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HomeMy WebLinkAboutRevisions; Trusses Repair-J OFFICE USE ONLY: DATE FILED: l<� 1 \ \ REVISION FEE: 1. LOCATION/SITE _..__...__ PERMIT #�5,��-��ro �--,�� -- --- -- — - RECEIPT # PLANNING & DEVELOPMENT SERVICES----_ BUILDING & CODE REGULATION DIVISION R ECEIVF t 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 i OCT 0 9 (772)462-1553 APPLICATION FOR BUILDING PERMIT Rjjd$ nty, P PROJECT INFORMATION 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 3. 4. CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: �L BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: PHONE (DA TIME): OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYT] SLCCC: 9/23/09 Revised 04/26/2010 STATE: >l FAX: STATE: COUNTY CERT. #: FAX: File Copy VA l z ZIP: 1�1�1 MiTek° Lumber design values ar'e in accordc,with ANSI/TPI 1 section 6.3 These truss &signs Yely on lumber values established by others. F(E._ _x ,..14 - RE: 74497 - 20005 SOUTHERN STAR j ST. Lucie county, Pern Site Information: Customer Info: GROUP ONE CONSTRUCTION Project Name: Lot/Block: Subdivision: Address: 20005 SOUTHERN STAR City: FORT PIERCE - State: FL MiTek USA, Inc. 6904 Parke East. Blvd. 20005 SOUTHERTT�n9ai.A�3361d'el55 : Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof.Load: 37.0 psf Floor Load: N/A psf This package includes 3 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-81.003, section 5 of the Florida Board of Professional Eng rI�I TENERS OR ATTACHMENTS No. Seal# I Truss Name I Date 1 T14671586 1 G6 7/26/18 12 T14671587 1 G7 1 7/26/18 13 1 T14671588 1 G8 17126/18 ARE THE RESPONSIBILITY OF THE THESE PLANS AND ALL PROPOSED WORK CONTRACTOR OF RECORD ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT y MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. Gi-. NO DiSPECTION WILL BE TNL4DE. The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani', Thomas My license renewal date for the state of Florida is February 28, 2019 IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. 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 designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1; Chapter 2. A"Ar����� GE. ' No 39380 O. S .�44/14111111111 Thomas A: Alban) PE NMrrek USA, Inc. '�T Cinn 6904 Parke East Blvd• -Tampa. 3nUe, 6110 kp � Date: July 26,2018 Albani, Thomas 1 of 1 / oTruss - ` 'T. ss Type 3 ` ly c�)OS SOUTHERN STAR 74497 *'iCIAL 1 1 T14671586 G6 Units: i � Job Reference (optional) Eng: JL Chambers Truss, Inc., Fort Pierce, FL 8,130 is May 12 2018 MiTek Industries, Inc. Thu Jul 26 11:59:54 2018 Page 1 I D:B4h5MBmOpx?MT9hXBGzMj9zi511-062egylmG?CLtW 61?oV3orgCABieh4AJSDo6zZyuD83 32-5-12 8-6-0 17-0-4 19-0-4 21 0 30.5-12 32-1-4i 37-4-4 B-6-0 8.6.4 2.0.0 5-8-12 5-8.12 1-7-8 4-10-B 0-4-8 5x6 11 4x5 = Scale = 1:74.8 5x6 = 3x4 11 5x6 = 9 10 REPAIR: STUB TRUSS AS SHOWN. 4x6 i 3x4 i :44 23 3 3-0-0 2 KI8 17 3x6 = 5x6 = 6.00 FIT 6 7 3x4 11 5 H 25 ZE3 26 27 14 28 29 "-- 166x8 = 3x8 — 6x8 = 12 3x4 = 3x4 II 0-8-0 LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE yhf?``,, REMOVE ANY REMAINING SECTION OF SLIDER AND CUT CLEANLY AND ACCURATELY AND THE MUST BE FULLY EMBEDDED AND UNDISTURBEDAINING PLATE(S) (+) IW". REPLACE WITH 2 X 8 X 3.6-0 SP NO.2 [MIN. GRADE). I9 ATTACH 1/2" PLYWOOD OR OSB GUSSET 115132" RATED SHEATHING 32/16 EXP 1) THIS REPAIR IS APPLICABLE TO DRAWING NUMBER(S): y++++ TO EACH FACE OF TRUSS WITH (0.131"X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE: T14671586-(G6) AND T14671588-(G8). + + 2 X VS - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X VS AND LARGER - 4 ROWS: SPACED @ 4' O.C. FOR ALL LUMBER, PLATES, ETC. NOT SHOWN, + + NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE REFER TO THE ABOVE DRAWING NUMBER(S). FOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. -10-0 8.6-4 17-8-12 7-4-4 Plate Offsets (X Y)-- [4:0-3-0,Edge], [6:0-3.0,0-2-0], [9:0-1-12,0-2-8] [13.0-2-12 0-2-4] [15:0-2-12 0-2-8] [16:Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.22 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.59 16-17 >749 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.24 16-17 >999 240 Weight: 293 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 5-16,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. Except: WEBS 9Y4 SP No.31 Row at midpt 5-15 SLIDER Left 2x8 SP No.2 [MIN. GRADE] 3-6-0 W WEBS 1 Row at midpt 15-17, 3-15, 6-15, 6-14, 7-14, 8-14, 8-13, 10-13 2 Rows at 1/3 pts 10-11 REACTIONS. (lb/size) 11=1352/0-7-8, 1=1352/0-3-0 Max Horz 1=604(LC 12) Max Uplift 11= 917(LC 12), 1=-720(LC 12) MaxGrav 11=1506(LC 17), 1=1513(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 480/588, 2-3=-2301/1522, 3-23=-2089/1421, 23-24=-2054/1424, 4-24=-2046/1426, 4-5=-2015/1449, 5-6=-2167/1776, 6-7=-1451/1105, 7-25=-1451/1105, 8-25=-1451/1105, B-9=-766/56119-10= 678/547, 10-11= 1464/1262 BOT CHORD 1-18=-1914/2144, 17-18= 1914/2144, 5-15= 550/742, 15-26= 1390/1616, 26-27= 1390/1616, 14-27= 1390/1616, 14-28=-768/942, �8-29=-768/942, 13-29=-768/942 WEBS 3-17= 160/326, 15-17=-1838/2065, 3-15=-300/422, 6-15=-1074/1169, 6-14=-272/372, 7-14=-362/475, 8-14=-792/988, 8-13=-1354/1145, 10-13=-1232/1523 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft e =1 Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-0 to 10-3-3, Interior(1) 10-3-3 t0 19-0-4, Exte 19-0-4 to 28-7-7, Interior(1) 30-5-12 to 32-4-12 zone;C-C for members and forces & MW FRS for reactions shown;,Lumber D plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load -of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wi will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) N/A 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 917 lb uplift at joint 11 and 720 lb uplift at joint 1. )MPS• A .Z i r r OIs t11111111 Omas A. Albans PE No.39380 MITak USA, Inc. FL Cert 6634 �6 4 Parke East Blvd. Tampa FL 33610 July 26,2018 � L ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M147473 rev. 1010312015 BEFORE USE. Design wild for use only with MiTekD conhectors. This design Is based ohty upon parameters shown. and Is for an Individual building cornponent, hot " e a truss system. Before use, the building designer must verify the appllcablllty, of design parameters and properly Incorporate this design into The overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSWI1 Qualify Cdfeda, DSO-89 and BCSI BuQdfng Component East 6904 ParkeEast Blvd. Safety fnlormotbmvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, D rU6S ' `'�5 Type - ty y�;5 SOUTHERN STAR T1467158' 4497 G7 _ 'E;IAL 4 - - Units: 1 + Job Reference (optional) Eng: JL chambers Truss, Inc., Fort Pierce, FL 8.130 s May 12 2018 M7ek Industries, Inc. Thu Jul 26 12:45:40 2018 Page 1 ID:B4h5MBmOpx?MT9hX8GzMj9zz5ll-_Ozl9v_FaiAjJW 1 VsVm?5wPTS6vW 4_ZVvS_PLPyuCT9 2.0.4 -8- 6-2.8 10-4-12 13.8-8 17-0-4 21.0-4 26-8-8 2%1-4 37-44 0-8- 4-2-0 4-2-0 3-3-12 ' 3-3-12 4-0-0 5-6-0 5-4-12 53-0 1-4-4 Scale = 1:74.8 REPAIR: STUB TRUSS AS SHOWN. Sx8 = 6.00 12 8 4x5 410 7 3x6 i 6 3x4 II 5 26 4 I 3x4 11 3x6 = 4x5 = 4x5 = 27 9 28 10 29 11 12 3x5 12 yz L 22 O t8 15 Io 25 ` " r Sx14 / 23 8x12 = 30 17 31 16 32 6x8 = 1 24 3x6 II 21 20 196x8 = 3x4 = 3x8 = 14 13 8.73 12 3x4 11 4x8 = 3x4 11 3x4 11 6x8 = � 0-8-0 LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE SHOP FABRICATE SCAB TRUSS (SHOWN AS SHADED AREA ON TRUSS CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE(S) y„ DESIGN DRAWING) USING THE LUMBER AND PLATES INDICATED. MUST BE FULLY EMBEDDED AND UNDISTURBED. ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSS WITH (0.131`X 3-) NAILS 4 ='r^•=�1 (INTO ALL ALIGNING MEMBERS) PER THE FOLLOWING NAIL SCHEDULE: SCAB -TRUSS PLATES SHOWN BOXED! 1`'„ 2x3's-1 ROW, 2x4's-2ROWS, 2xGSAND LARGER -3ROWS: SCAB -TRUSS DETAILS LOCATED ON PAGE 2! SPACED 0 4° O.C. USE.2° MEMBER END DISTANCE. 2-0.4 ' 0-8- 6-2.8 10-0-12 13.8.8 17-0-0 21-0-4 26-8-8 32-1-4 37-4-4 tl•8• 4-2-4 4-2-4 3-3-12 3.3.12 4-0-0 5-Bd 5.4.12 53-0 1-4-4 LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.13 18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.31 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.22 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0.24 18 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 332 lb FT = 20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 2-22: 2x8 SP 240OF 2.OE, 4-21,7-19,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. Except: 2-24: 2x6 SP 240OF 2.0E 1 Row at midpt 11-15 WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt' 6-22, 6-20, 7-17, 8-17, 8-16, 9-16, 1.1-16, . 1-25: 2x4 SP M 30 REACTIONS. (lb/size) 13=1347/0-7-8, 25=1347/0-3-0 Max Horz 25=599(LC 12) Max Uplift 13— 916(LC 12), 25= 714(LC 12) Max Grav 13=1504(LC 17), 25=1525(LC 17) FORCES. (lb) -Max. CompJMax. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-626/879, 2-3= 3397/2574, 3-4=-2726/1898, 4-26= 2733/2017, 5-26=-2703/2022, 5-6=-2694/2028, 6-7=-2101/1555, 7-8=-165411276, 8-27=-1197/986, 9-27=-1197/986, 9-28= 1197/986, 10-28= 1197/986, 10-29= 1197/986, 11-29=-1197/986, 11-12=-686/574, 12-13=-1456/1284, 24-25=-1525/1009, 1-24=-757/994 BOT CHORD 2-23=-2910/3186, 22-23=-2920/3192, 4-22= 233/294, 7-18=-607/803, 18-30= 1644/1920, 17-30=-1645/1914,17-31=-1229/1475,16-31= 1229/1475,16-32_ 577/688, 15-32=-576/694, 11-15=-1173/1154, 224= 723/9 WEBS 3-23=-372/360, 3-22= 769/947, 20-22= 1527/1768, 6-22=-1296/1391, 6-20= 1228/1143, 18-20=-1664/1940, 7-17=-959/893, 8-17=-694/967, 8-16=-566/495, 9-16_ 326/429, 11-16=-849/1050, 12-15= 1274/1523 Continued on page 2 12-15 2 Rows at 1/3 pis 12-13 11i1IIIII! e%`�,OPS A. 44 1,f �..... . 0 8 80 e � � s � '�1 tTt�►��� nl"PE No:39380 ITek 8A, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 26,2018 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors, This design Is based only upon parameters shown, and Is for an IndivIc Ual buiding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual Truss web and/or chord members only. Addlllonal temporary and permanent bracing MOW prevent 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, seeANSWII Cuallly Criteria, DS9.89 and BCSI Bugd/ag Component 6904 Parke East Blvd. Safety eltormaHotlavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I fuss I ype Qty My - °� SOUTHERN STAR T14671587 74497 G7 : 1L 4 1 "- Units: 1 Job Reference (optional) Eng: JL cnamoers 1 russ, mc., Ton Tierce, rL a. tau s may 12 2U10 Mu eK mausrnes, inc. i nu dm Zc 12:ao:qu Zu1 a rage t ID:B4h5MBmOpx?MT9hXBGzMj9zz5ll-_Ozl9v_FaiAjJW 1 VsVm?5wPTS6vW4_ZVvS_PLPyuCT9 2-0.4 0-8-0 6-2-8 70-0-12 13-8-8 17-0-4 21:2 4 28-8-8 31 4 37-4-0 0-8- 4-2-0 4-2-0 3-3-12 3-3-12 4-0-0 5-8-0 5-0-12 5-3-0 1-4-4 Scale=1:74.8 REPAIR: STUB TRUSS AS SHOWN. 5x8 = 6.00 12 8 4x5 4x10 i 7 3x6 3x4 11 5 26 6 4 3x4 11 3x6 = 45 = 4x5 = 27 9 28 10 29 11 12 3x5 I 1 2 1 - 22 18 15 Io 25 8x14 � 23 8x12 = 30 i7 31 16 32 6x8 E1 24 8.73 12 3x6 I 21 20 196x8 3x4 = 3x8 = 14 • 13 = 3x4 11 4x8 = 3x4 11 3x4 11 6x8 = .3x6 0-8-0 LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE SHOP FABRICATE SCAB TRUSS (SHOWN AS SHADED AREA ON TRUSS CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE(S) ti . at; DESIGN DRAWING) USING THE LUMBER AND PLATES INDICATED. MUST BE FULLY EMBEDDED AND UNDISTURBED. <_' ''' ^' ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSS WITH (0.131" X 3") NAILS '`• (INTO ALL ALIGNING MEMBERS) PER THE FOLLOWING NAIL SCHEDULE: SCAB -TRUSS PLATES SHOWN BOXED! ', ..,.,.., ., -. — ­,,,, _ .­­ ., -- SCAB -TRUSS DETAILS LOCATED ON PAGE 2! SPACED 0 4" O.C. USE 2" MEMBER END DISTANCE. 2-0.4 -S- 6-2-8 10-0-iz 1a-8-a 17-0-4 zi-o-4 zs-9-s 3z-1-4 37-0-0 -8- 4-2-0 4-2-4 3-3-12 33-12 4-0.0 5.8-4 5-4-12 53-0 1-4-4 Plate Offsets (X,Y)-- (2:0-1-11,Edgel,r8:0-6-0,0-2-81,(15:0-5-8,0-4-01,(18:0-5-8,0-4-01 LOADING (pst) SPACING- 2-0-0 'CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.13 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.31 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.22 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.24 18 >999 240 Weight: 332 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 2-22: 2x8 SP 240OF 2.OE, 4-21,7-19,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. Except: 2-24: 2x6 SP 240OF 2.0E 1 Row at midpt 11-15 WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 6-22, 6-20, 7-17, 8-17, 8-16, 9-16, 11-16, 1-25:2x4 SP M 30 12-15 2 Rows at 1/3 pis 12-13 11Ills ' REACTIONS. (lb/size) 13=1347/0-7-8, 25=1347/0-3-0 Max Harz 25=599(LC 12) Max Uplift 13=-916(LC 12), 25=-714(LC 12) Max Grav 13=1504(LC 17). 25=1 525(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-626/879, 2-3= 3397/2574, 3-4=-2726/1898, 4-26= 2733/2017, 5-26=-27OW2022, 5-6= 2694/2028, 6-7=-2101/1555, 7-8=-1654/1276, 8-27=-1197/986, 9-27=-1197/986, 9-28= 1197/986, 10-28=-1197/986, 10-29= 1197/986, 11-29= 1197/986, 11-12=-686/574, 12-13=-1456/1284, 24-25=-1525/100911-24=-757/994 BOT CHORD 2-23= 2910/3186, 22-23=-2920/3192, 4-22— 233/294, 7-18— 607/803, 18-30=-1644/1920, 17-30=-1645/1914,17-31=-1229/1475,16-31— 1229/1475,.16-32=-577/688, 15-32=-576/694, 11-15=-1173/1154, 2-24=-723/9 WEBS 3-23=-372/360, 3-22= 769/947, 20-22=-1527/1768, 6-22=-1296/1391, 6-20=-1228/1143, 18-20=-1664/1940, 7-17=-959/893, 8-17=-694/967, 8-16=-566/495, 9-16=-326/429, 11 -1 6=-849/1050, 12-15= 1274/1523 ♦�,� #I %�5�'� A. ���e�0 •• C E N •. Gn ��1llllli«`' Thomas A. Albani'PE No.39380 MITek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa Ft. 33610 A)•Date: A . I I" OG OAi 4 LV,LV 1 Continued on page 2 Hwy , ® WARNING - Verily destgnparameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, The building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall p� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSYWII GaalByCrCedd, DSO-69 and SCSI BagdingComponent 6904 Parke East Blvd. Safety/nforma/fonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss r Type Qty Ply 75 SOUTHERN STAR i T14671588 74497 GB IAL 1 1 ' '— ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Jul 26 10:07:17 2018 Page 1 I D:B4h5MBmOpx?MT9hX8GzMj9zz511-yWX5e1 TOkevUvN2JDfD3i5QgkaE1 VF7dWZYXf2yuDvO 8-6-0 17.0-4 21-0-5 , 26-8-11 32-1-4 37-4-4 8-6-0 8-6-4 4-0-1 5-8-4 5-4-12 5-3-0 5X8 = 3X4 11 3x6 = 4x5 = 4x5 = 6.00 12 6 28 7 29 - 8 30 9 10 18 176X8 = 3x4 = 3X8 = 12 11 3x6 = 3x4 = 3x4 11 6x8 = 4x10 II 5x6 = REFER TO T14671586-(G6) FOR REPAIR DETAILS. 21-0-5 26-8-8 8-5-12 I9 Scale = 1:74.5 LOADING (psf) TOLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TO 0.84 BC 0.62 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Udefl' Ud -0.19 17-18 >999 360 -0.57 17-18 >790 240 0.11 11 n/a n/a 0.22 17-18 >999 240 PLATES GRIP MT20 2441190 Weight: 299lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP M 30 'Except' / except end verticals. 5-17,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 9-13 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 16-18, 3-16, 5-15, 6-15, 6-14, 7-14, 9-14, SLIDER Left 2X8 SP 240OF 2.0E 2-6-0 10-13 2 Rows at 1/3 pis 10-11 REACTIONS. (lb/size) 11=1364/0-7-8, 1=1389/0-7-8 Max Horz 1=623(LC 12) Max Uplift 11= 924(1-0 12), 1=-743(LC 12) Max Grav 11=1523(LC 17), 1=1574(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2448/1539, 3-5=-2203/1517, 5-6=-1714/1324, 6-7=-1217/996, 7-9=-12171996, 9-10=-696/578,10-11=-1476/1293 ,1tJ111111/!! BOT CHORD 1-18=-1935/2279, 5-16=-442/645, 15-16=-1696/1987,,14-15=-1241/1503, 13-14=-581/703, 9-13=-1191/1162 `#,% !/! „APS A. q4e��,, WEBS 3-18=-194/350, 16-18— 1876/2140, 3-16=-320/437, 5-15-1047/982, 6-15=-791/1068, 6-14=-581/497, 7-14=-328/436, 9-14= 862/1074, 10-13=-1283/1544 `e,� o� �� ••• G E N s+ •• '� moo® ��� ��•.2/ NOTES- `,v �s .• NO 39380 1) Unbalanced roof live loads have been considered for this design. #r = 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24f ; B=150ft; L=100ft; eave=lift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 21-0-5, Extefior(2) v : ` 21-0-5 to 30-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ; 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0,tall by 2-0 e° will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at ) �� , 11=924, 1=743. 1 " m A. A 93 ek Inc. 34 a 7 3 10 8. July 26,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M1Tek0 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 appllcobillty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability 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, seemsyml GualByCrlleda, DSB-89 and BCS1 Bu0ding Component 6904 Parke East Blvd. Safety fnforma/ronavallable from Truss Plate Institute, 218 N. Lee,Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 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. ? orientation, locate )-14a' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, 'Plate location details available in MiTek20120 soffware or upon request. i r PLATE SIZE The first dimension is the plate /� width measured perpendicular s `� 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: ANSI1TPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 C O U a- O 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 NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 r~ O U a- O 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 a MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 0 General Safety Notes Failure to Damage 1. Additional stab diagonal or X-bra( 01 2. Truss bracing rn s wide truss spocM may require br bracing should ia 3. Never exceed t[W stack materials on 4. Provide copies o truss to designer, erectio all other intereste 5. Cut members to iahtiv Property See BCSI. peer. For s themselves I fid never usses. LI .TIng brand 6. Place plates on each face of truss dt 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% 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.