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GENERAL NOTES <br />1.)CODES <br />1.1 FLORIDA BUILDING CODE 7tK EDITION, 2020 RESIDENTIAL SECTIONS ­2 6 R606. <br />11 FLORIDA BUILDING CODE, 7M EOITW,=0 BUILDING, SECTIONS 1WI.21]107. <br />13 BUILDING CODE REOUREMENTS FOR REINFORCED CONCRETE (AO J1&14). <br />1.4 BURRING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES <br />(TMS 40VW2.16) <br />1.5 AMERICAN SOCIETY OF CML ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND <br />OTHER STRUCTURES(ASCE 116), <br />2.)CONCRETE: <br />2.1 CONCRETECOAPRESSIVESTRENGTHAT28DAYS: <br />2.1.1 PRE-CASTWSTANDARD REINFORCEMENT O PSI MIN. <br />2.1.2 PRECASTWPRESTRESS REINFORCEMENTd PSI <br />2.1.3 GROUT PFR AS1M G78- 3000 PSI W MAx. UW AGGREGATE, W TO 11' SLUMP. <br />22 REINFORCING BARS: <br />2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION <br />ASTM ABi-SM (GRADE 80) <br />211 STEEL IN LINTEL AND KNOCKOUT BLOI((PIACED IN FIELD) <br />ASTM A815IA61W (GRADE 4). <br />23 PRESTRESS STRANDS MW M167-WRE, STRESS RELIEVED 2M KSI <br />2.4 OETAILREINFORCEMENTIN ACCCRMWEWTHAC1318-14. <br />25 CONCRETING OPERATIONS SHALL COMPLY WTH ACI STANDARDS. <br />26 D4.5 WRE PER ASTM A106NA- <br />3)MASONRY <br />3.1 CONCRETE MASONRY UNITS(CMU) SHALL CONFORM TO ASTM-, NORMAL WEIGHT WTH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2O00PSI. <br />3.2 MORTAR SHALL CONFORM TO ASTM C-270 TYPE M OR'S' <br />33 FULL MORTM JONTS ARE REQUIRED <br />34 MINIMUM AGGREGATE 25-DAY COMPRESSIVE STRENGTH OF CMU AND MORTM SHALL NOT <br />BE LESS THAN FM - -I PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THE "UNIT <br />STRENGTH METHOD' OR, ALTERNATIVELY, BY THE'PRISM TESTMETHOO WHERE USM <br />REWIREMENTS HAVE NOT BEEN MET. <br />41 <br />STRUCTURAL: <br />41 SAFE LOAD VALUES ME BASED ON LINTELS HWNG A BEARING OF 6 ((WTH A MINIMUM <br />ACCEPTABLE BEARING OF 4' PER FLORIDA BUILDING CODE 7TH EDITION, 2020 RESIDENTIAL, <br />SECTON RWIS,3 OR FLORIDA BUILDING CODE 7TH EDITION, 2020 BUILDING, SECTION 2104.1 <br />4.2 SMEMADVA_ ESB EDONRATO MSIGNANALYSISMRACI31&14ANDTM5402.16 <br />4 3 DESIGNER MAY EVALUATE CONCENT MO LOADS FROM THE SAFE LOAD TABLES BY <br />CALCULATING MM MUM RESISTING MOMENT AND SHEM AT 8 DISTANCE AWAY FROM THE <br />FACE OF THE SUPPORT. <br />44 FOR LINTEL LENGTH AT 68'OR GREATER, VERTICAL CELL FILLED SOLID WTH GRWT AND <br />MINIMUMONE(i)FS VERTICALREBMISREWIREDATEACHENDOFTHEUN L. <br />4.5 LINTELS THAT ME GREATER THAN I4'-0' CLEAR SPAR MUST BE PROMMD TEMPORPRY <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" HDG NAILS. <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 W/ (8) 1Od x 1 1/2" HDG NAILS, WOOD TO WOOD: <br />SIMPSON H10A OR LGT2 W/ iOd 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 (4.1. <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 P8S36, .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 6 <br />DESCRIPTION <br />REMARK <br />(2) 2X12 <br />LIFT BEAM PLAN <br />SCALE: 1/4" = V-0" <br />-1 1,. <br />JUL <br />A R C H I T E C T S <br />Design <br />Grao a <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 />F <br />�y <br />?o <br />U <br />r4 <br />O <br />Q <br />0. <br />6�. <br />StMDIV. at LOT <br />SILVERADO <br />LOT# 26 <br />BLK. 10 <br />PROJECT# <br />03719.001-26101 <br />MODEL <br />"2558-HAWTHORNE" <br />GARAGE SWING: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />150 IPH EXA B <br />DATE 07/15/21 <br />SCALE: 1/4"=1t-O" <br />SHEET <br />s� <br />