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GENERAL FATES <br />1.)CODES <br />1.1 FLOPo DA BUIdNG CODE TM EDITW,2020 RESIDENTIAL SECTIONS R402.26 R876. <br />2 FLORIDA BUILDW CODE, 7M EDITION.=0 SUILDW. SECTIONS 13N.2 S 2107. <br />13 WNBpNG CODE REQURENEM6 FOR REINFORCED CONCRETE(ACI 31&14), <br />I SUILDING CODE REQUIRENENI5 AND SPECIFICATION FCA/MSONRY STRUCTURES <br />Mots A02-16) <br />IS AMERICIN SOOM OF"L ENGINEERS MN DESIGN LOADS FOR SUU)NGS AND <br />OTHER STRUCTURES (ASCE 7-16). <br />2.)CONCRETE: <br />2.1 CONCRETE COMPRESSVE STRMFDTI AT 28 DAYS: <br />2.1.1 PRECAST WBTANDARD REINFORCQAENT�000 PSI MIN. <br />2.12 PRECAST WPRESTRESS REIIFORGEMENf4M00 PSI <br />2.1.3 GROUP PER ASTM Gib-3000 PSIWNAI(. WAOGRECAM."Mil-SLUN" <br />2.2 REIIFOROW BARS: <br />2.2.1 STEEL PLACED IN PRECAST LINTEL AT TINE OF FABRICATION <br />ASTM AAm"IsM (GRADE SO) <br />21.2 STEEL IN LINTEL AND IDNOO(OUT BLOCK (PLACED IN FIELD) <br />ASTM ASINASI6M (GRADE 40). <br />2.3 PRESTRESSSTRANWMWAI167-WRE,STESSREUEVED270M <br />2A DE'fA1L REINFORCEIAEMwACCORDANCE W7H AC131&14. <br />2.5 CONCRETNG OPERATK"!SS"ALLOONWLYN1Ti ACISTAFDARp3. <br />2A """N' PER AM AIO AIOSMA <br />3)MASONRY: <br />3.1 CONCRETE NIASOINRY LASTS (CFAU) SHILL CONFORM TO AM I -E I, NORMAL W MGHT WTH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2633P81. <br />32 MORTAR SHALL CONFORM TO AMC-270 WFE'LT' OR'SU <br />33 FULL MORTM JOINTS ME REQUIRED <br />3.4 MMSML&IAGGREGATE 28-DAY COMPWSEW STRENGTH OF CMU AND MORTAR SWILL NOT <br />SE LESS THAN FM • 3000 PSI. MA60fAY STRENGTH 91MLL SE ESTA&JSIEDBY TIE 1MT <br />STRENGTH METHOD' OIL ALTERNATIVELY, BY TIE'PR[W TEST METHOD' MERE USM <br />REQUIREMENTS HAVE NOTSEEN MET. <br />4) STRUCR6NAL: <br />4.1 SAFE LOAD VALUES ME BASED ON LINTELS HAMNO A SEARING OF r OMTH A MINIMM <br />ACCEPTABLE BEARING OF 4- MR FLORIDA BULDNG CODE 7TH EDITION, 2WO RESIDENTIAL, <br />SECTION R006A.3 OR FLORIDA SUILDRNG CODE TTH EDITION, MW BUILDING, SECTION 2104.1 <br />42 SAFE LOAD VALUES BASED ON RATIONAL DESIGN ANALYSIS PER ACI 31&14 AND TARS 4 CAG <br />43 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM TIE SAE LOAD TABLES BY <br />CN.CIAATNG MAKIMLM RESISTING MOMENT AND STEM ATd DISTANCE ANMY FROM 1HE <br />FACEIN THESUPPORT. <br />4A FOR LINTEL LENDTH AT (1)NVEE$OREW 19 GREATER, ECLARSVERTICAL AT EA HENDFILLED SOLID UNTEL. TMD <br />MNTELS ONE HATA/SVERTCALRESMISREWIREDATMACHENDOF ROTIELINTEL. <br />4.6 LINTEL9 THAT SE GREATER Tbw 14'-0' CLFAR SPAR MUST BE PROVIDED TEMPORARY <br />SUPPORT, NOT BE REMOVED UNTIL 2 DAYS AFTER GRWT PLACEMENT. <br />FRAMING NOTES: <br />1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE <br />CONCRETE TO WOOD ROOF: SIMPSON HETA16 WI (9) 10d x 1 112" HOG NAILS. <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 WI (8) 10d x 1 1/2" HOG NAILS, WOOD TO WOOD: <br />SIMPSON H10A OR LGT2 WI 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. <br />2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER <br />SCHEDULE. <br />3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE <br />MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH <br />MANUFACTURER'S SPECIFICATIONS. <br />4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS <br />ARE TO BE GALVANIZED. <br />5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, <br />CONNECTERS ARE TO BE GALVANIZED. <br />6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE <br />CONCRETE LINTELS. <br />7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND <br />CLEAR SPAN OPENINGS. <br />8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4'). <br />9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE <br />SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE <br />FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS <br />LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND <br />APPROVAL. <br />10, PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES <br />SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED <br />FASTENER, ZF 72 PBS36, .177" " x 2 7/8" LONG, WITH WASHER @ 16" O.C. <br />11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END <br />UNLESS OTHERWISE SHOWN DIFFERENT. <br />12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON <br />RATIONAL ANALYSIS. <br />13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS <br />NOTED OTHERWISE. <br />HEADER SCHEDULE <br />MARK <br />SIZE a <br />REMARK <br />DESCRIPTION <br />tO <br />(2) 2X12 <br />T-0" <br />T 0' <br />-- ---------------------------------- ---------- - --III-P-------------II--------^------- -- <br />1 <br />♦ BF18-1T/OM B 8F16-1TIOM/OB 1 <br />♦ 1 <br />♦ 1 <br />♦♦ 1 <br />♦♦ 1 <br />♦%♦ 1 <br />8F16-1TI0M/0B <br />8F16-1T/0W0B <br />i <br />-------------- 1 <br />I ♦♦ <br />LL 1 <br />♦ ♦ ° 1 <br />1 <br />0 1 1 <br />I 1 <br />------_p <br />8RF14-i TIOWOB ,j <br />I <br />♦`------- --- - ,y1 <br />I <br />♦♦ I I <br />r n <br />I <br />♦♦ 0 ♦ ♦♦ <br />♦♦ ♦♦ ♦♦ <br />I I ♦ <br />% <br />♦� <br />♦♦♦ <br />8F16-lT/0M/0B 8F16-lT/0M/0B 8F16-lT/0M/0B <br />LIFT BEAM PLAN <br />SCALE: 1114" = V-0" <br />A R c N IT E c T S <br />Grou i In <br />41 N. RONALD REAGAN BLI <br />LONGWOOD, FL32780 <br />PH:407-774-6078 <br />FAX: 407-7744078 <br />www.abdesigngroup.com <br />AA 0: 0003325 <br />V <br />D4 <br />14 <br />a <br />atmDly. at LOT: <br />SILVERADO <br />LOT #2 <br />BLK #16 <br />PROJECT#f <br />03719.001-02161 <br />HODELA <br />"2558-HAWTHORNE" <br />GARAGE SWING: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />150 MPH ER. B ol <br />DA E: 08/09/21 <br />SCALS: 1/4"=1N-O" <br />SHEET <br />S2 <br />