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14-516-007FOUNDATION PLAN / 1/2"=1'-0" FOOTING SCHEDULE MARK SIZE REINFORCEMENT REMARKS MF -16 16" CONT X 12" 2 # 5 BOTT CONT BEAMSGS COLUMN SCHEDULE MARK SIZE AND REINFORCEMENT COMMENTS SCALE 1/4" =12" MATERIAL OR BASE PLATE BEAMSGS Q 8 "X12' -14' 415 VERT DETAIL A CONC #3 TIES O 8' O.C. SLABS © 8'X16' CONC 6# 5 VERT & #3 TIES O 8" O.C. DETAIL B M10 I: 1.- PROVIDE DOUBLE TIES 0 3" O.C. AT TOP AND BOTTOM OF EACH LIFT OF COLUMN 2.- HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 4" BELOW TOP OF BEAMS. PLACE HOOKS PARALLEL TO THE BEAM SPAN. #3 HAIRP TYP. DETAIL "At' DETAIL "B't GENERAL STRUCTURAL NOTES 1 DESIGN CRITERIA DESIGN LIVE LOADS: A.- FLORIDA BUILDING CODE 2010 FLOOR LIVE LOAD (RESIDENTIAL) = 40 PSF B.- ASCE 7 -10 ROOF LIVE LOAD = 30 PSF BASIC WIND SPEED: 175 MPH EXPOSURE C IMPORTANCE FACTOR : 1.0 CATEGORY II C.- ACI 318 -05 D.- CONCRETE MANOORY ACI 530 ASTM C90-70 E.- NDS REVISED EDITION 2.- SOIL STATEMENT: FOUNDATION SHALL BE DESIGNED FOR AN ASSUMED SOIL BEARING PRESSURE OF 2,000 PSF. SEE SOIL STATEMENT SHEET S -1. 3.- CONCRETE: FOUNDATIONS AND GROUND SLAB: ALL CONCRETE SHALL ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3,500 PSI IN 28 DAYS. AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM SIZE TO BE 1'. CONCRETE SLUMP 3' MINIMUM TO 5" MAXIMUM. VERTICAL CONCRETE DROP NOT TO EXCEED 8'. ALL OTHER STRUCTURAL ELEMENTS (BEAMS, COLUMNS, FLOOR AND ROOF SLABS & STAIRS): ALL CONCRETE SHALL ATTAIN A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 5,000 PSI IN 28 DAYS WITH A W/C RATIO OF 0,4. AGGREGATES TO BE CLEAN AND WELL GRADED, MAXIMUM SIZE TO BE 1'. CONCRETE SLUMP 3" MINIMUM TO 5' MAXIMUM. VERTICAL CONCRETE DROP NOT TO EXCEED 8'. 4.- CONCRETE COVER: TO BE AS FOLLOWS: BOTTOM TOP SIDES SCALE 1/4" =12" Z BEAMSGS 131/2' 121/2' 1 -1/2; NS CL SLABS 1' 3/4' o 0 <O WALLS - -- - -- 1-1/2' 1" 5.- SLAB ON FILL.• FILL AND BACKFILL TO BE COMPACTED TO 95% OF THE MODIFY PROCTOR DENSITY TEST (ASTM D- 1557). COMPACTION LAYERS NOT TO EXCEED 12'. BACKFILL MATERIAL TO BE APPROVED BY SOIL ENGINEER. GENERAL CONTRACTOR TO FOLLOW CLOSELY THE SOIL PREPARATION INSTRUCTIONS CONTAINED IN THESE PLANS, SEE 'SOIL PREPARATION INSTRUCTIONS'. SLABS ON FILL TO BE PLACED ON A CHECKERBOARD PATTERN, WITH POURS LIMITED TO 600 S.F, AND 30 FEET IN ANY DIRECTION. WAIT 24 HOURS BETWEEN POURS. AS AN ALTERNATIVE SLABS MAY BE POURED CONTINUOSLY, HOWEVER, MUST BE SAW CUT SAME DAY IT IS PLACED. PROVIDE VAPOR BARRIER BELOW ALL SLABS ON FILL (10 MIL). WALL LEGEND 8" C.M.U. LOAD BEARING WALL INDICATES LOCATION OF 1 — #5 IN CONCRETE BLOCK FILLED CELL _ cX DENOTES CONCRETE COLUMN CORNER BARS AT FOOTINGS: PROVIDE 2 #5 AT EA CORNER LAPPED 30" IN EA. DIRECTION AT TIE BEAMS: PROVIDE 2 #5 AT EA CORNER LAPPED 30" IN EA. DIRECTION SOIL STATEMENT Inspection of the existing soil reveals it' consists of a mix of sand and rock with an allowable design capacity of 2,000 PSF. Contractor shall contact engineer of record after ground has been broken for a soils inspection prior to the preparation of footings. Engineer of record shall submit to the Building Department a lette attesting that the site has been observed and that the conditions encountered are similar to those upon which the design was based. 6.- WOOD MEMBERS: ALL STRUCTURAL WOOD MEMBERS TO BE SAWN LUMBER. 'DIMENSIONS LUMBER TO BE 'SOUTHERN PINE ' WITH A MINIMUM COMMERCIAL GRADE OF 'NO. 2'. DESIGN BENDING STRESS OF Fb= 1200 PSI ALL WOOD MEMBERS TO BE FREE OF ALL IMPERFECTIONS AS. SPLITS, CHECKS, OR EXCESSIVE KNOTS. UNSATISFACTORY MATERIALS TO BE REPLACE AT NO COST TO THE OWNER. ALL MEMBERS IN CONTACT WITH CONCRETE OR EXPOSED TO THE ELEMENTS, TO BE PRESSURE TREATED. 7.- REINFORCING STEEL: TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A -305 AND CONFORMING TO ASTM A -615, GRADE 60. LAP CONTINUOUS BARS 30-BAR DIAMETERS, UNLESS OTHERWISE NOTED IN PLANS. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. REINFORCING STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH "MANUAL OF STANDARDS PRACTICE OF DETAILING REINFORCING CONCRETE STRUCTURES", AND THE ACI BUILDING CODE 318, LATEST EDITION. 8.- MASONRY BLOCK: CONCRETE BLOCK COLUMNS TO BE ERECTED PRIOR TO PLACING CONCRETE IN ADJACENT BEAMS. ALL CONCRETE BLOCK TO BE GRADE N -1, CONFORMING TO ASTM C -90 WITH A NET PRISM STRENGTH OF 1,900 PSI (MINIMUM). PROVIDE No. 9 GAGE DEFORMED GALV. STEEL LADDER TYPE JOINT REINFORCING AT EVERY OTHER COURSE FOR ALL MASONRY BLOCK WALLS. PROVIDE 1 - 15 T & B CORNER BARS AT ALL BEAM INTERSECTIONS, EXTEND 30" INTO BEAMS EACH SIDE. 9.- REINFORCED MASONRY ALL CONCRETE BLOCK TO BE GRADE N -1, CONFORMING TO ASTM C -90 WITH A MINIMUM PRISM STRENGTH (fm) = 1,500 psi. ALL UNITS SHALL BE BUILT TO PRESERVE THE VERTICAL CONTINUITY OF THE CELLS TO BE FILLED, AND MUST MAINTAIN A CLEAR, UNOBSTRUCTED CONTINUOUS VERTICAL CELL MEASURING 2 INCHES BY 3 INCHES MINIMUM. CLEANOUT OPENINGS MUST BE PROVIDED AT ALL CELLS TO BE FILLED. MAXIMUM HEIGHT OF GROUTING LIFTS IS 4' -0'. THE VERTICAL REINFORCEMENT MUST HAVE A MINIMUM 48 BAR DIAMETER LAP SPLICE VISIBLE ABOVE THE UPPERMOST CELL WHERE STRUCTURE IS TO CONTINUE VERTICALLY, INTERMEDIATE LAPS IN CONCEALED WALL AREAS ARE NOT PERMITTED. ALL CONCRETE USED FOR GROUTING SHALL BE PEAROCK WITH A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. SUBMIT MIX DESIGN FOR APPROVAL. MORTAR SHALL BE TYPE M, WITH A MINIMUM STRENGTH OF 2,500 PSI. SLUMP TO BE 7' TO 9'. PROJECT NUMBER ROBERT A. G `; , N- E �i 15966 S.W. 98TH STRE;�It`�LrOR�SJ�ESt TEL 305 -519 -4 ;/6C. 3W 51R7109l5, , `` TA E OF ,� .4tj O` T I Y AL- lltllttlt FI REG. No. 52647 - rc SM REVISIONS No. DATE DESCRIPTION PRIP 4 8 I_ D O Q 0 n UA I t UKHVVIV -4/ GJ/ GU 1 1+ DRAWN BY : R F- Ld SCALE 1/4" =12" Z (.O n i O I-- CL (3) o 0 <O 00 V) J I N 00 n 00 LO O = L O Ly- LJJ rn ° LLJ w Z w o_ zz LLn 4 J WI— I- f— 1— W W Ld of W ry W w 0 0 0 z z V) o, o- o_ O O UA I t UKHVVIV -4/ GJ/ GU 1 1+ DRAWN BY : R FORAKER PROJECT No SCALE 1/4" =12" SHEET no 6 OF 7 n i RUBEN J PUJOL� A.IA ARCHITECT N.A.CA. AR# 0010458 PHONE No. (305) 968 -2155 12237 SW 204 TERRACE MIAMI, FLORIDA 33177