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08-1320-014GENERAL STRUCTURAL NOTES 1. ALLOWABLE SOIL BEARING CAPACITY: FOUNDATIONS HAVE BEEN DESIGNED FOR A SOIL BEARING CAPACITY OF 5000 PSF ACCORDING TO THE GEOTECHNICAL ENGINEERING STUDY DONE BY ARDAMAN 4 ASSOC.. SEE GEOTECHNICAL REPORT DATED 10 -01 -2008 FOR SITE PREPARATION. 2. CONCRETE: I. ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 -04 AND ACI 318 -04 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS'. 2. ALL CONCRETE SHALL ATTAIN 3000 P.S.I MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS EXCEPT AS NOTED BELOW. GONG. COLUMN 10 4 II AND SOFFITS r'c ■4000 PSI. 3. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO COMMENCEMENT OF ANY CONCRETE WORK 4- NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. 5. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE SHALL COMPLY WITH ACI - 301 -04. 3. CONCRETE COVER: TO BE AS FOLLOWS: BOTTOM TOP SIDES FOOTINGS 3' 2' 3' BEAMS I V2' 1 >'a' 1 1,,2' COLUMNS - -- - -- 1 112' SLABS 3/4' 3/4' 1 1/2' EXTERIOR SLAB 3/4' 1 1 1/2' 4. REINFORCING STEEL: TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM A -305 AND CONFORMING TO ASTM A -6151 GRADE 60. LAP CONTINUOUS BARS 36 -5AR5 DIAMETERS. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. ALL REINFORC- ING STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH 'MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES' AND THE ACI BUILDING CODE 318 -83 SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. 5. CONCRETE MASONRY WORK: MASONRY WALLS SHALL BE REINFORCED WITH 08 BARS IN GROUTED CELLS SPACED a 24' O.C. LAP 48 BARS DIAMETER MASONRY UNITS SHALL BE 2 CELLS HOLLOW UNITS CONFORMING TO ASTM C -90 WITH A COMPRESSIVE STRENGTH OF 1500 PSI ON THE NET CROSS SECTIONAL AREA AND SHALL BE PROVIDED a E.A. SIDE OF ALL MASONRY OPENINGS. VERTICAL CELLS TO BE GROUTED SHALL HAVE A MIN. CLEAR DIMENSION OF 3' AND CLEAR AREA OF 10 SQ. IN. GROUTING SHOULD BE DONE IN A CONTINUOS OPERATION IN LIFT NOT EXCEEDING 4 FT. W/ A MAX. TOTAL POUR OF 10 FT. THE GROUTING SHALL BE DONE CONSOLIDATED BETWEEN LIFTS BY PUDDING, RODDING OR MECHANICAL VIBRATION. PROVIDE OB GAUGE LADDER TYPE DUR -O -WALL HORIZ. JOINT REINF. a 16' O.C. GROUT SHALL BE 3000 PSI MIN. COMPRESSIVE STRENGTH AT 28 DAYS. SLUMP SHALL BE BETWEEN BETWEEN 5' TO 10' MAX. REINFORCED MASONRY DESIGN 4 CONSTRUCTION SHALL COMPLY ACI 530 -02 /ASCE 5- 02/TMS 402 -02 4 CI 5301: 02/ASCE 6- 021TMS 602 -02. SREF 91 53 (4) (9) GROUT SHALL CONFORM TO THE REQUIREMENTS OF ASTM C 416. GROUT SLUMP: 8' TO 11' MORTAR TYPE S OR M. 6. PRE - FABRICATED WOOD TRUSSES: TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE FLORIDA BLDG. CODE, 2004 EDITION, THE TRUSS PLATE INSTITUTE, AND ARCHITECTURAL /STRUCTURAL DRAWINGS. SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL TO ENGINEER OF RECORD AND BUILDING DEPARTMENT PRIOR TO FABRICATION SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER DESIGN LOADS AS FOLLOW TOP CHORD =55 P.S.F. WIND UPLIFT ■ ACCORDING TO FLA. BUILDING CODE. ASCE 1 -02 1. PRESSURE TREATED LUMBER / LUMBER: ALL LUMBER SHALL BE GIVEN A PRESERVATIVE TREATMENT IN ACCORDANCE WITH THE LATEST FEDERAL SPECIFICATION. THE PRESERVATIVE AND THE METHOD AND RESULT OF TREATMENT SHALL BE SUITABLE FOR THE SPECIES OF WOOD SPECIFIED AND EXPOSURE CONDITIONS ANTICIPATED. ALL LUMBER SHALL BE SOUTHERN PINE No. 2 OR BETTER W/MIN. FLEXURAL ALLOWABLE STRESS Fb= 1200 PSI, MIN. SHEAR STRESS Fve90 PSI, MIN. MODULES OF ELASTICITY E■ 1,100,000 PSI. 8. PLYWOOD ROOF PLYWOOD SHALL BE %' APA RATING SHEATING 40/20 EXPOSURE 1 ALL LUMBER SHALL BE GIVEN A PRESERVATIVE TREATMENT. S. SLAB ON GRADE : A. FILL AND BACKFILL TO BE COMPACTED TO 9596 OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR TEST. COMPACTION LAYERS NOT TO EXCEED 12'. SEE GEOTECHNICAL REPORT. B. ALL CONCRETE SLABS ON GRADE TO BE IN ACCORDANCE WITH THE LATEST 'GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION' (ACI 302). C. ALL SOIL AND FILL UNDER FLOOR AND /OR WITHIN OR UNDER BUILDING SHALL HAVE PRECONSTRUCTION SOIL TREAMENT FOR PROTECTION AGAINIST TERMITES D. 6 MIL POLYETHYLENE MEMBRANE SHALL BE PROVIDED UNDER ALL SLABS FORMED ON FILL. E. COLUMNS BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL BE ISOLATED BY PRE MOLDED JOINT FILLER (1/2' THK) COMPLYING WITH ASTM D1152, TYPE 1. R WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 -19, AND BE SUPPORTED ON SLAB BOLSTERS SPACED AT 3' -0' O.C. 10. DESIGN LOADS: A. THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE AND OTHER REFERENCED CODES AND SPECIFICATIONS. ALL REFERENCED CODE SPECIFICATION. ALL REFERENCED CODE AND SHALL BE LATEST EDITION AT THE TIME OF PERMIT. B. WIND LOAD CRITERIAt BASIC LOAD VELOCITY - 146 MPH (F-B.C, 2004 EDIT. AND ACSE 1 -02) LIVE LOADS : DEAD LOADS : FLOOR 50 PSF FLOOR 25 PSF + SYST. WEIGHT. COMMON EGRESS 80 PSF BALCONY 60 PSF ROOF 100 PSF ROOF 25 PEF + SYST. WEIGHT. 11. FOWWORK AND SHORING : STRUCTURAL CONCRETE SHALL NOT BE STRIPPED UNTIL IT REACHED A MINIMUM OF TWO THIRDS OF THE 28 DAYS DESIGN STRENGTH. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES SHALL MEET THE REQUIREMENTS AS SET FORTH IN THE CURRENT ACI 341 AND ACI 301 SPECIFICATION. SUBMIT SHORING AND RESHORING DWGS FOR APPROVAL PRIOR TO FIRST POUR OF CONCRETE. 12. SAFETY : A. THE CONTRACTOR SHALL COMPLY WITH THE SAFETY REQUIREMENTS OF ALL LOCAL, STATE AND FEDERAL LAWS. B. PROVIDE ALL SHORING, BRACING AND SHEATHING AS REQUIRED FOR SAFETY AND FOR THE PROPER EXECUTION OF THE WORK, REMOVE WHEN THE WORK IS COMPLETED. 13. GENERAL: STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, OPENINGS AND DIMENSIONS, ETC. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE AIRCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS AT JOB SITE BEFORE STARTING WORK CONTRACTOR IS RESPONSIBLE FOR ALL SHOR- ING AND RE- SHORING REQUIRED. 14. RAILING: BALCONY AND TERRACE RAILINGS AND STAIR RAILINGS SHALL BE DESIGNED BY MAUFACTURER'S REGISTERED ENGINEER IN THE STATE OF FLORIDA TO RESIST A LOAD OF 50 LBS/FT. APPLIED IN ANY DIRECTION AT TOP OF SUCH A BARRIER POSTS SHALL BE DESIGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MINIMUM LOAD OF 200 LBS. HANDRAILS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST A LOAD OF NOT LESS THAN 200 LBS. APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL. FOOTING SCHEDULE MARK SIZE REINFORCEMENT REMARKS WF -8 8' X 12' 1115 CONT BOTT. TYPE WF -24 24' X 12' 3 05 CONT BOTT. 05 a 12' O.C. TRANSV. BOTT. WF -36 36' X 18' 4 05 CONT BOTT. 05 a 12' O.C. TRANSV. BOTT. M. L. A. GROUP INC. WF -46 48' X 12' 6 +5 CONT TOP 4 BOTT. 05 a 12' O.C. TRANSV. TOP 4 BOTT- 4. 6 03 a 8' OTC. A CONCRETE OS' ® 6' -0' X 6' -0' X Is, 1 % EA. WAY BOTT. A © 10' -0' X 10' -0' X 30' 10 40 EA. WAY BOTT. 6 • 6 © 12' -0' X 12' -0' X 34' 14 08 EA. WAY BOTT. O12' OD 0' X 14' -0' X 34' 05 a 12' O.C. EA- WAY TOP 4 BOTT. A COLUMN SCHEDULE m C:=1 1 REINFORCING TYPE 'A' TYPE 'B' MARK SIZE (IN.) TYPE REMARKS q Tel: (305) 378 5555 Fax (305) 279 4553 e -mail: nortiz @CESMIAMI.com a b c Cl is f VERTICAL TIES M. L. A. GROUP INC. 1 8' X 12' 4. 6 03 a 8' OTC. A CONCRETE OS' X 16' 4 O 6 03 a 8' OJC. A CONCRETE O3 8' X 24' 6 • 6 03 a 8' O.C. B CONCRETE O12' X 14' 4. 6 03 a 8' O-C- A CONCRETE O12' X 24' 6 0 6 03 a 8' O.G. 5 CONCRETE O12' X 26' 6 0 6 03 a 8' O.C. B CONCRETE O12' X 28' 8 0 8 03 a 8' O.C. C CONCRETE O12' X 44' 8 a 6 63 a 8' O.C. C CONCRETE O12' X 11' 12 0 6 03 a 8' O.C. D CONCRETE 10 16' X 16' 808 03 a 12' O.C. C CONCRETE 11 18' X 18' 16 •8 03 a 8' O.C. E CONCRETE 12 12' X 20' 6 06 03 a 12' O.C. B CONCRETE 13 12' X 31' e • 6 03 a 8' O.C. C CONCRETE 14 8' X 32' 6 0 6 "3 a 8' O.C. B CONCRETE 15 8' X 28' 6 +' 6 03 a 8' O.C. B CONCRETE 16 8' X 16' X I6' X 8' 806 03 a 12' O.C. F CONCRETE W -1 8' CONC. WALL W/ 05 a 12' O.C. VERT. AND 140RIZ. TWO LAYERS. wi m C:=1 1 & Science, Inc. TYPE 'A' TYPE 'B' TYPE 'C' TYPE 'D' TYPE 'E' COLUMN TYPES SCALE 1/2' a I' -0' d Ll TYPE 'F' l'I ~ U_ r 5 X 2' -6' X CORNER BAR AT EA- CORNER TYP. FOOTING CORNER BAR DETAIL A SCALE 1/2' = I' -0' S -1 LAP SPLICING SHALL NOT BE LESS THAN 08 BARS OR LESS ARE THE LARGER BAR USED FOR ONE STORY LENGTHS. STD. 90' HOOK i11 s� COLUMN SIZE, REINF'G, 4 CONC. STRENGTH AS NOTED IN COLUMN SCHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS. l'I Q BQ MAX. SLOPE I IN 6 UQ.I Q Ir -�r«I UO QQ m d)e —x x —x —x — �1 STD. SO- HOC 0. I�41 it► FOOTING SIZE 4J REINF'G. AS SCHEDULE TYPICAL COLUMN TO FOOTING DETAIL B SCALE 1/2' = 1' -0' S -1 TYP. STEP DOWN SCALE 3 /d.' ■ 1' -0' FOOTING DETAIL t- ,U 1 --- - - J 4LEJANDRO REMOS R.A. - architects - - - - - - ^ Alejandro Remos R.A. 0011702 -18501 Pines Blvd., Suite 107 Pembroke Pines FL 33029 Tel: (954) 442 7122 - a Fax: (954) 442 7190 e-mail: remosbldg @aol.com SOMERSET CHARTER SCHOOL South Miami 5876 SW 68th Street South Miami, FL 33143 CONSULTANTS: JEANETH ARDILA architect ALBERTO CHINCHILLA architect ALEJANDRO CABAL -CABAL architect MARCEL ADRIAN PEREZ architect -18501 Pines Blvd., Suite 107 Pembroke Pines FL 33029 STRUCTURAL ENG.: EDUARDO GONZALEZ P.E. INC. Structural Engineers J. Eduardo GonzAlez P.E. -717 Ponce de Leon Blvd., Suite 335 Coral Gables FL 33134 Tel: (305) 445 5100 Fax: (305) 445 6644 e -mail: eddygon @bellsouth.net M.E.P. ENG.: INGEMEL SA LLC. DESIGN & BUILD ENGINEERING COMPANY STATE OF FLORIDA CA No. 9113 Pedro Arias P.E. 63813 Patricia Morales P.E. 63818 -- -2071 Johnson Street, Suite 115 Pembroke Pines FL 33029 USA Tel: (954) 318 2264 Fax: (954) 450 7216 e -mail: pedroa @ingemel.com pmorales @ingemel.com — ,7 O CIVIL ENG.: Consulting Engeneering 1 & Science, Inc. Drawn by: Nelson H. Ortiz P.E. 57556 Approved by: 10700 North Kendall Drive Suite 400 D Miami FL 33176 q Tel: (305) 378 5555 Fax (305) 279 4553 e -mail: nortiz @CESMIAMI.com LANDSCAPE ARCH.: M. L. A. GROUP INC. Scott McClure RLA 6666695 -690 NE 13th Street Suite 105 Fort Lauderdale FL 33304 Tel: (954) 763 4071 Fax (954) 467 1688 e -mail: mlagroupinc @yahoo.com SEAL: CITY OF SOUTH MIAMI BUILDING DEPT. STRUCTURA ECT10N APPROVED BY: DATE: l��b A.R. 0011702 REVISIONS: Project No: USC13-1 Model File: Drawn by: J.A / M.A. / A.0 Approved by: A.R. Date: 12/03/08 Scale: As Show Copyright Sheet Title NOTICE GENERAL NOTES, ARCHITECT 4 STRUCTURAL DRAWINGS Ys, SCHEDULES & HAVE TO BE CONSULTED TOGETHER `� . • ° "' `•. CALL ARCH/ENGINEER FOR ANY DISCREPff� �*� � 'TYP. DETAILS. BEFORE START OF WORK i • , r • 01 4. V d EDUARDO GONZALEZ P.E., le ; STRUCTURAL ENGINEERS, Number 717 Ponce d6 Leon Blvd. Suite 300 { ell Coral Cobles, Florida 331346% 1,O , `fi*' 4J Td. (305) 445 -5100 Fax (303) 445 -6644 I • �, � ��, STATE OF n.ORIOA REGISTRATION / 24027 �••. y STATE OF FLORIDA LICENSE j CA- 0006188 � i ` � � PROJECT / 0872 ,c L, pohelrl,�a�I.Led b tb1:M d +Lesleq� end bAef,dw P� b4�+�+�+�41 �6 �' ft eed0°d Per otorr pp oe oUw w ~lam, I �� P. O. La ^ P�In SO ERSET SOUTH MIAMI