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FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HOG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 1Dd x 1 1/2" HOG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 1 Od x 1 1/2" HOG NAILS, FILL ALL HOLES, 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILT[ X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM 0'4% FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZE b DESCRIPTION REMARK 0 (2)2X12 GENERALNOTES 1.)CODES 1.1 FLORIDA BUILDING CODE 7lh EDITION, 2020 RESIDENTIAL SECTIONS R402.2 8 R606. 1.2 FLORIDA BUILDING CODE, 7th EDITION, 2020 BUILDING, SECTIONS 1901.2 8 2107. 1.3 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-14). 1.4 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES (TMS 4021602-16) 1.5 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-16). 2.)CONCRETE: 2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: 2.1.1 PRE -CAST W/STANDARD REINFORCEMENT-4000 PSI MIN. 2.1.2 PRE -CAST W/PRESTRESS REINFORCEMENT-6000 PSI 2.1.3 GROUT PER ASTM C476 - 3000 PSI W/ MAX. 3/8" AGGREGATE, 8" TO I V SLUMP. 2.2 REINFORCING BARS: 2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A615/A615M (GRADE 60) 2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) ASTM A6151A615M (GRADE 40). 2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED 270 KSI 2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 318-14. 2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS. 2.6 D4.5 WIRE PER ASTM A1064/A1064M 3) MASONRY: 3.1 CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90, NORMAL WEIGHT WITH MINIMUM NET AREA COMPRESSIVE STRENGTH 2O0OPSI. 3.2 MORTAR SHALL CONFORM TO ASTM C-270 TYPE "M" OR "S" 3.3 FULL MORTAR JOINTS ARE REQUIRED 3.4 MINIMUM AGGREGATE 28-DAY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT BE LESS THAN FM = 2000 PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THE "UNIT STRENGTH METHOD" OR, ALTERNATIVELY, BY THE "PRISM TEST METHOD" WHERE USM REQUIREMENTS HAVE NOT BEEN MET. 4)STRUCTURAL: 4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 8" (WITH A MINIMUM ACCEPTABLE BEARING OF 4" PER FLORIDA BUILDING CODE 7TH EDITION, 2020 RESIDENTIAL, SECTION R606.6.3 OR FLORIDA BUILDING CODE 7TH EDITION, 2020 BUILDING, SECTION 2104.1 4.2 SAFE LOAD VALUES BASED ON RATIONAL DESIGN ANALYSIS PER ACI 318-14 AND TMS 402-16 4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY CALCULATING MAXIMUM RESISTING MOMENT AND SHEAR AT d DISTANCE AWAY FROM THE FACE OF THE SUPPORT. 4A FOR LINTEL LENGTH AT 6-6" OR GREATER, VERTICAL CELL FILLED SOLID WITH GROUT AND MINIMUM ONE (1) #5 VERTICAL REBAR IS REQUIRED AT EACH END OF THE LINTEL. 4.5 LINTELS THAT ARE GREATER THAN 14'-0" CLEAR SPAN MUST BE PROVIDED TEMPORARY SUPPORT, NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT. 0 Ell Ell ENSM14ME1 1 8F16-1T/OM/OB 8F16-lT/OM/OB M 8F16-1T /O/1B T/0 /0 8F16AIIIIIIIII 8F16-lT/OMIIIIII PRE -STRESSED .1 .1 AH7T O � BF16-1T/OM/1B O I L J UNO. PROVIDE BB1 r- -- [] c WHERE ROOF 0 TRUSSES BEAR, TOP Q OF WALL @ 9'A" LINO ~ � I I LL I I 0 I I m 0 I I � I I i I I i I I I I I I I I I I I I I I 0 0 ----------J 0 mo 0 LL L J 0 to SF14-IT/ON OB AH7AB ECESSE 0 0 N 0 8F36- /OM/1B PRE-S ESSED 8F16- /OM/18 LGE RGE U LIFT BEAM PLAN SCALE: 1/4" = l'-0" IECNITECTE-1 6 GaNsojgn 41 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774.6078 FAX: 407-7744078 wwW.abdesigngmupxom AA #: 0003325 DRAFTING BY: A.B. DESIGN GROUP DRAFTING INC. 6439 BEAUMONT CENTER BLVD. SUITE 1004 TAMPA, FLORIDA 33634 PN: 813$86-2828 FAX: 813-886-2802 OINI�I�I anunm SVHDIV & L0711 SILVERADO LOT #17 BILK 416 GARAGE SWING: LIFT BEAM PLAN D 07/09/21 SCALE: 1/4"=1'-O" SHEET s2