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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) 1Dd x 1 1/2" HDG NAILS, WOOD TO WOOD: <br />SIMPSON HIDA OR LGT2 W/ 10d x 1 It2" 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 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER Q 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 />slzwE i T10N <br />REMARK <br />tt� <br />(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 W/STANDARD REINFORCEMENT4000 PSI MIN. <br />2.1.2 PRE -CAST W/PRESTRESS REINFORCEMENT-6000 PSI <br />2.1.3 GROUT PER ASTM C476 - 3000 PSI W/ MAX. 3/8" AGGREGATE, 8" TO 11" SLUMP. <br />2.2 REINFORCING BARS: <br />2.2A 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 A615IA615M (GRADE 40). <br />2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED 270 KSI <br />2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 318-14. <br />2.6 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. <br />2.6 04.5 WIRE PER ASTM A1064/A1064M <br />3)MASONRY: <br />3.1 CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90, NORMAL WEIGHT WITH <br />MINIMUM NET AREA COMPRESSIVE STRENGTH 2O00PSI. <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 28-DAY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT <br />BE LESS THAN F'M = 2000 PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THE "UNIT <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 8" (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 V-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 />GrGoup <br />41 N. RONALD REAGAN BLVD. <br />LONGWOOD, FL 32750 <br />PH: 407-774-6078 <br />FAX: 407-774-4078 <br />www.aDdealgngroup.mm <br />AA M: 0003325 i <br />DRAFTING BY: <br />A.B. DESIGN GROUP <br />DRAFTING INC. <br />5439 BEAUMONT CENTER BLVD. <br />SUITE 1004 <br />TAMPA, FLORIDA 33634 <br />PH: 8134186.2628 <br />FAX: 8134386.2SO <br />'9usDIV da LOT <br />SILVERADO <br />LOT #7 <br />BLK #10 <br />PROJECT <br />03719.006 07102 <br />MODEZA <br />2368-B <br />GARAGE OWn4G: <br />LEFT <br />PAGE: <br />LIFT BEAM <br />PLAN <br />150 MPH EXP. B <br />DwA� 6744 <br />06/09/21 <br />sOALE: 1/4"=1'-0" <br />8HEET <br />s2 <br />