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TRUSS PAPERWORK
__a nbe.r design values are in accordancc�-.;'h ANSI/TPI 1 section 6.3 These ts designs rely on lumber values established by others. M�Tek° RE: �4995 -WILLIAMS MiTek USA, Inc. Site I formation• 6904 Parke East Blvd. Customer Info: MICHAEL DIFRANCESCO Project Name: WILLIAMS Model: Tampa, FL33610 4115 ` Lot/BI'bl ck: Subdivision: Addr''ss: UNKNOWN !Z� 0 (� 6� wµ -L, &V City: §T LUCIE COUNTY State: FL Namedddress and License # of Structural Engineer of Record, If there is one, for the building. OC", Nameii, License #: Cln" Add rI s: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loadi.' g Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Windb lode: ASCE 7-10 Wind Speed: 160 mph Roof ilk ad: 45.0 psf Floor Load: N/A psf This package includes 5 individual, Truss Design Drawings and 0 Additional Drawings. With "'iy 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.— I Truss Name IDate 1 15448313 1 CJ 10/30/18 I2 I! 15448314 1 CK 110/30/18 I I3 J T15448315 I CL 110/30/18 I 14 I! 15448316 I CM 110/30/18 15 ', 15448317 I CN 110/30/18 The tr2s drawing(s) referenced above have been prepared by MiTek USA, c. under my direct supervision based on the parameters provided by Chambers Truss. Truss (Design Engineer's Name: ORegan, Philip My licl'III se renewal date for the state of Florida is February 28, 2019. IMPO Ill ANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to fNiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these de P°igns. MiTek has not independently verified the applicability of the design paramet' 'rs or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into'fhe 'overall building design per ANSI/TPI 1, Chapter 2. 01111111►1j�, IV NO 5812 � r CCr ST T OF :,Ijj ` 'O N Al-�E�� 1111111 Philip J. O'Regan PE No.58126 MfrekUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ORegan, Philip 1 of 1 Job Truss Trus.: city Ply WII i T15448313 74995 CJ Root 1 1 Units: 1 Job Reference (optional) Ena: KP unamners I Inc., rorr vierce, rL o. w a .. . ,., ...,. — — ... y , I D:h8Oi 1 Na41 piNcFzzonxaS 1 zajh4-j KC9GX4aDsCGO NTx8gOGrZxThp686VHs9 WtcMCyOHau 1.4-14 -5 8 6-1-0 12-7-4 18-10-8 21-86 2"-4 29-3-1 37-2-14 5-8 4-11-2 6-3d 6.3-4 2-8-14 6-6.14 -0-1 7-11-0 1-4-14 5x6 = Scale=1:71.2 5x8 = 5.00 V2 6 7 4x4 = 17 16 15 3x4 = 13 12 it 3x4 11 3x4 = 3x8 = 3x6 = 6x8 = 3x4 = " INSTALL 2 X 6 X 1-0-0 SP NO.2, CUT THIS REPAIR IS APPLICABLE TO DRAWING NUMBER(S): "�.;-, TO FIT TIGHT. T15448313-(CJ) THROUGH T15448316-(CM). FOR ALL LUMBER, PLATES, ETC. NOT SHOWN, REFER TO THE APPLY 2 X 8 SP NO.2 SCAB TO ONE FACE OF TRUSS WITH (3 ROWS) OF ABOVE DRAWING NUMBER(S). (0.131" X 3") NAILS SPACED @ 3" O.C. INTO THE NEW AND EXISTING REPAIR: BEARING HEIGHT HAS BEEN 2X6 MEMBERS. USE 2" MEMBER END DISTANCE. MODIFIED AS SHOWN. EACH SCAB MUST EXTEND FROM THE TOP OF THE TOP CHORD TO TO THE BEARING. j 1d-14 - -58 6-4-0 12-74 18-10-8 21-8-6 28-3-4 2 -7-4 37.2-14 5- 4-11-2 6-3-4 6-3-4 2-A4 6-6-14 0 4 0 8-7-10 1-4-14 LOADING (p If) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2 10 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.08 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 15-16 >999 240 BCLL Oi0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.02 12 n/a n/a BCDL 10�0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.09 12-13 >999 240 Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc pudins, BOT CHORDA 2x4 SP M 30 `Except' except end verticals. 3-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except' 6-0-0 oc bracing: 12-13. 1-21: 2x6 SP No.2 WEBS 1 Row at midpt 5-15, 6-15, 7-15, 7-13, 8-13, 8-12, 10-12 REACTIONS' Qb/size) 12=2184/0-8-0, 21=1141/0-5-8 Max Harz 21=489(LC 11) Max Uplift 12=-1068(LC 12), 21=-548(LC 12) Max Grav 12=2184(LC 1), 21=1180(LC 17) Max=-1 /1051 =-731/546, TOP CHORDIi) 5-6en 70/ 30, 1T2=-9 5/ 66,2-3=511836/909, 35X 1836cept ���`p-J."O.?��j,���o E N S�.� 92 s�� 6-7=-670/562, 7-8=-596/468, 8-10=-574/524, 10-11=-265/155 `,��.Q`r•.��G BOT CHORD!i 18-19= 523/1151, 3-18=-413/357, 15-16= 418/1146, 13-15=-65/523, 12-13=-456/705 �. op WEBS 1-19=-655/1477, 2-19= 1091/557, 2-18= 292/724, 16-18=-423/1167, 5-18=-525/953, a ISO 58126 S •� 515— 725/514, 7-15=-621f762, 7-13=-775/706, 8-13=-741/1126, 8-12= 1804/1371, 10-12= 458f737 NOTES- 1) Unbalance roof live loads have been considered for this design. '. OF Z 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124m h; TCDL=4.2psf; BCDL=3.0 sf; h=22ft; B=45ft; L=37ft; eave=5ft Cat. .4/ 11; Exp C; ncl., GCpi=o.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 1-4-14, Interior(1) 1-4-14 to 18-10-8, Extedor(2) I#� •• L p R ,<p P'•\=e,, G 18-10-8 to' 1-8-6, Interior 1 25-5-1 to 37-1-2 zone; cantilever left and right exposed ; end vertical left and right ex osed;C-C for v • •.... • •• members 3) A' d for es & age FRS forreactions t water pond ng;. Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trus 1ihas 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 Philip J. O'Regan PE.No.58126 MfTek USA, Inc. FL Gert 6634 will fit betw en the bottom chord and any other members, with BCDL=10.Opsf. 6904 Parke East Blvd. Tampa FL33610 6 Bearin at' ) 9 oint s 21 considers arallel to grain value usin ANSUTPI 1 an le to rain formula. Buildin desi ner should verif () P 9 9 9 9 9 Y capacity of bearing surface. Date: 7) Provide mE II chanical connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint 12 and 548 lb uplift October 30,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MI1--7473 rev. 10103,2015 BEFORE USE Design valid�1{' for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss sysiCrT building de .Before use, the budding designer must verity the applicability of design parameters and properly Incorporate This design Into the overall gn. &acing Indicated Is To prevent buckling of individual truss ofand/or chord beonly. Additional temporary and permanent bracing MiTek° Is always r wired for s'abiilry and to prevent collapse with possible personal iniury and property damage. For general guidance regarding the fabrication, storage, delivery. erec, and bracing of trusses and truss systems, seeANSI/IP17 Caa/dyCdloda, DS8-69 and SCSI Building Componanf 6904 Parke East Blvd. Salelylnformaflotsavoiloble from Truss Wote Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss r Qty Ply WIL1•'�` T15448314 74995 CK Roof'1",_6 1 1 I Job Reference (optional) Chambers Tri. S Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Tue Oct 30 08:06:14 2018 Page 1 ID:he0il Na4lpiNcFzzonxaSlzajh4-BWmXUt5C_AK70X27hYXVOmUd8DQXrxt00Ac9ueyOHat 8- 4-0-14 7-0-0 13-11-11 20-11-7 28-11-4 33-3-5 37-10-14 8- 3-4-14 2-11-2 6-1112 6-11-12 7-11-13 4-4-1 4-7-9 5x6 = 5.00 12 I 17 16 15 13 12 3x4 11 3x4 = 3x6 = 6x8 = 3x10 = 28-11-4 4x6 = Scale = 1:75.9 Plate Offsets (X Y)-- r13.0-3-8 0-3-01 rl8.0-2-4 0-2-01 f21:0-6-0 0-5-01 LOADING (p;if) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2 ,0 Plate Grip.DOL 1.25 TC 0.72 Vert(LL) -0.13 13-15 >999 240 MT20 244/190 I TCDL 160 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.16 16-17 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.01 13 n/a n/a BCDL 161 0 Code FBC2017/fP12014 Matrix -MS Weight: 269lb FT=20% I LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, BOT CHORD 2x4 SP M 30 *Except` except end verticals. 2-20,4-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 6-16, 6-15, 7-15, 8-15, 8-13 1-22: 2x6 SP No.2 REACTIONS i (lb/size) 22= 829/0-8-0, 21=2041/0-8-0, 13=2166/0-8-0 Max Horz 22=491(LC 11) Max Uplift 22=-972(LC 17), 21=-982(LC 12), 13= 1060(LC 12) Max Grav 22=401(LC 12), 21=2188(LC 17), 13=2234(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-282/502, 2-3= 123/281, 34=-1627/864, 4-6=-1696/1016, 6-7=-656/504, 7-8=-655/493, 8-10= 529/500, 10-11— 193/270 BOT CHORD j 21-22=-515/351, 2-21=-687/453, 18-19— 583/1387, 4-18=-401/345, 15-16— 352/1071, 13-15= 470/718, 12-13= 259/422 WEBS 19-21=-631/1490, 3-21=-1569/858, 3-19=-466/250, 3-18=-136/364, 16-18=-363/1072, 6-18= 471/826, 6-15=-777/565, 8-15=-763/1176, 6-13=-1 654/1207,10-13=-396/572, 10-12=-595/306 `,`elelllilA�►�l NOTES- , �! ,, 1) Unbalanced roof live loads have been considered for this design. �� `2` '� Cr E N S '• 9 �ii lE Q •L F• 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=381t; eave=5ft; Cat. �� 11; Ex r C; ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 4-0-14, Interior(1) 4-0-14 to 20-11-7, Extedor(2) m RHO 58126 0 •� 20-11-7 to 24-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & o * �• "� MW FRS f' reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ac equate drainage to prevent water ponding. - 4) This truss 6s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -0 Li 5) ` This trus i 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 �, s Q F 441 4. �`1 will fit be the bottom chord and any other members, with BCDL = 1 O.Opsf. 0 i,een 6) Provide nI hanical connection (by others) of truss to bearing plate capable of withstanding 972 lb uplift at joint 22, 982 lb uplift at . =,e joint21 an 1060lb uplift at joint 13. , '•.......,• ? Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrlEKREFERANCE PAGEMII--7473 rev. 10103,2015 BEFORE USE. Design val, � for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss syst rinn Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Info the overall building d �$Ign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always r' uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalio, I�storage, delivery, erection and bracing of trusses and truss systems, seeANSMPIT QualityClBeda, DSB-89and SCSI Building Component 6904 Parke East Blvd. Safety In ,mtationavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Qty Ply WILT, T15448315 74995 CL Roof � Job Reference o tional L3namDers I russ, inc., rori Merce, r'L ��•��• "" "' "•� ..y.. ID:h80i 1 Na41 piNcFzzonxaSI zajh4-fjKvhD5glTS_dhdKFF2kw_OoudmmaOz9cgMiR4yOHas 8- 6-0-14 -0- 13-11-11 20-11-7 28-11.4 33-3-5 37-10-14 8- 5-4-14 0-11- 6-11-12 6-11-12 7-11-13 4-4-1 Plate LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHO! WEBS FORCES. TOP CHC BOT WEBS 5x6 = 5.00 12 7 17 16 15 13 12 3x4 II 3x4 = 3x6 = 6x8 = 4x6 = 3x10 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 13-15 >999 240 16 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.17 16-17 >999 240 O, b Rep Stress Incr YES W B 0.76 Horz(CT) 0.02 13 n/a n/a 10;�b Code FBC2017lfP12014 Matrix -MS NOTES- 1) Unbalance 2) Wind: AS( Ii; Exp C; I 20-11-Ito MWFRS f( 3) Provide ac 4) This truss 5) ' This trus will fit betv 6) Provide In joint 20 an 2x4SPM30 2x4 SP M 30 `Except' 2-19,4-17: 2x4 SP No.3 2x4 SP No.3 *Except* 1-21: 2x6 SP No.2 Scale=1:75.9 PLATES GRIP MT20 244/190 Weight: 276 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-20, 6-16, 6-15, 7-15, 8-15, 8-13 (lb/size) 21= 770/0-8-0, 20=1980/0-8-0, 13=2168/0-8-0 Max Horz 21=487(LC 11) Max Uplift 21=-865(LC 17), 20=-1002(LC 12), 13=-1059(LC 12) Max Grav 21=420(LC 12), 20=2061(LC 17), 13=2235(LC 19) i - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-21= 359/538, 3-4=-1594/853, 4-6— 1712/1011, 6-7= 653/504, 7-8=-653/492, 8-10= 529/500, 10-11 =-1 93/270 20-21=-492/393, 2-20=-803/610, 4-18=-436/354, 15-16=-355/1072, 13-15=-470/718, 12-13— 259/422 18-20=-745/1669, 3-20=-1754/905, 16-18=-360/1082, 6-18=-477/839, 6-15=-778/556, 8-15=-765/1176, 6-13=-1655/1208, 10-13=-396/572, 10-12=-595/306 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft L=3811; eave=5ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 4-0-4, Interior(1) 4-0-4 to 20-11-7, Exterior(2) A-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 auate drainage to prevent water ponding. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Tas 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 an the bottom chord and any other members, with BCDL = 10.Opsf. hanical connection (by others) of truss to bearing plate capable of withstanding 865 lb uplift at joint 21, 1002 lb uplift at 1059 lb uplift at joint 13. ,�e�truni'�y� i 3. O G E N S�:•. ee No 58126 s . = cc z OF :�44/Z e ` m Al Philip J. O'Regan PE No.58126 MOW USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ® WARNING IL Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valicl�for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component n0Y � a truss system. Before use, the building designer must verify the applicability 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 MiTek7 Is always re§uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication; ptorage. delivery, erection and bracing of trusses and truss systems, seeANSU1Pl1 Quality CiBedd, DSB-89 and BCSI BuffdIng Component 6904 Parke East Blvd. Safely/nfogpaBcrtavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Ply Ply WIL T15448316 74995 CM Roof 1 1 Job Reference (optional) unamoers it ss, mc., rorrrrerce, rL o.—.,via. .. —.o1-,—, ,. .,.. ., -- I D:h8Oi 1 Na41 Di NCFzzOrlxaSl zaih4-c5Sg6v74H5iit?mi Ng4COP68POSC2JSS48rpV ' d-8-b 6-4-0 1-0-14 6-5-4 6-5.4 ' 7-5-11 01612 4-1-0 4-10-10 Scale = 1:75.9 5x6 = 5.00 12 6 16 15 14 12 11 3x4 11 3x12 = 3x6 = 6x8 = 4x6 = 3xl0 = 28-11.4 -6- 7-0.0 0.7 14-6-3 20-11-7 28-5-2 2 - 37-10-14 2- 6-4-0 -0-1 6-5-4 6-sd 7-5-11 0- - 9-11-10 0-4-0 LOADING (p' I f) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20�0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 12-14 >999 240 MT20 244/190 TCDL 1510 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 15-16 >999 240 BCLL O10 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 12 n/a n/a BCDL 10 0 Code FBC2017/TP12014 Matrix -MS Weight: 283 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 2-18,3-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 "Except' 6-0-0 oc bracing: 12-14,11-12. 1-20: 2x6 SP No.2 WEBS 1 Row at midpt 3-19, 4-15, 5-14, 6-14, 7-14, 7-12 REACTIONS.' (lb/size) 20= 586/0-8-0, 19=1792/0-8-0, 12=2172/0-8-0 Max Harz 20=482(LC 11) Max Uplift 20= 675(LC 17), 19=-884(LC 12), 12=-1061(LC 12) Max Grav 20=304(LC 12), 19=1843(LC 17), 12=2236(LC 19) I FORCES. (1 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-332/458, 3-4=-1360/776, 4-5=-1059/647, 5-6=-649/510, 6-7=-649/493, 7-9=-526/497, 9-1 0=-1 98/275 BOT CHORD 19-20=-477/454, 2-19= 733/594, 3-17=-103/363, 14-15=-339/1029, 12-14=-470/718, 11-12= 271/441 WEBS 17-19= 682/1501, 3-19=-1544/837, 4-15=-683/422, 5-15=-1431362, 5-14=-764/551, 7-14=-768/1171, 9-12=-394/567, 9-11=-613/320, 7-12=-1652/1206, 15-17=-654/1548 NOTES- 1) Unbalance( 2) Wind: ASC' II; Exp C; E 20-11-7 to, MWFRS foi 3) Provide ad( 4) This truss h 5) ' This truss' will fit betw( 6) Provide me joint 19 and I oof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=38ft; eave=5ft; Cat. :I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 4-0-4, Interior(1) 4-0-4 to 20-11-7, Extedor(2) -8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & eactions shown; Lumber DOL=1.60 plate grip DOL=1.60 uate drainage to prevent water ponding. > been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members, with BCDL = 10.Opsf. lanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 20, 884 lb uplift at 061 lb uplift at joint 12. ,el►lllli),ip� E N i • No 58126 O'• OF A� Philip J. Q'Regan PE.No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 ® WARNING Design valid'for =i Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11117-7473 rev. 10/032015 BEFORE USE use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building des ' ' n. 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 and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, seeANSWII OualByCrBedrr DSB-89 and BCV Building Component 6904 Parke East Blvd. Safety lnromiollonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job I Truss Truss'' pty Ply WILL' T15448317 74995 ON Roof _'*_= ti. 1 1 Units: 1 Eng: KIP Job Reference (optional) Uf arnuers ass, mc., rur r rW1 cc, — 0 IL' 7-0-0 10-0.14 15-6-3 20-11-7 ,,....., - ........ 26-6-1 _., .., ..... _.....--_-..__, 32-0-12 ...-. . -_ 35-4.13 4.2 - -- -- - -- -- — — - - - 37-10-146-1 0-10- 6.1-8 3-0-14 5-5-0 I 5-5-4 5-6-10 5-6-10 3 2- 5x6 = 6 5.00 12 5 i 5� 18 17 16 14 13 12 4x10 = 3x8 = 4x6 = 6x8 = EPAIK: BEARING HEIGHT HAS BEEN APPLY 2 X 8 SP NO.2 SCAB TO ONE FACE OF TRUSS WITH (2 ROWS) OF MODIFIED AS SHOWN. ® (0.131" X 3") NAILS SPACED @ 3" O.C. THROUGHOUT ALL COVERED ! MEMBERS. USE 2" MEMBER END DISTANCE. INSTALL 2 X 6 X 1-0-0 SP NO.2, CUT TO FIT TIGHT, SCAB MUST EXTEND FROM THE TOP OF THE TOP CHORD TO TO THE BEARING. 37-10-14 j 7-0-0 10-o-14 20-11-7 266-1 35-0-13 1 6 0- 02-0.6 6-a-0 3-0-14 10-10.9 5.6-10 6-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 2 10 Plate Grip DOL 1.25 TO 0.40 Vert(LL) -0.43 16-17 >975 360 MT20 244/190 TCDL 1 �0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.74 16-17 >558 240 BOLL &0 Rep Stress [nor YES W B 0.94 Horz(CT) 0.04 13 n/a n/a BCDL 1010 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 16-17 >999 240 Weight: 295lb FT=20% LUMBER - j BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, BOT CHORD 2x4 SP M 30 'Except` except end verticals. 2-20,3-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-21, 5-16, 6-16, 7-16, 7-14, 8-13 REACTIONS.1 (lb/size) 22=-570/0-8-0; 21=2191/0-8-0, 13=1764/0-11-5 j Max Horz 22=479(LC 11) Max Uplift 22= 712(LC 17), 21=-1041(LC 12), 13— 862(LC 12) Max Grav 22=269(LC 9), 21=2312(LC 17), 13=1895(LC 19) ! FORCES. (b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1674/1052, 4-5=-1852/1223, 5-6=-1435/1032, 6-7=-1410/1006, 7-8=-1424/896 BOT CHORD 21-22=-482/496, 2-21=-789/522, 3-19=-288/668, 16-17=-844/1605, 14-16=-637/1273, WEBS 13-14= 421 /762 1067/751, 6 1442/3 5-17_ 172/297, 16=-584/462/ 6-616=1463/755, 7-14' 3, 8-14= 336/8 9 8-13=-1582/845, 10-13=-220/380, 2-22= 244/429 • • • • •.. `(j �j� s� ���•,. NOTES- 1) Unbalanced roof live loads have been considered for this design. No 58126 2) Wind: AS9.E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft B=45ft; L=38ft eave=5ft Cat. II; Exp C; Encl., 20-11-7 tc GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 4-7-4, Intedor(1) 4-7-4 to 20-11-7, Extedor(2) 24-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & — MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 : s 3) Provide a equate drainage to prevent water ponding. ", OF •'� 4) All plates re 3x4 MT20 unless otherwise indicated. %� '. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i�T- •.• , Q Q ;•• N_`� O 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 be en eother f • i �j is , , •, ``C?,� ♦��,'S�O capable of 7) Prwithstanding 712 lb uplift at joint 22, 1041 lb uplift at ovide rriechanhcabcon ection (by others)of trussrto bearing plate N A' 0% joint 21 a, d 862 lb uplift at joint 13. Philip J. O'Regan PE No.58126 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10MR015 BEFORE USE Design v11d for use only with Mnek® connectors. This design h Wsed only upon parameters sh0 and Is for an Individual building component, not � a truss sym. build(ngsign. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall &acing Ind(cafedIstoprevent buckiirlg of Individual truss web and/or chord members only.Additionaltemporary andbracing 6V86Tek" h alwayquired for stability and to prevent collapse with ppersonal Injury and property damage. Forgeneal gu(anerardingthefaNicatI,storage.delivery, erection andbracing of trusses and truss systems,seeANSI/1PifCuCdfeda, DSB�9 and SCSI auUding Component 6904 Parke East Blvd. SafeWInrmaHomvailable from Truss Piate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 131 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. For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20120 software or upon request. PLATE WE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 0 c O U 0- 0 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19°h at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks, Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.