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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 WI (9) 10d x 1 1/2" HDG NAILS. <br />CONCRETE TO WOOD FLOOR: <br />SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG 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 />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 />8. LINTELS SHALL HAVE 4" NOMINAL BEARING (41. <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 HILT] X-ZF, POWDER ACCTUATED <br />FASTENER, ZF 72 PSS36, .177" ° x 2 718" 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 />SIZEDESCRIPTION <br />REMARK <br />1Q <br />(2) 2X12 <br />GENERALNOTES <br />1.) CODES <br />1.1 FLORIDA BUILDING CODE 71h EDITION, 2020 RESIDENTIAL SECTIONS R402.2 & RW8. <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 402/602.16) <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-5000 PSI <br />2.1.3 GROUT PER ASTM C476 - 3000 PSI W/ MAX. 318" AGGREGATE, 8" TO 11" SLUMP. <br />2.2 REINFORCING BARS: <br />2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION <br />ASTM A6/5/A615M (GRADE 60) <br />2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) <br />ASTM A615/A615M (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 />2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. <br />2.6 D4.5 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 />3A MINIMUM AGGREGATE 28-DAY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT <br />BE LESS THAN PM . 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 R806.6.3 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 6'8" 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'-W CLEAR SPAN MUST BE PROVIDED TEMPORARY <br />SUPPORT, NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. <br />FISAT0/O0WOB <br />1T/II <br />1 / M/1 <br />8F16-1T/OM/OB BF16-1T/OM0 <br />PRESTRESSED <br />1 <br />i <br />- <br />-----2 <br />F <br />I <br />I <br />AH17T <br />I I <br />I I <br />I I <br />I I <br />I I <br />I I <br />Ej <br />8F16-1T/0M/1 B <br />L--__--- J <br />r-------------------- <br />I I ONO. PROVIDE B137 <br />I WHERE ROOF <br />I TRUSSES BEAR, TOP <br />OF WALL 9'4" UNO 2 <br />I <br />I � <br />I I <br />I I m• <br />I I <br />I I <br />S I I <br />� I I <br />m I I <br />I I <br />I I <br />I I <br />I I <br />I I <br />I I <br />I i <br />I <br />• <br />-------------------- <br />a1 <br />Q <br />LL <br />a1 <br />r <br />•$ <br />I I <br />L J <br />8 <br />.W <br />d <br />AH7AB 8RF14- IOM/OB 4L AH7 <br />REC ED <br />8F16-1 /OM/18 - - - - PRE-ST SSED 8f38-iT/1 MNB <br />LGE <br />LIFT BEAM PLAN <br />AACAIIT10 T • <br />6 <br />Groin <br />"I N. RONALD REAGAN BLV[ <br />LONGWOOD, FL 32750 <br />PH: 407-774-6078 <br />FAX: 407-774-40TO <br />www.abdesWWwp.eom <br />AA #: 0003325 <br />DRAFTING BY: <br />A.B. DESIGN GROUP <br />DRAFTING INC. <br />5439 BEAUMONT CENTER BLVD. <br />SUITE 1004 <br />TAMPX FLORIDA 33634 <br />PH: 813-886.2628 <br />FAX: 813-OW2802 <br />