05-1359(3)-018GENERAL NOTES: MINIMUM TOLERANCE CONCRETE:
GENERAL: COVER 4 OR
CAST AGAINST AND
I. THESE DRAWINGS . ALL REINFORCED CONCRETE DESIGN SHALL BE IN ACCORDANCE
NGS HAVE BEEN PREPARE IN ACCORDANCE WITH PERMANENTLY
THE FLORIDA BUILDING CODE, 2001 EDITION EXPOSED t0 EARTH 3' 3/8' WITH BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
EXPOSED t0 EARTH OR ( ACI - 318 - 99 ).
WEATHER NC. 5 AND 2. ALL CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH
2. NO DIMENSIONS SHALL BE SCALE FROM DRAWINGS.
3. GENERAL CONTRACTOR SHALL C ECK, REVIEW AND VERIFY ALL SMALLER BARS 11/21 3/8' 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS'
PLANS, DIMENSIONS AND SITE CONDITIONS PRIOR t0 CONSTRU NO. 6 AND LARGER BARS 2' 3 /8' (ACI - 301 - 99) CTION.
ANY DISCREPANCIES OR OMISSIONS OTED ON THE DRAWINGS OR IN THE NOT EXPOSED t0 WEATHER OR 3. CONCRETE STRENGTH At 28 DAYS SHALL BE AS FOLLOWS:
IN CONTACT WITH GROUND: FOUNDATIONS 3000 PSI
SPECIFICATIONS OR ANY VARIATION NEEDED IN ORDER t0 CONFORM t0 ROOF SLAB 1' 1 /g' SLAB AT FILL 3000 PSI
CODES, RULES AND REGULATIONS SH LL BE NOTIFIED IN WRITING t0 STRUCTURAL SLAB AND COLUMNS 4000 PSI
THE ENGINEER. ANY SUCH DISCREP CIES, OMISSIONS, OR WALLS 3/4' 1 /8' STRUCTURAL SLABS 4000 PSI (U.ON.)
VARIATIONS NOT REPORTED DURING HE BIDDING PERIOD SHALL BE THE BEAMS AND COLUMNS BEAMS 4000 PSI (U.O.N.)
RESPONSIBILITY OF THE GENERAL CONTRACTOR WHO SHALL PERFORM THE (PRIMARY REINFORCEMENT 4. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR
CORRECTED WORK AS PER THE ENGI EER'S INSTRUCTIONS. TIES, STIRRUPS AND APPROVAL PRIOR t0 COMMENCEMENT ON ANY CONCRETE WORK.
4. THESE NOTES SHALL BE USED IN ONJUNCTION WITH THE SPIRALS) 1 1/2' 3 /g' 5. NO ADMIXTURE SHALL BE PERMITTED WITHOUT THE WRITTEN
SPECIFICATIONS ISSUED BY THE ARC 41TECT. SLABS ON GRADE 1 1/2' 1/4' APPROVAL OF THE ENGINEER
5. STRUCTURAL DRAWINGS SHALL BE WORKED TOGETHER WITH 6. FORMWORK SHALL COMPLY WITH 'RECOMMENDED PRACTICE FOR
ARCHITECTURAL, AIR CONDITIONING, t ECHANICAL AND ELECTRICAL 4. NO DEVIATION FROM THE STRUCTURAL PLANS SHALL BE CONCRETE FORMWORK'. (ACI 3478 -94).
DRAWINGS TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, PERMITTED WITHOUT THE EXPRESS WRITTEN CONSENT OF THE 1. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR SAFE
OPENINGS, REGLETS, BOLT SETTINGS, LEEVES, ETC. STRUCTURAL ENGINEER. ALL REINFORCING DETAILS t0 BE SUBMITTED ADEQUATE SHORING RE- SHORING, BRACING AND FORMWORK GENERAL
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE TO THE ENGINEER FOR HIS APPROVAL. CONTRACTOR SHALL CONTRACT A STATE OF FLORIDA REGISTERED
ARCHITECT- ENGINEER BEFORE PROCEEDING WITH THE WORK 5. ALL REINFORCING BARS SHALL BE SECURELY HELD IN PLACE ENGINEER t0 PREPARE SHORING AND RESHORING PLANS AND THEY
ro. GENERAL CONTRACTOR SHALL SU MIT SHOP DRAWINGS TO THE DURING CONCRETE POURING. IF REQUIRED, ADDITIONAL BARS SHALL SHOULD BE SUBMITTED TO THE ENFORCEMENT AGENCY FOR
ENGINEER FOR APPROVAL BEFORE FABRICATION OR ERECTION OF ANY BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR THE BARS, RECORDKEEPING.
STRUCTURAL SYSTEM. I 6. BARS SUPPORTS SHALL BE PLASTIC TIPPED FOR EXPOSED 8. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING
'1. GENERAL CONTRACTOR SHALL RESTRICT AND PROPERLY ISOLATE CONCRETE. LEGS OF FOUNDATIONS CHAIRS SHALL BE GALVANIZED. LABORATORY APPROVED BY THE ENGINEER TO PERFORM CONCRETE
ALL CONSTRUCTION EQUIPMENT AND I.OADS FROM INDUCING OR PLASTIC 'DONUT' SPACER SPACER WILL BE REQUIRED FOR STEEL AGAINST CYLINDER TESTS AS FOLLOWS: FOUR CYLINDER TEST PER
TRANSMITTING VIBRATIONS TO THE STRUCTURE DURING CONSTRUCTION. FORMS IN CONCRETE BEAMS AND WALLS IF FIELD CONDITIONS WARRANT. ANY DAY'S POUR LESS THAN 50 CUBIC YARDS.
8. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DISP05AL 1. WELDED WIRE FABRIC SHALL CONFORM WITH ASTM A 185 -113 AND S. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE
OF ALL ACCUMULATED WATER FROM XCAVATION AND DEWATERING It SHALL BE SUPPORTED ON SLAB BOLSTERS. SHALL COMPLY WITH ACI 301 - 99.
OPERATIONS IN SUCH A WAY AS t0 N t CAUSE INCONVENIENCE t0 THE WORK AND 8. ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED 10. NO WATER SHALL BE ADDED t0 THE CONCRETE At THE JOB SITE.
DAMAGE t0 THE STRUCTURAL ELEMENTS. 30 DIA. AT SPLICES AND CORNERS UNLESS OTHERWISE NOTED. LAP 11. VERTICAL CONSTRUCTION JOINTS USING APPROVED BULKHEADS
9. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN t0 CONTINUOUS TOP BARS AT CENTER BETWEEN SUPPORTS AS REQUIRED. MAY BE MADE At CENTER OF BEAM OR SLAB SPANS WHERE STOP IN
AVOID DAMAGING ANY EXISTING UTIL TIES. ALL UNKNOWN UTILITIES TERMINATE CONTINUOUS BARS AT NON- CONTINUOU5 ENDS WITH STANDARD CONCRETE WORK IS NECESSARY. FOR ADDITIONAL REINFORCING AT
DISCOVERED DURING CONSTRUCTION SHALL BE BROUGHT TO THE HOOKS, U.O.N. CONSTRUCTION JOINTS SEE DETAILS. ANY OTHER CONSTRUCTION JOINT
ATTENTION OF THE ARCHITECT -ENGIN ER ANY DAMAGE TO EXISTING 9. ALL WALLS AND COLUMNS SHALL BE DOWELED INTO FOOTINGS, REQUESTED BY THE GENERAL CONTRACTOR SHALL BE SHOWN ON THE SHOP
UTILITIES SHALL BE REPORTED TO AL.L AFFECTED PARTIES, INCLUDING WALLS, BEAMS, OR SLABS WITH BARS OF THE SAME SIZE AND SPACING DRAWINGS FOR THE ENGINEER'S REVIEW.
THE ARCHITECT- ENGINEER AS THE BARS ABOVE. USE A (30) BAR DIAMETER LAP EXCEPT WHERE 12, REMOVE ALL DEBRIS FROM FORMS BEFORE POURING.
10. GENERAL CONTRACTOR SHALL B RESPONSIBLE FOR UPDATING HIS SPECIFICALLY INDICATED. 13. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL
CONSTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND SPECIFICATIONS, 10. VERTICAL WALL BARS SHALL BE SPLICED At OF NEAR FLOOR (AS IN WALLS, COLUMNS, AND DROP CAPITALS) SO AS t0 CAUSE
FIELD ORDERS, CHANGE ORDERS CLARIFICATION SKETCHES ISSUED LINES. SPLICE BARS IN SPANDRELS, WALLS, BEAMS, GRADE BEAMS ETC. SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES OR TRUNKS OF
DURING THE COURSE OF CONSTRUCTI N. (UNLESS OTHERWISE NOTED) AS FOLLOWSi TOP BARS AT CENTER LINE OF SPAN
il. 'BY OTHERS' DENOTES LABOR AN MATERIALS BY OTHERS. BOTTOM BARS AT THE SUPPORT. VARYING LENGTHS SO THAT THE FREE UNCONFINED FALL OF CONCRETE
HOWEVER THE GENERAL of;ZK 11. REINFORCING SHALL NOT EXCEED 5 FEET, AND A SUFFICIENT NUMBER SHALL BE USED
FREE ACCESS FOR THE WORK 11. SHALL PROVIDE COORDINATION AND ALLOWANCE: THE CONTRACTOR SHALL PROVIDE ONE AND ONE To ENSURE THE CONCRETE IS BEING KEPT LEVEL At ALL TIMES.
HALF TONS OF STEEL REINFORCEMENT FOR THE ENGINEER t0 USE At HIS
12. 'NIC' DENOTES NOT IN CONTRACT. THE OWNER SHALL BE DISCRETION DURING CONSTRUCTiONOF THE PROJECT. THE CONTRACTOR TO
RESPONSIBLE FOR COORDINATING A IME SCHEDULE OF THE BASE REINBURSE THE OWNER FOR THE UNUSED PORTION.
CONTRACT WITH THE 'NiC' TRADES. REINFORCED MASONRY LOAD BEARING:
13. TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY
UNLESS SPECIFICALLY NOTED OTHE ISE. CONSTRUCTION DETAILS AND MASONRY
SECTIONS NOT COMPLETELY SHOWN OR NOTED SHALL BE SIMILAR to 1. LAY UP ALL W MASONRY UNITS PRIOR TO CONSTRUCTION OF THE
DETAILS AND SECTIONS SHOWN OR NOTED FOR SIMILAR CONDITIONS. I. HOLLOW CONCRETE MASONRY UNITS SHALL BE OF A QUALITY At SUPPORTED MEMBERS FOR THE SAME STORY. USE TYPE M MORTAR IN BEARING
14. THE GENERAL CONTRACTOR SHAL BE SOLELY RESPONSIBLE FOR LEAST EQUAL TO THAT REQUIRED BY ASTM C90 'STANDARD WALLS. LAY UP UNITS IN RUNNING BOND.
ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND SPECIFICATION OF ASTM C210, EXCEPT THAT SLAG CEMENT SHALL Not
PROTECTION, IN ACCORDANCE WITH T E LOCAL BUILDING DEPARTMENT. BE USED. MORTAR FOR EXTERIOR WALLS SHALL BE TYPE M. FOR 2. CONSTRUCT REINFORCED MASONRY IN ACCORDANCE WITH ACI 531,
15. TEMPORARY BRACING SHALL BE l=ROVIDED AS REQUIRED t0 HOLD INTERIOR LOAD BEARING WALLS THE MORTAR SHALL BE TYPE M OR S. 'BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES: AND OR
ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT FOR INTERIOR WALLS ABOVE GRADE AND NOT SUPPORTING LOADS THE 'SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING
15 SECURELY ANCHORED. MORTAR SHALL BE TYPE M, S, OR N. CONCRETE MASONRY' NCMA
16. THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIALS, 2. WHENEVER ANCHOR BOLTS ARE t0 BE SET IN MASONRY TWO CELLS
EQUIPMENT AND SERVICES OF EVERT j KIND, INCLUDING WATER AND At THE SETTING LOCATION SHALL BE FILLED WITH CONCRETE. 3. USE CONCRETE MASONRY UNITS CONFORMING To ASTM C30 GRADE N4
POWER, NECESSARY FOR THE PROPS EXECUTION OF THE WORK SHOWN OR EXCEPT THE MIN. COMPRESSIVE STRENGTH OF ANY UNIT 15 1500 PSI AND
INDICATED ON THESE DRAWINGS. ALL MATERIAL SHALL BE NEW, LINTELS: THE AVERAGE OF THREE UNITS IS 1500 PSI. USE ONLY MASONRY UNITS
MATERIALS AND WORKMANSHIP SHALL OF GOOD QUALITY. ALL THAT ARE A MIN. OF 509a SOLID.
` WORKMEN AND SUBCONTRACTORS SW LL BE SKILLED IN THEIR TRADE. 1. LINTELS MAY BE USED IN MASONRY OPENINGS UP t0 6' - 6' 4. 1 -1. THE CONTRACTOR SHALL ADEQUA ELY PROTECT HiS WORK, CLEAR THESE MAY BE PRE -CAST OR CAST IN PLACE AND SHALL BE 8' O TEST ONE SET N MASONRY UNITS IN ADVANCE O BEGINNING
ADJACENT PROPERTY AND THE PUBL c, AND BE RESPONSIBLE FOR x 12' MINIMUM WITH 2 S TOP AND BOTTOM AND SHALL BEAR 8' At EACH OPERATIONS AND ONE SET DURING CONSTRUCTION FOR EACH 3000 SQ/FT. OF
DAMAGE OR INJURY DUE t0 HIS ACT R NEGLECT. SIDE OF OPENINGS. WALL AREA SAMPLE FROM ACTUAL FIELD UNITS.
18. THE PREMISES SHALL BE KEPT I=R M ACCUMULATION OF WATER,
MATERIALS, AND DEBRIS, AND At THE END OF THE JOB THE 5. USE TYPE II' MORTAR IN ACCORDANCE WiTH ASTM 0270. USE 3/8'
CONTRACTOR SHALL REMOVE ALL RUBBISH, SURPLUS MATERIALS, AND FULL BEDDED JOINTS FOR ALL MASONRY UNITS. REMOVE MORTAR PROTRUDING
TOOLS AND LEAVE THE BUILDING BROOM CLEAN. STRUCTURAL STEEL: INTO CELL CAVITIES THAT ARE t0 BE REINFORCED AND GROUTED. ALLOW A
19. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN 1. ALL STRUCTURAL STEEL ROLLED SHAPES, BARS AND PLATES MIN. OF 24 HOURS FOR MORTAR
OFFICIAL INSPECTION, UNLESS SPECIR ALLY CONTRACTED FOR SHALL COMPLY WITH ASTM A3�o /A36M- 00a(AUG 2000) FY = 36 KSI U.ON. b, USE 3000 PSI PUMP MIX READY MIX GROUT MADE WITH MAX. 3/8'
'THRESHOLD' INSPECTIONS AS REQUI D BY THE LOCAL BUILDING 2. STRUCTURAL TUBING (TB) SHALL COMPLY WITH ASTM A500, ,
DEPARTMENT SHALL BE UNDER A SE ABATE CONTRACT. GRADE B, FY = 46 KSI. AGGREGATE AND 8 To 10 SLUMP, TEST SAMPLES FOR COMPRESSIVE STRENGTH
20. SHOP DRAWINGS ARE AN AID FO FIELD PLACEMENT AND ARE 3. STEEL PIPE SHALL COMPLY WITH ASTM A53, TYPE S, GRADE B, TEST EVERY 30 YARDS OR EACH DAYS GROUTING.
SUPERSEDED BY THE STRUCTURAL D WINGS. It SHALL BE THE FY = 35 KSI.
1. USE HEAVY DUTY LADDER TYPE MASONRY REINFORCING IN EVERY OTHER
RESPONSIBILITY OF THE GENERAL CO TRACTOR t0 MAKE CERTAIN THAT 4. ALL BOLTS SHALL BE 3/4' DIAMETER ON 13116' ROUND HOLES, COURSE, USE PREFABRICATED CORNERS AND TEES AT WALL INTERSECTIONS.
ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST UNLESS OTHERWISE NOTED, OVERLAP DISCONTINUOUS ENDS A MIN, OF 12 '.
STRUCTURAL DRAWINGS. 5. ANCHOR BOLTS SHALL COMPLY WITH ASTM A301. SHALL CONFORM To ASTM A/82. HORIZONTAL REINFORCING
21. THE CONTRACTOR SHALL SUPPLY HE ENGINEER WITH ONE SEPIA 6. WELDING ELECTRODES SHALL BE E - 10 SERIES, LOW HYDROGEN.
COPY OR SIX BLUELINE COPIES OF S OP DRAWINGS A MINIMUM of TWO 8. USE GROUTED CELLS WITH +5 VERTICAL At WALL INTERSECTIONS,
WEEKS PRIOR to PLACEMENT. THE RE VIEW OF SHOP DRAWINGS BY THE EACH SIDE OF OPENINGS IN THE WALL AND AT THE ENDS OF WALLS. USE
ENGINEER IS ONLY FOR GENERAL CO PLIANCE WITH THE STRUCTURAL 145 IN FILLED CELL, UDA
DRAWINGS AND SPECIFICATIONS. THIS REVIEW DOES NOT GUARANTEE PRESTRESSED PRECAST CONCRETE:
IN ANY WAY THAT THE SHOP DRAWING ARE CORRECT NOR DOES It 1. ALL MEMBERS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER S. USE BAR SPACERS IN EVERY 6th COURSE WHERE CELLS ARE t0 BE
INFER THAT THEY SUPERSEDE THE St CtURAL DRAWINGS, GROUTED.
REGISTERED IN THE STATE OF FLORIDA. ALL MEMBERS SHALL BE DESIGNED
IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2001 ED, AND THE LATEST
CONCRETE SLAB ON FILL: EDITION OF THE ACI AND PCI. ALL MEMBERS SHALL BE DESIGNED TO CARRY 10. PROVIDE CLEAN OUT OPENINGS FOR EACH GROUTED CELL.
THEIR OWN DEAD LOAD INCLUDING COMPOSITE SLABS AND ADDITIONAL 11, USE ASTM A 615 GRADE 60 REINFORCING STEEL.
SUPERIMPOSED LOADS SHOWN ON THE DRAWINGS, THE MANUFACTURER SHALL
1. SELECTED FILL MATERIALS SHALL E CLEAN CRUSHED LIME NOT COMMENCE FABRICATION UNTIL HE HAS RECEIVED APPROVED SHOP 12. IN I '
STONE (3' MAXIMUM PARTICLE) OR CL AN FINE SAND. THE FILL DRAWINGS AND CALCULATIONS. SUBMIT TWO PRINTS AND ONE SEPIA OF EACH H GH LIFT GROUTING USE A MAX LIFT OF 4 L MIN i/2 HOUR
PLACEMENT SHOULD OCCUR IN THE D Y AND COMPACTED t0 A MINIMUM SHEET OF SHOP DRAWINGS AND CALCULATIONS FOR REVIEW BEARING THE SEAL AND MAX i HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RE CONSOLIDATE
OF 98 PERCENT OF THE MODIFIED PR CTOR MAXIMUM DRY DENSITY OF AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. CONTRACTOR MUST PREVIOUS LIFT AFTER PLACING NEXT LIFT.
(ASTM D- 1550. FOLLOW SOIL LAB RE OMMENDATIONS FOR THE CHECK ALL SHOP DRAWINGS NOTING ALL DISCREPANCIES BEFORE SUBMISSION. 13. REINFORCED MASONRY WALL CONSTRUCTION SHALL BE INSPECTED BY AN
METHODS AND PROCEDURES. ALL FIL WORK SHALL BE SUPERVISED BY JOISTS AND POURED IN PLACE SLABS SHALL BE FURNISHED IN THE DEPTHS ENGINEER OR ARCHITECT IN ACCORDANCE WITH ACI 531.
A 501L LAB REPRESENTATIVE. ALL T P SOIL SHALL BE REMOVED AS SHOWN ON THE DRAWINGS. JOISTS SHALL BE SPACED UNIFORMLY FOR ANY
BEFORE STARTING FILLING OPERATIC S. GIVEN AREA WITH JOISTS ADDED AS REQUIRED TO SUPPORT CONCENTRATED 14. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS
2. SLABS ON GRADE SHALL BE PLAC D OVER 6 MIL VISQUEEN OR LOADS. DOUBLE TEES AND BEAMS SHALL BE FURNISHED IN THE DEPTHS AS WITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND TWO COURSES
ENGINEER APPROVED EQUIVALENT. SHOWN ON THE DRAWINGS. BELOW ANCHOR ELEVATION
3. WELDED WIRE FABRIC SHALL CONFORM WITH ASTM A 185 -'19
'STANDARD SPECIFICATIONS FOR WEL ED WIRE FABRIC FOR CONCRETE
REINFORCEMENT'. 15. USE PRESSURE TREATED WOOD IN CONTACT WITH MASONRY.
4. WELDED WIRE FABRIC SHALL BE SL PPORTED ON SLAB BOLSTERS
OR CONCRETE BLOCKS SPACED NO F RTHER THAN 3' -0' O.C. I6. PROVIDE POURED IN PLACE LINTELS OR HEADERS OVER ALL MASONRY 5. SAW CUT CONTROL JOINTS SHALL B SAWED AS SOON AS THE OPENINGS NOT FLUSH WITH STRUCTURAL FRAME.
CONCRETE 15 HARD ENOUGH NOT t0 BE TORN OR DAMAGED BY THE IT REINFORCING SPLICES t0 BE 48 BAR DIAMETER$
BLADE.
6. COLUMNS, BEAMS AND WALLS OR Y OTHER STRUCTURAL MEMBER 18. A SPECIAL INSPECTOR 15 REQUIRED t0 BE PRESENT
PENETRATING SLABS ON FILL SHALL B ISOLATED BY PREMOLDED JOINT DURING ALL GROUTING OPERATIONS.
FILLER (1/2' THICK) COMPLYING WITH A TM 01152, TYPEI. 1% P'm =1500 PSI
1. JOINTS SHALL BE SEALED WHERE I' DICATED BY THE
ARCHITECTURAL DRAWINGS AND FILLS AND SEALANT MATERIAL SHALL
FOLLOW SPECS.
REINFORCING STEEL:
i. ALL REINFORCING STEEL SHALL BE I EFORMED BARS, FREE FROM
LOOSE RUST AND SCALE CONFORMING TO ASTM A6151A615M -01, FY =60
KSI, U.O.N.
2. ALL REINFORCING SHALL BE DETAILED AND FABRICATED
FOLLOWING THE REQUIREMENTS OF ACI 44 -94, PLACING OF REBARS
SHALL CONFORM TO CRSI 'RECOMMENDED PRACTICES FOR PLACING
REINFORCING BARS'.
3. MINIMUM CONCRETE COVER ON REIN ORCING STEEL FOR
NON - PRESTRESSED CONCRETE SHALL' E AS FOLLOWS, U.ON.:
TOP REINF.
CONC. BEAM
ADD #3 TIES 0 12" O.C.
BOTTOM REINF.
ADD 2 #5 BOTTOM
ROUGH OPENING -
1- #5 VERT. FILL
BLOCK WITH GROUT
TYP DROP ED BEAM DiER OPE�IN � DETAIL a
8- MIN BfR3 LA SIDE
BEAM
SEE SCHEDULE
_I I EA. S DED,L I �-
NOTE:
REFER TO ARCHITECTURAL
DRAWING FOR INFORMATION
TYPICAL ARCHED BEAM DETAIL
4" CONCRETE SLAB ON FILL
W/ 6X6- W1.4XW1.4
COMPACTED FILL
8" CONCRETE
BLOCK WALL
W / #8 JOINT REINF
16" O.C.. TYPICAL
CONCRETE FOOTING
SEE SCHEDULE FOR SIZE
AND REINFORCING
2 #5 CONT
0
'- GRADE
TYPICAL WALL FOOTING
NO SCALE
rn
3" CLR.
THESE DRAWINGS HAVE BEEN PREPARED IN ACCORDANCE
i
IN Cif F j' WITH THE FLORIDA BUILDI CODE, 2001 EDITION.
DETA JOYEE A. SANCHEZ, P.E.
' CO SULTING ENGINEER
®
STIRLICTURAL P.E. # 40227
�� '�, •�
5081 S. W. 74th CT. #102
'• MI MI, FLORIDA 33155
(305 668 -4555 FAX (305)668 -2206
E -MAIL: Jaspe0bellsouth.net
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