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GENERAL NOTES <br />")CODES <br />1.1 FLORIDA BUILDING CODE 7tN EDITION, 2020 RESIDENTIAL SECTIONS R40228 R808. <br />".2 FLORIDA BUILDING CODE, TN EDITION, 2MO BUILDING, SECTIONS 1801.28210T. <br />1.3 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE I- 31&14). <br />14 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES <br />(1MS 40L'802.16) <br />1.5 AMENIGAN SOGEtt OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND <br />OTHER STRUCTURES (ASCE 745). <br />2) CONCRETE: <br />2.1 CONCRETE COMPRESSIVE STRENGTNAT20DAYS. <br />2.1.1 PR&CA8-TANDARD REINFORCEMENT) PSI MIN. <br />2.12 PRE -CAST WIPRESTRESS REINFORCEMENT -PSI <br />2.1.3 GROUTPERA W0478-3000PSIWMAX.WWAGGREGATE,8'TOII'SLUMP. <br />2 2 REINFORG NG BARS: <br />2.2.1 SMELPLACEDINPRE TUNTELATTIMEOFFABRMATION <br />ASTM ABIWA815M (GRADE 60) <br />2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) <br />ASW A81&A615M (GRADE w). <br />2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED 270 KSI <br />2.4 DETAIL REINFORCEMENTINACCORDANICEVATHAC131&14. <br />25 CONCRETING OPERATIONS SHALL COMPLY WITH AG STN4DAR09, <br />2.6 D4.5 VARE PER ASTM AIWCA1064M <br />3)MASONRY: <br />3.1 CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM 0-90, NORMAL WEIGHT WITH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2O00PSI. <br />3.2 MORTARSHALL CONFORMTOASTMF270TYPE'M'OR'S' <br />3.3 FULL MORTAR JOINTS ARE REWIRED <br />3.4 MINIMUM AGGREGATE284MY COMPRESSIVE STRENGTH OF CMU AND MORTAR SWILL NOT <br />BE LESS THAN FM - 2000 PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THE'UMT <br />STRENGTH METHOD' OR, ALTERNATIVELY, BY THE Y WREST METHOV WHERE USM <br />REQUIREMENTS HAVE NOT BEEN MET, <br />4) STRUCTURAL: <br />4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF S' (IMTH AMINIMUM <br />ACCEPTABLE BEARING OF 4' PER FLORIDA BUILDING CODE 77H EDITION, 2020 RESIDENTIAL. <br />SECTION R606,6 3 OR FLORIDA BUILDING CODE 7TH EDITION, 20N BUILDING, SECTION 21NA <br />42 SAFELOADVALUESBMSEDONRATIONALOESIGNANALYSISPERACI31&14ANDTh 4D2-16 <br />4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY <br />CALWLATIW MAXIMUM RESISTING MOMENT AND SHEAR ATE DISTANCE AWAY FROM TIE <br />FACE OF THE SUPPORT. <br />:A FOR LINTEL LENGTH AT 61 OR GREATER, VERTCK CELL FlUED SOLID WITH GROUT AND <br />MINIMUM ONE (1)!I6 VERTICAL REBAR IS REWIRED AT EACH END OF THE UNREL. <br />OS U NTELS THAT ARE GREATER THAN I4'41' CLEAR SPAN MUST BE PROVIDED TEMPORARY <br />SUPPORT, NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. <br />FRAMING NOTES: <br />1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE <br />CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HOG NAILS. <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 W/ (8) 10d x 1 1/2" HOG NAILS, WOOD TO WOOD: <br />SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HOG 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 C 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 6 <br />REMARK <br />DESCRIPTION <br />O <br />(2) 2x12 <br />LIFT BEAM PLAN <br />SCALE: 1 /4" = V-0" <br />A E C N I T E C T• <br />6 <br />Design <br />Grou In! <br />1441 N. RONALD REAGAN BLVD. <br />LONGWOOD, FL32750 <br />PH: 407-774-6078 <br />FAX: 407-7744078 <br />www.abdesigngroup.com <br />AA#: 0003325 <br />h <br />p� <br />U <br />m <br />0 <br />F <br />a <br />9VBDIV. Ac LOT <br />SILVERADO <br />LOT #12 <br />BLK #16 <br />PROJECT# <br />03719.001-12161 <br />MODEL.• <br />"12558-HAWTHORNEB <br />GARAGE 61►ING: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />15 M E . B <br />