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FRAMING NOTES <br />1. U.N.0- ALL STRAPS FOR ROOF TRUSSES TO BE <br />CONCRETE TO WOOD ROOF: SIMPSON HETA16 Wl (9) 10d x I I/Z'HDG NAILS, <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 Wt (8) 1 Od x 1 1/2" HOG NAILS, WOOD TO WOOD: <br />SIMPSON H10A OR LGT2 Wl 1 Od x 1 112" 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 />S. 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 />S. 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 P13S36_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 />am& <br />I DESCPJPTION <br />REMARK <br />(D <br />1 (2) 2X12 <br />GENERAL NOTES <br />1.) CODES <br />1.1 FLORIDA BUILDING CODE 7th EDITION, 2020 RESIDENTIAL SECTIONS R402.2 & R606. <br />1 ' 2 FLORIDA BUILDING CODE, 7th EDITION, 2020 BUILDING, SECTIONS 1901.2 & 2107. <br />1.3 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-14). <br />1.4 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES <br />(TMS 4021602-16) <br />1.5 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND <br />OTHER STRUCTURES (ASCE 7-16). <br />2.) CONCRETE: <br />2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: <br />2.1.1 PRE -CAST WISTANDARD REINFORCEMENT-400D PSI MIN. <br />2.1.2 PRE -CAST WIPRESTRESS REINFORCEMENT-6000 PSI <br />2.1.3 GROUT PER ASTM C476 - 3000 PSI W/ MAX. 3/8" AGGREGATE, V'TO 11" SLUMP. <br />2.2 REINFORCING BARS: <br />2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION <br />ASTM A615/A615M (GRADE 60) <br />2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) <br />ASTM A61 SAW 5M (GRADE 40). <br />2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED 270 KSI <br />2A DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 318-14. <br />2.8 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. <br />2.6 D4.5 WIRE PER ASTM A1064/AI064M <br />3) MASONRY: <br />3A CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90, NORMAL WEIGHT WITH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2DOOPSI, <br />3.2 MORTAR SHALL CONFORM TO ASTM C-270 TYPE"M" OR "S" <br />3.3 FULL MORTAR JOINTS ARE REQUIRED <br />3.4 MINIMUM AGGREGATE 26-DAY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT <br />BE LESS THAN PM = 2000 PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THEIUNIT <br />STRENGTH METHOD" OR. ALTERNATIVELY, BY THE "PRISM TEST METHOD" 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 6- (WITH A MINIMUM <br />ACCEPTABLE BEARING OF 4"PER FLORIDA BUILDING CODE 7TH EDITION, 2020 RESIDENTIAL, <br />SECTION R606.6.3 OR FLORIDA BUILDING CODE 7TH EDITION, 2020 BUILDING, SECTION 2104.1 <br />4.2 SAFE LOAD VALUES BASED ON RATIONAL DESIGN ANALYSIS PER ACI 318-14 AND TMS 402-16 <br />4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY <br />CALCULATING MAXIMUM RESISTING MOMENT AND SHEAR AT d DISTANCE AWAY FROM THE <br />FACE OF THE SUPPORT. <br />4.4 FOR LINTEL LENGTH AT 6'-6" OR GREATER, VERTICAL CELL FILLED SOLID WITH GROUT AND <br />MINIMUM ONE (1) #5 VERTICAL REBAR IS REQUIRED AT EACH END OF THE LINTEL. <br />4.5 LINTELS THAT ARE GREATER THAN 14'.0" CLEAR SPAN MUST BE PROVIDED TEMPORARY <br />SUPPORT. NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. <br />LIFT BEAM PLAN. <br />SCALE: 1/4" = V-0" <br />6 <br />MDaVoign <br />Groulr=_ <br />41 N. RONALD REAGAN BLVD. <br />LONGWOOD, FL 32750 <br />PH: 407-774-6076 <br />FAX: 407-774-4078 <br />WWW.abdesigngroup.com <br />AA #: 0003325 <br />Ill DRAFTING BY, <br />A.S. DESIGN GROUP <br />DRAFTING INC. <br />EA <br />5439 BEAUMONT CENTER BLVD. <br />SUITE 1004 <br />CA <br />TAMPA, FLORIDA 33634 <br />. S <br />PH: 813-BW2628 <br />AX . . " <br />L FAX: =8131LS86-2W2 <br />""p <br />F'BXMDM ag LO <br />SILVERADO <br />LOT #5 <br />BLK #10 <br />PROJEW-05102 <br />03719.0 <br />MODEL& <br />2368-D <br />GARAGE BlIrING: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />%,150 MPH EV.� Pj <br />