down and 29 Ib 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+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ 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=-1 16(F) 24=-116(F)25=-116(F)27=116(F) 28=-1 1 6(F) 29=-1 16(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 Ply T78622020 M11455 GRB HIPGIRDER �Qty 1 1 �THECOTTAGE Job Reference (optional) wam..rs I Fuss, Inc., rqn Fierce„rL C.Jzu s UM ee Lule ml I arc Industries, Md. man Nov n ut: eu;je zule 2x3 II 4.00 12 6x8 = 3x4 = 4x6 = 8 25 426 27 28 29 5 6 30 In 2 d 18 36 17 16 37 3B 39 15 40 41 2x3 h 4x6= Sx6 WB= 5xlo= 3x4 = Scale=1:60.3 5x8 MT18HS = 5xt2 = 2x3 II 731 32 33 34 8 35 9 n 10 11 N I 14 42 43 44 13 45 12 2x3 II 2x3 II 7x14 MT18HS = 3x4 = 11-5-8 I 151-1-0 0S4-R8 24d10.0 2890 &7A00 9-0-7N00 Plate Offsets (X,1)— 13:0-5-12,0-2-121, [6:0-3.O,Edgel,19:0-5-8.0-2-81, [13:0-5-12,Ed9el LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 .Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.38 16 >782 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Verl .0.4315A6 >690 240 MT18HS 2441190 BCLL 0.0 Rep Stress Mar NO WB 0.98 Hom(CT) 0.09 13 n/a life BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* ' 4-15,7-15: 2x4 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 Grey 2=1604(LC 17), 13=4305(LC 1), 10=212(LC 7) BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-12 oc pur ins. BOT CHORD Rigid ceiling directly applied or4-3-12 oc bracing. WEBS 1 Row at midpt 7-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 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, 91 BOT CHORD 2-18=-2791/3872, 16-18=-282513913, 15-16=-2849/4232, 14-16=-206/680, 13-14=-206/680,12-13=-16231722,10-12=-1668/785 WEBS 3-18=-542/665, 3-16=-921505, 4-15=-1145/952, 5-15=-551/497, 7-15=-2056/2887, 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; Vulti 65mph (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=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 lb uplift at joints) except (jt=lb) 2=1201, 13=3423, 10=566. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 231 lb up at 7-0-0, 116 lb down and 171111, up at 9-0-12, 116 lb down and 171 lb up at 11-0-12, 116 lb down and 171 lb up at 13-0-12, 116 lb down and 171 lb up at 15-0-12, 116 lb down and 171 lb up at 17-0-12, 116 lb down and 171 It, up at 17-11-4, 116 lb down and 171 lb up at 19-11-4, 116 lb down and 171 lb up at 21-11-4. 116 to down and 171 Ib up at 23-11-4, and 80 to 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 lb down and 578 lb up at 7-0-0, 80 Ib down and 29 lb up at 9-0-12, 80 go down and 29 lb up at 11-0-12, 80 It, down and 29 Ito up at 13-0-12, 80 Ib down and 29 go up at 15-0-12, 80 lb dawn and 29 lb up at 17-0-12, 80 It, down and 29 lb up at 17-11-4, 80 lb down and 29 lb up at 19-11-4, 80 lb down and 29 lb up at 21-11-4, 80 Ito down and 29 Ib up at 23-11-4. and 179 lb down and 2371b up at 25-11-4, and 585 lb down and 7271b up at 27-11-4 on bottom chord. The designtselection 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 IF) or back (B). Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33810 Dale: November11,2019 QwARNLVG-Ver/fytleslgnpavm,te.. And READ NOTES ON MS AND INCLUDED MREK BEFEBANCE PAGE 1110.14YJ rev. 14N30016 BEFORE USE Design valid for use only with MlrekS, connectors. The design Is based only upon parameters showIndividual b n, and Is for an unding component, not I,trust, system. Before use, the bulding designer must verify me applicability of design parameters and properly Incorporate the design Into the overall buldingdeslgn. Bracing indicated is to prevent buckling of individual muss web and/or chord members only. AddiaomitemperaTmdpmmanentbrocing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' , fabrication. storage, delivery, erection and bracing of trusses and muss system& socANSVIFII Quality Criteria. DSM9 and SCSI Building Component 6904 Perk. East Blvd. Safety Informatbrpvoi dole from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexontltla, VA 22314, Tampa, FL 33610 Job Truss Truss Type • Oy Ply T18622020 M11455 GRB HIP GIRDER 1 1 �THECOTTAGE Job Reference (optional) unam0efs rmss, mc., ran rierce, rL a.emrvmnrvuv r rmrnge c MID:AXCVr6ubfdeoJ5ziCdyWPDXAPUJCaytaKKRMuirL-RiUVHxBsNOKxgeGl)e6yKK71 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Wads (Off) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 19-22=-20 Concentrated Loads (lb) Veil: 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(B)33=-116(B)34=-116(B) 35=-6(B)36=-63(B) 37=-63(B)38=-63(B) 39=-63(B)40= 63(B) 41=-63(B) 42=-63(B) 43= 63(1]1)44= 63(B)45=-179(B) ,&WARNING- yerlfydeatSnparemeeersand BEAD NOTES ON MIS AND INCLUDED MITEKBEFEBANCE PAGE MIF7473rev. IMMI1SBEFORE USE Design valid for use only with MmekO connectors. This design Is based only upon parameters shown. and Is for an Individual bul ding component, not �� ss a tnsystem. Before use, the building designer must ve* me oppllcabuty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNidual Truss web cnd/or chord members only. Additional temporary antl permanent bracing WOW b always requhed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrica6an, storage, delNery, erection and bracing of trusses antl hum systems. saeANSVrpII 9ualNv Cr lo, DSBA9 and SCSI Building Cemponont 69N PeMe East Blvd. Soloty hJomsatbmvcilabie from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22 14, Tampa, FL 33610 Job Truss Truss Type - Ply THE COTTAGE T78622021 M11455 J1 JACK -OPEN �Qty B 1 Job Reference (optional) Gnamber5 I runs, Inc., Fort Pierce, FL 8.320 S UM 29 2019 1011 ex Industnes, Inc. Mon Nov 11 u/29:33 2019 Yage 1 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-om4yfcgKi Bybx4sUVgR2boYNB7OTptwSHAYyKK70 3a4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (Icc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress [nor YES WS 0.00 Horz(CT) 0.00 4 rJa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER- BRACING- Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT = 20 TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directlyapplied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mecha6ml, 2=118/0-8-0; 4=0/Mmhaniml Max Hors 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=10(LC M.2=118(LC 1).4=17(LC 12) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDIP3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18;'MWFRS (directional) and C-C Extedor(2) zone; porch left and fight exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 1001b uplift at joint(s) 3 except Qt=lb) 2=140. Thomas A. Albani PE No.39380 MiTek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 OWANNIIJG- VedrydesrynpenmelersanCNEAONOTES ON TN44ANOWMUDWU1gENNEFE CEPAGEMsF7473mx 1121712015BEFONEUSE Deslgn valid for use onfywifh MTek®conmectors This design It based only upon parameters shown. and Is for on Individual bustling component, not �- a truss system. Before use, the bustling designer must verify the applicability of desgn parameters and properly Incorporate the design Into the overall builtlingdesign. WacinghdlcWedbtoprevenlbucWhgofhdM ualh weband/orchwdmembenoNy. AddlBonel%mpemryandpermonentbrocing Is always requ od for statoNlty and to prevent collapse with possible personal blury and property damage. For general guldence regarding the MOW fabrication. storage, delivery, erection and bracing of trusses and Inns systems, seeANSVWII Quote• Cdbdu, OSBd9 antl BCSI Building Component 69W Parke East Blvd. Safety tnfounafbnwctoble from Truss Rate Institute. 218 N. Lee Sneer, suite 312 Alexontl0¢ VA 22314. Tampa, FL W610 Job Tess Thus Type Oty, Ply COTTAGE T18622022 M11455 J3 JACK -OPEN 6 1 FE b Reference (optional) Data s va ea'ero mi i an inausmes, inc. man riov it ul:zuasa zu is rage i ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw.OMzMCCjriBybx4sUVgR2Z3YJo7OTptwSHAYyKK70 3x4 = LOADING (psi) SPACING- . 2-0-0 CSL DEFL. in. (lot) Wall Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.29 Viaml 0,02 4-7 >999 240 TOOL 7.0 LumberDOL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC20171TP12014 Matdx-MP LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 - - BOT CHORD REACTIONS. (lb/size) 3=63/Mechanical, 2=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. CompJMax Ten. -All tomes 250 (lb) or less except when shown Scale = 1:9.4 PLATES GRIP MT20 2441190 Weight: 111b FT=20% Structural wood sheathing directly applied or 3-0-0 oc puffins. Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.Zpst BCOL=3.0pst h=15ff, B=45h; L=24f ; eave=411; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 2-11-4 zone; porch left and right exposed;C-C for members and tomes & 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 20.0psf 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 100lb uplift at joint(s) 3, 4 except (jt=lb) 2=207- Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 0 WARNNG-Vedfydesfge peremet..dREAONOTEB ON MS ANDNCLUOEO MREKREFERANCEPAGEMIL74Ta rev. faaYJp15BEFOREUSE Design valid for use aNywHh MBek®cannectors. This design 6 based any upon parameters shown. and b for on Individual building component, not a truss system. Before use, the balding designer must verity the apdicobility of design parameters and properly incorporate this design Into the overall DWdinticragn. BrocingIndicatedItopreventbucilingofkKWLKlhrmwebandlorchordmembersonly. AddlflonaltemW,oryondpermcnentbrachg MOW Ls always required for stability and to prevent collapse with pal personal hijury end property damage. For general guidance regarding the fabrlc tlon storage. delivery, erection and bracing of titeSBe and buss systems SaaANSVTPH Cualay Criteria, DSB49 and SCSI Building Component 6e04 Parke East Blvd. Safety Infomsalbmvaeable from Truss Kota Institute, 218 N. Lee Sheet. Suffe 31Z Alerandria VA 22314. Tampa, FL W610 Job Truse Truss Type • Ply THECOTTAGET18622023M11455 J5 JACK -OPEN Fy 1 Job Reference (optional) Unarl I mss, Inc., ton Pierce, 1-L 8.320 s Ua 2112019 MI I eK lnbustnes, Inc. Men NOV 11 U7 29:34'2U19 3x4 = Bede =1:12.7 Plate Offsets (X,Y)— I2:0-1-6,0-0-01 .LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) 0.13 4-7 >455 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ven(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=119/Mechaniml,.2=242/0-8-0, 4=59/Mechanical Max Hom 2=123(LC 12) Max Uplift 3=-126(LC 12),.2=-278(LC 12), 4=-87(LC 12) Max Gmv 3=119(LC 1), 2=242(LC 1), 4=84(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOTCHORD 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=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 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 noncencurrem 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 vAde Wit 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 healing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 3=126, 2=278. Thomas A. Albani PE No.39380 IBiTek USA, Inc. Fl. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 0 WARNING-Vedlydeslgn panmeten and READ NOTESON MISANOINCLUOEO4m£KREF£RANCEPAGE/. 74" rev. IrVOJl1015BFFOR£ USE. Dedgnvolid foruse onfywah MTesEconnectors. TNsdeslgn B based onlyupon parometersshown. and afor anlncMdual bulldIng component not a truss system. Before use. the bulang designer must verity the appllcablllty of design porameters and properly Incorporate NO design Into the overall buadigdesign.&ac4g lrx1icoted Is to prevent bucWng o/IndNldualtucs web and/or chord members orry. Additional temporory and permanent bracing M!Tek' is always required forstaba0ydndto preventcallopsawlth posiblepersenal injury and prope"damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tru s systems, weANSM1,CuaOy CrBate. USB49 and SCSI BuOding Component 69" Parke East BNd. Solely Information vaaable from Truss Hate Institute. 218 N. Lee Street, Suite 312. Alexantlda VA 22314. Tampa, FL 33610 Job Truss Truss Type - Oty, Ply T78622024 M11455 J7 JACK -OPEN 20 1 �THEcoT-rAGE Job Reference (optional) unamoers Ines, Inc., ron Pierce, rL 3x4 = 8.320 a Uot 29 2019 MITek Industries, Inc. Mon Nov 11 07:29:05 2019 Page 1 ID:AXCVr6ubfdeoJ5ziCdyWPDyLFMw-yISTNLESEyyvBv4Tz Y8K77sILpRbwz6LExOFRyKK7_ Scale: 3/4'=1' Plate Offsets (X,Y)— I2:D-1-14,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(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 We 0.00 HOrz(CT) -0.00 3 n/a 11/a BCOL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.18 4-7 >469 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=170/Mechanical, 2=315/0-8-0, 4=83/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-156(LC 12), 2=-210(LC 12), 4=-9(LC 12) Max Grav 3=170(LC 1), 2=315(LC 1). 4=120(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structuml.wood sheathing directly applied or6-0-0 oc pudins. 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=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0to 2-0-0, Interior(l) 2-0-0 to 6-11-4 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 psf bottom chord live load nonconcumem 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 100 lb uplift at joint(s) 4 except at=lb) 3=156, 2=210. Thomas A. Alban! PE No.39380 fdiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 QWARNWG-VedtydeVgnparemetemwdREAONOTESOMT MANDWCLUOEDM1 KREFERANCEPAGEM674Mmx hVeM7015BEFOREUSE Design valid for ute only with MBe'x®connecfals This design It based only upon pahvneters shovnt anti Is for an IndiAdUolbullding component, not a teas system. Before use, the bWdmg designer must verify fine applkobOny of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss so and/or chord members only. Additional temporary and permanent bracing Is always required for nota y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fpbrkaliom storage. deft ery, erection and broCing of trusses and trust System; seeANSVIPII Quality Craerb, DSB-69 and SCSI Building Component 69M Parke East Blvd. Sabin' Infomrotbrswoloble from Truss Rafe InsHMe. 218 N. Lee Sheet Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type • Qty Ply THE COTTAGE T78622025 M11455 J7P JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:35 2019 Page 1 ID:AXCVr6ubfdeoJ5ziCdyWPDyLFMw.yISTNLESEyyvBv4Tz Y8K77tfLyFbtA6LExOFRyKK7_ -1-0 4-1-3 7-0-0 14-0}0 I 4-1-3 2-10-13 Scala: a/4'=1' 3.6 = 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 YES Code FBC2017/TP12014 CSI. TC 0.41 BC 0.43 WB 0.24 Matriz-MP DEFL in Ved(LL) 0.22 Vert(CT) -0.12 Horz(CT) -0.00 (Joe) Udell 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 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SO M 30 BOT CHORD Rigid ceiling directlyapplied or7-1-11 oc bracing. WEBS 2x4 SO No.3 REACTIONS. (lb/size) 4=54/Mechanical, 2=315/0-8-0, 5=199/MechanimI Max Hors 2=161(LC 12) Max Uplift 4=-50(LC 12), 2=-353(LC 12), 5=-256(LC 12) Max Gray 4=60(LC 17), 2=315(LC 1), 5=199(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-33.5/554 BOT CHORD 2-6=-741/316 WEBS 3-6=-349/819 NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.0ps1; h=15R; B=45ft; L=24ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-M, Intedor(1) 2-0-0 to 6-11-4 zone; porch left and light a)posed;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 3-61 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for muss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 4 except (jt=lb) 2=353, 5=256. Thomas A. Mbanl PE No.39380 fdTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Q WARNING -Verily Oasignparamefereand READ NOTES ON MIS AND INCLUDEO MDEKREFERANCEPAGEMIL7,Pumv. 1043a2015 BEFORE USE Design valid form only with Mirek®cannectors. This design b based only upon parameters shown cnal Is form Individual building component. not o tnas system. Before use, Me bustling designer munverlfy Me applicability of design parameterscod poperly incorporate this design into the overall building design. Bracing Indcated is to prevent buckling of lndMduot Inns web and/or chord members only. Additional temporary and permanent bracing MiTek' e always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabr coflon. Storage, delNery, erections and bracing of trusses and truss Systems SeeANSVIPll Quay Cdtetb, DSB419 and 6C51 Bulldlin6 Component 69M Parke East Blvd. Safety bdormatbrinvoaoDle hom Truss Plate Institute. 21 B N. Lee Sheet Suite 312. AlexandrkL VA 22314. Tampa, FL W610 Job - Truss Truss Type - Ply THE COTTAGE T18622026 M11455 KJ7 DIAGONAL HIP GIRDER �Qty 4 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.320 s Oct 292019 MiTek Industries, Inc. Mon Nov 11 07:29:37 2019 Page 1 I D:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-u8DEo0FjmZDdRCEr5KacPYCF79gc3ILPoYOUJJyKKGy -1-5-0 6-8-12 9-10.1 1.5.0 6-B-12 3-1-5 Scale = 1:21.2 w la 3x4 = uo u 5 6X8 = 6.842 371-5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vem(LL) 0.14 7-10 >820 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCOL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 38 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins. BOT CHORD 2x4 SP M 30 -. BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. fib/size) 4-38/Mechanical, 2=501/0-10-15, 5=435/Mechanical Max Hom 2=161(LC 8) Max Uplift 4=-39(LC 8), 2=-574(LC 8), 5=-521(LC B) FORCES. fib) - Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/902 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; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft,, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard 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 36-0 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 bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=574, 5=521. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and 80 lb up at 4-4-0, 38 Ito down and 80 lb up at 4-4-0, and 67 Ito 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 3lb up at 16-1, 67 lb down and 3 Ito up at 1-6-1, 21 Ito down and 41b up at 4-4-0, 21 fib down and 4lb up at 4-4-0, and 361b down and 441b up at 7-1-15, and 36 lb down and 44 lb up at 7-1-15 on bottom chord. The desigr1selection 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 (8). .LOAD CASE(S) Standard 1).Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIl) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=-0(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 Albani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November11,2019 Q WARNING -Vedrydesignparzmersrsend READ NOTES ON TNISAND INCLUDED MmEKNEFERANCEPAGEM67471 rev. 1NOY1U15eEFOREUSE Design va"c"r use on' with Mredogd nectars. iNs tledgn6 basetl only upon parameters shown arw Bfa an hrtlNWuol bustling component.not a hus system. Before use, me bW tling tlevgner mustverHy the opplicobaity of tlesign paromefars and properly Ncorporate mW tledgn Into the overall bued'usg design.Bracing lndlcotedbloprevenl bucWing of lndlvlduai trrmweb arld/or chard members only. Atltlitional temporary and parmmsenf bracing t always regwetl for stobaay and to prevent collapse with posvbla personal injury and property damage. For general gultlance regortlng the foDrkx>tlon storage, delNery, erection ontl broculg of tomes ontl Truss systems, seeANSURI I DuoltlyC1OeM, DSBdg and SCSI BuOdbp Component Splply Wolmptbrnvoilobleftam Lass Rate Ins"Ic, 2" N. Lee Sheet Salle 312 Alexontlrlo. VA 2231d. �■' f■ MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on Joint unless x, y 4 offsets are Indicated. 6u4-8 dimensions shown In ft-In-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal orX-bracing, Is always required. See SCSI. 0 1/1 dr cr 2 cza 2. Truss bracing must be designed by an engineer. For WEBS 4 p Cvy wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I c p O=Ca bracing should be considered. U eb x 9 3. Never exceed the design loading shown and never Inadequately braced trusses. a- U stack materials on O 4. Provide copies of this truss desgn to the building cr-s car cse O �- For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-11i9'from outside all other Interested ponies. 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 NUMBEREDAETTERED 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 ANSIAPI 1. Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from *Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software Or UPOn request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber exceed 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 consldeiation and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1362, 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/fPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, it no ceiling Is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITekO 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 vertically unless Indicated otherwise. Mln size shown is for crushing only. ,A 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent Safe Information, ® M k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITG' ANSII 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Mliek Engineering Reference Sheet: MII-7473 rev. 10/03/2015