05-1120-011cx E S
00200 BUILDING CODES:
THE GOVERNING CODE FOR THIS PROJECT IS:
FLORIDA BUILDING CODE - 2001 EDITION
SOUTH FLORIDA BUILDING CODE - 1994
TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL PLANS, AND
SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF THE GOVERNING
CODES.
01100 SCOPE OF SERVICE:
THE STRUCTURAL ENGINEER OF RECORD HAS DESIGNED AND IS RESPONSIBLE FOR ONLY
THE SPECIFIC STRUCTURAL COMPONENTS SHOWN IN THIS SET OF STRUCTURAL
CONSTRUCTION DOCUMENTS. IF A SPECIALTY ENGINEER, AS DEFINED BY THE
DEPARTMENT OF PROFESSIONAL REGULATION, IS REQUIRED, HIS SERVICES MUST COMPLY
WITH THE SCOPE OF SERVICES AS OUTLINED IN THE PROJECT CONSTRUCTION
DOCUMENTS.
00500 STRUCTURAL LOADING:
THE STRUCTURE HAS BEEN DESIGNED IN ACCORD WITH THE BUILDING CODE AND /OR
MORE RESTRICTIVE REQUIREMENTS FOR LOADS AS GIVEN BELOW UNLESS SPECIFIC
AREAS OF THE DRAWING SPECIFICALLY CALL FOR DIFFERENT LOADING CRITERIA. REFER
TO DRAWINGS FOR LOAD SCHEDULE.
GRAVITY LOADING: UNIFORM LOAD
FLOOR: LIVE LOAD ................................................................... ............................... . . .. 40 PSF
ADDITIONAL DEAD LOAD ...................................... ............................... 30 PSF
ROOFS: LIVE LOAD, SLOPED _ ...... - _ - _. - - _ _ __._ _.._ _ 20 PSF
LIVE LOAD, FLAT _ _ - _ _ _ _ - _ _ _ _ W _ 30 PSF
DEADLOAD ................................................................. ............................... 35 PSF
WIND LOAD AS PER ASCE 7 -98 (WIND VELOCITY 146 MPH) 1 =1.00 - EXPOSURE "C"
Kd = 1.0 - INTERNAL PRESSURE COEFICIENT = +/- 0.18
01051 DRAWING DIMENSIONS AND COORDINATION:
DIMENSIONAL INFORMATION, PRICING, ALL DETAILS AND CONSTRUCTION SHALL BE BASED
ON THE ENTIRE SET OF CONTRACT DOCUMENTS. COORDINATE THE REQUIREMENTS OF
ALL PROFESSIONALS. USE INFORMATION FROM APPROVED SHOP DRAWINGS TO
SUPPLEMENT CONTRACT DOCUMENTS WHERE NECESSARY. REPORT ANY DISCREPANCIES
TO THE ARCHITECT PRIOR TO PROCEEDING. IF A CONFLICT EXISTS, THE MORE
STRINGENT GOVERNS.
WHERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE PLANS, OR WHERE
NEW WORK ADJOINS EXISTING CONSTRUCTION, OR WHERE ONE MATERIAL ADJOINS A
PREVIOUSLY PLACED MATERIAL WITH A MORE RESTRICTIVE TOLERANCE THAN THE
IN -PLACE MATERIAL, CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AS REQUIRED TO
COMPLETE SHOP DRAWINGS AND INSTALLATION. REPORT ANY DISCREPANCIES
EXCEEDING 3% BETWEEN FIELD MEASURED DIMENSIONS AND SCALED DRAWING
DIMENSIONS TO ARCHITECT BEFORE PROCEEDING WITH WORK. DO NOT SCALE
DRAWINGS; USE DIMENSIONS.
WHERE A LINE OF STRUCTURE, OPENING LOCATION, OR DIMENSION IS CRITICAL AND
BASED ON THE REQUIREMENTS OF ANOTHER TRADE OR SUBCONTRACTOR, THAT
SUBCONTRACTOR SHALL SUBMIT A SHOP DRAWING WITH THE REQUIRED DIMENSIONAL
INFORMATION UPON WHICH THE CONTRACTOR SHALL BASE THE LAYOUT AND
CONSTRUCTION. THIS PROCEDURE IS MANDATORY FOR CURTAIN WALL SYSTEMS,
ARCHITECTURAL PRECAST SYSTEMS, AND ALL MECHANICAL AND ELECTRICAL OPENINGS.
THE ENGINEER WILL CLOUD OR OTHERWISE INDICATE REVISIONS TO THESE DOCUMENTS
ONLY AFTER THEY HAVE BEEN ISSUED FOR CONSTRUCTION OR FINAL PRICING.
CHANGES PRIOR TO THAT DATE WILL NOT BE CLOUDED. CHANGES AND /OR REVISIONS
AFTER THE CONSTRUCTION OR FINAL PRICING ISSUE WILL BE CLOUDED IN AN ATTEMPT
TO BRING TO THE CONTRACTOR'S ATTENTION ANY MAJOR ITEMS, HOWEVER, IT SHALL BE
SOLELY THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE PRICING AND
CONSTRUCTION OF ALL REQUIREMENTS OF THESE DOCUMENTS, INCLUDING REVISIONS
(FLAGGED OR UN- FLAGGED) WITH ALL OF HIS SUPPLIERS AND SUBCONTRACTORS.
REVISIONS ARE IDENTIFIED BY A REVISION NUMBER WITHIN A TRIANGLE. ALL REVISIONS
ISSUED ON A SINGLE DATE WILL BE IDENTIFIED BY THE SAME NUMBER.
CONSTRUCTION TO COMPLY WITH REQUIREMENTS OF THE GOVERNING BUILDING CODE,
AND ALL OTHER APPLICABLE FEDERAL, STATE, AND LOCAL CODES, STANDARDS,
REGULATIONS AND LAWS.
DETAILS LABELED AS "TYPICAL DETAILS" ON DRAWINGS AND DETAIL SHEETS, APPLY TO
ALL SITUATIONS THAT ARE SIMILAR OR SAME AS THOSE SPECIFICALLY DETAILED. SUCH
DETAILS APPLY METER OR NOT THEY ARE KEYED AT EACH LOCATION ON PLAN
DRAWINGS. QUESTIONS REGARDING APPLICABILITY OF DETAILS SHALL BE RESOLVED BY
THE ARCHITECT OR ENGINEER.
01800 SHOP DRAWINGS & STRUCTURAL SUBMITTALS:
SUBMIT TO THE STRUCTURAL ENGINEER FOUR ORIGINALS ONLY AFTER THEY HAVE BEEN
REVIEWED BY THE CONTRACTOR. IF ADDITIONAL COPIES OF ANY MATERIAL ARE
REQUIRED, PLEASE PROVIDE SUCH. HOWEVER, ONLY THREE MARKED COPIES WILL BE
RETURNED BY THE STRUCTURAL ENGINEER.
UNDER NO CIRCUMSTANCES WILL THE USE OF STRUCTURAL DRAWINGS PREPARED BY
GF CONSULTING ENGINEERS INC. BE PERMITTED FOR SHOP DRAWING OR BACKGROUND
USE. THIS INCLUDES BOTH PHOTOGRAPHIC AND ELECTRONIC REPRODUCTION. SHOP
DRAWINGS SHALL BE PREPARED ENTIRELY BY THE VENDOR OR SUBCONTRACTOR
GENERATING SUCH SUBMITTAL.
THE USE OF ANY DRAWING PREPARED BY GF CONSULTING ENGINEERS INC. AS
BACKGROUND INDICATES ACCEPTANCE OF TERMS AND CONDITIONS BY GF CONSULTING
ENGINEERS INC. FOR THEIR USE, AND STIPULATED COMPENSATION MUST BE DELIVERED
TO GF CONSULTING ENGINEERS INC. PRIOR TO SUBMITTAL OF SHOP DRAWINGS,
OTHERWISE, SHOP DRAWINGS WILL BE RETURNED NON REVIEWED.
REVIEW OF SHOP DRAWINGS IS NOT CONDUCTED FOR DETERMINING THE ACCURACY AND
COMPLETENESS OF DETAILS QUANTITIES OR FOR SUBSTANTIATING FABRICATION
INSTALLATION INSTRUCTION OR PERFORMANCE OF EQUIPMENT OF SYSTEM, ALL OF
WHICH SHALL REMAIN THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
REVIEW OF SHOP DRAWINGS DOES NOT CONSTITUTE APPROVAL OF SAFETY
PRECAUTIONS, CONSTRUCTION MEANS, METHODS, SEQUENCES OR PROCEDURES, NOR
DOES IT INDICATE APPROVAL OF ASSEMBLY OF WHICH THE ITEM IS A COMPONENT.
COORDINATION OF ALL TRADES SHALL REMAIN THE SOLE RESPONSIBILITY OF THE
CONTRACTOR. CONTRACTOR MUST REVIEW ALL QUANTITIES AND DIMENSIONS.
ALLOW ADEQUATE TIME FOR TRANSIT,AND PROCESSING BEFORE FABRICATION. GF
CONSULTING ENGINEERS WILL REVIEW AN AVERAGE SUBMITTAL WITHIN 15 CALENDARS
DAYS OF RECEIPT. REVIEW OF SHOP DRAWINGS IS LIMITED TO TWO REVIEWS PER
SUBMITTAL WITHIN THE SCOPE OF BASIC SERVICES, THAT IS ONE INITIAL REVIEW AND
ONE ADDITIONAL REVIEW ONCE MARKED ITEMS HAVE BEEN CORRECTED. REVIEW OF
ADDITIONAL SUBMITTALS WILL BE CONSIDERED ADDITIONAL SERVICES, FOR WHICH THE
CONTRACTOR MAY BE HELD RESPONSIBLE, THOSE ADDITIONAL SERVICES FEES WILL BE
IN ACCORDANCE WITH THE TERMS OF THE ARCHITECT -GFCE AGREEMENT FOR THIS
PROJECT. GFCE WILL MARK ONLY TWO SETS OF DRAWINGS REGARDLESS OF HOW MANY
COPIES HAD BEEN SUBMITTED, ONLY AFTER DRAWINGS BEAR EVIDENCE OF BEEN
REVIEWED AND APPROVED BY THE CONTRACTOR. SHOP DRAWINGS SUBMITTED TO GFCE
WITHOUT CONTRACTORS APPROVAL WILL BE RETURNED UNREVIEWED.
SPECIALTY OR DELEGATED ENGINEERING SHOP DRAWINGS:
BY DEFINITION A DELEGATED ENGINEER IS A FLORIDA REGISTERED PROFESSIONAL
ENGINEER NOT THE STRUCTURAL ENGINEER OF RECORD, WHO SPECIALIZES IN AND WHO
UNDETAKES THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL SYSTEMS
INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS PROJECT.
THE DELEGATED OR SPECIALTY ENGINEER SHALL BE AN EMPLOYEE OR OFFICER OF A
FABRICATOR, AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING COMPONENTS TO A
FABRICATOR, OR AN INDEPENDENT CONSULTANT RETAINED BY THE FABRICATOR OR HIS
SUPPLIER.
SUBMITTALS AND RE- SUBMITTAL FOR CUSTOM DESIGNED, MANUFACTURED OR
FABRICATED LOAD- CARRYING MEMBERS, COMPONENTS OR ITEMS, SUBJECT TO FORCES
OR STRESSES AND THEIR CONNECTIONS OR ANCHORAGE REQUIRE A DELEGATED OR
SPECIALTY ENGINEER.
THE FOLLOWING SYSTEMS AND COMPONENTS REQUIRE FABRICATION, AND ERECTION
DRAWINGS ALONG WITH SIGNED AND SEALED CALCULATIONS BY A DELEGATED ENGINEER:
- ALUMINIUM OR LIGHT GAGE STEEL EXTERIOR WALL SYSTEMS.
- GLAZING AND STORE FRONT SYSTEMS, INCLUDING MULLIONS AND CONNECTIONS.
- POST - TENSIONED CONCRETE MEMBERS.
- PREFABRICATED WOOD TRUSSES.
- PRECAST CONCRETE COMPONENTS: WALLS, COLUMS, JOISTS.
- CONCRETE TILT -UP WALLS AND COMPONENTS.
- SHORING AND RE- SHORING DRAWINGS.
ALL SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE
CODES, AS WELL AS THE DESIGN CRITERIA WHICH SHOULD NOT BE IN CONFLICT WITH
THOSE SPECIFIED ON THE CONTRACT DOCUMENTS, THE APPLICABLE BUILDING CODE NOR
THE SPECIFICATIONS.
IN CASE OF CONFLICT REQUEST FOR CLARIFICATION MUST BE SUBMITTED IN WRITTING
TO A /E, OR THE MOST STRINGENT CRITERIA MUST BE USED. SUBMITTAL MUST SHOW
ALL DETAILS, PLANS AND NECESSARY INFORMATION FOR THE PROPER FABRICATION AND
INSTALLATION OF SYSTEM OR COMPONENTS. CALCULATIONS AND DRAWINGS MUST
CLEARLY IDENTIFY SPECIFIC PRODUCTS UTILIZED SINCE GENERIC PRODUCTS WILL NOT BE
ACCEPTED.
CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOT REQUIRE THE SEAL OF A
DELEGATED ENGINEER.
ALL SHOP DRAWINGS AND CALCUALTIONS MUST BEAR THE IMPRESSED SEAL, DATE AND
SIGNATURE OF THE DELEGATED OR SPECIALTY ENGINEER. IN CASE THAT COMPUTER
PRINT -OUTS ARE SUBMITTED THOSE MUST BE ACCOMPANIED WITH DESCRIPTIVE
INFORMATION AS OF THE INPUT AND OUTPUT FOR THEIR PROPER EVALUATION. SUCH
DESCRIPTION OF COMPUTER PRINT -OUTS MUST BE SIGNED AND SEALED AS WELL WITH
A NOTE INDICATING FULL ACCEPTANCE AND LIABILTY OVER THE RESULTS OF SAID
COMPUTER PROGRAM. REVIEW BY GFCE /SE OR OF SUBMITTALS IS LIMITED TO VERIFYING
THAT THE SPECIFIC STRUCTURAL SUBMITTAL HAVE BEEN FURNISHED; THAT THE
STRUCTURAL SUBMITTAL HAVE BEEN SIGNED AND SEALED BY THE DELEGATED
ENGINEER; THAT THE SPECIFIED CRITERIAS, AND DESIGN INTENT HAVE BEEN FOLLOWED
AND UNDERSTOOD BY THE DELEGATED ENGINEER; AND THAT THE CONFIGURATION SET
FORTH IN THE STRUCTURAL SUBMITTAL IS CONSISTENT WITH THE CONTRACT
DOCUMENTS.
NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE SINCE THIS IS TO
BE PERFORMED BY THE GENERAL CONTRACTOR.
SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL BE RETURNED NON REVIEWED.
02010 FOUNDATIONS:
FOUNDATION HAS BEEN DESIGNED FOR A SOIL VALUE OF 2000 PSF. ENGINEER
OF RECORD HAS VERIFIED SOIL CONDITIONS AT SITE. ALL FOOTINGS SHALL
BEAR ON UNDISTURBED NATURAL CORAL ROCK OR COMPACTED FILL PER
NOTES ON THIS DRAW NG.CONTRACTOR MUST NOTIFY A/E SHOULD ANY UNUSUAL
CONDITION IS ENCOUNTERED DURING FOUNDATION EXCAVATION OR SITE PREPARATION.
A/E WILL ISSUE TO BUILDING OFFICIAL A LETTER AT TIME OF CONSTRUCTION ATTESTING
THAT THE SITE HAS BEEN OBSERVED AND CONDITIONS ARE SIMILAR TO THOSE UPON
WHICH THE DESIGN IS BASED.
02200 EARTHWORK:
CONTRACTOR SHALL DEWATER SITE AS NECESSARY, SO THAT ALL CONCRETE
CAN BE PLACED IN THE DRY. ALL BACKFILL SHALL BE ACCOMPLISHED USING
MATERIAL CONSISTING OF CRUSHED STONE AND /OR MATERIAL APPROVED BY THE
GEOTECHNICAL ENGINEER. THE BACKFILL SHALL BE COMPACTED TO 95% OF
MAXIMUM DENSITY AS DETERMINED BY ASTM D -1557. NO BACKFILL MATERIAL
SHALL BE PLACED AGAINST WALLS WHICH DO NOT HAVE PERMANENT FLOORS AT
THE TOP AND BOTTOM WITHOUT PROVISIONS FOR ADEQUATE TEMPORARY
BRACING OF THOSE WALLS. PROVIDE ADEQUATE EXCAVATION BRACING IN
ACCORD WITH GEOTECHNICAL ENGINEER RECOMMENDATIONS TO MAINTAIN
EXISTING FOOTINGS, UTILITIES, AND OTHER IMPROVEMENTS IN A SAFE
CONDITION.
02210 STRUCTURAL FILL:
FOUNDATIONS PLACED ON COMPACTED LIMEROCK STRUCTURAL FILL HAVE BEEN
DESIGNED FOR A BEARING OF 2000 PSF. FILL TO BE COMPACTED TO 95% OF MAXIMUM
DENSITY AS DETERMINED BY ASTM D -1557. PLACE FILL IN LAYERS OF 6" THICK
MAXIMUM AND UNDER THE DIRECT SUPERVISION OF A GEOTECHNICAL ENGINEER.
03100 CONCRETE FORMWORK:
CONTRACTOR SHALL DESIGN AND ERECT FORMWORK IN STRICT COMPLIANCE WITH ACI
347R -94. SEE TYPICAL DETAILS FOR CAMBER REQUIREMENTS. CONTRACTOR SHALL
COORDINATE ALL OPENINGS AS REQUIRED FOR OTHER TRADES. OPENINGS WHERE
SHOWN ON THE STRUCTURAL DRAWINGS ARE TO IDENTIFY DESIGN INTENT ONLY. THE
SPECIFIC DIMENSIONS AND LOCATIONS SHALL BE FURNISHED OR CONFIRMED BY THE
TRADE REQUIRING THE OPENING. PROVIDE CHAMFERS AT ALL CORNERS IN CONCRETE
MEMBERS EXPOSED TO VIEW. FORMWORK TO REMAIN IN PLACE UNTIL CONCRETE HAS
ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD LOADS PLUS A MINIMUM OF 50
PSF OF ADDITIONAL CONSTRUCTION LOAD. SEE SPECIFICATIONS FOR ADDITIONAL
REQUIREMENTS.
03200 CONCRETE REINFORCEMENT:
WORK SHALL BE IN ACCORD WITH ACI 301 -99, ACI 315 -99, ACI 318 -02, CRSI
"MANUAL OF STANDARD PRACTICE" 2001, CRSI "PLACING REINFORCING BARS" 2000,
WRI "MANUAL OF STANDARD PRACTICE ", 1992. BARS SHALL CONFORM TO ASTM
SPECIFICATION A615(S1), GRADE 60. EXCEPT (1) THE MAXIMUM YIELD STRENGTH
SHALL BE 78,000 psi AND (2) THE TENSILE SHALL NOT BE LESS THAN 1.25 THE
ACTUAL YIELD STRENGTH. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
WELDED BAR MATS SHALL CONFORM TO ASTM A497. SEE TYPICAL DETAILS FOR
SPLICE REQUIREMENTS. TOTAL STEEL AT LAP SPLICES SHALL NOT EXCEED 8%.
THEREFORE, MEMBERS WITH REINFORCING RAT10 NOT EXCEEDING 4% MAY HAVE ALL
BARS LAPPED, 5.3% MAY HAVE 1/2 BARS LAPPED, AND 6.0% MAY HAVE 1/3 BARS
LAPPED, ALL IN ACCORD WITH ACI 315 -99. MECHANICAL CONNECTORS SHALL BE
IN ACCORD WITH ACI 439- 313-83. WELDING SHALL BE IN ACCORD WITH AWS
D1.4 -92 AND PERFORMED ONLY UNDER DIRECT SUPERVISION OF OWNER'S
REPRESENTATIVE.
SLEEVE ALL PIPES THRU SLAB INDIVIDUALLY, UNLESS APPROVED BY GFCE. WHERE
PIPES OR DUCTS PENETRATE SLABS, A MAXIMUM OF TWO BARS EACH WAY MAY BE
CUT, PROVIDED THEY ARE REPLACED BY SPLICE BARS ALONGSIDE OF OPENING WITH
AN EQUIVALENT AREA TO THE CUT BARS, AND EXTENDING AT LEAST A 48 BARS
DIAMETER LAP. PLACE ALL OPENINGS LARGER THAN 6" NOT SHOWN ON STRUCTURAL
DRAWINGS AND ALL CONDUITS IN SLABS IN ACCORDANCE WITH ACI- 318 -02 CHAPTER
6.3 AND SUBMITT SHOP DRAWING SHOWING SIZE AND LOCATION FOR SEOR'S REVIEW.
PROVIDE MINIMUM OF 1 #5 x 6' EACH WAY PLACED DIAGONALLY AT MID -DEPTH OF
SLAB AROUND ALL OPENINGS LARGER THAN 12 ", U.N.O ON DRAWINGS. PROVIDE
CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318 -02 CHAPTER 6.4 AND SUBMIT
SHOP DRAWING SHOWING LOCATIONS AND SEQUENCE AND DIRECTION OF POUR FOR
REVIEW. PROVIDE KEYWAYS AND DOWELS AS SHOWN ON DETAILS IN ALL CONSTRUCTION
JOINTS.
F'C = 3000 PSI TYPICAL LAP SPLICES
BAR
SIZE
COMP
LAP
VERTICAL
TENSION
BARS
HORIZONTAL
TENSION
BARS
HOOKED BAR
DEVELOPMENT
SPECIAL
GENERAL
#3
1' -0"
1' -2"
1' -4"
0' -6"
0' -6"
#4
1' -3"
1' -6"
1' -10"
0' -711
0' -8"
#5
1' -7"
2' -3"
2' -3"
0' -811
0' -10"
#6
1' -11"
3' -3"
2' -11"
0' -10"
1' -0"
#7
2' -3"
4' -5"
4' -0"
01 -11"
1' -2"
#8
2' -6"
5' -10"
5' -3"
1' -1"
1' -4"
#9
2' -1011
71 -2"
6' -8"
1' -2"
11 -6"
#10
3' -2"
9' -4"
8' -7"
1' -4"
1' -B"
#11
3' -6"
11' -5"
10' -5"
1' -6"
1' -10"
F'C = 4000 PSI TYPICAL LAP SPLICES
BAR
SIZE
COMP
LAP
VERTICAL
TENSION
BARS
HORIZONTAL
TENSION
BARS
HOOKED BAR
DEVELOPMENT
SPECIAL
GENERAL
#3
1' -0"
1' -2"
1' -4"
0' -6"
0' -6"
#4
1
1 -3 "
1 "
1 -6
/ "
1 -10
1 11
0 -7
,
0- 8 "
#5
1' -7"
2' -0"
2' -3"
0' -8"
0' -1091
#6
1' -11"
2' -1011
2' -9"
0' -10"
1' -0"
#7
2' -3"
31 -1011
3' -5"
0' -11"
1' -2"
#8
2' -6"
5' -0"
4' -7"
1' -1"
1' -4"
#9
2' -10"
6' -4"
5' -9"
1' -2"
1' -6"
#10
3' -2"
8' -1"
7' -4"
1' -4"
1' -8"
#11
3' -6"
9' -11"
9' -0"
1' -6"
1' -10"
NOTES:
1. BAR SPLICES NOTED ARE FOR A BAR SPACING OF 4 BAR DIAMETERS OR GREATER.
2. ADJUSTMENTS SHALL BE MADE AS REQUIRED BY ACI 318 -95 FOR COATED BARS,
COVER AND SPACING OF BARS.
3. MECHANICAL SPLICES SHALL BE USED WHEN REINFORCING EXCEEDS 47.
4. ALL HORIZONTAL BARS IN BEAMS, WALLS AND FOUNDATION WALLS SHALL BE
BENT AT LEAST 2' 0" BEYOND CORNERS U.N.O..
5. DOWELS SHALL BE SAME SIZE AND NUMBER AS WALL OR COLUMN VERTICAL
REINFORCEMENT EMBEDDED AT LEAST 36 DIAMETERS INTO FOOTING PLUS STANDARD
HOOK AND SPILCED PER CHARTS ABOVE (U.N.O.).
6. ALL REINFORCING REBARS MUST BE ACCURATELY PLACED, RIGIDLY SUPPORTED
AND FIRMLY TIED IN PLACE WITH SUPPORT BARS AND SPACERS IN ACCORDANCE WITH
THE REQUIREMENTS OF CRSI AND ACI. LAP BOTTOM STEEL OVER SUPPORTS AND TOP
STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. HOOK DISCONTINUOUS ENDS OF
ALL TOP BARS AND ALL BARS IN WALLS. UNLESS OTHERWISE NOTED.
03300 CAST -IN -PLACE CONCRETE:
TO BE MIXED AND PLACED IN ACCORDANCE WITH ACI 301 -96. ALL CONCRETE EXPOSED TO
SALTWATER AND /OR SALTWATER SPRAY IN COASTAL CONSTRUCTION SHALL HAVE MAXIMUM
WATER /CEMENT RATIO OF .40. INCLUDING ALL EXTERIOR CONCRETE COLUMNS, CONCRETE
WALLS, BALCONIES, AND EXTERIOR BEAMS. ALL REINFORCED CONCRETE TO HAVE A MINIMUM
28 DAY COMPRESSIVE STRENGTHS
AS FOLLOWS:
ALL STRUCTURAL ELEMENTS F'C = 4000 PSI UNLESS NOTED OTHERWISE
SLAB ON GRADE: = 3000 PSI
TIE BEAM /TIE COLUMNS: = 4000 PS1
THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR IN
CAST IN PLACE CONCRETE. (NON PRESTRESSED).
A) CONCRETE CAST AGAINST AND MINIMUM COVER, IN.
PERMANENTLY EXPOSED TO EARTH _ _ _ - ^ -. _.._ _ 3
B) CONCRETE EXPOSED TO WEATHER:
NO.6 THROUGH NO. 18 BARS ._ .............._ ._......._ _........ -- - - -_ -- - - - -. 2
NO.6, W31 OR D31 WIRE,
AND SMALLER ____ ^-- A____T -__1 1/2
C) CONCRETE NOT EXPOSED TO WEATHER
OR IN CONTACT WITH GROUND:
SLABS, WALLS, AND JOISTS:
NO. 14 AND NO.18 BARS _---- ____ -__1 1/2
NO. 11 AND SMALLER _____- _______ 3/4
BEAMS, COLUMNS:
PRIMARY REINFORCEMENT, TIES,
STIRRUPS, SPIRALS - - - .-_ _ _ _ - ^ __._ - _ _ _ 1 1/2
USE REGULAR WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS. DO NOT USE
CALCIUM CHLORIDE IN ANY CONCRETE. UNLESS OTHERWISE SPECIFIED ON DOCUMENTS
PROVIDE A 4" SLUMP WITH A TOLERANCE OF 1 ". FOR WALLS AND MEMBERS WITH 8" OR
LESS IN THICKNESS, A 5" SLUMP , +/- in SHALL BE PROVIDED. NO CONCRETE TEST
WILL BE ACCEPTED IF CONCRETE IS TAMPERED WITH IN ANY WAY AFTER SAID TEST IS
PERFORMED. REPEAT TEST IF WATER IS ADDED AFTER INITIAL SAMPLING. IF CONCRETE
IS PUMPED, SLUMP MAY BE INCREASED TO 6" AT THE TRUCK, PROVIDED THE SLUMP
SPECIFIED ABOVE IS MAINTAINED AT THE DISCHARGE END. USE A MINIMUM 4 INCH
PUMP. TAKE CONCRETE SAMPLES FOR SLUMP AT THE TRUCK AND AT THE DISCHARGE
END FOR CYLINDER TESTING.
03600 GROUT.
GROUTING IS CLASSIFIED AS "PRECISION GROUTING" FOR SUPPORT OF OPERATING
MACHINE BASES, EQUIPMENT SUBJECT TO THERMAL MOVEMENT, AND BASE PLATES,
BEARING PLATES, AND EXPANSION BEARINGS EXCEEDING 8" IN LEAST DIMENSION. ALL
OTHER GROUTING MAY BE "ORDINARY GROUTING ". METALLIC AGGREGATE GROUT MAY
BE USED ONLY IN INTERIOR APPLICATIONS NOT EXPOSED TO VIEW IN FINISHED BUILDING
AREAS. USE ORDINARY CEMENT GROUT ONLY WHERE SPECIFICALLY NOTED AS "CEMENT
GROUT" ON DETAILS. USE NON- SHRINK GROUT FOR ALL OTHER LOCATIONS.
PRECISION GROUT SHALL CONFORM TO CRD- C621 -80 WHEN MIXED TO FLUID
CONSISTENCY OF 22 TO 25 SECONDS (FLOW CONE METHOD, CRD- C611 -80). REQUIRED
28 DAY STRENGTHS SHALL BE AS FOLLOWS:
CEMENT GROUT - _ _ _ _ _ _ _ 1800 PSI
NON- SHRINK GROUT_ _ _ _ _ _ 5000 PSI
PRECISION GROUT - _ _ _ _ _ - 6500 PSI
03610 ADHESION & EXPANSION ANCHORS
ANCHORING ADHESIVE SHALL BE A TWO COMPONENT 100 % SOLIDS EPDXY BASED
SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD SIDE -BY -SIDE CARTRIDGE AND
DISPENSED THROUGH A STATIC- MIXING NOZZLE SUPPLIED BY THE MANUFACTURER.
EPDXY SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C -881 SPECIFICATIONS FOR
TYPE I, II, IV, AND V, GRADE 3, CLASS B AND C AND MUST DEVELOP A MINIMUM
12650 PSI COMPRESSIVE YIELD STRENGTH AFTER 7 DAYS CURE. ADHESIVE MUST BE
EPDXY -TIE FROM SIMPSON STRONG -TIE, WITH DADE COUNTY NOTICE OF ACCEPTANCE
#01- 1026.02. UNLESS OTHERWISE INDICATED ON DRAWINGANCHORS MUST BE
INSTALLED PER MANUFACTURER'S SPECIFICATIONS. UNLESS OTHERWISE INDICATED ON
DRAWINGS AN ANCHORS SPACING, AND EMBEDMENT EQUAL TO 9 TIMES THE ANCHOR
DIAMETER, AND EDGE DISTANCE OF 1.5 TIMES THE EMBEDMENT MUST BE PROVIDED.
DIAMETER OF HOLE SHALL BE 1/16 INCH LARGER THAN DIAMETER OF ANCHOR BOLT
AND 1/8 INCH LARGER THAN DIAMETER OF REINFORCING BAR.
EXPANSION ANCHORS MUST BE A THREADED STUD WITH AN INTEGRAL CONE EXPANDER
AND A SINGLE PIECE EXPANSION CLIP. THE STUD SHALL BE CARBON STEEL WITH A
MINIMUM 70,000 PSI TENSILE STRENGHT, OR TYPE 303, 304 OR 316 STAINLESS STEEL,
AS CALLED FOR ON THE DRAWINGS. ANCHORS SHALL MEET FEDERAL SPECIFICATION
A- A- 1923A,TYPE 4. UNLESS NOTED OTHERWISE ON DRAWINGS, EXPANSION BOLTS MUST
BE WEDGE -ALLS FROM SIMPSON - STRONG TIE WITH DADE COUNTY NOTICE OF
ACCEPTANCE #01- 0820.06. FOLLOW ALL MANUFACTURER'S SPECIFICATIONS FOR
INSTALLATION. UNLESS NOTED ON DRAWINGS THE EMBEDMENT MUST BE 9 TIMES THE
ANCHOR DIAMETER, THE MINIMUM EDGE DISTANCE TO BE 12 ANCHOR DIAMETER AND
THE CENTER TO CENTER SPACING OF ANCHORS MUST BE TWO TIMES THE EDGE
DISTANCE.
IN ALL CASE, ANCHORS MUST HAVE LENGTH IDENTIFICATION HEAD MARKS.
CONTRACTOR MUST PROVIDE WITH LOAD PROOF INDICATOR KIT FOR VERIFICATION OF
BOLTS CAPACITY. LOCATION AND QUANTITY OF BOLTS TO BE TESTED WILL BE AT THE
INSPECTOR'S OPTION. IN NO CASE LESS THAN ONE BOLT PER SIZE, PER APPLICATION.
14
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THIS DRAWING IS THE PROPERTY OF
Wn-WEARNE JORSO'! AA ;,RCHITECT
UNLESS - OTHERWISE' PkLMDED FOR
BY CONTRACT. THE CONTENTS OF
THIS DRAWING ARE40N'IOENTIAL
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Ta 41' CTHER PARTY EXCEPT AS
1GREED 10 BY lklt_ MCKTECT.
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REVISION
DATE
DATE
5 -16 -05
SHEET NO.
S -1