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08-1320-015'C' BAR 'E' BAR - TOP BAR STD. HOOKS BOTTOM BAR THRUOUT Ll /3 OR WHIGHE R IS D TER I 'I' BAR TOP BAR LAP 24 BAR DIA. BOTTOM BAR STIRRUPS AS SCHEDULED 11/2' COVERALL SIDES L LI U L L2 TYPICAL BEAM DIAGRAM 'C' BARS ARE TOP BARS AT NON - CONTINUOUS ENDS. 'E' BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPPORTS. TOP BARS WHEN MRIAIGEME SPLICED IN THE MIDDLE THIRD OF THE SPAN. 'I' BARS IN SCHEDULE SHALL BE PLACED 1'2' EF. BEAM SCHEDULE MARK TOP BEAM ELEV SIZE IN. B X D REINFORCING STIRRUPS REMARKS B T C I No. SPACING 5-1 +12' -0' 8'X24' 2% 205 48' X 12' 6 S CONT TOP t BOTT. 05 a 12' O.C. TRANSV. TOP t BOTT. 30 a 10' O.C. A 5-2 +12' -0' 8'X24' 208 208 A ® 30 a 10' O.C. 6 0 & 5-3 +12' -0' 8'X24' 208 205 16' -0' X 14' -0' X 34' 08 0 12' O.C. EA, WAY TOP t BOTT. 30 a 10' O.C. O12' 5-4 +12' -0' 8'X24' 206 205 O12' X 26' 3D a 10' O.C. CHECK BEAM DEPTH W/ EVERY MANUF. 5-5 +12' -0' 8'X48' 206 205 C 405 3© 0 12' O.C. 8 0 6 5-6 +12' -0' 12'X36' 2% 2% 12 06 205 3© a 12' O.G. 10 5-1 +12' -0' 12'X36' 2% 2% II 113' X 18' 30 0 12' O.G. E 5-8 12 12'X36' 2% 2% B CONCRETE 3© a 12' O.G. 8 0 6 03 a 8' O.C. G CONCRETE 14 8' X 32' 6 0 6 03 a 8' O.C. B CONCRETE 15 T5-1 +12' -0' 8'X24' 205 205 16 8' X 16' X 16' X 8' 30 40 12' E.E. BAL 0 48' 3/4' RECESS AT TOP. CONCRETE W -1 8' CONC. WALL W/ 05 a 12' O.C. VERT. AND HORIZ. TWO LAYERS- 1008 2'10 210 R5-1 +25'-0' 8'X48' 206 2% 450 405 30 0 12' O.C. R5-2 +25' -0' S'X&&'j 208 208 -- 605 30 0 12' O.C. TOP BARS IN TWO LEYEREE R5-3 +25' -0' 8'X30' 408 408 6 MS. 30 0 8' O.C. 50TT. 4 TOP RS ERA R5-4 +25' -0' 8'X24' 206 205 820 408 30 a 10' O.C. W/ CHECK BEAM EVERT- MANUF.P R5_5 +25' -0' 8'X24' 208 205 -- LAP TOP BARS 3© 0 S' O.G. 16' X 24' RB_& +25' -0' 8'X24' 2% 205 3© 0 8' O.C. pz5_1 +34' -0' 8'X24' 206 205 3© a S' O.G. RT5-1 +25' -0' 8'x24' 205 205 3© 40 12' E.E. BAL a 48' RT5-2 8'X12' 205 205 30 40 12' E.E. BAL 0 48' RTB -3 12'X12' 205 VS 30 a 12' O.C. RT15-4 8'X20' 205 205 3© 40 12' EE. BAL 0 48' RT5-5 +31' -0' 8'X20' 205 205 3© 40 12' E.E. BAL a 48' C5-1 8'X8' 205 205 3© 40 12' E.E. BAL a 48' FOOTING SCHEDULE MARK SIZE REINFORCEMENT REMARKS WF -8 8' X 12' 1 05 CONT MOTT. TYPE WF -24 24' X 12' 3 05 CONT BOTT. 05 0 12' O.G. TRANSV. BOTT. T WF -36 36' X 18' 4 05 CONT BOTT. 05 a 12' O.C. TRANSV. MOTT. RIGHT WF -4S 48' X 12' 6 S CONT TOP t BOTT. 05 a 12' O.C. TRANSV. TOP t BOTT. 4 0 6 03 0 8' O.C. A CONCRETE O8' 0 6' -0' X 6' -0' X 18' 1 Oro EA. WAY BOTT. A ® 10' -0' X 10' -0' X 30' 10 08 EA. WAY BOTT. 6 0 & © 12' -0' X 12' -0' X 34' 14 +18 EA. WAY BOtt. O4 QD 16' -0' X 14' -0' X 34' 08 0 12' O.C. EA, WAY TOP t BOTT. A COLUMN SCHEDULE MARK SIZE REINFORCINGs CAP PLATE REMARK MAR< SIZE (IN.) TYPE REMARKS B 'Y' GIN.) T a b c d e f VERTICAL TIES RIGHT Tu (KFT) 1 8' X 12' 4 0 6 03 0 8' O.C. A CONCRETE O8' X 16' 4 0 6 03 0 8' O.C. A CONCRETE O3 8' X 24' 6 0 & 03 6 8' O.G. B CONCRETE O4 12' X 14' 4 0 6 03 41 Be O.C_ A CONCRETE O12' X 24' 6 0 6 03 a S' O.C. B CONCRETE O12' X 26' 6 0 6 03 0 Be O.C. B CONCRETE O12' X 28' 808 03 a 8' O.G. C CONCRETE O12' X 44' 8 0 6 03 a S' O.C. G CONCRETE O12' X 11' 12 06 03 a 8' O.C. D CONCRETE 10 16' X 16' 508 "3 a 12' O.C. C CONCRETE II 113' X 18' 16 08 03 0 s' O.G. E CONCRETE 12 12' X 20' 6146 03 0 12' O.C. B CONCRETE 13 12' X 31' 8 0 6 03 a 8' O.C. G CONCRETE 14 8' X 32' 6 0 6 03 a 8' O.C. B CONCRETE 15 S' X 28' 6 0 6 03 a 8' O.C. B CONCRETE 16 8' X 16' X 16' X 8' 806 03 0 12' O.C. F CONCRETE W -1 8' CONC. WALL W/ 05 a 12' O.C. VERT. AND HORIZ. TWO LAYERS- STEEL COLUMN SCHEDULE MARK SIZE BASE PLATE CAP PLATE REMARK P -I 614, STD PIPE 12'x 12'x36' W/ (4) %'mx 3' W.S. 12'x12'x4'e' W/ (4) %'4-X 3' H.S. B 'Y' GIN.) T c E LEFT N L1/3 �LI/3 FOR L2�� WHICHEVER IS LARGER or-' BAR 41 'BAR --i I I TIT I SOFFIT 'A' BAR 'B' BAR STD. HOOKS THRIOUT 'E' BAR 'T' BAR I SOFFIT BEAM 'R3' BAR �L2/3 0-OR L$-- 3/3 $ WHICHEVER IS LARGER 1_313 OR LC WHICHEVER IS LARGER 'T' BAR SOFFIT BEAM 'B' 5AR BAR L Ll L L2 L L2 LC 2' NOTES: '4Mu' - DESIGN POSITIVE MOMENT AT MIDSPAN (FT. KIPS). (ULTIMATE) 'A' -SHEAR FRICTION BAR - OVER COL. AT DISCONTINUOUS ENDS. 'Vu' - DESIGN SHEAR AT DISTANCE 'd' FROM FACE OF SUPPORT (KIPS). (ULTIMATE) `B' - SHEAR FRICTION BAR - OVER COL. AT INTERIOR RIGHT SUPPORT. 'Tu' - DESIGN TORSIONAL MOMENT AT DISTANCE 'd' FROM FACE OF SUPPORT (FT. KIPS). 0 'C' - TOP BARS AT DISCONTINUOUS ENDS. X,Y - EMBEDMENT LENGTH OF SHEAR FRICTION BAR 'E' - TOP BARS AT INTERIOR RIGHT SUPPORT W - BEAM WIDTH (N). 'T' - TOP BARS EXTENDED INTO ADJACENT SPANS, USN. (SEE DIAGJ D - BEAM TOTAL DEPTH (IN). TYPICAL SECTION TYPICAL SOFFIT BEAM DIAGRAM SOFFIT BEAM SCHEDULE MARK TOP BEAM ELEV. SIZE W X D REINFORCEMENT STIRRUP CRITERIA REMARKS 4Mu (KFT) A' X (IN.) B 'Y' GIN.) T c E LEFT RIGHT Tu (KFT) Vu (K) Vu (K) 65-1 architect 24' X 36' 650 608 48 STRUCTURAL ENG.: EDUARDO GONZALEZ P.E. INC. 1008 J. Eduardo GonzAlez P.E. -717 Ponce de Leon Blvd., Suite 335 215 215 -- LAP TOP BARS 85-2 INGEMEL SA LLC. 24' X 36' 800 Pedro Arias P.E. 63813 Patricia Morales P.E. 63818 608 48 1000 Fax: (954) 450 7216 e -mail: pedroa @ingemel.com 225 1 225 -- LAP TOP BARS 85-3 -10700 North Kendall Drive Suite 400 24' X 36' 1215 6 08 48 LANDSCAPE ARCH.: M. L. A. GROUP INC. 1008 -690 NE 13th Street Suite 105 Fort Lauderdale FL 33304 254 254 -- LAP TOP BARS A.R. 0011702 REVISIONS: RSB -I 24' X 36' 685 6 08 48 I0 MS Project No: USCB -1 Model File: 225 225 -- LAP TOP BARS R65-2 Date: 24' X 36' 850 As Show 6 08 48 10 M8 SCHEDULES & I . TY-P r DETAILS. 245 245 -- LAP TOP BARS R65-3 24' X 36' 1290 6 08 48 1008 2'10 210 -- LAP TOP BARS R55-4 16' X 36' 450 408 48 6 08 145 145 -- LAP TOP BARS RSB -5 16' X 36' 540 408 48 6 MS. 155 155 -- LAP TOP BARS R65-6 16' X 36' 820 408 48 6 08 115 115 -- LAP TOP BARS R65-1 16' X 24' RSB -8 16' X 24' ., r5 X 2' -6' X 2' -6' GONER BAR AT EA. COMER TYP. FOOTING CORNER BAR DETAIL A SCALE 1/2' - 1' -0' S -1 M1 m 1 C =- b L b l TYPE 'A' TYPE 'B' l'i Q m a\ 0� -4.Q uo d) a) 44 In NQ IL QJ 08 BARS OR LESS ARE USED FOR ONE STORY LPWn'rus_ LAP SPLICING SHALL NOT BE LESS THAN THE LARGER BAR . STD. 90' HOOK - X - X REINF'G, t 'sTH AS NOTED IN L,ULLIMN xHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS. MAX. SLOPE I IN 6 X - X -� STD. 90' HOOK FOOTING 812E t- REINF'G. AS SCHEDULE TYPICAL COLUMN TO FOOTING DETAIL B SCALE 1/2' r 1' -0' S -1 m ALEJANDRO REMOS R.A. �a7jchitects u 'Alejandro Remos R.A. 0011702 � b � TYPE 'G' m �6 TYPE 'D' TYPE 'E' COLUMN TYPES SCALE 1/2' ■ 1' -0' d 'F u � b TYPE ' rtu BAS SEE SG 1/ (U.ON) EMBEDED PLATE SEE SCHEDULE I STEEL COLUMN SEE SCHEDULE NO HOLES ALLOWED ON STL. E PLATE HEDULE. CONC. JOIST (SEE PLAN) STEEL COLUMN TYPICAL DETAIL c SCALE 1/2' a P -0' S -1 I COLS. t PLATES EXCEPTS THE REQ'D HOLES FOR AIR RELIEF: 1/4' HOLE a 36' TYP. STEP DOWN FOOTING DETAIL SCALE 3/4' - 1' -0' GENERAL STRUCTURAL NOTES: I. 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. t ASSOC.. SEE GEOTECHNICAL REPORT DATED 10 -01 -2008 FOR SITE PREF'ARA_ TION. 2. CONCRETE: - I. ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 3C.--04 - - AND ACI 318 -04 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS'. 2. ALL CONCRETE SHALL ATTAIN 3000 P.S.1 MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS EXCEPT AS NOTED BELOW. CONC. COLUMN 10 t 11 AND SOFFITS f'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' 11'2' 1 v2' COLUMNS - -- - -- I L' SLABS 3/4' 3/4' 11/2' EXTERIOR SLAB 3/4' 1' 1 V2' 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 -BARS 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 -812. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. 5. CONCRETE MASONRY WORK: MASONRY WALLS SHALL BE REINFORCED WITH 08 BARS IN GROUTED CELLS SPACED 0 24' O.C. LAP 48 BARS DIAMETER MASONRY UNITS SHALL BE 2 CELLS HOLLOW UNITS CONFORMING TO ASTM C -120 WITH A COMPRESSIVE STRENGTH OF 1500 PSI ON J THE NET CROSS SECTIONAL AREA AND SHALL BE PROVIDED a EA. SIDE OF ALL y MASONRY OPENINGS. VERTICAL CELLS TO BE GROUTED SHALL HAVE A MIN. CLEAR ,L DIMENSION OF 3' AND CLEAR AREA OF 10 SQ. IN. GROUTING SHOULD BE DONE IN A 0 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 09 GAUGE LADDER TYPE DUR -O -WALL HORIZ. JOINT REINF. a 16' O.G. GROUT SHALL BE 3000 PSI MIN. COMPRESSIVE STRENGTH AT 28 DAYS. SLUMP SHALL BE BETWEEN BETWEEN S' TO 10' ` MAX. REINFORCED MASONRY DESIGN t CONSTRUCTION SHALL COMPLY ACI 530 -02 /ASCE 5- 02/TMS 402 -02 t Cl 5301. -02 /ASCE 6- 02/T'M5 602 -02. SREF 91 53 (4) (12) 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: QL TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE FLORIDA BLDG. CODE, 2004 EDITION, THE TRUSS PLATE INSTITUTE, AND ARRCHITECTURAL /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.SF. 4Iy 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 O 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 Fv -120 PSI, MIN. MODULES OF ELASTICITY E■ 1,100,000 PSI. S. PLYWOOD ROOF PLYWOOD SHALL BE %' APA RATING SWEATING 40/20 EXPOSURE I ALL LUMBER SHALL BE GIVEN A PRESERVATIVE TREATMENT. % SLAB ON GRADE : A. FILL AND BACKFILL TO BE COMPACTED TO 12599 OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR TEAT. 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 15Y PRE MOLDED JOINT FILLER CII /2' THK) COMPLYING WITH ASTM D1152, TYPE 1. F. WELDED WIRE FABRIC SHALL CONFORM TO ASTM AIS5 -112, AND BE SUPPORTED ON SLAB BOLSTERS SPACED AT 3' -0' or- 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 PSF + SYST. WEIGHT. 11. FORMWORK 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 ARCHITECT/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 DE�ICp>�I Y MAUFACTURER'S REGISTERED ENGINEER IN THE STATE OF FLORIDA TO R'r�I Lc! 1TH MIAMI OF 50 L56/FT. APPLIED IN ANY DIRECTION AT TOP OF SUCH A BARRIER P RiG DEPT. BE DESIGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MINIMLZ410AD OF 200 LBS. HANDRAILS SHALL BE DESIGNED AND CONSTRUCTED TO REST 4'.6MIL ' S TION NOT LESS THAN 200 LBS. APPLIED IN ANY DIRECTION AND AT ANY POINT ON T APPROVED BY: DA FC.ALLA1W_-W/EWzINEER tfUL STRUCTURAL DRAW[WsS CONSULTED TOGETHER FOR ANY DISCREPANCY RT OF WORK :y L \rLry 1 EDUARDO GONZALEZ P.E., INE J' �'�C STRUCTURAL ENGINEERS 1�X 717 Ponce de Leon Blvd. Sufte ,300' �1 S7A Coral Coblee, Florida - 33134C,'�y Tr. (305) 445 -5100 Fax (305) 445 - 664440 ♦ �C STATE OF FLORIDA REGISTRATION / 24027 STATE OF FLORIDA IJCENSE / CA- 0006166 e� ♦♦e PROJECT 0 0672 10 Lijpor�,1�'l.r. diva. I�. td4le+ Iap.R derr, u.. vl .- dtl�rapY+h4Pk++�ll+�etodw,;- 4YdWA§t edllrMaW1e1R0alabYYsrdeMpopsyd1FdlydoeadtPEinedrgRo lbs � d teed ra eNr pupm oIM ft W 4aro Proild RF IIIIiI R w ppeed MM► to spl A oaeii d JE6am.4 Ye l R E M 0 S ALEJANDRO REMOS R.A. �a7jchitects u 'Alejandro Remos R.A. 0011702 18501 Pines Blvd., Suite 107 Pembroke Pines FL 33029 Tel: (954) 442 7122 4 Fax: (954) 442 7190 u 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) 3182264 Fax: (954) 450 7216 e -mail: pedroa @ingemel.com pmorales @ingemel.com CIVIL ENG.: Consulting Engeneering & Science, Inc. Nelson H. Ortiz P.E. 57556 -10700 North Kendall Drive Suite 400 Miami FL 33176 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: A.R. 0011702 REVISIONS: Project No: USCB -1 Model File: Drawn by: J.A / M.A. / A.C. Approved by: A.R. Date: 12/03/08 Scale: As Show Copyright Sheet Title GENERAL NOTES, SCHEDULES & I . TY-P r DETAILS. Sh,Lhet Number OF SOMERSET SOUTH MIAMI