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GENERAL
1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND
EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY ARE NOT INTENDED TO BE
SCALED FOR ROUGH -IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS OR PORTIONS
THEREOF.
2 ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED M BE TYPICAL
AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE
PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS SHOWN.
5 PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR AND ALL THE SUB-
CONTRACTORS SHALL VERIFY ALL GRADES. LINES LEVELS, DIMENSIONS AND COORDINATE
EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND SPECIFICATIONS. THEY SHALL
REPORT ANY INCONSISTENCIES OR ERRORS IN THE ABOVE M THE ARCHITECT /ENGINEER
BEFORE COMMENCING WORK. THE CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT
THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES
EEVATIONS AND MEASUREMENTS IN CONNECTION WITH THEIR WORK.
4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS GENERAL NOTES
OR OTHER DOCUMENTS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/1:NNEER IN
WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK WHICH
APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO GIVE SUCH AN
ADVANCED NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUCH
ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME.
5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS
TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND OTHER TRADE
DRAWINGS AND SHOP DRAWINGS, TO LOCATE DEPRESSED SLABS SLOPES, DRAINS OUTLETS
RECESSES, OPENINGS BOLT SETTING SLEEVES DIMENSKINS ETC. NOTIFY
MRCITECT/IENNETR IN WRITING OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH
THE WORK.
& THIS PROJECT INCLUDES SEVERAL STRUCTURAL ELEMENTS TO BE DESIGNED BY THE
CONTRACTOR'S OR SUPPLIER'S DELEGATED STRUCTURAL ENGINEER. NOTE THAT ANY
INFORMATION (SUCH AS SIZE, DIMENSIONS, REINFORCEMENT. INTERNAL AND EXTERNAL
CONNECTIONS, ETC.) PROVIDED IN THESE DRAWINGS ARE ONLY FOR GUIDANCE AND CLOSER
COST ESTINATING (UNLESS INDICATED TO BE USED AS MINIMUM REQUIREMENTS). THE
DELEGATED ENGINEER(S) SHALL DETERMINE THE FINAL STRUCTURAL REQUIREMENTS, BASED
ON HIS/HER CALCULATIONS INFORM A/E OF ANY CHANGES. SO THEY CAN BE
INCORPORATED IN THE A/E'S RECORD PLANS AND DETAILS (AND BE RESUBWTTED FOR
BUILDING DEPARTMENT REVIEW, IF SO REQUIRED)L THE CONTRACTOR AND HIS SUBS SHALL
CONSTRUCT THE ELEMENTS BASED ONLY ON THE FULL DESIGN PLANS AND DETAILS (SHOP
DRAWINGS) ISSUED BY THE DELEGATED ENNEER(S), RENEWED BY THE A/E OF RECORD
AND APPROVED BY THE REGULATING BUILDING DEPARTMENT. ANY PRICING OF THE
DELEGATED ENGINEERED ELEMENTS OFF ANY OTHER PLANS SHALL BE CONSIDERED
PRELIMINARY OR FOR GENERAL BUDGET PRICING ONLY.
SHOP DRAWINGS RENEW:
1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW ONLY AFTER THEY
HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS
DIMENSIONS FIELD CONDITIONS, 'AS- CONSTRUCTED' DIMENSIONS AND OTHER TRADE
REQUIREMENTS AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP.
2 THE SHOP DRAWING REiAEW BY THE A/E OF RECORD IS ONLY FOR GENERAL
CONFORMANCE WIiHI THE DESIGN CONCEPT AND INFORMATION GIVEN IN THE CONSTRUCTION
DOCUMENTS CORRECTIONS OR COMMENTS MADE ON THE SHOP DRAWINGS DURING THE AA
REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPUANCE WITH THE REQUIREMENTS OF
THE PLANS AND SPECIFICATIONS REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW
OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE CONTRACTOR IS
RESPONSIBLE FOR DIMENSIONS TO BE CONFIRMED AND CORRELATED AT THE JOBSTE:
INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO THE MEANS
METHODS TECHNIQUES SEQUENCES AND PROCEDURES OF CONSTRUCTIM COORDINATION OF
THE WORK WITH THAT OF ALL OTHER TRADES AND PERFORMING ALL WORK IN A SAFE AND
SATISFACTORY MANNER.
5 THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS QUANTITIES,
ENGINEERING DESIGN PREPARED BY DELEGATED ENGINEERS ERRORS OR OMISSIONS AS A
RESULT OF REVIEWING ANY SHOP DRAWINGS ANY ERRORS OR OMISSIONS MUST BE MADE
GOOD BY THE CONTRACTOR. IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS
BY THE ENGINEER AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH
DRAWINGS
4. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE STRUCTURE,
ALL RELATED STROP DRAWINGS DELEGATED ENGINEERING. PRODUCT APPROVAL.
MANUFACTURER'S DATA AND OTHER RELATED INFORMATION, MUST BE REVIEWED AND
ACCEPTED BY THE ENGINEER -OF- RECORD AND APPROVED BY THE BUILDING DEPARTMENT.
5. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION, OUTLINED IN THE
LOCAL BUILDING CODE
L UNLESS OTHERWISE AGREED UPON, ALL SHOP DRAWINGS SHALL BE SUBMITTED THRU
THE ARCHITECT. THE ENGINEER WILL RETURN REVIEWED SHOP DRAWINGS TO THE
ARCHTECT.
7. ANY COMMENTS, QUESTIONS AND MODIFICATIONS MADE BY THE SHOP DRAWING
DETAIER, TO THE A/E'S DESIGN AND /OR DETAILING, SHALL BE CLEARLY MARKED (CLOUDED
OR FLAGGED)L
B. CONTRACTOR AND HIS DETAILER SHALL MAKE SURE THAT ALL THE FLAGGED ITEMS ON
THE SHOP DRAWINGS HAVE BEEN RESPONDED TO BY THE A/E ITEMS THAT INADVERTENTLY
HAVE NOT BEEN RESPONDED TO BY THE A/E SHALL NJ BE CONSIDERED AS A YES OR NO
ANSWER THE CONTRACTOR OR HIS DETAILER SHALL COMMUNICATE DIRECTLY WITH THE A/E
TO DISCUSS ALL THE UNANSWERED OR STILL QUESTIONABLE ITEMS
9. IF THE CONTRACTOR OR HIS DETAILER ARE NOT IN AGREEMENT OR SATISFIED WITH
THE A/E RESPOND TO THEIR QUESTIONS ON THE SHOP DRAWINGS THEY ARE ENCOURAGED
TO CALL THE A/E TO DISCUSS THE ISSUES AND CLARIFY THEM FURTHER
10. NO FABRICATION OR CONSTRUCTION SHALL BEGIN UNTIL ALL THE OUTSTANDING ITEMS
ON THE SHOP DRAWINGS HAVE BEEN CLARIFIED AND AGREED UPON.
10. DELEGATED ENGINEERED SHOP DRAWINGS
IN THE STATE OF FLORIDA, SEE SECTIONS OF - DELEGATED ENGINEERING RESPONSIBUTY'
AND DEFINITIONS FOR SPECIFIC STRUCTURAL ELEMENTS / ODMPONENTS DESIGNS IN
COMPLIANCE WITH CHAPTER 61G15. OF THE FLORIDA ADMINISTRATIVE CODE
CONSTRUCTION MEANS AND METHODS
1. SHORES BRACING AND RESHORES
AS REQUIRED BY PROJECT CONDITIONS AND THE LOCAL BUILDING CODE OR THE LOCAL
BUILDING DEPARTMENT. CONTRACTOR TO PROVIDE SHOP DRAWINGS (INCLUDING ENGINEERING
CALCULATIONS) FOR ALL SHCRES, VERTICAL AND LATERAL BRACING AND RESHORES (AND
REMOVAL OF SAME) TO BE USED FOR THIS CONSTRUCTION. THE ABOVE SHALL BE
DESIGNED, SIGNED AND SEALED BY A PROFESSIONAL STRUCTURAL ENGINEER (FLORIDA
REGISTERED) ENGAGED BY THE CONTRACTOR, AS A DELEGATED ENGINEER FOR THE ABOVE
ELEMENTSL
THE ENGINEER-OF-RECORD WILL NOT DESIGN FORMWORK AND BRACING, NOR ASSUME
RESPONSIBILITY FOR THE SHORES BRACING AND STABILITY DURING CONSTRUCTION.
CONTRACTOR TO SUBMIT THE SIGNED AND SEALED SHOP DRAWINGS TO THE
ENGINEER OF RECORD, AS REQUIRED. TO BE REVIEWED FOR GENERAL COMPLIANCE WITH THE
STRUCTURAL DESIGN INTEND. IF SO REQUIRED. CONTRACTOR TO SUBMIT A COPY OF
THESE SIGNED AND SEALED DOCUMENTS, REVIEWED BY THE ENGINEER -OF- RECORD, TO THE
LOCAL BUILDING DEPARTMENT.
2 THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY
REQUIREMENTS OF LOCAL BUILDING CODE AND ALL OTHER APPLICABLE LOCAL, STATE AND
FEDERAL LAWS.
5 PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES, RAILINGS ABSTRACTIONS
IN THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR PITS ADJACENT TO PUBLIC
WALKS OR ROADS
4. AT AIR TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS OR THE
SUN), SO AS TO MAINTAIN ALL WORK, MATERIALS APPARATUS AND FIXTURES FREE FROM
INJURY OR DAMAGE PROVIDE ADEQUATE BRACING TO THE ELEMENTS ALREADY IN PLACE
(ESPECIALLY MASONRY WALLS) AGAINST WIND FORCES CAPABLE OF DAMAGING THIS WORK.
& AT THE END OF THE DAYS WORK, COVER ALL WORK LIKELY TO BE DAMAGED. ANY
WORK DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE REMOVED AND REPLACED
WITH NEW WORK AT THE CONTRACTOR'S EXPENSE
& THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT STRUCTURES
SIDEWALKS AND TO SiREETS OR OTHER PUBLIC PROPERTY OR PUBLIC UTILITIES
7. 'OSHA- SAFETY INSPECTIONS ARE HU A PART OF OUR SERVICES OUR PRESENCE
ON STE (FOR OBSERVATIONS INSPECTIONS OF THE WORK IN PROGRESS OR MEETINGS)
SHALL HU CONSTRUED AS OUR ACTING AS -OSHA' INSPECTORS. CONFORMING WITH ALL
APPLICABLE 'OSHA' SAFETY REGULATIONS IS THE SOLE RESPONSIBILITY OF THE
CONTRACTOR.
STRUCTURAL INSIECEONS CMAL TH JOLD INSPECTOR ri
1. BASED ON THE REQUIREMENTS OF THE FEC AND THE LOCAL CODE ENFORCEMENT
DEPARTMENT. THIS PROJECT REQUIRES THRESHOLD INSPECTIONS TO BE MADE DURING THE
CONSTRUCTION OF ALL THE STRUCTURAL ELEMENTS (AS USTED HERON OR ELSEWHERE IN
THESE DOCUMEITS�
2 IN ORDER TO COMPLY WITH THE ABOVE REQUIREMENTS THE OWNER SHALL RETAIN THE
SERVICES OF A LICENSED STRUCTURAL ENGINEER FOR THE PURPOSE OF PERFORMING THE
REQUIRED INSPECTION SERVICES
3. THE ASSIGNED STRUCTURAL INSPECTOR SHALL BE NOTIFIED BY THE CONTRACTOR, AT
LEAST 24 HOURS PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL
CONCEAL STRUCTURAL OEM IS.
4. THE INSPECTIONS MADE BY THE 'SPECIAL THRESHOLD INSPECTOR' ENGINEER (ENGAGED
BY THE OWNER) ARE IN ADDITION TO THE INSPECTIONS MADE BY THE LOCAL BUILDING
DEPARTMENT. THE CONTRACTOR SHALL COORDINATE THE INSPECTION REQUIREMENTS WITH
THE LOCAL BUILDING DEPARTMENT. THE CONTRACTOR SHALL NOTIFY THE BUILDING
DEPARTMENT ANY TIME THE ENGINEER HAD BEEN SCHEDULED FOR A STE MST.
CONTRACTOR SHALL TiME SCHEDULE THE STE MST OF THE ENGINEER BEFORE THE BUILDING
DEPARTMENT INSPECTOR.
5. A 'STATEMENT OF INSPECTION". 'INSPECTION LOG- AND ANY OTHER DOCUMENTS
REQUIRED BY THE PERMIT. WILL BE ISSUED AT A TIMELY SCHEDULE OR AT THE COMPLETION
OF THE STRUCTURAL WORK, FOR THE ELEMENTS THAT HAVE BEGIN INSPECTED DURING THE
COURSE OF THE CONSTRUCTION (AS REQUESTED BY THE CONTRACTOR OR AS REQUIRED BY
THE BUILDING DEPARTMENT OR PERMIT DOCUMENTS).
6. WHEN G.D. KLIEGER, INC. (THE ENGINEER -OF- RECORD) WAS NOT ENGAGED TO PROVIDE
REQUIRED JOB -STE INSPECTION SERVICES 0.D.K. WILL NOT BE HELD RESPONSIBLE AND
LIABLE FOR ANY OF THE CONTRACTOR'S WORK. G.D.K. SHALL ALSO NOT BE HELD
RESPONSIBLE FOR ANY WORK APPROVED BY THE INSPECTING ENGINEER (OTHER THAN THE
ENGINEER -OF- RECORD) WHCH MODIFIES OR CHANGES THE STRUCTURAL PERU RECORD
DOCUMENTS WITHOUT PRIOR REVIEW AND ACCEPTANCE (IN WRITING) BY THE ENVIER -OF-
RECORD.
SPECIAL THRESHOLD INSPECTION PLAN:
1. SOIL COMPACTION (INSPECTION BY A FOUNDATION ENGINEER)
2 REINFORCED CONCRETE FOOTINGS
REINFORCING AND CONCRETE PLACEMENT.
5 REINFORCED CONCRETE SLABS'
REINFORCING AND CONCRETE PLACEMENT
4. FORMWORK, SHORES AND RESHO2ES:
INSPECT FORMWORK, SHORING AND BRACING (AS PER SHORING PLAN
SHOP DRAWINGS)L
5. CONCRETE COLUMNS-
REINFORCING AND CONCRETE PLACING.
& MASONRY AND REINFORCED MASONRY:
BLOCK HORIZONTAL AND VERTICAL REINFORCING. CET. GROUTING.
7. CONCRETE BEAMS & WALLS:
REINFORCING AND CONCRETE CASTING.
& MISC. CONCRETE ELEMENTS (STAIRS ETC.}
REINFORCING AND CONCRETE CASTING.
9. INCIDENTAL CONCRETE, STEEL OR ALUMINUM STRUCTURAL ELEMENTS
AS INDICATED ON THE PLANS OR SHOP DRAWINGS
10. EXTERIOR DOORS, WINDOWS & STOREFRONT:
INSTALLATION AND ATTACHMENT TO THE SURROUNDING STRUCTURE
11. PRECAST UNITS (JOISTS AND BEAM SOFFITS}.
RENFORCING, TENSION CABLES AND CASTING OF CONCRETE (AT THE
CASTING YARD) AND INSTALLATION AT THE PROJECT STE
STRUCTURAL INSPECTIONS - CONT.:
'SPECIAL INSPECTION' EQUI EMENTS
(MIAMI -DADE AND BROWARD COUNTY ONLY - FBC 2010)
IF THE LOCAL BUILDING DEPARTMENT REQUIRES 'SPECIAL INSPECTIONS' ON ADDITION TO THE
LISTED AS 'THRESHOLD INSPECTIONS'). THEY WILL INCLUDE THE ITEMS LISTED BELOW:
A. PRECAST UNITS (FOR QUALITY CONTROL AT CASTING YARD) - (•)
B. PRECAST UNITS AND ATTACHMENTS TO MAIN STRUCTURE (AFTER
ERECTION BUT BEFORE CONCEALMENT) - (•)
C. REINFORCED MASONRY - (•)
D. STEEL CONNECTIONS (BOLTED & WELDED) - (*)
E SOIL COMPACTION - (a)
(*) ITEM INSPECTED BY A FLORIDA REGISTERED ARCHITECT OR PROFFSSICNAL ENGINEER.
(p) INSPECTION TO BE PERFORMED BY A GEOTECHNICAL ENGINEER.
SEE THE SPECIFIC COUNTY OR CITY FOR THEIR FORM FOR - SPECIAL INSPECTOR' SERVICES,,
TO BE PART OF THE PERMIT PLANS.
RF iRm DELEGATED ENNEERED CALCULATIONS AND SHOP DRAWINGS:
THIS PROJECT REQUIRE THE FOLLOWING DELEGATED ENGINEERED CALCULATIONS AND SHOP
DRAWINGS BASED ON THE 'FLORIDA ADMINISTRATIVE CODE', SECTIONS 61G15 -30 AND
6IG15 -31 (ONLY THE ITEMS MARKED [X) APPLY.
[ ] WOOD TRUSSES GIRDER TRUSSES AND PREFABRICATED WOOD
COMPONENTS (6105- 31.003)
ISTEEL BAR - JOISTS AND STEEL GIRDER - TRUSSES (81615- 31.006)
i COLD -FORM STUD TRUSSES, JOISTS AND /OR WALLS (61G15- 31.009)
STRUCTURAL STEEL SYSTEM (61G15- 31.009)
[ ] PRE- ENGINEERED METAL BUILDINGS (61G15- 31.007)
[XI PRE - ENGINEERED CONCRETE FLOOR/ROOF SYSTEM. INCLUDING CONCRETE
GIRDERS. PRECAST ELEMENTS COMPOSITE O.EMENTS, ETC.
(61G15- 31.005, 31.007 & 31.009)
DELEGATED ENGINEERED SERVICES, REQUIRED FOR THIS PROJECT:
(BASED ON CHAPTER SIG15 OF THE 'FLORIDA ADMINISTRATIVE CODE-)
NOTE THAT THE LANGUAGE USED BELOW IS NOT ALWAYS A DIRECT COPY FROM THE
ADMINISTRATIVE CODE THE DELEGATED ENGINEER SHALL BE FAMILIAR WITH THE CODE AS
PUBUSHED IN THE STATE OF FLORIDA.
'EOR' - DENOTES 'ENGINEER-OF- RECORD'
'DE' - DENOTES 'DELEGATED ENGINEER*
BiG15- 30.005: REQUEST FOR & REVIEW OF DELEGATED ENGINEERING DOCUMENTS
1. PORTIONS OF THIS STRUCTURAL DESIGN AND DETAILING ARE BEING DELEGATED TO A
'DE'. THE ENGINEERING DESIGN REQUIRIE10M HAVE BEEN INCLUDED IN THESE DOCUMENTS
(PLANS DETAILS SECTIONS AND NOTES).
2 ALL DELEGATED ENGINEERING DOCUMENTS PREPARED BY THE 'DE' SHALL BE
SUBMITTED M THE 'EOM TO BE REVIEWED FOR COMPLIANCE WITH THE PROJECT DESIGN
REQUIREMENTS AND TO CONFORM WITH THE FOLLOWING:
21 THAT THE DELEGATED ENGINEERING DOCUMENTS HAVE BEEN PREPARED BY A
'PROFESSIONAL ENGINEER- (LICENSED IN THE STATE OF FLORIDA). (-)
22 THAT THE DELEGATED ENGINEERING DOCUMENTS PREPARED BY THE 'DE- CONFIRM WITH
THE DESIGN INTENT OF THE 'EOR' AND MEET THE WRITTEN REQUIREMENTS
23 THAT THE EFFECT OF THE 'DE' WORK ON THE OVERALL PROJECT. GENERALLY
CONFORMS WITH THE INTENT OF THE -EOR'.
( -) THE -EOR' ASSUMES THAT THE 'DE' PROFESSIONAL LICENSE IS A=i IT IS THE
SOLE RESPONSIBILITY OF THE 'DE' (AND NOT OF THE 'EOR') TO ASSURE AND DEMONSTRATE
OF REQUIRED) THAT HIS/HER LICENSE IS ACTIVE IN THE STATE OF FLORIDA.
61G15- 30.006: DELEGATED ENGINEER'S RESPONSIBILITY:
1. THE W SHALL REVIEW THE 'EOR' WRITTEN ENGINEERING REQUIREMENTS TO
DETERMINE THE APPROPRIATE SCOPE OF THE DELEGATED ENGINEERING WORK.
2 THE DELEGATED ENGINEERING DOCUMENTS SHALL COMPLY WITH THE DESIGN
DOCUMENTS PREPARED BY THE 'EOR'. THEY SHALL INCLUDE THE PROJECT IDENTIFICATION
AND THE DESIGN CRITERIA USED IN ITS PREPARATION. IF THE 'DE' DETERMINES THERE ARE
DETAILS FEATURES OR UNANTICIPATED PROJECT LIMITS CONNECTING WITH THE TOR- PLANS.
THE *W SHALL TIMELY CONTACT THE 'EOR' FOR RESOLUTIONS OF CONFLICTS (-)
5 THE 'DE' SHALL FORWARD THE DELEGATED ENGINEERING DOCUMENT TO THE 'EOR' FOR
REVIEWL ALL FINAL DELEGATED ENGINEERING DOCUMENTS REQUIRE THE IMPS SEAL
AND SIGNATURE OF THE 'DE' AND INCLUDE
51 DRAWINGS INTRODUCING ENGINEERING INPUT SUCH AS DEFINING THE CONFIGURATION OR
STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS AND /OR THEIR ASSEMBLY INTO
STRUCTURAL SYSTEMS.
52 CALCULATIONS
53 COMPUTER PRINTOUTS (COMPLEMENTING OR INSTEAD OF MANUAL CALCULATIONS)
ACCOMPANIED BY SUFFICIENT DESIGN ASSUMPTIONS AND IDENTIFIED INPUT /OUTPUT
INFORMATION TO PERMIT THEIR PROPER EVALUATION.
54 SUCH INFORMATION SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE
'DE' AS AN INDICATOR THAT SAID ENGINEER HAS ACCEPTED RESPONSIBILITY FOR THE
RESULTS
()
COMMUNICATE COA THESEE QUESTIONS OR ADDITIONAL INFORMATION REQUIREMENTS. ON A TIMELY
MANNER TO THE -EOR- (WITH COPIES TO THE CONTRACTOR).
RM BASED ON SECTION SIG15- 31.002 (DEFINTIONS). ITEM (6k STRUCTURAL SUBMITTALS
WHICH DO NOT REQUIRE THE SEAL OF A PROFESSIONAL ENGINEER, INCLUDE:
(a) DRAWING PREPARED SOLELY TO SERVE AS A GUIDE FOR FABRICATION AND INSTALLATION
AND REQUIRE NO ENGINEERING INPUT SUCH AS REINFORCING STEEL SHOP DRAWINGS
STRUCTURAL STEEL. AND STEEL JOIST AND GIRDER ERECTION DRAWINGS.
61G15- 31.005: DESIGN OF STRUCTURES UTUJ71NG PRECAST AND PRESTRESSED CONCRETE
ISt
1. STRUCTURAL ENGINEERING DOCUMENTS INDICATE THE CONFIGURATION OF PRECAST AND
PRESTRESSED COMPONENTS
2 THE RESPONSIBILITY FOR THE DESIGN OF PRECAST OR PRESTRESSED CONCRETE
COMPONENTS OR SYSTEMS UTILIZING THOSE COMPONENTS ARE BEING DELEGATED TO A 'DE'.
THE 'DE' SHALL PROVIDE TO THE 'EOR' ALL ENGINEERING DOCUMENTS FOR THE DESIGN AND
DETAILING OF THE ABOVE, FOR 'EOR' REVIEW AS AN INDICATION THAT THE INTENT OF THE
*EOR' HAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAVE BEEN USED.
STRUCTURAL *DIE' DOCUMENTS SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE
DELEGATED ENGINEER.
5 STRUCTURAL *W DOCUMENTS SHALL INCLUDE COMPONENT DETAILS, CALCULATIONS
FABRICATION AND ERECTION DRAWINGS ALL SUCH SUBMITTALS SHALL IDENTIFY THE
SPECIFIC PROJECT. THE EFFECTS OF THE PRECAST AND PRESTRESSED CONCRETE MEMBERS
ON OTHER PARTS OF THE BUILDING IS THE RESPONSIBILITY OF THE 'EOR' FOR THE
STRUCTURE.
4. THE 'DE' SHALL CLEARLY INDICATE ALL THE LOADS REACTIONS ATTACHMENT
REQUIREMENTS (TO THE STRUCTURE DESIGN BY THE -EOR -) AND ALL INFORMATION DERIVED
FROM THE PRECAST AND PRESTRESSED DESIGN, AFFECTING THE STRUCTURE DESIGNED BY
THE 'EOR'.
B1G15- 31.006(110DIFlED� DESIGN OF ALUMINUM OR STEEL AWNINGS. CANOPIES, OVERHANGS
AND FACADE:
1. THE ARCHITECTURAL/STRUCTURAL DRAWINGS OF- RECORD INDICATE THE ELEMENTS
LOCATION, CONFIGURATION. DIMENSIONS GENERAL APPEARANCE AND ELEMENTS OF THE
ABOVE TITLES ELEMENTS POSTS, HANGERS BRACKETS SUPPORTING WAITS AND BEAMS
ALL DESIGN LOADS ARE ALSO INCLUDED.
2 THE SYSTEM MANUFACTURER 'S/SUPPLIER'S 'DE' SHALL DESIGN THE ENTIRE SYSTEM
INCLUDING ALL THE BEAM/JOIST/RAFTER ELEMENTS DECIDING /GRATING /COVERS AND ALL
INTERNAL AND EXTERNAL CONNECTIONS (INCLUDING TO THE STRUCTURE) IN ACCORDANCE
WITH THE SPECIFICATIONS LOAD TABLES AND COMPUTER DATA TO SUPPORT THE LOADS PER
THE 'EOR' SPECIFICATIONS THE 'EOR' REQUESTS THE SUBMISSION OF THE ENTIRE SYSTEM
DESIGN CALCULATIONS (FOR EACH COMPONENT AND CONNECTIONS) AS AN INDICATION OF
COMPLIANCE THE SYSTEM MANUFACTURER 'S /SUPPLIER'S 'DE' SHALL SUBMIT A COVER
LETTER ALONG WITH THE CALCULATIONS. THE COVER LETTER SHALL BEAR THE SEAL AND
SIGNATURE OF A FLORIDA PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN OF THE
SYSTEM.
FOUNDAiONS (SPREAD FOOTINGS)
THESE RECOMMENDATIONS ARE BASED ON SOIL EXPLORATION AND FOUNDATION
RECOMMENDATIONS, MADE BY.
*AUL STATE ENGINEERING & TESTING CONSULTANTS INC.' (REPORT DATED 1G-8- 2012).
IN THE EVENT OF A DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE REQUIREMENTS
IN THE GEOTECHNICAL REPORT, THE MORE STRINGENT SHALL BE USED.
1. FOUNDATIONS ARE DESIGNED TO BEAR ON WELL COMPACTED GRADE OR CLEAN FILL
PREPARED TO ACHIEVE A MINIMUM ALLOWABLE BEARING CAPACITY OF 2500 PSF A
CERTIFIED TESTING LABORATORY SHALL BE ENGAGED BY THE OWNER M VERIFY THAT THE
REQUIRED BEARING CAPACITY WAS OBTAINED. SAID SOIL CAPACITY SHALL BE CERTIFIED
AND TESTED BY A REGISTERED FOUNDATION ENGINEER. PRIOR TO CASTING OF CONCRETE IN
THE FOOTINGS
2 NATURAL GRADE (OR FUR) BELOW FOOTINGS SHALL BE COMPACTED TO A MINIMUM OF
98% MODIFIED PROCTOR (ASTM D- 1557).
5 TOP OF WALL FOOTINGS TO BE AT THE SAME ELEVATION AS TOP OF COLUMN PAD
FOOTINGS STEP WALL FOOTING FROM HIGHER COLUMN FOOTING M THE LOWER ONE (AS
DETAILED ON THE PLANS).
4. TOP OF ALL FOOTINGS TO BE A MINIMUM 1' -4' BELOW THE TOP OF CONCRETE SLAB
ON GRADE (UNLESS OTHERWISE NOTED TO BE AT LOWER ELEVATION OR CAST MONOLITHIC
WITH SLAB) OR MINIMUM 1' -0' BELOW FINISHED GRADE, WHICHEVER IS LOWER. IN THE
EVENT THAT THE SLAB STEPS ON EACH SIDE OF THE FOOTING, THE FOOTING SHALL BE
1' -4' BELOW TOP OF THE LOWER SLAB. TO ACCOMMODATE A CONTINUOUS WALL FOOTING,
A STEPPED FOOTING MAY BE REQUIRED (SEE DETAIL ON PLAN).
5. REINFORCING IN THE CONTINUOUS WALL FOOTINGS (MONOLITHIC AND /OR
NON - MONOLITHIC) SHALL BE SPUCED 38 BAR DIAMETERS MINIMUM AND SHALL EXTEND
CONTINUOUSLY THRU ALL FOOTING PADS
6. ALL LONGITUDINAL REBARS IN THE CONTINUOUS WALL FOOTINGS SHALL BE CONTINUED
AT BENTS AND CORNERS BY BENDING THE REBARS 48 BAR DIAMETERS AROUND THE
CORNERS OR ADDING MATCHING CORNER BARS EXTENDING 48 BAR- DIAMETERS INTO
FOOTING EACH SIDE OF CORNER OR BENT.
7. ALL FOOTINGS (MONOLITHIC OR NOT) SHALL BE It MINIMUM THICK.
CONCRETE NON -STRI IC7URAL 4 ARS ON GRADE -
1. ALL NON- STRUCTURAL CONCRETE SLABS AND WALKWAYS ON GRADE. AS SHOWN ON
THE STRUCTURAL AND /OR ARCHITECTURAL PLANS. SHALL BE AS FOLLOWS:
INgffi4RSLAB$ 4- THICK, REINF. W/ 64- 1`1.401.4 GALVANIZED WELDED WIRE
FABRIC (UNLESS OTHERWISE NOTED).
EXTERIOR SLABS AND WALKS 4- THICK, RONF. W/ 8x8- WIAXW1.4 GALVAIZED
WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED).
INTERIOR DRIVEWAY (C-AR LANE) SL AR-_- 8- THICK, ROW. W/ 8x8- W2.%W29 GALVANIZED
WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED).
2 ALL SLABS ON GRADE TO BE CONSTRUCTED IN ACCORDANCE WITH LATEST A0.1 -
'GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION' (A.CI. - 302.1R).
5 JOINTS SHALL BE PROVIDED IN ALL INTERIOR SLABS ON GRADE AT ALL COLUMN
CENTERLINES DIVIDING THE SLAB INTO SQUARE PANELS NOT TO EXCEED 18 X 18 FL IN SIZE
(U.O.N.). CAST SLAB IN LONG ALTERNATE STRIPS. PROVIDE A CONTRACTION JOINT
BETWEEN EACH STRIP. SEE PLAN FOR SAW -CUT. CONTRACTION AND ISOLATION JOINT
DETAILS.
4. PROVIDE SAW -CUT JOINTS AT ALL SIDEWALKS AT A MAXIMUM SPACING OF FIVE FEET
ON CENTERS AND ISOLATION JOINTS AT 20 FEET O.C. (U.O.N.)L
5. FILL MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING If AND
6. COMPACTED TO MINIMUM 95XG MODIFIED PROCTOR (ASTM D -1557) WITHIN A DISTANCE
OF 3 FEET BEYOND ALL FOOTING EDGES COORDINATE THESE REQUIREMENTS WITH THE
GEOTECHNICAL REPORT AND RECOMMENDATIONS TAKE AT LEAST ONE DENSITY TEST FOR
EACH 2,500 SOFT. OF AREA AND 12' BELOW SURFACE SEND RESULTS OF THE TEST TO
OWNER. ARCHITECT AND ENGINEER
1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH 'BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE' (A.CI 318) AND WITH 'DETAILS AND DETAILING
OF CONCRETE REINFORCEMENT--(A.C.I 315 - LATEST EDITION
2 ALL CONCRETE WORK IN ACCORDANCE WITH 'SPECIFICATIONS FOR STRUCTURAL
CONCRETE FOR BUILDING- (A.CI. 301). PRODUCTION OF CONCRETE, DELIVERY, PLACING AND
CURING TO BE IN ACCORDANCE WITH 'HOT WEATHER CONCRETING' (A.C.L 305R)L
5 ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING TO THE LATEST A.&T.M.
A -615 GRADE 60, FABRICATED IN ACCORDANCE WITH C.R.S.L MANUAL OF STANDARD
PRACTICE AND PLACED W ACCORDANCE WITH A.C.I. 315 AND C.R.S.L MANUAL OF STANDARD
PRACTICE.
4. ALL REINFORCING SHALL BE DEFORMED BARS, CLEAN OF OIL. SCALE AND RUST.
5 • DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL
REBARS ABOVE LAP 36 BAR DIAMETER OR MINIMUM OF 18 INCHES U.O.N. PROVIDE RIGID
TEMPLATES FOR COLUMN DOWEL LOCATION. PROVIDE STANDARD HOOKS AT TOP OF ALL
VERTICAL REINFORCEMENT AT NON - CONTINUOUS COLUMNS (U.O.N.).
5.1 ADD 2 SETS OF TIES (SPACED AT 3' O.C. MAX) BELOW THE 'OFFSET -BENT- IN THE
VERTICAL ROARS AT THE LAP LOCATION WITH THE CAGE ABOVE. TIE - COLUMNS
(CONSTRUCTED WITH NO 'OFFSET -BENT' DO NOT REQUIRED ADDED TES).
5.2 UNLESS OTHERWISE INDICATED ALL COLUMNS SHALL BE EXTENDED TO THE TOP OF
THE ROOF PARAPET.
5.3 ALL DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO CONCRETING.
PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT PERMITTED.
6, REAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES (SEE BEAM
DIAGRAM ON PLAN). BOTTOM BARS SPUCED ONLY AT SUPPORTS TOP BARS SPUCED ONLY
AT MID -SPAN. ALL TOP BARS HOOKED AT NON - CONTINUOUS EDGES (U.O.N.). ALL HOOKS
TO BE STANDARD 90 OR 180 DEGREE HOOKS AS REQUIRED (U.O.N.).
TIES OR STIRRUPS SHALL BE SPACED AS INDICATED ON THE BEAM SCHEDULE, MEASURED
FROM SUPPORT TO SUPPORT (U.OA)L EXAMPLE 406' MG E.E BAL Olt 0.G, MEANS 4
TIES AT 6' O.C. AT EACH END OF EACH SPAN, WITH TES AT 12' O.C. IN THE MIDDLE
(BETWEEN THE TWO END SUPPORTS). CONTACT ENGINEER IF THIS REQUIRE FURTHER
CLARIFICATIONS.
7. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 38 INCHES
MINIMUM EACH WAY AT V AND 'T' CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH
ALL HORIZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE REBARS).
& UNLESS OTHERWISE SPECIFICALLY INDICATED ON THE PLANS OR DETAILS, ALL REM
END HOOKS SHOWN OR REQUIRED AT ALL TYPES OF REINFORCED CONCRETE ELEMENTS
SHALL BE THE ACI STANDARD LENGTH FOR 90 OR 180 DEGREES HOOKS
SLAB TEMPERATURE REINFORCING ALL SLABS SHALL HAVE TEMPERATURE REINFORCING
PERPENDICULAR TO THE DIRECTION OF THE MAIN REBARS (U.ON. ON PLANS).
TEMPERATURE REINFORCING TO BE AT MINIMUM 04 AT 12. O.C. IN SLABS UP TO 8' THICK.
9. CONCRETE TIE BEAM: A MINIMUM CONCRETE TE BEAM (AS SPECIFIED HEREIN) SHALL
BE PROVIDED AT EACH FLOOR OR ROOF LEVEL. IF A BEAM WAS NOT CALLED FOR ON THE
PLANS THE TIE BEAM SHALL BE A MINIMUM OF 8' X 12', REINFORCED WITH (2) -05 TOP
AND BOTTOM AND 03 TIES, (4) AT It O.C. EACH END, BALANCE AT 48' 0.C.. DROP
BOTTOM OF THE BEAM OVER OPENINGS ADD (2)-#5 BOTTOM AND 03 TIES AT 6' O.C.
THRUOUT. THESE BEAMS ARE NOT IN ADDITION TO BEAMS ALREADY INDICATED AND
SCHEDULED ON THE PLANS FOR THE SAME LOCATION.
10. CURING & PROTECTION: ALL STRUCTURAL SLABS AND SLABS -ON -GRADE SHALL BE
CURED WITH MOIST BURLAP COVER (KEPT MOIST FOR 7 DAYS). SPRAY ON CURING
COMPOUNDS (INCLUDING CURING/SEALERS/HARDENERS) MAY BE CONSIDERED.
CONTRACTOR TO SUBMIT TO ARCHITECT/ENGINEER MATERIAL SPECIFICATIONS AND DATA,
FOR REVIEW AND ACCEPTANCE PRIOR TO APPLICATION. NO SLAB CONCRETE SHALL BE LET
TO DRY WITHOUT ANY CURING.
11. CONCRETE COVER (UNLESS OTHERWISE DETAILED ON DRAWINGS}
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GENERAL
1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND
EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY ARE NOT INTENDED TO BE
SCALED FOR ROUGH -IN MEASUREMENTS, OR TO SERVE AS SHOP DRAWINGS OR PORTIONS
THEREOF.
2 ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED M BE TYPICAL
AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE
PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS SHOWN.
5 PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR AND ALL THE SUB-
CONTRACTORS SHALL VERIFY ALL GRADES. LINES LEVELS, DIMENSIONS AND COORDINATE
EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND SPECIFICATIONS. THEY SHALL
REPORT ANY INCONSISTENCIES OR ERRORS IN THE ABOVE M THE ARCHITECT /ENGINEER
BEFORE COMMENCING WORK. THE CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT
THEIR WORK FROM ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES
EEVATIONS AND MEASUREMENTS IN CONNECTION WITH THEIR WORK.
4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS GENERAL NOTES
OR OTHER DOCUMENTS THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/1:NNEER IN
WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK WHICH
APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO GIVE SUCH AN
ADVANCED NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUCH
ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME.
5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS
TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND OTHER TRADE
DRAWINGS AND SHOP DRAWINGS, TO LOCATE DEPRESSED SLABS SLOPES, DRAINS OUTLETS
RECESSES, OPENINGS BOLT SETTING SLEEVES DIMENSKINS ETC. NOTIFY
MRCITECT/IENNETR IN WRITING OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH
THE WORK.
& THIS PROJECT INCLUDES SEVERAL STRUCTURAL ELEMENTS TO BE DESIGNED BY THE
CONTRACTOR'S OR SUPPLIER'S DELEGATED STRUCTURAL ENGINEER. NOTE THAT ANY
INFORMATION (SUCH AS SIZE, DIMENSIONS, REINFORCEMENT. INTERNAL AND EXTERNAL
CONNECTIONS, ETC.) PROVIDED IN THESE DRAWINGS ARE ONLY FOR GUIDANCE AND CLOSER
COST ESTINATING (UNLESS INDICATED TO BE USED AS MINIMUM REQUIREMENTS). THE
DELEGATED ENGINEER(S) SHALL DETERMINE THE FINAL STRUCTURAL REQUIREMENTS, BASED
ON HIS/HER CALCULATIONS INFORM A/E OF ANY CHANGES. SO THEY CAN BE
INCORPORATED IN THE A/E'S RECORD PLANS AND DETAILS (AND BE RESUBWTTED FOR
BUILDING DEPARTMENT REVIEW, IF SO REQUIRED)L THE CONTRACTOR AND HIS SUBS SHALL
CONSTRUCT THE ELEMENTS BASED ONLY ON THE FULL DESIGN PLANS AND DETAILS (SHOP
DRAWINGS) ISSUED BY THE DELEGATED ENNEER(S), RENEWED BY THE A/E OF RECORD
AND APPROVED BY THE REGULATING BUILDING DEPARTMENT. ANY PRICING OF THE
DELEGATED ENGINEERED ELEMENTS OFF ANY OTHER PLANS SHALL BE CONSIDERED
PRELIMINARY OR FOR GENERAL BUDGET PRICING ONLY.
SHOP DRAWINGS RENEW:
1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER'S REVIEW ONLY AFTER THEY
HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR CONSTRUCTION METHODS
DIMENSIONS FIELD CONDITIONS, 'AS- CONSTRUCTED' DIMENSIONS AND OTHER TRADE
REQUIREMENTS AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP.
2 THE SHOP DRAWING REiAEW BY THE A/E OF RECORD IS ONLY FOR GENERAL
CONFORMANCE WIiHI THE DESIGN CONCEPT AND INFORMATION GIVEN IN THE CONSTRUCTION
DOCUMENTS CORRECTIONS OR COMMENTS MADE ON THE SHOP DRAWINGS DURING THE AA
REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPUANCE WITH THE REQUIREMENTS OF
THE PLANS AND SPECIFICATIONS REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW
OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE CONTRACTOR IS
RESPONSIBLE FOR DIMENSIONS TO BE CONFIRMED AND CORRELATED AT THE JOBSTE:
INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO THE MEANS
METHODS TECHNIQUES SEQUENCES AND PROCEDURES OF CONSTRUCTIM COORDINATION OF
THE WORK WITH THAT OF ALL OTHER TRADES AND PERFORMING ALL WORK IN A SAFE AND
SATISFACTORY MANNER.
5 THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS QUANTITIES,
ENGINEERING DESIGN PREPARED BY DELEGATED ENGINEERS ERRORS OR OMISSIONS AS A
RESULT OF REVIEWING ANY SHOP DRAWINGS ANY ERRORS OR OMISSIONS MUST BE MADE
GOOD BY THE CONTRACTOR. IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW OF DRAWINGS
BY THE ENGINEER AND EVEN THOUGH WORK IS DONE IN ACCORDANCE WITH SUCH
DRAWINGS
4. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE STRUCTURE,
ALL RELATED STROP DRAWINGS DELEGATED ENGINEERING. PRODUCT APPROVAL.
MANUFACTURER'S DATA AND OTHER RELATED INFORMATION, MUST BE REVIEWED AND
ACCEPTED BY THE ENGINEER -OF- RECORD AND APPROVED BY THE BUILDING DEPARTMENT.
5. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION, OUTLINED IN THE
LOCAL BUILDING CODE
L UNLESS OTHERWISE AGREED UPON, ALL SHOP DRAWINGS SHALL BE SUBMITTED THRU
THE ARCHITECT. THE ENGINEER WILL RETURN REVIEWED SHOP DRAWINGS TO THE
ARCHTECT.
7. ANY COMMENTS, QUESTIONS AND MODIFICATIONS MADE BY THE SHOP DRAWING
DETAIER, TO THE A/E'S DESIGN AND /OR DETAILING, SHALL BE CLEARLY MARKED (CLOUDED
OR FLAGGED)L
B. CONTRACTOR AND HIS DETAILER SHALL MAKE SURE THAT ALL THE FLAGGED ITEMS ON
THE SHOP DRAWINGS HAVE BEEN RESPONDED TO BY THE A/E ITEMS THAT INADVERTENTLY
HAVE NOT BEEN RESPONDED TO BY THE A/E SHALL NJ BE CONSIDERED AS A YES OR NO
ANSWER THE CONTRACTOR OR HIS DETAILER SHALL COMMUNICATE DIRECTLY WITH THE A/E
TO DISCUSS ALL THE UNANSWERED OR STILL QUESTIONABLE ITEMS
9. IF THE CONTRACTOR OR HIS DETAILER ARE NOT IN AGREEMENT OR SATISFIED WITH
THE A/E RESPOND TO THEIR QUESTIONS ON THE SHOP DRAWINGS THEY ARE ENCOURAGED
TO CALL THE A/E TO DISCUSS THE ISSUES AND CLARIFY THEM FURTHER
10. NO FABRICATION OR CONSTRUCTION SHALL BEGIN UNTIL ALL THE OUTSTANDING ITEMS
ON THE SHOP DRAWINGS HAVE BEEN CLARIFIED AND AGREED UPON.
10. DELEGATED ENGINEERED SHOP DRAWINGS
IN THE STATE OF FLORIDA, SEE SECTIONS OF - DELEGATED ENGINEERING RESPONSIBUTY'
AND DEFINITIONS FOR SPECIFIC STRUCTURAL ELEMENTS / ODMPONENTS DESIGNS IN
COMPLIANCE WITH CHAPTER 61G15. OF THE FLORIDA ADMINISTRATIVE CODE
CONSTRUCTION MEANS AND METHODS
1. SHORES BRACING AND RESHORES
AS REQUIRED BY PROJECT CONDITIONS AND THE LOCAL BUILDING CODE OR THE LOCAL
BUILDING DEPARTMENT. CONTRACTOR TO PROVIDE SHOP DRAWINGS (INCLUDING ENGINEERING
CALCULATIONS) FOR ALL SHCRES, VERTICAL AND LATERAL BRACING AND RESHORES (AND
REMOVAL OF SAME) TO BE USED FOR THIS CONSTRUCTION. THE ABOVE SHALL BE
DESIGNED, SIGNED AND SEALED BY A PROFESSIONAL STRUCTURAL ENGINEER (FLORIDA
REGISTERED) ENGAGED BY THE CONTRACTOR, AS A DELEGATED ENGINEER FOR THE ABOVE
ELEMENTSL
THE ENGINEER-OF-RECORD WILL NOT DESIGN FORMWORK AND BRACING, NOR ASSUME
RESPONSIBILITY FOR THE SHORES BRACING AND STABILITY DURING CONSTRUCTION.
CONTRACTOR TO SUBMIT THE SIGNED AND SEALED SHOP DRAWINGS TO THE
ENGINEER OF RECORD, AS REQUIRED. TO BE REVIEWED FOR GENERAL COMPLIANCE WITH THE
STRUCTURAL DESIGN INTEND. IF SO REQUIRED. CONTRACTOR TO SUBMIT A COPY OF
THESE SIGNED AND SEALED DOCUMENTS, REVIEWED BY THE ENGINEER -OF- RECORD, TO THE
LOCAL BUILDING DEPARTMENT.
2 THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE SAFETY
REQUIREMENTS OF LOCAL BUILDING CODE AND ALL OTHER APPLICABLE LOCAL, STATE AND
FEDERAL LAWS.
5 PROVIDE AND MAINTAIN GUARD LIGHTS AT ALL BARRICADES, RAILINGS ABSTRACTIONS
IN THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR PITS ADJACENT TO PUBLIC
WALKS OR ROADS
4. AT AIR TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAIN, WIND, STORMS OR THE
SUN), SO AS TO MAINTAIN ALL WORK, MATERIALS APPARATUS AND FIXTURES FREE FROM
INJURY OR DAMAGE PROVIDE ADEQUATE BRACING TO THE ELEMENTS ALREADY IN PLACE
(ESPECIALLY MASONRY WALLS) AGAINST WIND FORCES CAPABLE OF DAMAGING THIS WORK.
& AT THE END OF THE DAYS WORK, COVER ALL WORK LIKELY TO BE DAMAGED. ANY
WORK DAMAGED BY FAILURE TO PROVIDE PROTECTION SHALL BE REMOVED AND REPLACED
WITH NEW WORK AT THE CONTRACTOR'S EXPENSE
& THE CONTRACTOR SHALL PAY FOR ALL DAMAGES TO ADJACENT STRUCTURES
SIDEWALKS AND TO SiREETS OR OTHER PUBLIC PROPERTY OR PUBLIC UTILITIES
7. 'OSHA- SAFETY INSPECTIONS ARE HU A PART OF OUR SERVICES OUR PRESENCE
ON STE (FOR OBSERVATIONS INSPECTIONS OF THE WORK IN PROGRESS OR MEETINGS)
SHALL HU CONSTRUED AS OUR ACTING AS -OSHA' INSPECTORS. CONFORMING WITH ALL
APPLICABLE 'OSHA' SAFETY REGULATIONS IS THE SOLE RESPONSIBILITY OF THE
CONTRACTOR.
STRUCTURAL INSIECEONS CMAL TH JOLD INSPECTOR ri
1. BASED ON THE REQUIREMENTS OF THE FEC AND THE LOCAL CODE ENFORCEMENT
DEPARTMENT. THIS PROJECT REQUIRES THRESHOLD INSPECTIONS TO BE MADE DURING THE
CONSTRUCTION OF ALL THE STRUCTURAL ELEMENTS (AS USTED HERON OR ELSEWHERE IN
THESE DOCUMEITS�
2 IN ORDER TO COMPLY WITH THE ABOVE REQUIREMENTS THE OWNER SHALL RETAIN THE
SERVICES OF A LICENSED STRUCTURAL ENGINEER FOR THE PURPOSE OF PERFORMING THE
REQUIRED INSPECTION SERVICES
3. THE ASSIGNED STRUCTURAL INSPECTOR SHALL BE NOTIFIED BY THE CONTRACTOR, AT
LEAST 24 HOURS PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL
CONCEAL STRUCTURAL OEM IS.
4. THE INSPECTIONS MADE BY THE 'SPECIAL THRESHOLD INSPECTOR' ENGINEER (ENGAGED
BY THE OWNER) ARE IN ADDITION TO THE INSPECTIONS MADE BY THE LOCAL BUILDING
DEPARTMENT. THE CONTRACTOR SHALL COORDINATE THE INSPECTION REQUIREMENTS WITH
THE LOCAL BUILDING DEPARTMENT. THE CONTRACTOR SHALL NOTIFY THE BUILDING
DEPARTMENT ANY TIME THE ENGINEER HAD BEEN SCHEDULED FOR A STE MST.
CONTRACTOR SHALL TiME SCHEDULE THE STE MST OF THE ENGINEER BEFORE THE BUILDING
DEPARTMENT INSPECTOR.
5. A 'STATEMENT OF INSPECTION". 'INSPECTION LOG- AND ANY OTHER DOCUMENTS
REQUIRED BY THE PERMIT. WILL BE ISSUED AT A TIMELY SCHEDULE OR AT THE COMPLETION
OF THE STRUCTURAL WORK, FOR THE ELEMENTS THAT HAVE BEGIN INSPECTED DURING THE
COURSE OF THE CONSTRUCTION (AS REQUESTED BY THE CONTRACTOR OR AS REQUIRED BY
THE BUILDING DEPARTMENT OR PERMIT DOCUMENTS).
6. WHEN G.D. KLIEGER, INC. (THE ENGINEER -OF- RECORD) WAS NOT ENGAGED TO PROVIDE
REQUIRED JOB -STE INSPECTION SERVICES 0.D.K. WILL NOT BE HELD RESPONSIBLE AND
LIABLE FOR ANY OF THE CONTRACTOR'S WORK. G.D.K. SHALL ALSO NOT BE HELD
RESPONSIBLE FOR ANY WORK APPROVED BY THE INSPECTING ENGINEER (OTHER THAN THE
ENGINEER -OF- RECORD) WHCH MODIFIES OR CHANGES THE STRUCTURAL PERU RECORD
DOCUMENTS WITHOUT PRIOR REVIEW AND ACCEPTANCE (IN WRITING) BY THE ENVIER -OF-
RECORD.
SPECIAL THRESHOLD INSPECTION PLAN:
1. SOIL COMPACTION (INSPECTION BY A FOUNDATION ENGINEER)
2 REINFORCED CONCRETE FOOTINGS
REINFORCING AND CONCRETE PLACEMENT.
5 REINFORCED CONCRETE SLABS'
REINFORCING AND CONCRETE PLACEMENT
4. FORMWORK, SHORES AND RESHO2ES:
INSPECT FORMWORK, SHORING AND BRACING (AS PER SHORING PLAN
SHOP DRAWINGS)L
5. CONCRETE COLUMNS-
REINFORCING AND CONCRETE PLACING.
& MASONRY AND REINFORCED MASONRY:
BLOCK HORIZONTAL AND VERTICAL REINFORCING. CET. GROUTING.
7. CONCRETE BEAMS & WALLS:
REINFORCING AND CONCRETE CASTING.
& MISC. CONCRETE ELEMENTS (STAIRS ETC.}
REINFORCING AND CONCRETE CASTING.
9. INCIDENTAL CONCRETE, STEEL OR ALUMINUM STRUCTURAL ELEMENTS
AS INDICATED ON THE PLANS OR SHOP DRAWINGS
10. EXTERIOR DOORS, WINDOWS & STOREFRONT:
INSTALLATION AND ATTACHMENT TO THE SURROUNDING STRUCTURE
11. PRECAST UNITS (JOISTS AND BEAM SOFFITS}.
RENFORCING, TENSION CABLES AND CASTING OF CONCRETE (AT THE
CASTING YARD) AND INSTALLATION AT THE PROJECT STE
STRUCTURAL INSPECTIONS - CONT.:
'SPECIAL INSPECTION' EQUI EMENTS
(MIAMI -DADE AND BROWARD COUNTY ONLY - FBC 2010)
IF THE LOCAL BUILDING DEPARTMENT REQUIRES 'SPECIAL INSPECTIONS' ON ADDITION TO THE
LISTED AS 'THRESHOLD INSPECTIONS'). THEY WILL INCLUDE THE ITEMS LISTED BELOW:
A. PRECAST UNITS (FOR QUALITY CONTROL AT CASTING YARD) - (•)
B. PRECAST UNITS AND ATTACHMENTS TO MAIN STRUCTURE (AFTER
ERECTION BUT BEFORE CONCEALMENT) - (•)
C. REINFORCED MASONRY - (•)
D. STEEL CONNECTIONS (BOLTED & WELDED) - (*)
E SOIL COMPACTION - (a)
(*) ITEM INSPECTED BY A FLORIDA REGISTERED ARCHITECT OR PROFFSSICNAL ENGINEER.
(p) INSPECTION TO BE PERFORMED BY A GEOTECHNICAL ENGINEER.
SEE THE SPECIFIC COUNTY OR CITY FOR THEIR FORM FOR - SPECIAL INSPECTOR' SERVICES,,
TO BE PART OF THE PERMIT PLANS.
RF iRm DELEGATED ENNEERED CALCULATIONS AND SHOP DRAWINGS:
THIS PROJECT REQUIRE THE FOLLOWING DELEGATED ENGINEERED CALCULATIONS AND SHOP
DRAWINGS BASED ON THE 'FLORIDA ADMINISTRATIVE CODE', SECTIONS 61G15 -30 AND
6IG15 -31 (ONLY THE ITEMS MARKED [X) APPLY.
[ ] WOOD TRUSSES GIRDER TRUSSES AND PREFABRICATED WOOD
COMPONENTS (6105- 31.003)
ISTEEL BAR - JOISTS AND STEEL GIRDER - TRUSSES (81615- 31.006)
i COLD -FORM STUD TRUSSES, JOISTS AND /OR WALLS (61G15- 31.009)
STRUCTURAL STEEL SYSTEM (61G15- 31.009)
[ ] PRE- ENGINEERED METAL BUILDINGS (61G15- 31.007)
[XI PRE - ENGINEERED CONCRETE FLOOR/ROOF SYSTEM. INCLUDING CONCRETE
GIRDERS. PRECAST ELEMENTS COMPOSITE O.EMENTS, ETC.
(61G15- 31.005, 31.007 & 31.009)
DELEGATED ENGINEERED SERVICES, REQUIRED FOR THIS PROJECT:
(BASED ON CHAPTER SIG15 OF THE 'FLORIDA ADMINISTRATIVE CODE-)
NOTE THAT THE LANGUAGE USED BELOW IS NOT ALWAYS A DIRECT COPY FROM THE
ADMINISTRATIVE CODE THE DELEGATED ENGINEER SHALL BE FAMILIAR WITH THE CODE AS
PUBUSHED IN THE STATE OF FLORIDA.
'EOR' - DENOTES 'ENGINEER-OF- RECORD'
'DE' - DENOTES 'DELEGATED ENGINEER*
BiG15- 30.005: REQUEST FOR & REVIEW OF DELEGATED ENGINEERING DOCUMENTS
1. PORTIONS OF THIS STRUCTURAL DESIGN AND DETAILING ARE BEING DELEGATED TO A
'DE'. THE ENGINEERING DESIGN REQUIRIE10M HAVE BEEN INCLUDED IN THESE DOCUMENTS
(PLANS DETAILS SECTIONS AND NOTES).
2 ALL DELEGATED ENGINEERING DOCUMENTS PREPARED BY THE 'DE' SHALL BE
SUBMITTED M THE 'EOM TO BE REVIEWED FOR COMPLIANCE WITH THE PROJECT DESIGN
REQUIREMENTS AND TO CONFORM WITH THE FOLLOWING:
21 THAT THE DELEGATED ENGINEERING DOCUMENTS HAVE BEEN PREPARED BY A
'PROFESSIONAL ENGINEER- (LICENSED IN THE STATE OF FLORIDA). (-)
22 THAT THE DELEGATED ENGINEERING DOCUMENTS PREPARED BY THE 'DE- CONFIRM WITH
THE DESIGN INTENT OF THE 'EOR' AND MEET THE WRITTEN REQUIREMENTS
23 THAT THE EFFECT OF THE 'DE' WORK ON THE OVERALL PROJECT. GENERALLY
CONFORMS WITH THE INTENT OF THE -EOR'.
( -) THE -EOR' ASSUMES THAT THE 'DE' PROFESSIONAL LICENSE IS A=i IT IS THE
SOLE RESPONSIBILITY OF THE 'DE' (AND NOT OF THE 'EOR') TO ASSURE AND DEMONSTRATE
OF REQUIRED) THAT HIS/HER LICENSE IS ACTIVE IN THE STATE OF FLORIDA.
61G15- 30.006: DELEGATED ENGINEER'S RESPONSIBILITY:
1. THE W SHALL REVIEW THE 'EOR' WRITTEN ENGINEERING REQUIREMENTS TO
DETERMINE THE APPROPRIATE SCOPE OF THE DELEGATED ENGINEERING WORK.
2 THE DELEGATED ENGINEERING DOCUMENTS SHALL COMPLY WITH THE DESIGN
DOCUMENTS PREPARED BY THE 'EOR'. THEY SHALL INCLUDE THE PROJECT IDENTIFICATION
AND THE DESIGN CRITERIA USED IN ITS PREPARATION. IF THE 'DE' DETERMINES THERE ARE
DETAILS FEATURES OR UNANTICIPATED PROJECT LIMITS CONNECTING WITH THE TOR- PLANS.
THE *W SHALL TIMELY CONTACT THE 'EOR' FOR RESOLUTIONS OF CONFLICTS (-)
5 THE 'DE' SHALL FORWARD THE DELEGATED ENGINEERING DOCUMENT TO THE 'EOR' FOR
REVIEWL ALL FINAL DELEGATED ENGINEERING DOCUMENTS REQUIRE THE IMPS SEAL
AND SIGNATURE OF THE 'DE' AND INCLUDE
51 DRAWINGS INTRODUCING ENGINEERING INPUT SUCH AS DEFINING THE CONFIGURATION OR
STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS AND /OR THEIR ASSEMBLY INTO
STRUCTURAL SYSTEMS.
52 CALCULATIONS
53 COMPUTER PRINTOUTS (COMPLEMENTING OR INSTEAD OF MANUAL CALCULATIONS)
ACCOMPANIED BY SUFFICIENT DESIGN ASSUMPTIONS AND IDENTIFIED INPUT /OUTPUT
INFORMATION TO PERMIT THEIR PROPER EVALUATION.
54 SUCH INFORMATION SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE
'DE' AS AN INDICATOR THAT SAID ENGINEER HAS ACCEPTED RESPONSIBILITY FOR THE
RESULTS
()
COMMUNICATE COA THESEE QUESTIONS OR ADDITIONAL INFORMATION REQUIREMENTS. ON A TIMELY
MANNER TO THE -EOR- (WITH COPIES TO THE CONTRACTOR).
RM BASED ON SECTION SIG15- 31.002 (DEFINTIONS). ITEM (6k STRUCTURAL SUBMITTALS
WHICH DO NOT REQUIRE THE SEAL OF A PROFESSIONAL ENGINEER, INCLUDE:
(a) DRAWING PREPARED SOLELY TO SERVE AS A GUIDE FOR FABRICATION AND INSTALLATION
AND REQUIRE NO ENGINEERING INPUT SUCH AS REINFORCING STEEL SHOP DRAWINGS
STRUCTURAL STEEL. AND STEEL JOIST AND GIRDER ERECTION DRAWINGS.
61G15- 31.005: DESIGN OF STRUCTURES UTUJ71NG PRECAST AND PRESTRESSED CONCRETE
ISt
1. STRUCTURAL ENGINEERING DOCUMENTS INDICATE THE CONFIGURATION OF PRECAST AND
PRESTRESSED COMPONENTS
2 THE RESPONSIBILITY FOR THE DESIGN OF PRECAST OR PRESTRESSED CONCRETE
COMPONENTS OR SYSTEMS UTILIZING THOSE COMPONENTS ARE BEING DELEGATED TO A 'DE'.
THE 'DE' SHALL PROVIDE TO THE 'EOR' ALL ENGINEERING DOCUMENTS FOR THE DESIGN AND
DETAILING OF THE ABOVE, FOR 'EOR' REVIEW AS AN INDICATION THAT THE INTENT OF THE
*EOR' HAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAVE BEEN USED.
STRUCTURAL *DIE' DOCUMENTS SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE
DELEGATED ENGINEER.
5 STRUCTURAL *W DOCUMENTS SHALL INCLUDE COMPONENT DETAILS, CALCULATIONS
FABRICATION AND ERECTION DRAWINGS ALL SUCH SUBMITTALS SHALL IDENTIFY THE
SPECIFIC PROJECT. THE EFFECTS OF THE PRECAST AND PRESTRESSED CONCRETE MEMBERS
ON OTHER PARTS OF THE BUILDING IS THE RESPONSIBILITY OF THE 'EOR' FOR THE
STRUCTURE.
4. THE 'DE' SHALL CLEARLY INDICATE ALL THE LOADS REACTIONS ATTACHMENT
REQUIREMENTS (TO THE STRUCTURE DESIGN BY THE -EOR -) AND ALL INFORMATION DERIVED
FROM THE PRECAST AND PRESTRESSED DESIGN, AFFECTING THE STRUCTURE DESIGNED BY
THE 'EOR'.
B1G15- 31.006(110DIFlED� DESIGN OF ALUMINUM OR STEEL AWNINGS. CANOPIES, OVERHANGS
AND FACADE:
1. THE ARCHITECTURAL/STRUCTURAL DRAWINGS OF- RECORD INDICATE THE ELEMENTS
LOCATION, CONFIGURATION. DIMENSIONS GENERAL APPEARANCE AND ELEMENTS OF THE
ABOVE TITLES ELEMENTS POSTS, HANGERS BRACKETS SUPPORTING WAITS AND BEAMS
ALL DESIGN LOADS ARE ALSO INCLUDED.
2 THE SYSTEM MANUFACTURER 'S/SUPPLIER'S 'DE' SHALL DESIGN THE ENTIRE SYSTEM
INCLUDING ALL THE BEAM/JOIST/RAFTER ELEMENTS DECIDING /GRATING /COVERS AND ALL
INTERNAL AND EXTERNAL CONNECTIONS (INCLUDING TO THE STRUCTURE) IN ACCORDANCE
WITH THE SPECIFICATIONS LOAD TABLES AND COMPUTER DATA TO SUPPORT THE LOADS PER
THE 'EOR' SPECIFICATIONS THE 'EOR' REQUESTS THE SUBMISSION OF THE ENTIRE SYSTEM
DESIGN CALCULATIONS (FOR EACH COMPONENT AND CONNECTIONS) AS AN INDICATION OF
COMPLIANCE THE SYSTEM MANUFACTURER 'S /SUPPLIER'S 'DE' SHALL SUBMIT A COVER
LETTER ALONG WITH THE CALCULATIONS. THE COVER LETTER SHALL BEAR THE SEAL AND
SIGNATURE OF A FLORIDA PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN OF THE
SYSTEM.
FOUNDAiONS (SPREAD FOOTINGS)
THESE RECOMMENDATIONS ARE BASED ON SOIL EXPLORATION AND FOUNDATION
RECOMMENDATIONS, MADE BY.
*AUL STATE ENGINEERING & TESTING CONSULTANTS INC.' (REPORT DATED 1G-8- 2012).
IN THE EVENT OF A DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE REQUIREMENTS
IN THE GEOTECHNICAL REPORT, THE MORE STRINGENT SHALL BE USED.
1. FOUNDATIONS ARE DESIGNED TO BEAR ON WELL COMPACTED GRADE OR CLEAN FILL
PREPARED TO ACHIEVE A MINIMUM ALLOWABLE BEARING CAPACITY OF 2500 PSF A
CERTIFIED TESTING LABORATORY SHALL BE ENGAGED BY THE OWNER M VERIFY THAT THE
REQUIRED BEARING CAPACITY WAS OBTAINED. SAID SOIL CAPACITY SHALL BE CERTIFIED
AND TESTED BY A REGISTERED FOUNDATION ENGINEER. PRIOR TO CASTING OF CONCRETE IN
THE FOOTINGS
2 NATURAL GRADE (OR FUR) BELOW FOOTINGS SHALL BE COMPACTED TO A MINIMUM OF
98% MODIFIED PROCTOR (ASTM D- 1557).
5 TOP OF WALL FOOTINGS TO BE AT THE SAME ELEVATION AS TOP OF COLUMN PAD
FOOTINGS STEP WALL FOOTING FROM HIGHER COLUMN FOOTING M THE LOWER ONE (AS
DETAILED ON THE PLANS).
4. TOP OF ALL FOOTINGS TO BE A MINIMUM 1' -4' BELOW THE TOP OF CONCRETE SLAB
ON GRADE (UNLESS OTHERWISE NOTED TO BE AT LOWER ELEVATION OR CAST MONOLITHIC
WITH SLAB) OR MINIMUM 1' -0' BELOW FINISHED GRADE, WHICHEVER IS LOWER. IN THE
EVENT THAT THE SLAB STEPS ON EACH SIDE OF THE FOOTING, THE FOOTING SHALL BE
1' -4' BELOW TOP OF THE LOWER SLAB. TO ACCOMMODATE A CONTINUOUS WALL FOOTING,
A STEPPED FOOTING MAY BE REQUIRED (SEE DETAIL ON PLAN).
5. REINFORCING IN THE CONTINUOUS WALL FOOTINGS (MONOLITHIC AND /OR
NON - MONOLITHIC) SHALL BE SPUCED 38 BAR DIAMETERS MINIMUM AND SHALL EXTEND
CONTINUOUSLY THRU ALL FOOTING PADS
6. ALL LONGITUDINAL REBARS IN THE CONTINUOUS WALL FOOTINGS SHALL BE CONTINUED
AT BENTS AND CORNERS BY BENDING THE REBARS 48 BAR DIAMETERS AROUND THE
CORNERS OR ADDING MATCHING CORNER BARS EXTENDING 48 BAR- DIAMETERS INTO
FOOTING EACH SIDE OF CORNER OR BENT.
7. ALL FOOTINGS (MONOLITHIC OR NOT) SHALL BE It MINIMUM THICK.
CONCRETE NON -STRI IC7URAL 4 ARS ON GRADE -
1. ALL NON- STRUCTURAL CONCRETE SLABS AND WALKWAYS ON GRADE. AS SHOWN ON
THE STRUCTURAL AND /OR ARCHITECTURAL PLANS. SHALL BE AS FOLLOWS:
INgffi4RSLAB$ 4- THICK, REINF. W/ 64- 1`1.401.4 GALVANIZED WELDED WIRE
FABRIC (UNLESS OTHERWISE NOTED).
EXTERIOR SLABS AND WALKS 4- THICK, RONF. W/ 8x8- WIAXW1.4 GALVAIZED
WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED).
INTERIOR DRIVEWAY (C-AR LANE) SL AR-_- 8- THICK, ROW. W/ 8x8- W2.%W29 GALVANIZED
WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED).
2 ALL SLABS ON GRADE TO BE CONSTRUCTED IN ACCORDANCE WITH LATEST A0.1 -
'GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION' (A.CI. - 302.1R).
5 JOINTS SHALL BE PROVIDED IN ALL INTERIOR SLABS ON GRADE AT ALL COLUMN
CENTERLINES DIVIDING THE SLAB INTO SQUARE PANELS NOT TO EXCEED 18 X 18 FL IN SIZE
(U.O.N.). CAST SLAB IN LONG ALTERNATE STRIPS. PROVIDE A CONTRACTION JOINT
BETWEEN EACH STRIP. SEE PLAN FOR SAW -CUT. CONTRACTION AND ISOLATION JOINT
DETAILS.
4. PROVIDE SAW -CUT JOINTS AT ALL SIDEWALKS AT A MAXIMUM SPACING OF FIVE FEET
ON CENTERS AND ISOLATION JOINTS AT 20 FEET O.C. (U.O.N.)L
5. FILL MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING If AND
6. COMPACTED TO MINIMUM 95XG MODIFIED PROCTOR (ASTM D -1557) WITHIN A DISTANCE
OF 3 FEET BEYOND ALL FOOTING EDGES COORDINATE THESE REQUIREMENTS WITH THE
GEOTECHNICAL REPORT AND RECOMMENDATIONS TAKE AT LEAST ONE DENSITY TEST FOR
EACH 2,500 SOFT. OF AREA AND 12' BELOW SURFACE SEND RESULTS OF THE TEST TO
OWNER. ARCHITECT AND ENGINEER
1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH 'BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE' (A.CI 318) AND WITH 'DETAILS AND DETAILING
OF CONCRETE REINFORCEMENT--(A.C.I 315 - LATEST EDITION
2 ALL CONCRETE WORK IN ACCORDANCE WITH 'SPECIFICATIONS FOR STRUCTURAL
CONCRETE FOR BUILDING- (A.CI. 301). PRODUCTION OF CONCRETE, DELIVERY, PLACING AND
CURING TO BE IN ACCORDANCE WITH 'HOT WEATHER CONCRETING' (A.C.L 305R)L
5 ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING TO THE LATEST A.&T.M.
A -615 GRADE 60, FABRICATED IN ACCORDANCE WITH C.R.S.L MANUAL OF STANDARD
PRACTICE AND PLACED W ACCORDANCE WITH A.C.I. 315 AND C.R.S.L MANUAL OF STANDARD
PRACTICE.
4. ALL REINFORCING SHALL BE DEFORMED BARS, CLEAN OF OIL. SCALE AND RUST.
5 • DOWELS TO BE SAME SIZE AND NUMBER AS VERTICAL
REBARS ABOVE LAP 36 BAR DIAMETER OR MINIMUM OF 18 INCHES U.O.N. PROVIDE RIGID
TEMPLATES FOR COLUMN DOWEL LOCATION. PROVIDE STANDARD HOOKS AT TOP OF ALL
VERTICAL REINFORCEMENT AT NON - CONTINUOUS COLUMNS (U.O.N.).
5.1 ADD 2 SETS OF TIES (SPACED AT 3' O.C. MAX) BELOW THE 'OFFSET -BENT- IN THE
VERTICAL ROARS AT THE LAP LOCATION WITH THE CAGE ABOVE. TIE - COLUMNS
(CONSTRUCTED WITH NO 'OFFSET -BENT' DO NOT REQUIRED ADDED TES).
5.2 UNLESS OTHERWISE INDICATED ALL COLUMNS SHALL BE EXTENDED TO THE TOP OF
THE ROOF PARAPET.
5.3 ALL DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO CONCRETING.
PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT PERMITTED.
6, REAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES (SEE BEAM
DIAGRAM ON PLAN). BOTTOM BARS SPUCED ONLY AT SUPPORTS TOP BARS SPUCED ONLY
AT MID -SPAN. ALL TOP BARS HOOKED AT NON - CONTINUOUS EDGES (U.O.N.). ALL HOOKS
TO BE STANDARD 90 OR 180 DEGREE HOOKS AS REQUIRED (U.O.N.).
TIES OR STIRRUPS SHALL BE SPACED AS INDICATED ON THE BEAM SCHEDULE, MEASURED
FROM SUPPORT TO SUPPORT (U.OA)L EXAMPLE 406' MG E.E BAL Olt 0.G, MEANS 4
TIES AT 6' O.C. AT EACH END OF EACH SPAN, WITH TES AT 12' O.C. IN THE MIDDLE
(BETWEEN THE TWO END SUPPORTS). CONTACT ENGINEER IF THIS REQUIRE FURTHER
CLARIFICATIONS.
7. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 38 INCHES
MINIMUM EACH WAY AT V AND 'T' CORNERS IN OUTER FACES OF ALL BEAMS TO MATCH
ALL HORIZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE REBARS).
& UNLESS OTHERWISE SPECIFICALLY INDICATED ON THE PLANS OR DETAILS, ALL REM
END HOOKS SHOWN OR REQUIRED AT ALL TYPES OF REINFORCED CONCRETE ELEMENTS
SHALL BE THE ACI STANDARD LENGTH FOR 90 OR 180 DEGREES HOOKS
SLAB TEMPERATURE REINFORCING ALL SLABS SHALL HAVE TEMPERATURE REINFORCING
PERPENDICULAR TO THE DIRECTION OF THE MAIN REBARS (U.ON. ON PLANS).
TEMPERATURE REINFORCING TO BE AT MINIMUM 04 AT 12. O.C. IN SLABS UP TO 8' THICK.
9. CONCRETE TIE BEAM: A MINIMUM CONCRETE TE BEAM (AS SPECIFIED HEREIN) SHALL
BE PROVIDED AT EACH FLOOR OR ROOF LEVEL. IF A BEAM WAS NOT CALLED FOR ON THE
PLANS THE TIE BEAM SHALL BE A MINIMUM OF 8' X 12', REINFORCED WITH (2) -05 TOP
AND BOTTOM AND 03 TIES, (4) AT It O.C. EACH END, BALANCE AT 48' 0.C.. DROP
BOTTOM OF THE BEAM OVER OPENINGS ADD (2)-#5 BOTTOM AND 03 TIES AT 6' O.C.
THRUOUT. THESE BEAMS ARE NOT IN ADDITION TO BEAMS ALREADY INDICATED AND
SCHEDULED ON THE PLANS FOR THE SAME LOCATION.
10. CURING & PROTECTION: ALL STRUCTURAL SLABS AND SLABS -ON -GRADE SHALL BE
CURED WITH MOIST BURLAP COVER (KEPT MOIST FOR 7 DAYS). SPRAY ON CURING
COMPOUNDS (INCLUDING CURING/SEALERS/HARDENERS) MAY BE CONSIDERED.
CONTRACTOR TO SUBMIT TO ARCHITECT/ENGINEER MATERIAL SPECIFICATIONS AND DATA,
FOR REVIEW AND ACCEPTANCE PRIOR TO APPLICATION. NO SLAB CONCRETE SHALL BE LET
TO DRY WITHOUT ANY CURING.
11. CONCRETE COVER (UNLESS OTHERWISE DETAILED ON DRAWINGS}
ELEMENT'
CONCRETE COVER:
TOP BOTTOM SIDES
REMARKS-
WALL & COLUMN PAD FOOTING
2 3
4
NON- STRUCT. SLAB -ON -GRADE
MID -DEPTH
5
BEAMS/COLUMNS TO TIES
1 -1 2 ALL AROUND
(6) - 07
ELEVATED SLABS INTERIOR
1 1 -
1 15
ELEVATED SLABS EXTERIOR
0-1/2- 11-I g2
UP TO N0. 5 BARS
ELEVATED SLABS EXTERIOR
2 2
NO. 6 AND LARGER BARS
12 ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH AS FOLLOWS:
ELEMENT:
AT 28 DAYS
STRENGTH:
MAX
SLUMP:
ALL CONC. BEAUS & SLABS
4,000 PSI
4
FOOTINGS
4,000 PSI
5
CONCRETE COLUMNS SEE COLUMN
SCHEDULE
RFQUREIMEINTS FOR SPECIAL EXPOSURE CONDITIONS (ACI -318. SECTION 4.2 TABLE 4.2.2k
A TESTING LABORATORY SHALL BE ENGAGED TO TAKE SOIL SAMPLES TEST AND REPORT
THE CALCIUM AND SULFATE CONTENTS IN THE SOIL TO BE IN CONTACT WITH THE NEW
CONCRETE IF FOUND EXCEEDING ACI-318 MINIMUM ALLOWED, ALL CONCRETE PLACED IN
CONTACT WITH THE GROUND EXPOSED TO SALT WATER, SEAWATER OR SPRAY FROM THESE
SOURCES SHALL HAVE A MAXIMUM WATER /CEMENT RATIO OF 0.40, IN ADDITION TO
STRENGTH AND SLUMP REQUIREMENTS INDICATED ABOVE
NOTE: THE PIES SHALL BE DRIVEN INTO GROUND FIRST, BEFORE ANY COMPACTICN WORK
AND EXCAVATION FOR THE SHALLOW SPREAD FOOTING. COORDINATE WORK AND SEQUENCE
WITH THE GEOTECHNICAL ENCINNER.
ill
1.1 FURNISH ALL LABOR, MATERIALS, EQUIPMENT, INCIDENTALS, TRANSPORTATION,
ERECTION/INSTALLATION AND SUPERVISION NECESSARY TO COMPLETE ALL PILING AND
RELATED WORK CALLED FOR ON THE PLANS OR HERON OR REASONABLY INFERABLE FROM
OTHER OR BOTH, INCLUDING BUT NOT LIMITED TO THE FOLLOWING
(A) AUGERED-CAST GROUTED PILES.
(8) ACCURATE LAYOUT AND INSTALLATION OF ALL PILES.
(C) RECORDS
1.2 FOUNDATION CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE NATURE OF THE
PROJECT. EXISTING ON -SITE AND ADJACENT UTILITIES AND POTENTIAL HAZARDS AND TAKE
WHATEVER PRECAUTIONS NECESSARY TO PROTECT THE OWNER FROM ANY DAMAGE OR
LIABILITY. F REQUESTED BY THE OWNER, A VISUAL INSPECTION OF ANY NEARBY
STRUCTURES SHALL BE PERFORMED BY A REGISTERED STRUCTURAL ENGINEER PRIOR TO
FOUNDATION CONSTRUCTION. ALL DUSTING CRACKS DAMAGES OR POTENTIALLY HAZARDOUS
CONDITIONS SHALL BE NOTED, DOCUMENTED AND REPORTED PRIOR TO PILE INSTALLATION.
2 TYPE OF PILES
THE PILES SHALL BE AUGER -CAST TYPE PUB, AS LISTED BELOW. ALL PIES SHALL BE
DRIVEN TO A PROPOSED DEPTH OF 45 FT. AS INDICATED IN THE SOIL REPORT AND AS
RECCOMENDED BY THE GEOTECHNICAL ENGINEER. TO DEVELOP THE SPECIFIED PILE CAPACITY
NOMINAL
DIAMETER
INCHES
GROUT
STRENGTH
AT 28 DAYS
GRAVITY LOAD
CAPACITY
-1
BUS
,59
ON SON
FULL LENGTH OF PILE
COMP.
TONS
TENSION
TONS
18
4,000 PS
(6) - 07
1 (1) - j9
I 'm
1 15
5 VERTICAL REINFORCING AND TIES-
FOR VERTICAL REINFORCING - SEE TABLE ABOVE. TIES SHALL BE ROUND 03 TIES SPACED
AT 12' O.C. THR UOUT THE ENTIRE LENGTH OF THE REINFORCING CAGE COMPRESSION
REINFORCING CAGE TO EXTEND A MINIMUM OF 25 FT. INTP PIES AND PROJECT 20' INTO
THE PILE -CAP. TENSION REBAR TO BE CENTERED WITH PILE, FULL LENGTH OF PILE AND
HOOKED INTO GRADE- BEAM/PILE -CAP, AS DETAILED.
4. EDPEBIENL2 ;
SUBMIT EVIDENCE THAT THE AUGERED GROUT PILE CONTRACTOR HAS BEEN ENGAGED IN THE
SUCCESSFUL INSTALLATION OF AUGERED GROUT INJECTED PILES FOR AT LEAST 5 YEARS
AND THAT HIS CRANE OPERATORS OR KEYMAN WHO GIVE DIRECTIONS TO THE CRANE
OPERATORS, HAVE AT LEAST 2 YEARS OF EXPERIENCE IN THE SUCCESSFUL INSTALLATION
OF SAID PILE SYSTEM.
5. PILES NOT INSTALLED IN ACCORDANCE WITH ACCEPTED PROCEDURES SHALL BE
REJECTED AND ADDITIONAL PILES SHALL BE INSTALLED AS DIRECTED BY FOUNDATION
ENGINEER.
6. LOCATION OF PUJ S
PILES SHALL BE LOCATED AS SHOWN ON PLANS OR AS DIRECTED BY ENGINEER. PIE
CENTERS SHALL BE MARKED ON STE TO AN ACCURACY OF ( + / -) ONE INCH.
7. TOLERAN PILES SHALL BE INSTALLED WITHIN 3 INCHES OF PLAN POSITION.
& INSPECTIONS THE OWNER WILL RETAIN THE SERVICES OF A STATE REGISTERED
ENGINEER QUALIFIED AS A SOIL AND FOUNDATION ENGINEER TO CONDUCT FULL TIME
OBSERVATIONS (- SPECIAL INSPECTIONS-) DURING THE INSTALLATION OF THE PILES. THE
INSPECTOR ENGINEER WILL BE EMPLOYED TO REPRESENT THE INTERESTS OF THE OWNER
AND AID THE CONTRACTOR WHEN NECESSARY. THE ENGINEER SHALL MAINTAIN A
SEPARATE LOG OF EACH PILE AND ISSUE A PILE- STATEMENT AT THE COMPLETION OF THE
PILE DRIVING WORK, AS TO THE PIES COMPLIANCE WITH SZE. LENGTH, REINFORCING AND
REQUIRED LOAD CAPACITY.
CONCRETE TESTIN
1. CONCRETE SHALL BE TESTED FOR STRENGTH. MINIMUM OF 4 CYLINDERS SHALL BE
MADE FOR EACH 50 CUNDS. OF CONCRETE (OR AT LEAST ONE PER DAY, IF LESS THAT 50
CU.YDS.). TEST IN ACCORDANCE WITH ASTM C -39. SUBMIT ALL TEST RESULTS IN A
TIMELY MANNER, TO THE A/E FOR REVIEW.
1.1 TESTING AGENCY WILL BE SELECTED AND PAID FOR BY THE OWNER TESTS AND
INSPECTIONS UNDER DIRECT CONTROL OF THE OWNER. RESULTS OF ALL TESTS SHALL BE
SENT TO THE OWNER, OWNER'S REPRESENTATIVES AND THE CONTRACTOR. CONTRACTOR
SHALL NOTIFY LABORATORY AT LEAST TWENTY FOUR (24) HOURS BffORE EACH SCHEDULED
CONCRETE PLACING.
11 MAKE ONE SET OF FOUR (4) CYLINDERS AND ONE (1) SLUMP TEST FOR THE
FOLLOWING
12A. EACH CLASS OF CONCRETE PLACED EACH DAY, NOT LESS THAN ONCE A DAY.
1.2.B. NOT LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF CONCRETE OR PORTIONS
THEREOF.
1.2C. NOT LESS THAN ONCE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS
1.3 SAMPLES FOR THE TESTS SHALL BE OBTAINED FROM A DIFFERENT BATCH OF
CONCRETE SELECTED ON A RANDOM BASIS TAKEN AT 1/4 AND 3/4 POINTS OF THE LOAD
IN MIXER.
1.4 TEST ONE (1) CYLINDER AT SEVER (7) DAYS AND TWO (2) AT TWENTY EIGHT (28)
DAYS. HOLD ONE (1) CYLINDER FOR TESTING AT FORTY -FIVE (45) DAYS IF THE 28 DAYS
TESTS FAIL TO MEET SPECIFIED STRENGTH. ADDITIONAL CYLINDER TESTS THAT MAY BE
REQUIRED BY THE CONTRACTOR (FOR FORMS AND SHORING REMOVAL) SHALL BE ORDERED
AND PAID FOR BY THE CONTRACTOR.
2 EVALUATION AND ACCEPTANCE OF CONCRETE
21 IN THE EVENT THAT THE CONCRETE SLUMP AND /OR CONCRETE HAD EXCEEDED
THE SPECIFIED DEPOSIT TIME. THE ON -SITE TESTING LAB TECHNICIAN SHALL IMMEDIATELY
NOTIFY THE CONTRACTOR'S ON -SITE REPRESENTATIVE WHO SHALL REJECT THE
NON - COMPLYING CONCRETE
2.2 IF CONCRETE TESTS ARE INSUFFICIENT OR INADEQUATE, IN PLACE CONCRETE SHALL
BE TESTED AND EVALUATED BY CORE TESTS USE OF ONLY THE 'SWISS- HAAMAMOr OR
'WINDSOR PROBE' ARE NOT ACCEPTABLE WITHOUT THE ADDED CORE TESTING FOR
COMPARATIVE RESULTS FAILURE OF ANY CONCRETE TO MEET SPECIFIED REQUIREMENTS
SHALL BE DEEMED NON - COMPLYING AND COSTS OF ADDITIONAL TESTS TO DETERMINE
ADEQUACY OR INADEQUACY SHALL BE BORNE BY THE CONTRACTOR
23 CONCRETE REJECTED FOR ANY REASON SHALL BE REMOVED AND REPLACED. LABOR,
NEW FORMS AND REINFORCING REQUIRED TO MEET SPECIFICATIONS SHALL BE PROVIDED BY
THE CONTRACTOR, AT NO ADDITIONAL COST TO OWNER AND AT NO TIME EXTENSION TO THE
PROJECT.
PRECAST CONCRETE UNITS - GENERAL REQUIREMENTS-
1. ALL PRECAST UNITS (INDIVIDUAL UNITS OR SYSTEMS) SHALL BE DESIGNED BY THE
CONTRACTOR'S OR THE PRECAST MANUFACTURER'S DELEGATED STRUCTURAL ENGINEER THE
DELEGATED ENGINEER SHALL BE A FLORIDA LICENSED ENGINEiIR. HAVING A MINIMUM OF
THREE (3) YEARS OF EXPERIENCE IN THE DESIGN OF THE PARTICULAR ELEMENT(S).
2 SUBMIT SHOP DRAWINGS ALL CALCULATIONS AND COMPUTER PRINTOUTS PREPARED
BY AND SIGNED AND SEALED BY THE DELEGATED STRUCTURAL ENGINEER. COMPUTATIONS
SHALL BE MADE FOR EACH MEMBER AND FOR THE SYSTEM (AS APPLICABLE). ENCLOSE A
LEGEND OR A DESCRIPTION OF ALL ABBREVIATIONS AND NOMENCLATURES, USED IN THE
CALCULATIONS AND COMPUTER INPUT /OUTPUT.
3. PRESTRESSED UNITS SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH
THE REQUIREMENTS OF THE BUILDING CODE, P.C.. MANUAL AND A.C.I. CODE MEMBERS
SHALL BE DESIGNED TO CARRY OWN WEIGHT AND ALL SUPERIMPOSED DEAD LOADS PLUS
LIVE LOADS. ALL MEMBERS SHALL ALSO BE DESIGNED M CARRY ALL EXPECTED
CONSTRUCTION PHASE LOADS
4. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONCRETE TYPE AND STRENGTH,
REINFORCING (REBARS AND CABLES), ANCHORAGE, STEEL INSERTS, CONCRETE COVERS
CABLE DEPRESSIONS BEARING DIMENSIONS PLAN LAYOUT AND LOCATION OF EACH PRECAST
MEMBER, CONNECTION TO OTHER STRUCTURES AND SUPPORTS, ALL PENETRATIONS (AS
REQUIRED BY OTHER TRADES) LOAD TRANSFERRING COMPONENTS DESIGN .DADS AND
OTHER RELATED INFORMATION ALSO SHOW ON THE STRUCTURAL PLANS
5. ALL LOADS AND REACTIONS APPUED BY THE PRECAST ELEMENTS ONTO THE
SUPPORTING STRUCTURE SHALL BE CLEARLY INDICATED ON THE SHOP DRAWINGS. IF
REQUIRED, THE ENGINEER -OF- RECORD SHALL ADJUST THE MAIN STRUCTURE TO SUPPORT
SAID LOADS.
S. DELEGATED ENGINEER SHALL ALSO DESIGN AND INDICATE ON THE SHOP DRAWINGS.
ALL TEMPORARY SHORING, TEMPORARY ATTACHMENTS, FORMWORK, BRACING AND RESHORES
(INCLUDING 71ME FOR REMOVAL
AND /OR THE SYSTEM. S REQUIRED FOR SAFE ERECTION OF THE
PR
7. NO FABRICATION OF PRECAST COMPONENTS SHALL BEGIN, UNTiL ALL SHOP DRAWINGS
AND CALCULATIONS HAVE BEEN REVIEWED BY THE ENGINEER-OF-RECORD AND THE
ARCHITECT.
& ALL METAL CONNECTIONS SHALL BE RUST -PROOF PAINTED. ALL FIELD WELDS SHALL
BE WIRE - BRUSHED CLEAN AND RUST -PROOF PAINTED. TOUCH UP WITH RUST -PROOF
PAINT ALL COATED STEEL WITH PAINT DAMAGED DURING TRANSPORTATION, ERECTION OR
ADJACENT WELDING OPERATIONS ALL WED SHALL BE INSPECTED BY A CERTIFIED WELDING
INSPECTOR
9. PRECAST UNITS PLACED IN STRUCTURES LOCATED IN CORROSIVE ATMOSPHERES (SUCH
AS EASTWARD OF THE COASTAL BUILDING CONSTRUCTION LINE) SHALL HAVE COATED
REINFORCING OR SPECIALLY DESIGNED CONCRETE MIX
10. ALL PRECAST COMPONENTS, SHALL BE INSPECTED FOR QUALITY CONTROL. BY THE
DELEGATED ENGINEER, PRIOR TO CASTING OF CONCRETE AT THE CASTING YARD. A
COMPLETE RECORD SET OF MATERIAL, STRESSING AND CONCRETE TESTING SHALL BE
PROVIDED M THE DELEGATED ENGINEER AND THE ENNEEER- OF- RECDRD. THESE TESTS
SHALL BE AVAILABLE TO THE BUILDING OFFICIAL DURING HIS INSPECTIONS AND FOR 7
YEARS AFTER COMPLETION OF THE PROJECT.
11. CONTRACTOR TO NOTE THAT ALL PRECAST- PRESTRESSES BEAU OR JOIST E EM IS
WILL HAVE A CAMBER. THE EXTENT OF SUCH CAMBER MAY BE CONTROLLED BY THE
ELEMENT DESIGNER (TO A CERTAIN DEGREE) BUT CANNOT BE ASSURED. WHERE DIFFERENT
BUILDING ITEMS ARE TO BE CONNECTED TO SUCH PRECAST ELEMENTS AND MAY BE
AFFECTED BY THE DEGREE OF THE CAMBER, THE CONTRACTOR SHALL COORDINATE THE
CAMBERS WITH THE PC DESIGNER/MANUFACTURER TO MINIMIZE POTENTIAL UNEXPECTED
CAMBERS AND ALLOW FOR ADDITIONAL SHIMS SPACERS. BUCKS ETC. (INCLUDING LABOR)
TO ACCOMMODATE CAMBERS WHEN IT BECOMES NECESSARY.
12 PRECAST CONCRETE SLAB UNITS SHALL HAVE MINIMAL CAMBER DIFFERENCES BETWEEN
ADJACENT UNITS AND BETWEEN A P.C. UNIT AND A CAST -IN-PLACE BEAM.
15 FIRE RATING COMPLY WITH FIRE RATING REQUIREMENTS AS INDICATED HEREIN OR
ON THE ARCHITECTURAL PLANS IF FIRE RATING INFORMATION HAS NOT BEEN INCLUDED,
CONTACT ARCHITECT/ENGINEER FOR INFORMATION, BEFORE PROCEEDING WITH ENGINEERING
AND SHOP DRAWING PREPARATION.
14. 'SPECIAL INSPECTION SERVICES ARE REQUIRED FOR THIS TYPE OF STRUCTURE IN
MIAMI -DADE AND BROWARD COUNTIES IN ADDITION TO THE INSPECTIONS PROVIDED BY THE
LOCAL BUILDING DEPARTMENT. SEE 'SPECIAL INSPECTION REQUIREMENTS- SECTION IN THESE
GENERAL NOTES. CONTACT A/E FOR ANY REQUIRED INFORMATION AND /OR QUESTIONS
COMPOSITE PRESTRESSED PRECAST JOISTS AND CAST -IN -PLACE SLAB:.
1. PRESTRESSED PRECAST JOISTS DEPTH AS INDICATED ON THE PLANS (U.O.N INDICATED
ON THE SHOP DRAWINGS). SPACED AS INDICATED ON THE PLANS OR AS REQUIRED BY
CALCULATIONS CAST -IN -PLACE COMPOSITE SLAB SHALL BE A MINIMUM OF 4-3/4' THICI(,
REINFORCED WITH 04'S AT 12 INCHES ON CENTER EACH WAY (CENTERED WITH THE SLAB
SEE PLANS FOR ADDITIONAL REBARS OVER BEMIS AND AT CORNERS
2 COPE TOP OF JOISTS AT SUPPORTS TO PROVIDE CLEARANCE FOR BEAMS' TOP
REINFORCEMENT AS REQUIRED. PROVIDE OTHER APPLICABLE PC JOISTS CONNECTORS AS
MAY BE NECESSARY TO CLEAR CONGESTED REINFORCING OR OTHER CONDITIONS
3. IN THE EVENT THAT THE BOTTOM OF THE JOIST IS AT A DISTANCE OF 4' OR LESS
FROM THE BOTTOM OF THE SUPPORTING BEAM. THE JOISTS DESIGNER SHALL PROVIDE A
BOTTOM NOTCH AT EACH SUCH JOIST. (BOTTOM NOTCHED JOISTS MAY ALSO BE REQUIRED
ELSEWHERE ON THE PLANS - SEE SECTIONS AND ENGINEERED SHOP DRAWINGS).
4. MINIMUM CONCRETE STRENGTH OF THE PRECAST JOISTS IS F'c - 5,000 PSI AND THE
CAST -IN-PLACE SLAB rc - 5,000 P.SI.
5. MINIMUM BEARING OF THE JOIST ONTO THE SUPPORTING BEAMS IS 4'.
8. THE PROJECT REQUIRE 16' OR 24' WIDE COMPOSITE PC BEAM SOFFITS WITH
CAST -IN- PLACE CONCRETE ON TOP - SEE BEAM SCHEDULE FOR CALCULATED ULTIMATE
MOMENTS AND SHEAR (TO BE USED BY THE COMPOSITE PC BEAN DESGNER)L
7. PC COMPOSITE BEAM DESIGNER SHALL DESIGN THE PC SOFFIT FOR THE PROVIDED
MOMENTS AND DESIGN THE STIRRUPS (OR TIES) FOR A COMBINED SHEAR AND TORSION (AS
APPLICABLE).
B. SEE STRUCTURAL PLANS OR SCHEDULE FOR 'SHEAR- FRICTION' REINFORCING. UNLESS
OTHERWISE SPECIFIED, MINIMUM SHEAR - FRICTION REINFORCING SHALL BE NO LESS THAN
(5 )-06'S (10' LONG STRAIGHT BARS OR 6' LONG W/HOOK AT END COLUMNS).
O. REQUIRED SYSTEM FIRE RATING IS ONE (1) OR TWO (2) HOURS MINIMUM (UNLESS
OTHERWISE NOTED) - SEE ARCHITECTURAL DOCUMENTS FOR ALL FIRE RATING
NON - REINFORCED LOAD BEARING MASONRY WALLS
1. HOLLOW LOAD- BEARING MASONRY UNITS SHALL CONFORM TO ASTM C -90. TYPE I,
REGULAR WEIGHT, WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH ON NET OF
F'm =1,900 PS. ALL BLOCKS SHALL BE 2 HOUR MINIMUM FIRE RATED BLOCK
CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST ACI-530 SPECIFICATIONS
2 MORTAR SHALL CONFORM TO ASTM C-270, TYPE 'MP OR V.
5 LAY ALL MASONRY WITH FULL FACE HEAD JOINTS AND WITH FACE SHELL MORTAR
BEDDING.
4. CONCRETE IN TIE COLUMNS AND TIE BEAMS SHALL BE PLACED AGAINST IN -PLACE
MASONRY.
5. HORIZONTAL REINFORCING
PROVIDE GALVANIZED 09 GAGE WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCING
EVERY 2ND BLOCK COURSE (1' -4' O.C. VERTICALLY) LAPPED 7 -1/Y AND EXTENDED r
INTO CONCRETE COLUMNS PROVIDE SPECIAL HORIZONTAL REINFORCING AT 'T' AND 'L'
INTERSECTION. PROVIDE 'DOVE -TAIL' ANCHORS AT 16' O.C. VERTICALLY FOR ALL MASONRY
PLACED ADJACENT TO ALREADY IN PLACE COLUMNS
& CONCRETE TIE COLUMNS ARE REQUIRED AT i6 FT. ON CENTERS MAXIMUM (SMALLER
SPACING MAY BE REQUIRED TO LIMIT THE MASONRY PANEL AREA TO 240 SQ.FT.) OR AS
REQUIRED BY DESIGN), AT EVERY CORNER OR CHANCE OF WALL DIRECTION, ON EACH SEE
OF OPENINGS LARGER THAN 8 FT., ADJACENT TO ANY CORNER OPENING LARGER THAN 4
FT„ AT GABLE AND SHED END CORNERS AND AT FREE STANDING OF WALLS EXCEEDING 2
FT- ALL TIE COLUMNS AND COLUMNS SHALL BE EXTENDED TO THE TOP OF THE ROOF
PARAPET WALL (UNLESS OTHERWISE INDICATED ON THE PLANS OR DETAILS).
7. IN THE EVENT OF DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE COLUMNS
INDICATED ON THE PLANS THE MORE STRINGENT REQUIREMENT OR CONDITION SHALL BE
USED.
& ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. IN WIDTH SHALL HAVE ONE 05
VERTICAL REBAR ON EACH SIDE, PLACED IN BLOCK CELL FILLED WITH CONCRETE THESE
REBARS SHALL BE HOOKED AT THE FOUNDATION AND AT THE TIE BEAM AND LAPPED 30'
MINIMUM.
9. SEE SECTION 'CONCRETE AND RONFOROW FOR MINIMUM TIE BEAMS WHERE OTHER
BEAMS ARE NOT OTHERWISE INDICATED ON PLANS
10. IN COMPLIANCE WITH 'OSHA' REQUIREMENTS (29 CM 1926.706(b)) WALLS HIGHER
THAN 8 FT. SHALL BE LATERALLY BRACED DURING CONSTRUCTION. BRACING SHALL REMAIN
IN PLACE TILL THE ROOF AND /OR FLOOR STRUCTURES HAVE BEEN SECURED TO PROVIDE
THE REQUIRED PERMANENT BRACING. CONTRACTOR SHALL PROVIDE LATERAL BRACING SHOP
DRAWINGS OR DATA SHEETS, DESIGNED, SIGNED AND SEALED BY A FLORIDA REGISTERED
STRUCTURAL ENGINEER.
1NTELS OVER MASONRY WALL OPENINGS
I. THE CONTRACTOR SHALL PROVIDE PRECAST CONCRETE OR CAST-IN-PLACE LINTELS
AT THE HEADS OF ALL OPENINGS IN MASONRY WALLS NOT EXCEEDING SEVEN (7) FEET IN
MOTH MERE BEAMS/LINTELS HAVE NOT BEEN OTHERWISE SPECIFIED ON PLANS/DETAILS OR
SCHEDULED.
L THE LINTEL GUIDE SPECIFIED HERE IS FOR LINTELS SUBJECTED TO DOWNWARD
;GRAVITY) ROOF AND FLOOR LOADS, EVENLY DISTRIBUTED OVER THE ENTIRE SPAN OF THE
.INTEL SPECIAL LOADING CONDITIONS, SUCH AS WIND NET UPLIFT OR CONCENTRATED
.DADS. AND LINTEL SPANS EXCEEDING THE INDICATED ABOVE, ARE NOT COVERED BY THESE
VOTES (SEE PLANS AND SCHEDULES FOR SPECIFIC BEAMS AT THESE LOCATIONS).
1 CONTRACTOR SHALL NOTIFY THE A/E OF HIS CHOICE OF CAST IN PLACE LINTELS„
?RECAST LINTELS OR A COMBINATION THEREOF, TO BE USED BY HIM IN THIS PROJECT.
4. LINTELS BERING ONTO CAST -IN -PLACE CONCRETE COLUMNS (ON ONE OR BOTH
ENDS SHALL BE CAST -IN -PLACE TYPE (NOT PRECAST).
S. ALL LINTELS SHALL BE BEARING AT LEAST 8' ONTO THE SUPPORTS ON EACIH SIDE OF
THE OPENING.
S. LINTEL OPTION 61: LINTEL CAST TOGETHER WITH THE BEAM OR TIE BEAM.
UNTEL MAY BE CAST INTEGRAL WITH THE STRUCTURAL OR TIE BEAM WHEN HEAD OF THE
DPENING IS 24 INCHES OR LESS BELOW. CONTINUE BEAN'S TYPICAL TOP AND BOTTOM
REBARS THROUGH AND ADD 2 -#5 BOTTOM BARS AT DROPS AND 3-03 STIRRUPS AT 6'
D.C. EACH END OVER OPENING.
SHOULD THE CONTRACTOR WISH i0 CAST DEEPER BEAM DROPS (USED FOR LINTELS) HE
SHOULD CONSULT WITH THE A/E REGARDING ADDITIONAL (OR DIFFERENT) VERTICAL AND
HORIZONTAL REINFORCEMENT.
7. LINTEL OPTION JM CAST -IN -PLACE UNTES (SEPARATED FROM TIE BEAMS ABOVE).
CAST-114-PLACE UNTELS SHALL BE A MINIMUM OF 8-X12' CONCRETE REINFORCED WITH
2 -05 TOP AND BOTTOM, AND 3-03 STIRRUPS AT 4 O.C. EACH END, BALANCE AT It O.C..
SEE "CONCRETE! SECTION FOR ARCKED BOTTOM CAST -IN-PLACE CONCRETE LINTEL
NOTES
& LINTEL OPTION /3: PRECAST U - UNTELS
LINTEL INFORMATION PROVIDED HERE IS BASED ON THE LINTELS PRODUCED BY 'CASTCRETr
AND ON THEIR ALLOWABLE LOADING TABLE. CONTRACTOR TO SUBMIT LINTEL
SPECIFICATIONS AND LOADING DATA IF HE IS USING LINTELS MANUFACTURED BY OTHER
THAN 'CASTCRETE'.
ALL LINTEL BOTTOMS SHALL BE 8- PRECAST U' SHAPED. FILLED SOLD WITH CONCRETE.
LINTELS THAT REQUIRE REINFORCING WITH A HORIZONTAL #5 REBAR ARE SPECIALLY
MARKED.
9. I iHM %HMUI Fe (BASED ON 'CAST - CRETE' DATA - NOA 003- 065M05)
CLEAR
SPAN
-CASTCRETE-
DESIGNATION
GRAVITY LOAD
CAPACITY
-1
BUS
,59
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BF8-08
1,969
T30
BFB-1B
189
4' -0' TO 5'-6'
Me
1,082
8F8-OB
1,105
O
8FB-1B
I 1,451
5' -8' TO 6' -10'
BU8
743
122
8FB-08
I
1,011
8F8-1B
1 011
STRUCTURAL (SHOP DRAWINGS REQUIRED)
1. ALL STRUCTURAL STEEL TO BE DOMESTIC A.ST.M. A -36 (Fy-36 KS..) AND DESIGNED
IN ACCORDANCE WITH AI.SC. 'SPECIFICATION FOR THE DESIGN. FABRICATION AND ERECTION
OF STRUCTURAL STEEL. FOR BUILDINGS' AND THE A.LS.Q CODE OF STANDARD PRACTICE
2 STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO A.S.M. A -500 GRADE B
(FY-46 K.SI.).
5 SEE ARCIITECTURAL DOCUMENTS FOR FURS RATING REQUIREMENTS.
4. ALL COLUMN BASE AND CAP PLATES SHALL BE 3/4' THICK (UNLESS OTHERWISE
NOTED). WIDTH AND LENGTH AS REQUIRED FOR PROPER BOLTING AND AS INDICATED ON
THE PLANS AND DETAILS.
5. ALL STEEL SHALL BE SHOP PAINTED WITH AN APPROVED PRUDE COAT. STEEL
EXPOSED TO THE ELEMENTS OR ANY STEEL IN STRUCTURES CLOSE TO THE OCEAN, SHALL
BE EPDXY PAINTED. SEE ARCHITECTURAL DRAWINGS FOR FINISH PAINT INFORMATION. ALL
DAMAGES TO THE PAINT ON SITE OR DURING DELIVERY (INCLUDING DRILLING AND WELDING
OPERATIONS) SHALL BE FIELD TOUCIHFD -UP WITH THE SAME SPECIFIED RUSTPROOFlNG
PAINT.
& ALL WIELDING TO BE IN ACCORDANCE WITH AM.& 'STRUCTURAL WELDING CODE -
STEEL•. ALL VELDERS TO BE A.W.S. CERTIFIED (CERTIFICATION TO BE AVAILABLE ON -STE
DURING WELDING INSPECTION). ALL WELDS TO BE FILLET OR PENETRATION WEDS
(THICKNESS TO BE IN ACCORDANCE WITH BASE METAL THICKNESS USE MINIMUM E70XX
ELECTRODES. CLEAN AND RUSTPROOF ALL FIELD WELDS WITH HEAVY DUTY RUSTPROOFING
PAINT.
7. ALL CONNECTIONS TO BE SHOP WELDED AND /OR FIELD WELDED. UNLESS OTHERWISE
SPECIFICALLY INDICATED ON PLANS AND DETAILS, ALL WEDS SHALL BE CONSIDERED FULL
WEDS (ALONG THE CONTACT LENGTHS OF THE CONNECTING STEEL ELEMENTS). BOLTED
CONNECTIONS MAY BE USED AS DIRECTED. WHERE SPECIFIED ON PLANS AND DETAILS,
BOLTS SHALL BE A325 STEEL (U.O.N.�
& ALL ANCHOR J -BOLTS (WHERE SPECIFIED FOR COLUMN AND BEAM CONNECTIONS INTO
CONCRETE) SHALL BE GALVANIZED AND HAVE A 4- MINIMUM HOOKED END (U.O.N.).
9. UNLESS OTHERWISE DETAILED IN THESE DRAWINGS, SPUCE TYPES AND LOCATIONS
SHALL BE INDICATED ON THE SHOP DRAWINGS TO BE REVIEWED BY THE ARCHITECT/
ENGINEER.
10. STEEL BEARING ON STEEL TO BE WELDED THERETO.
11. STET SHOP DRAWINGS SHALL DETAIL ALL STEEL ELEMENTS AND CONNECTIONS AS
SPECIFIED ON THE RECORD- DRAWINGS SHOULD THE STET SUPPLIER DECIDE TO ALTER
ANY MEMBER SUED AND /OR CONNECTIONS. SUCH ALTERATION SHALL REQUIRE THE DESIGN
AND SEAL OF THE STEEL SUPPLIER'S DELEGATED ENGINEER (WHO SHALL PROVIDE SIGNED
AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR THE MODIFIED MS ONLY )L
12 "SPECIAL INSPECTION SERVICES ARE REQUIRED FOR iNS TYPE OF STRUCTURE IN
MIAMI -DADS AND BROWARD COUNTIES IN ADDITION TO THE INSPECTIONS PROVIDED BY THE
LOCAL. BUILDING DEPARTMENT. SEE "SPECIAL INSPECTION REQUIREMENTS' SECTION IN
THESE GENERAL NOTES CONTACT A/E FOR ANY REQUIRED INFORMATION AND/OR
QUESTIONS
STRUCTURAL DESIGN CRITERIA:
1. THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FOLLOWING COOE(S}
MIAMI -DADE AND BROWARD COUNTIES ONLY V H }
2010 FLORIDA BUILDING CODE - BUILDING
FLORIDA BUILDING CODE - CURRENT SUPPLEMENTS AND AMENDMENTS ARE INCLUDED WITH
ALL THE ABOVE
ALL CODES SPECIFICATIONS AND OTHER APPLICABLE REF MCE% SHALL BE OF THE
EDITION INDICATED IN THE ABOVE REFERENCE) CODE
2 DESIGN GRAVITY LOADS
U S L.
SUPERIMPOSED LOADS
ZONE
2
ZONE
3
DEAD
ROOF
ZONE
-
25
OFFICE FLOOR
T30
20
ARKIN
= 0-
=_
STAIRS EGRESS, MECHMUCAL EQUIP.
88.8
STRUCTURAL DESIGN CRITERIA - WAND:
1. WIND DESIGN CRITERIA:
WIND DESIGN CODE ASCE -700) BUILDING CATEGORY: 2
WIND VELOCITY: 175 MPH (LRFD) EN9.45@ BUILDING:
EXPOSURE CATEGOR`F. 'C' KG;CPi a Q85)
IMPORTANCE FACTOR: 1.00
MEAN ROOF HEIGHT: 50 FT. MAX (FLAT ROOF) CORNER DISTANCE 'a - 5.00 FT.
2 WIND FORGE SUMMARY: (A.SD - 0.50 X LRFD)
2A MAIN WIND FORCE RESISTING SYSTEM:
ZONE & -56.5 PSF
ZONE 4: -41.5 PSF
ZONE 5: -34.0 PSF
WALL (TABLE 27.6 -1):
WINDWARD + LEEWARD: 401.7 PSF
LEEWARD: -17.4 PSF
WINDWARD: -322 PSF
WIND ON PARAPET MLVA=U 78.4 PSF
28. COMPONENTS k CLADDING (CHAPTER 30 - PART 2)
BUILDING
ELEMENT
ZONE
1
ZONE
2
ZONE
3
ZONE
+
ZONE
-
ZONE
-
FLAT ROOF
47.3
58.0
56.1+43.1
3
= 0-
- CAI
ROOFING (FLAT)
51.8
88.8
-68.
O
OVERHANG
W
74.4
122
Cn
WALL
- 47.0
54.6
PARAPET WALL
1322
GLASS WINDOWS 10
EXT. METAL CLADDING PANELS
47.2
-51.2
83.0
(SEE NOTE j4)
3. THE WIND LOADS INDICATED IN THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON
THE 'MAIN-FRAME' DESIGN FACTORS OF THE 'ASCE -7'. STRUCTURAL ELEMENTS EXPOSED
TO WIND HAVE BEEN DESIGNED BASED ON 'COMPONENTS & CLADDING' FACTORS OF THE
CODE
4. WIND LOAD CALCULATIONS ON DOORS4MNDOWS
4.1 IN THE ABSENCE OF SPECIFIC INFORMATION REGARDING THE WINDOWS/DOORS (AT THE
TIME OF PREPARATION OF THESE PLANS), WIND LOADS HAVE BEEN CALCULATED BASED ON
THE TRIBUTARY AREA USED FOR EACH TYPE AS INDICATED, PRODUCING THE MAXIMUM
POSSIBLE CALCULATED WIND PRESSUE/SUCTION (UNLESS OTHERWISE PERMITTED - SEE
CONDITION '87.
4.2 THE ABOVE LISTED WIND PRESSURE/SUCTION ASSUME THAT THE SPECIFIC DOOR/
WINDOW PRODUCT APPROVAL DOCUMENTS INDICATE THAT THE TESTED WIND PRESSURE/
SUCTION CAPACITIES HAVE NOT BEEN INCREASED BY A FACTOR OF 1.33 THE CALCULATED
PRESSURE/SUCTION VALUES ASSUME Kd - 0.85
CONDITION 'A': IN THE EVENT THAT THE SPECIFIC DOOR/WINDOW PRODUCT APPROVAL
DOCUMENTS INDICATE THAT THE TESTED WIND PRESSURE/SUCTION CAPACITIES HAVE BEEN
INCREASED. BY A FACTOR OF 1.33, THE CALCULATED PRESSURE/SUCVON VALUES SHOWN IN
THE TABLE ABOVE SHALL BE MULTIPLIED BY 1.176 (TO ACCOUNT FOR Kd -1.00)
CONDITION 'B': IN THE EVENT THAT THE OWNER/CONTRACTOR/MANUF. CAN SUBMIT DATA
IDENTIFYING THE TRIBUTARY AREA OF THE ELEMENT THAT CONTROLLED THE TESTED
CAPACITY OF THE DOOR/WINDOW. THE ENGINEER -OF- RECORD MAY ADJUST THE ABOVE
LOADS DESIGNED USING SAID TRIBUTARY AREA.
WIND ZONES FOR ROOF AND WALLS'
'a - 5'-0' (CORNER DISTANCE)
Z 3NE
(PERIMETER)
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3
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G.D. Klieger, Inc.
Consulting Structural Engineers
0 1909 Harrison St., Suite 204
EO Hollywood, Florida 33020 -5017
Phone: (954) 923 -2111
EB 0004621 EMAIL gkliegerOatt.net
..
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For The Built
Environment
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954.981.9100
FIRM'S FLORIDA
CERT. NO.
AAP000034 /CA3806
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G.D. Klieger, Inc.
Consulting Structural Engineers
1909 Harrison St., Suite 204
Hollywood, Florida 33020 -5017
Phone: (954) 923 -2111
EMAIL: gklieger ®att.net
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MAR 2 9 2013
REVISION
No. - Date - Revision
02 3/15/2013 BD COMMENTS RESP
GENERAL NOTES
S IIIIIIIII1111 I
FILE: K- 12059 -S -1 1.dwg
PROJECT: 29080.00 -
DATE: 12/14/2012