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09-49-034: L LL TYPICAL BEAM DIAGRAM 'C' BARS ARE TOP BARS AT NON -CC NTINUCUS ENDS. 'E' BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPPORTS. TOP BARS WHEN S"E($E 5PLICED IN THE MIDDLE THIRD OF THE SPAN. 'I' BARS IN SCHEDULE SHALL BE PLACED 1/2' OF. BEAM SCHEDULE MAR< TOP aEAM ELEV SIZE IN. B X D REINFORCING STIRRUPS REMARKS B T C I No. SPACING 5-1 +12'-0' 8'X24' 206 205 3© a 10, O.C. 5-2 -12'-0' 8'X24' 205 208 3© a 10, O.C. 5-3 -ilV-0' 8'X24' 208 205 3© s 10, O.C. 8-4 +12'-0' 8'X24' 2'Y� 215 30 a 10' O.C. CHECK BEAM DEPTH W/ EVERY MANUF. 5-5 +12'-0' 8'X48' 2% 205 4'S 3© ® 12, O.C. 5-6 +12'-0' 12'X36' 2% 2% 205 31-1 s 12' O.C. 5-1 +12'-0' 12'X36' 2% 2% 317 1 6 12' O.G. 5-8 12'X36' 2% 2"6 3© s 12' O.C. T15-1 +12'-0' 8'X24' 205 205 30 4a 12' £E. BAL a 48' 3/4' RECESS AT TOP. R5-1 +25'-O' 8'X48' 2"6 2% 455 31:1 a 12' O.C. R5-2 +25'-0' 8'X68' 2oa 2oa 6"5 3© a 12' O.G. TOP BARS IN TWO LEY£ R3-3 +25'-C' 8'X30' 408 46B 3© a 8' O.C. BOTT. 4 TOP BARS IN TWO LEPERS R15-4 425'-0' 6'X24' 2% 205 3© a 10' O.C. WCHECK B / EVERY MANUF 1- RB-5 425'-0' B'X24' 205 205 30 a 8' O.C. R5-6 +25'-0' 8'X24' 2% 2015 30 a 8' O.C. R5--1 434'-0' 8'X24' 205 215 30 a 8' O.C. R-I.13-1 +25'-0' 8'X24' 21'5 205 30 40 12' E.E. BAL a 48' RT13-2 8'XI2' 205 205 30 410 12' E.E. BAL a 48' RT15-3 12'X12' 205 2"5 30 6 12, O.C. RT5-4 8'X20' 205 205 3© 419 12' E.E. BAL is 48' RT5-5 +31'-0' 8'X20' 2"5 2'S 1 30 40 12' E.E. BAL is 48' C5-1 B'X8' 205 2"5 — --T-] 30 4a 12' EE. BAL in 45' I— 1 1 1 1 i - FOOTING SCHEDULE MAr�< SIZE REINFORCEMENT REMARKS OF-8 Be X 12' 1 05 CONT BOTT. LLF - 2 4 24' X 12' 3 05 CONT MOTT. 05 0 12' O.C. TRANSV. BOTT. LLF-36 36, X 18, 4 95 CONT BOTT. 05 a 12' O.G. TRANSV. BOTT. LLF-48 48' X 12' 6 "5 CONT TOP 4 BOTT. 05 a 12' O.C. TRANSV. TOP 4 BOTT. 6'-0' X 6'-0' X 18, 1 O6 EA. WAY BOTT. U 10'-0' X 10'-0' X 30, 10 Oa EA. WAY BOTT. © 12'-0' X 12'-0' X 34' 14 08 EA. WAY BOTT. © 16'-0' X 14'-0' X 34' 08 0 12' O.C. EA. WAY TOP 4 BOTT. COLUMN SCHEDULE REINFORCING MAF:.i< SIZE (IN.) TYPE REMARKS a b c d e f VERTICAL TIES [\� 8' X 12' 406 03 0 Be O.C. A CONCRETE: OBe X 16, 4 " 6 *3 0 8' O.C. A CONCRETE , Be X 24' F, 0 6 03 a 8' O.G. B CONCRETE O12' X 14' .4 • ro j13 a B' O.C. A CONCRETE O12' X 24' 6 0 6 03 0 8' O.C. B CONCRETE O12' X 26' 6 0 6 "3 Is 8' O.C. B CONCRETE O 12' X 28' 808 03 a 8' O.C. C CONCRETE O12' X 44' a 6 03 a 8' O.C. C CONCRETE O 12, X 11' 12 0 6 03 a 8' O.C. D CONCRETE 16' X 16' 8 • 8 03 a 12' O.C. C CONCRETE II 18, X 15, 16 M 8 03 0 8' O.C. E CONCRETE 12 12' X 20' 6 • 6 03 a 12' O.C. B CONCRETE 13 12' X 31' 8 • 6 03 a B' O.C. C CONCRETE 14 8' X 32' 6 • 6 03 a 8' O.C. B CONCRETE: 9 8' X 28' 6 • 6 03 0 8' O.C. B CONCRETE 9 8'XIra, X16'X8' 8•6 03012,O.C. F CONCRETE W-1 -J 8' CONC. WALL W/ 45 o 12' O.C. VERT. AND HORIZ. TWO LAYERS. STEEL COLUMN SCHEDULE MAfi;,tG SIZE BASE PLATE CAP PLATE REMARK O 6' o STD PIPE 12' X 12' x 3,6' W/ (4) 4/a'40< Be HS. 12' x 12' x 4e' W/ (4) b/a'OX Be HS. LI/3 LI/3 +OR 11/� WHICHEVER 15 LARGER .G, BAR I I I I 'T,�� l SOFFIT BAR 'B' BAR STD. HOOKS THRUOUT WHICHEVER IS LARGER II 'E' BAR 'T' BAR SOFFIT BEAM .B. BAR L3�-� WHICHEVER IS LARGER ITS BAR I n SOFFIT BEAM 'B' BAR BAR I. L1 L2 ,I L2 LC 2' NOTES. '+Mu' - 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) - SHEAR FRICTION BAR - OVER COL. AT INTERIOR RIGHT SUPPORT. Q 'C' -TOP BARS AT DISCCNTNIJOU9 ENDS. 'Tu' - DESIGN TORSIONAL MOMENT AT DISTANCE 'd' FROM FACE OF SUPPORT (FT. KIPS). KY - EMBEDMENT LENGTH OF SHEAR FRICTION BAR 'E' -TOP BARB AT INTERIOR RIGHT SUPPORT 't' -TOP BARS EXTENDED INTO ADJACENT SPANS, UAN (SEE DIACs) W -BEAM WIDTH (N). p - BEAM TOTAL DEPTH (N). "W" TYPICAL SOFFIT BEAM DIAGRAM TYPICAL SECTION SOFFIT BEAM SCHEDULE MARK TOP OF ELEv.EAM SIZE W X D REINFORCEMENT STIRRUP CRITERIA REMARKS +Mu (KFT) ,A, X lIN) B 'Y' IINJ T C E LEFT RIGHT 1 u (KFT) Vu (K) Vu (K) SB-1 24' X 36' 650 6 *8 48 1008 215 215 -- LAP TOP BARS 85-2 24' X 36' 800 6 08 48 10 118 225 225 -- LAP TOP BARS 85-3 24' X 36' 1215 6 08 48 1008 254 254 -- LAP TOP BARS R8B-1 24' X 36' 685 6 08 48 1008 225 225 -- LAP TOP BARS RS5-2 24, X 36' 850 fo «8 48 10 *a 245 245 -- LAP TOP BARS R85-3 24' X 36' 1280 (o 08 48 1008 210 2'10 -- LAP TOP BARS R65-4 16' X 36' 450 4 08 48 6 "8 145 145 -- LAP TOP BARS RSB-5 16' X 36' 540 4 *8 48 (0 08. 155 155 -- LAP TOP BARS RS15-6 16' X 36' 820 408 48 6 og 1-15 1-15 -- LAP TOP BARS RSB-1 16' X 24' RSB-8 16' X 24' : �5 X 2' ' ' ' -6X 2-6 CORNER BAR AT EA. CORNER TYP. FOOTING CORNER BAR DETAIL A SCALE 1/2' = 1'-0' S-1 08 BARS OR LESS ARE USED FOR ONE STORY LENT,,TUA —X _X rn LAP SPLICING SHALL NOT BE LESS THAN THE LARGER BAR STD. 90, HOOK REINF'G, 4 iTH AS NOTED IN caL U N SCHEDULE - FOR COL. TIES, SEE TYPICAL COLUMN DETAILS. MAX. SLOPE I IN fo X — x — STD. W, HOC FOOTING SIZE 4—/ 'r* REINF'G. AS SCHEDULE TYPICAL COLUMN TO FOOTING DETAIL B SCALE 1/2' a 1'-0' S-1 �o �oL LJ TYPE 'A' TYPE 'B' TYPE or u TYPE 'D' TYPE 'E, TYPE IF, COLUMN TYPES SCALE 1/2' ■ I'-0' ' (U.ON) EMBEDED PLATE SEE SCHEDULE STEEL COLUMN SEE SCHEDULE NO HOLES ALLOWED ON STL COLS. 4 PLATES EXCEPTS THE REQ'D HOLES FOR AIR RELIEF: 1/4' HOLE a 36' 1/4' (U.ON) BASE PLATE SEE SCHEDULE. TY OF SOUTH MIAMI EUILDING DEPT. ST-,<UCTURAL SECTION CONC. JOIST ;-ROVED BY: (SEE PLAN) T: - STEEL COLUMN TYPICAL DETAIL C SCALE 1/2' . 1'-0' S-1 TYP. STEP DOWN FOOTING DETAIL SCALE 3/4' = P-0' II— GENERAL STRUCTURAL NOTES: I. ALLOWABLE SOIL BEARING CAPACITY: FOUNDATIONS HAVE BEEN DESIGNED FOR A SOIL BEARING CAPACITY OF 5021ID r',aF ACCORDING TO THE GEOTECHNICAL ENGINEERING STUDY DONE BY ARDAMA N 4 - ASSOC.. SEE GEOTECHNICAL REPORT DATED 10-01-2006 FOR SITE PREPAC2ATION. 2. CONCRETE: 1. 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.SJ MINIMUM COMPRESSIVE STRENGTH AT 26 DAYS EXCEPT AS NOTED BELOW. CONC. COLUMN 10 4 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 1 1`12' 1 112' 1 1,2. COLUMNS --- --- 1112. SLABS 3/4' 3/4' 1 1/2' EXTERIOR SLAB 34' 1' I 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 3120-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 318-89. 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 0 EA SIDE OF ALL MASONRY OPENINGS. VERTICAL CELLS TO BE GROUTED SHALL HAVE A MIN. CLEAR DIMENSION OF 3' AND CLEAR AREA OF 10 Sa 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 05 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 8' 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 G 416. GROUT SLUMP: 8TO 11' MORTAR TYPES 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 SP. WIND UPLIFT ■ ACCORDING TO FLA. BUILDING CODE. ASCE 1-02 I. 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/MN. FLEXURAL ALLOWABLE STRESS Fb= 1200 PSI, MIN. SHEAR STRESS Fvi90 PSI, MIN. MODULES OF ELASTICITY E■ 1,100,00o PSI. 8. PLYWOOD ROOF PLYWOOD -SHALL BE %' APA RATING SWEATING 40/20 EXPOSURE 1 ALL LUMBER SHALL BE GIVEN A PRESERVATIVE TREATMENT. % SLAB ON GRADE : A. FILL AND BACKFILL TO BE COMPACTED TO 959a OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR TEST. COMPACTION LAYERS NOT TO EXCEED 12'. SEE GEOTEC14NICAL 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 AST -1 D1152, TYPE 1. F. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185-19, AND BE SUPPORTED ON SLAB BOLSTERS SPACED AT 3'-0' Off. 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.BG, 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. It. FOR!`1WORK 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 FOUR 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 OFFTHE WORK, REMOVE WHEN THE WORK 18 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/ENCsINEER 15EEFORE PROCEEDING WITH THE WORT. 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. NOTICE: ARCHITECT 4 6Te-o l J MI E -- ALEJANDRO REMOS R.A - " - architects Alejandro Remos R.A. 0011702 --73501 Pines Blvd, Suite 107 - Pembroke Pines FL 33029 Tel: 954) 442 7122 yak: (954) 442 7190 e-mail: remosbldg@aol com SOMERSET CHARTE I; SCHOOL South Miami -5870 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 GonzAloz 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@ingerrlel.com CIVIL ENG.: Consulting Engeneering & Science, Inc. Nelson H. Ortiz P.E. 67556 -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) 7634071 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.0 Approved by: A.R. Date: 12/03/08 Scale: As Show Copyright Sheet Title GENERAL NOTES, TURAL DRAWINGS .. SCHEDULES & HAVE TO BE CONSULTED TOGETHER - i CALL M START OF WOW FOR ANY DISCREPvA>:1¢: n r% -I-YP. DETAILS. BEFORE START OF WORK V Cr &S J EDUABDO GONZALEZ Flf 1!Sii r cm ' rhJ. 00 i `aI12 E STRUCTURAL NGI � �Q` 717 Ponce do Leon 81,d. S ite" 9 J>'• � i "'fY,,, Corot Cables. Florida ,� 1 Number Tr. (303) 445-5100 Fax CW5) ii 3 A 1 r1rry r f t STATE of FLCRIDA REGISTRATION . • 1 OF F10R1DA LICENSE / CA - STATE / • ,% rj Lt , � PROJECT OOTIL� ' C3 L9P�J�.4a1to11�brd4Yiai�}�db���Chywprdy�a+4Y+�IPF��►YCad► 1 -" utlra p'aWrtli.Y�i.�'4crlcP°�cl�trfdiRdi MAE& adsPEln.d .abn�dae� o I> .1�u.uwnpla=:11EGa rfIIQ SOMERSET SOUTH MIAMI