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GENERAL•
1. THE DRAWINGS ARE INTENDED M 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 M SERVE AS 940P DRAWINGS OR POR70a
THEREOF.
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED M BE TYPICAL
AND SHALL BE CONSTRUED M APPLY TO ANY SMILAR SITUATION ELSEWHERE ON THE
PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS SHOWN.
3. PRIOR TO START OF CONSTRUCTION. THE CONTRACTOR AND ALL THE SUB-
CONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVI -% DWENSIONS AND COORDINATE
EXISTING CONDITIONS AT THE JOB STE WITH THE PLANS AND SPECIFICATIONS THEY SHALL
REPORT ANY INCONSISTENCIES OR ERRORS N THE ABOVE TO THE ARCHTECT/ENOM
BEFORE COMMENCING WWORK. THE CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT
THEIR WORK FROM ESTABLISHED REFERENCE PONDS AND BE RESPONSIBLE FOR ALL LINES,
ELEVATIONS AND MEASUREMENTS N CONNECTION WITH THEIR WORK.
4. F ANY ERRORS OR OMIS %ONS APPEAR N THE DRAWINGS, GENERA. NOTES
OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER 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 M 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 SPECFlCA71ONS
TOGETHER WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND OTHER TRADE
DRAWINGS AND SHOP DRAWINGS, TO LOCATE DEPRESSED SLABS. SLOPES, DRAMS, OUTLETS,
RECESSES. OPENINGS, BOLT SETTING. SLEEVES, DIMENSIONS, ETC. NOTIFY
ARCHTECT/ENGINEER. IN WRITING, OF ANY POTENTIAL CONFUC13 BEFORE PROCEEDING WITH
THE WORK.
5. THIS PROJECT INCLUDES SEVERAL STRUCTURAL ELEMENTS M 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 N THESE DRAWINGS ARE ONLY FOR GUIDANCE AND CLOSER
COST ESTIMATING (UNLESS INDICATED M 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 (AD BE RESUBMITTED FOR
BUILDING DEPARTMENT REVIEW. IF SO REQUIRED). THE CONTRACTOR AND HIS SIBS SHALL
CONSTRUCT THE ELEMENTS BASED ONLY ON THE FULL DESIGN PLANS AND DETAILS (SHOP
DRAWINGS) ISSIIED BY THE DELEGATED ENGNEER'S), REVIEWED 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 REVIEW:
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.
1 THE SHOP DRAWING REVIEW BY THE A/E OF RECORD IS ONLY FOR GENERAL
CONFORMANCE WITH THE DESIGN CONCEPT AND INFORMATION GIVEN IN THE CONSTRUCTION
DOCUMENTS. CORRECTIONS OR COMMENTS MADE ON THE SHOP DRAWINGS DURING THE A/E
REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF
THE PLANS AND SPECFICATOM 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 J OBSTE;
INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO THE MEANS,
METHODS TECHNIQUES. SEQUENCES AND PROCEDURES OF CONSTRUCTION; COORDINATION OF
THE WORK WITH THAT OF ALL OTHER TRADES AND PERFORMING ALL WORK IN A SAFE AND
SATISFACTORY MANNER
& 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, RRESPECTIVE OF RECEIPT. CHECKING OR REVIEW OF DRAWINGS;
BY THE ENGINEER AND EVEN THOUGH WORK IS DONE N ACCORDANCE WITH SUCH
DRAWINGS
4. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE STRUCTURE,
ALL RELATED SHOP 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
6. UNLESS OTHERWISE AGREED UPON. ALL SHOP DRAWINGS SHALL BE SUBMITTED THRU
THE ARCHITECT. THE ENGINEER WILL RETURN REVIEWED SHOP DRAWINGS TO THE
ARCHITECT.
7. ANY COMMENTS, QUESTIONS AND MODIFICATIONS MADE BY THE SHOP DRAWING
DETAILER, TO THE A/E'S DESIGN AND /OR DETAILING, SHALL BE CLEARLY MARKED (CLOUDED
OR FLAGGED).
8. CONTRACTOR AND HIS DETAILER SHALL MAKE SURE THAT ALL THE FOGGED ITEMS ON
THE %HOP DRAWINGS HAVE BEEN RESPONDED M BY THE A/E. ITEMS THAT INADVERTENTLY
HAVE NOT BEEN RESPONDED M BY THE A/E SHALL NHU BE CONSDERED AS A YES OR NO
ANSWER. THE CONTRACTOR OR HIS DETAILEIR SHALL COMMUNICATE DIRECTLY WITH THE A/E
TO DISCUSS ALL THE UNANSWERED OR STILL OUESTIONABLE 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
N THE STATE OF FLORIDA, SEE SECTIONS OF 'DELEGATED ENGINEERING RESPONSIBUTY
AND DEFINITIONS FOR SPECIFIC STRUCTURAL ELEMENTS /COMPONENTS DESIGNS, IN
COMPLIANCE WITH CHAPTER 61G15. OF THE FLORIDA ADMINISTRATIVE CODE
CONSTRUCTION MEANS AND METHODS
1. SHORFC BRACING AND RESHORFt
AS REQUIRED BY PROJECT CONDITIONS AND THE LOCH. BUILDING CODE OR THE LOCAL
BUILDING DEPARTMENT, CONTRACTOR TO PROVIDE SHOP DRAWINGS (INCLUDING ENGINEERING
CALCULATIONS) FOR ALL SHORES, VERTICAL AND LATERAL BRACING AND RESHORES (AND
REMOVAL OF SAME) TO BE USED FOR THIS CONSTRUCTION. THE ABOVE SHALL BE
DESIGNED. SIGHED AND SEALED BY A PROFESSIONAL STRUCTURAL ENGINEER (FLORIDA
REGISTERED) ENGAGED BY THE CONTRACTOR, AS A DELEGATED ENGINEER FOR THE ABOVE
ELEMENTS.
THE ENO; M -OF- RECORD WALL NOT DESIGN FORMWORK AND BRACING, NOR ASSUME
RE%NMBIUTY FOR THE SHORES, BRACING AND STABILITY DURING CONSTRUCTION.
CONTRACTOR TO SUBMIT THE SIGNED AND SEALED SHOP DRAWINGS M THE
ENGINEER OF RECORD. AS REWIRED. M BE REVIEWED FOR GENERAL COMPLIANCE WITH THE
STRUCTURAL DESIGN INTEND. F SO REQUIRED, CONTRACTOR TO SUBMIT A COPY OF
THESE SIGNED AND SEALED DOCUMENTS, RENEWED BY THE ENGINEERR -OF- RECORD, TO THE
LOCAL BUILDING DEPARTMENT.
1 THE CONTRACTOR IS RESPONSIBLE AND STALL COMPLY WITH THE SAFETY
REOUIREMDO OF LOCAL BUILDING CODE AND ALL OTHER APPLICABLE LOCAL, STATE AND
FEDERAL LAWS.
3. PROVIDE AND MAINTAIN CHARD LIGHTS AT ALL BARRICADES. RAILINGS, ABSTRACTIONS
N THE STREETS, ROADS OR SIDEWALKS AND ALL TRENCHES OR PITS ADJACENT M PUBLIC
WALKS OR ROADS.
4. AT ALL TIMES, PROVIDE PROTECTION AGAINST WEATHER (RAN, WIND, STORMS OR THE
SUN). SO AS TO MAINTAIN ALL WORK, MATERIALS. APPARATUS AND FIXTURES FREE FROM
INJURY OR DAMAGE PROVIDE ADEQUATE BRACING M THE ELEMENTS ALREADY IN PLACE
(ESPECIALLY MASONRY WALLS) AGAINST WIND FORCES CAPABLE OF DAMAGING THIS WORK
5. AT THE END OF THE DAYS WORK, COVER ALL WORK LIKELY M BE DAMAGED. ANY
WORK DAMAGED BY FAILURE M PROVIDE PROTECTION SHALL BE REMOVED AND REPLACED
WITH NEW WORK AT THE CONTRACT'OR'S EXPENSE
6. THE CONTRACTOR SHALL PAY FOR ALL DAMAGES M ADJACENT STRUCTURES,
SIDEWALKS AND TO STREETS OR OTHER PUBLIC PROPERTY OR PUBLIC UTILITIES.
7. -OSHA- SAFETY INSPECTIONS ARE W1 A PART OF OUR SERVICES. OUR PRESENCE
ON SITE (FOR OBSERVATIONS, INSPECTIONS OF THE WORK IN PROGRESS OR MEETINGS)
SMALL 01 CONSTRUED AS OUR ACTING AS 'OSHA' INSPECTORS. CONFORMING WITH ALL
APPLICABLE 'OSHA' SAFETY REGULATIONS IS THE SOLE RESIOMMUTY ON THE
CONTRACTOR.
STRUCTURAL AL INSPECTIONS ('SPECIAL THRESHOLD INSPECTOR'1:
1. BASED ON THE REQUIREMENTS OF THE FBC AND THE LOCAL CODE ENFORCEMENT
DEPAR" WENT, THIS PROJECT REQUIRES THRESHOLD NSPECTIONS TO BE MADE DURING THE
CONSTRUCTION OF ALL THE STRUCTURAL ELEMENTS (AS LISTED HEREIN OR ELSEWHERE IN
THESE DOCUMENTS).
1 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 ELEMENTS.
4. THE INSPECTIONS MADE BY THE 'SPECIAL THRESHOLD INSPECTOR- ENGINEER (ENGAGED
BY THE OWNER) ARE IN ADDITION M THE INSPECTIONS MADE BY THE LOCH. 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 SITE VISIT.
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 BEEN 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. KLEGER, INC. (THE ENGINEER -O°- RECORD) WAS NOT ENGAGED TO PROVIDE
REQUIRED JOB -STE INSPECTION SERVICES, G.D.K. WILL NOT BE HELD RESPONSIBLE AND
LIABLE FOR ANY OF THE CONTRACTOYS WORK. G.D.K. SHALL ALSO NOT BE HELD
RESPONSIBLE FOR ANY WORK APPROVED BY THE INSPECTING ENGINEER (OTHER THAN THE
ENGINEER -CF- RECORD) WHICH MODIFIES OR CHANGES THE STRUCTURAL PERMIT RECORD
DOCUMENRS. WITHOUT PRIOR REVIEW AND ACCEPTANCE (IN WRITING) BY THE ENGINEER -O'-
RECORD.
SPECIAL THRESHOLD INSPECTION PLAN
1. SOIL COMPACTION (INSPECTION BY A FOUNDATION ENGINEER)
1 REINFORCED CONCRETE FOOTINGS:
REINFORCING AND CONCRETE PLACEMENT.
3. REINFORCED CONCRETE SLABS:
REINFORCING AND CONCRETE PLACEMENT
4. FORMWORK, SHORES AND RESROtES:
INSPECT FORMWORK, SHORING AND BRACING (AS PER SHORING PLAN
SHOP DRAWINGS).
5. CONCRETE COLUMNS-
REINFORCING AND CONCRETE PLACING
6. MASONRY AND REINFORCED MASONRY:
BLOCK HORIZONTAL AND VERTICAL REINFORCING. CELL GROUTING
7. CONCRETE BEAMS & WALLS:
REINFORCING AND CONCRETE CASTING
& MISC. CONCRETE ELEMENTS (STARS, ETC.}
REINFORCING AND CONCRETE CASTING
9. INCIDENTAL CONCRETE. STEEL OR ALUMINUM STRUCTURAL ELEMENTS
AS INDICATED ON THE PLANS OR SHOP DRAVVVNGS.
10. EXTERIOR DOORS, WINDOWS & STOREFRONT:
INSTALLATION AND ATTACHMENT TO THE SURROUNDING STRUCTURE
11. PRECAST UNITS (JOISTS AND BEAM SOFFITS):
REINFORCING, TENSION CABLES AND CASTING OF CONCRETE (AT THE
CASTING YARD) AND INSTALLATION AT THE PROJECT SITE
STRUCTURAL INSPECTIONS - CONT.:
'SPECIAL INSPECTION' REOUIREMUM
(MIAMI -DARE AND BROWARD COUNTY ONLY - FBC 2010)
IF THE LOCAL BUILDING DEPARTMENT REQUIRES - SPECIAL INSPECTIONS' (N ADDITION M THE
LISTED AS 'THRESHOLD INSPECTIONS-). THEY WILL INCLUDE THE REIMS LISTED BELOW.
A. PRECAST UNITS (FOR QUALITY CONTROL AT CASTING YARD) - (s)
B. PRECAST UNITS AND ATTACHMENTS M MAIN STRUCTURE (AFTER
ERECTION BUT BEFORE CONCEALMENT) - (')
C. REINFORCED MASONRY - (0)
D. STEEL CONNECTIONS (BOLTED & WELDED) - (*)
E SOIL COMPACTION - (-)
(4) ITEM INSPECTED BY A FLORIDA REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER
(-) INSPECTION M BE PERFORMED BY A GEOTECHNICAL ENGINEER
SEE THE SPECIFIC COUNTY OR CITY FOR THEIR FORM FOR 'SPECIAL INSPECTOR- SERVICES.
M BE PART OF THE PERMIT PLANS
REQUIRED DELEGATED ENGINEERED CALCIA •TIONS AND SHOP DRAWINGS-
THIS PROJECT REQUIRE THE FOLLOWING DELEGATED ENGINEERED CALCULATIONS AND SHOP
DRAWINGS, BASED ON THE 'FLORIDA ADMINISTRATIVE CODE', SECTIONS 61G15 -30 AND
SIG15 -31 (ONLY THE ITEMS MARKED [X] APPLY}
[ ] WOOD TRUSSES, GIRDER TRUSSES AND PREFABRICATED WOOD
COMPONENTS (61G15- 31.003)
STEEL BAR-JOISTS AND STEED. GIRDER- TRUSSES (61G15- 31.006)
COLD -FORM STUD TRUSSES. JOISTS AND /OR WALLS (61G15- 31.009)
[ STRUCTURAL STEEL SYSTEM (61G15- 31.009)
] PRE-ENGINEMED METAL BUILDINGS 1X] PRE - ENGINEERED CONCRETE FLOOR (/ROOF SnTEM. INCLUDING CONCRETE
GIRDERS, PRECAST ELEMENTS, COMPOSITE ELEMENTS, ETC.
(61G15 -- 31.005, 31.007 & 31.009)
OR F -ATED ENGINFERED CERVICES. REOIITRm FOR THIS PROJECT-
(BASED ON CHAPTER 61615 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
PUBLISHED IN THE STATE OF FLORIDA.
'EOR' - DENOTES 'ENGINEER -O"- RECORD'
'DE- - DENOTES 'DELEGATED ENGINEER'
81615- 30.005: REOLIFCT FOR & REVIEW OF DELGATM ENGINEERING DOCUMENTS
1. PORTIONS OF THIS STRUCTURAL DESIGN AND DETAILING ARE BEING DELEGATED TO A
'DE'. THE ENGINEERING DESIGN REQUIREMENTS HAVE BEEN INCLUDED IN THESE DOCUMENTS
(PLANS. DETAILS, SECTIONS AND NOTES).
1 ALL DELEGATED ENGINEERING DOCUMENTS. PREPARED BY THE 'DE' SHALL BE
SUBMITTED TO THE 'EON' M BE REVIEWED FOR COMPLIANCE WITH THE PROJECT DESIGN
REQUIREMENTS AND TO CONFORM WITH THE FOLLOWING:
11 THAT THE DELEGATED ENGINEERING DOCUMENTS HAVE BEEN PREPARED BY A
'PROFESSIONAL ENGINEER- (LICENSED N THE STATE OF FLORIDA). (*-)
12 THAT THE DELEGATED ENGINEERING DOCUMENTS PREPARED BY THE 'W CONFIRM WITH
THE DESIGN INTENT OF THE 'EOR' AND MEET THE WRITTEN REQUIREMENTS.
13 THAT THE EFFECT OF THE 'DE- WORK ON THE OVERALL PROJECT, GENERALLY
CONFORMS WITH THE INTENT OF THE 'EOR -.
SOLE RESPONSIBILI� THE 'DE (AND NOT OR-) M ASSURE EAAND DEMONSTRATE
(F REQUIRED) THAT HIS/HER LICENSE IS ACTIVE N THE STATE OF FLORIDA.
61G15 -30. 008: DELEGATED ENGINEER'S RESPONSIBIUTY
1. THE 'DE' SHALL REVIEW THE 'EOR' WRITTEN ENGINEERING REQUIREMENTS M
DETERMINE THE APPROPRIATE SCOPE OF THE DELEGATED ENGINEERING WORK.
1 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. F THE DETERMINES THERE ARE
DETAILS. FEATURES OR UNANTICIPATED PROJECT LIMITS CONFLICTING WITH THE 'EOR' PLANS.
THE 'DE' SHALL TIMELY CONTACT THE TOR- FOR RESOLUTIONS OF CONFLICTS. (-)
3. THE 'DE• SHALL FORWARD THE DELEGATED ENGINEERING DOCUMENT M THE TOR' FOR
REVIEW. ALL FINAL DELEGATED ENGINEERING DOCUMENTS REQUIRE THE IMPRESSED SEAL
AND SIGNATURE OF THE -DE' AND INCLUDE
&I DRAWINGS INTRODUCING ENGINEERING INPUT SUCH AS DEFINING THE CONFIGURATION OR
STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS AND /OR THEIR ASSEMBLY INTO
STRUCTURAL SYSTEMS
12 CALCULATIONS.
3.3 COMPUTER PRINTOUTS (COMPLEMENTING OR INSTEAD OF MANUAL CALCULATIONS)
ACCOMPANIED BY SUFFICIENT DESIGN ASSUMPTIONS AND IDENTIFIED INPUT /OUTPUT
INFORMATION TO PERMIT THEIR PROPER EVALUATION.
3.4 SUCH INFORMATION SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE
'DE' AS AN INDICATOR THAT SAD ENGINEER HAS ACCEPTED RESPONSIBILITY FOR THE
RESULTS
(COIIAUN� TH��QUES OWS OR ADDITIONAL INFORMATION REWIREMENTS, ON A TIMELY
MANNER TO THE -EOR- (MATH COPIES TO THE CONTRACTOR).
WjE; BASED ON SECTION 61G15- 31.002 (DEFINITIONS). ITEM (6} STRUCTURAL SUBMITTALS
WHICH DO NOT REQUIRE THE SEAL OF A PROFESSIONAL ENGINEER, INCLUDE
(a) DRAINING PREPARED SOLELY TO SERVE AS A GLADE FOR FABRICATION AND INSTALLATION
AND REQUIRE NO ENG 03MG INPUT SUCH AS REINFORCING STEEL SHOP DRAWINGS,
STRUCTURAL STEEL AND STEEL JOIST AND ORDER ERECTION DRAWINGS
SIG15- 31.00S DESION OF STRUCTURES UTIH71NO PRECAST AND PRESTRESSED CONCRETE
COMPONENTS-
1. STRUCTURAL ENGINEERING DOCUMENTS INDICATE THE CONFIGURATION OF PRECAST AND
PRESTRESSED COMPONENTS
1 THE RESPONSIBILITY FOR THE DESIGN OF PRECAST OR PRESTRESSED CONCRETE
COMPONENTS OR SYSTEMS UTLMNG THOSE COMPONENTS, ARE BEING DELEGATED TO A 'DE'.
THE 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 'DE' DOCUMENTS SHALL BEAR THE IMPRESSED SEAL AND SIGNATURE OF THE
DELEGATED ENGINEER
3. 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 DESGNED BY
THE 'ECR'.
61G15- 31.006 ODIFED} DESGN OF ALUMINUM OR STEEL AWNINGS CANOPIES OVERHANGS
AND FACADE:
1. THE ARCHITECTURAL/STRUCTURAL DRAWINGS OF- RECORD INDICATE THE ELEMENTS
LOCATION. CONFIOJRATION. DIMENSIONS. GENERAL APPEARANCE AND ELEMENTS OF THE
ABOVE TITHES ELE1tE M POSTS, HANGERS, BRA00% SUPPORTING WALLS AND BEAMS
ALL DESIGN LOADS ARE ALSO INCLUDED.
1 THE SYSTEM MANUFACTURER'S/SUPPLER'S -DE' SHALL DESIGN THE ENTIRE SYSTEM
INCLUDING ALL THE BEAM/JOIST/RAFLER ELEMENTS, DECKING /GRATING /COVERS AND ALL
INTERNAL AND EXTERNAL CONNECTIONS (INCLUDING M THE STRUCTURE) IN ACCORDANCE
WITH THE SPECIFICATIONS, LOAD TABLES AND COMPUTER DATA M SUPPORT THE LOADS PER
THE 'EOR' SPECIFICATIONS. THE 'EOR' REQUESTS THE SUBMISSION OF THE ENTRE SYSTEM
DESIGN CALCULATIONS (FOR EACH COMPONENT AND CONNECTIONS) AS AN INDICATION OF
COMPLIANCE THE SYSTEM MMUFACTURER'SPPUER'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.
FOUNDATIONS: (SPREAD FOOTINGS)
THESE RECOMMENDATIONS ARE BASED ON SOIL EXPLORATION AND FOUNDATION
RECOMMENDATIONS, MADE BY:
*ALL STATE ENGINEERING & TESTING CONSULTANTS INC.' (REPORT DATED: 10- 8- 2012).
N THE EVENT OF A DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE REQUIREMENTS
N THE GEOTECHNICAL REPORT, THE MORE STRINGENT SHALL BE USED.
1. FOUNDATIONS ARE DESKINM M BEAR ON WELL COMPACTED GRADE OR CLEAN FILL
PREPARED M ACHIEVE A MINIMUM ALLOWABLE BEARING CAPACITY OF 2,500 A
CERTIFIED TESTING LABORATORY SHALL BE ENGAGED BY THE OWNER TO 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 N
THE FOOTINGS
1 NATURAL GRADE (OR FILL) BELOW FOOTINGS SHALL BE COMPACTED TO A MINIMUM OF
98% MODIFIED PROCTOR (ASTM D- 1557).
3. TOP OF WALL FOOTINGS TO BE AT THE SAME ELEVATION AS TOP OF COLUMN PAD
FOOTINGS STEP WALL FOOTING FROM HIGHER COLUMN FOOTING TO THE LOWER ONE (AS
DETAILED ON THE PLANS).
4. TOP OF ALL FOOTNM TO BE A MINIMUM 1' -e BELOW THE TOP OF CONCRETE SLAB
ON GRADE (UNLESS OTHERWISE NOTED TO BE AT LOWER ELEVATION OR CAST MONOLITHIC
WITH SLAB) OR MINIMUM V -0' BELOW FINISHED GRADE. WHICHEVER IS LOWER. IN THE
EVENT THAT THE SLAB _STEPS ON EACH SDE OF THE FOOTING THE FOOTING SHALL BE
V -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 36 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 REHABS 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 12' MINIMUM THICK.
CONCRETE NONI-STRUCTURAL SLABS ON AIDE
1. ALL NON - STRUCTURAL CONCRETE SLABS AND WALKWAYS ON GRADE, AS SHOWN ON
THE STRUCTURAL AND /OR ARCHITECTURAL PLANS, SHALL BE AS FOLLOWS:
INTERIOR S 4- THICK, RENT. W/ 6x6- WI.4xWI.4 GALVANIZED WELDED WIRE
FABRIC (UNLESS OTHERWISE NOTED).
EXTERIOR SLABS AND WALKS 4- THICK, REINF. W/ 6x6- WI.4xWI.4 GALVANIZED
WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED).
INTERIOR DRIVEWAY (CAR LAW . 6- THICK, REINF. W/ 6x6- W29xW29 GA.VANrM
WELDED WIRE FABRIC (UNLESS OTHERWISE NOTED).
2 ALL SLABS ON GRADE M BE CONSTRUCTED N ACCORDANCE WITH LATEST A.C.1 -
'GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION' (A.w. - 3011R).
3. JOINTS SHALL BE PROVIDED IN ALL INTERIOR SLABS ON GRADE AT ALL COLUMN
CENTQBJNES DIVIDING THE STAB INTO SQUARE PANELS NOT M EXCEED 18 X 18 FT. N 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.).
5. FILL MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING 12' AND
8. COMPACTED M MINIMUM 95XT 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 SQ.FT. OF AREA AND 1r BELOW SURFACE SEND RESULTS OF THE TEST TO
OWNER, ARCHITECT AND ENGINEER
CONCRETE AND REMFORCING
1. CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WRHH 'BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE• (A.C.I. 318) AND WITH 'DETAILS AND DETALNG
OF CONCRETE REINFORCEMENT'- (A.C.1 315 - LATEST EDITION).
1 ALL CONCRETE WORK IN ACCORDANCE WITH 'SPECIFICATIONS FOR STRUCTURAL
CONCRETE FOR BUILDING! (A.C.I. 301). PRODUCTION OF CONCRETE, DELIVERY, PLACING AND
CURING TO BE IN ACCORDANCE WITH 'HOT WEATHER CONCRETING' (A.C.I. 305R).
3. ALL REINFORCING M BE NEW BILLET STEEL CONFORMING TO THE LATEST A.ST.M.
A -615 GRADE 60. FABRICATED IN ACCORDANCE WITH C.R.&L MANUAL OF STANDARD
PRACTICE AND PLACED N ACCORDANCE WITH A.C.I. 315 AND C.RSL MANUAL OF STANDARD
PRACTICE
4. ALL REINFORCING SHALL BE DEFORMED BARS, CLEAN OF 011. 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.0.N.).
5.1 ADD 2 SETS OF TIES (SPACED AT r O.C. MAX) BEACH THE 'OFFSET -BENT' N THE
VERTICAL REBARS. AT THE LAP LOCATION WITH THE CAGE ABOVE. TIE- COLUMNS
(CONSTRUCTED WITH NO -OFFSET -BENT' DO NOT REQUIRED ADDED TIES).
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 P097ION PRIOR TO CONCRETING
PUSHING THE DOWELS INTO POSITION N WET CONCRETE IS NOT PERMITTED.
& BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES (SEE BEAM
DIAGRAM ON PLAN). BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP BARS SPLICED ONLY
AT MID -SPAN. ALL TOP BARS HOOKED AT NON- CONTINUOUS EDGES (U.0.N.). ALL HOOKS
TO BE STANDARD 90 OR 180 DEGREE HOOKS AS REQUIRED (=K).
TIES OR STIRRUPS SHALL BE SPACED AS INDICATED ON THE BEAM SCHEDULE, MEASURED
FROM SUPPORT TO SUPPORT (U.0.N.). EXAMPLE 406' O.C. EE BAL 012' D.C. MEANS 4
TIES AT 6' O.C. AT EACH END OF EACH SPAN, WITH TIES AT 1r O.C. IN THE MIDDLE
(BETWEEN THE TWO END SUPPORTS1 CONTACT ENGINEER IF THIS REQURE FURTHER
CARIFICATION&
7. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 36 INCHES
MINIMUM EACH WAY AT -L' AND i CORNERS N 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 REBAR
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 S LABS SHALL HAVE TEMPERATURE REINFORCING
PERPENDICULAR M THE DIRECTION OF THE MAN R03M (U.O.N. ON PLANS
TEMPERATURE REINFORCING M BE AT MINIMUM /4 AT 12' O.C. IN SLABS UP 70 8' THICK.
9. CONCRETE IF BEAM: A MINIMUM CONCRETE TIE BEAM (AS SPECIFIED HEREIN) SHAT
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 1r, REINFORCED WITH (2)-05 TOP
AND BOTTOM AND 13 TIES, (4) AT 12' O.C. EACH END, BALANCE AT 48' O.G. DROP
BOTTOM OF THE BEAM OVER OPENINGS, ADD (2)-05 BOTTOM AND j3 TES AT 6. D.C.
THRUO UL THESE BEAUS ARE NOT N ADDITION TO BEAMS ALREADY INDICATED AND
SCHEDULED ON THE PUNS FOR THE SAME LOCATION.
10. CURING & PROTECTION: ALL STRUCTURAL SUBS 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 M SUBMIT M ARCHITECT/ENGINEER MATERIAL SPECIFICATIONS AND DATA,
FOR REVIEW AND ACCEPTANCE PRIOR M APPLICATION. NO SLAB CONCRETE SHALL BE LET
TO DRY WITHOUT ANY CURING
11. CONCRETE COVER (UNLESS OTHERWISE DETAILED ON DRAWINGSZ
ELEMENT:
CONCRETE COVER
TOP BOTTOM SDES
REMARKS
WALL & COLUMN PAD FOOTING
2 2
TO ACCOMMODATE CAMBERS WHEN IT BECOMES NECESSARY.
NON- STRUCT. SLAB -ON -GRADE
MID -DEPTH
AT 28 DAYS
BEAMS COLUMNS TO TIES
1 -1 ALL AROUND
18
ELEVATED SLABS INTERIOR
,r 1
STRENGTH:
ELEVATED SLABS EXTERIOR
1-1/f 1 -1 2
LP M NO. 5 BARS
ELEVATED SLABS
1 r r
NO. 6 AND LARGER BARS
CONCRETE TMN
1. CONCRETE SHALL BE TESTED FOR STRENGTH. MINIMUM OF 4 CYLINDERS SHALL BE
MADE FOR EACH 50 CU.YDS. OF CONCRETE (OR AT LEAST ONE PER DAY, F LESS THAT 50
CUNDS.). TEST IN ACCORDANCE WITH ASTM C-39. SUBMIT ALL TEST RESULTS N A
TIMELY MANNER, M THE A/E FOR REVIEW.
1.1 TESTING AGENCY WILL BE SELECTED AND PAD FOR BY THE OWNER. TESTS AND
INSPECTIONS UNDER DIRECT CONTROL OF THE OMMER. RESULTS OF ALL TESTS SHALL BE
SENT M THE OWNER, OWNER'S REPRESENTATIVES AND THE CONTRACTOR CONTRACTOR
SHALL NOTIFY LABORATORY AT LEAST TWENTY FOUR (24) HOURS BEFORE EACH SCHEDULED
CONCRETE PLACING.
1.2 MAID= ONE SET OF FOUR (4) CYLINDERS AND ONE (1) SUMP TEST FOR THE
FOLLOWING:
1.2.A. EACH CLASS OF CONCRETE PLACED EACH DAY, NOT LESS THAN ONCE A DAY.
1.18. NOT LESS THAN ONCE FOR EACH 50 CUBIC YARDS OF CONCRETE OR PORTIONS
THEREOF.
1.1C. 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 BASS, TAKEN AT 1/4 AND 3/4 POINTS OF THE LOAD
N MIXER
1.4 TEST ONE (1) CYUNDER AT SEVEN (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 PAD FOR BY THE CONTRACTOR.
1 EVAWA71ON AND ACCEPTANCE OF CONCRETE
11 N THE EVENT THAT THE CONCRETE SLUMP AND/OR CONCRETE HAD EXCEEDED
THE SPECIFIED DEPOSIT TIME. THE ON-97E TESTING LAB TECHNICIAN SHALL IMMEDIATELY
NOTIFY THE CONTRACTOR'S ON-SITE RE TMMTA71VE WINO SHALL REJECT THE
NON- COMPLYING CONCRETE.
12 F CONCRETE TESTS ARE INSUFFICIENT OR INADEQUATF. IN PUCE CONCRETE SHALL
BE TESTED AND EVALUATED BY QBE-IEST$ USE OF ONLY THE - SVASS- HAMMER' OR
WINDSOR PROBE' ARE NOT ACCEPTABLE WITHOUT THE ADDED CORE TESTING FOR
COMPARATIVE RESULTS. FAILURE OF ANY CONCRETE TO MEET SPECIFIED REQUIREMENTS
SHALL BE DEEM NON- COMPLYING AND COSTS OF ADDITIONAL TESTS TO DETERMINE
ADEQUACY OR INADEQUACY SHALL BE BORNE BY THE CONTRACTOR.
13 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 M OWNER AND AT NO TIME EXTENSION TO THE
PROJECT.
PRECAST CONCRETE UNITS - GENERAL REQUIREMENTS
1. ALL PRECAST UNITS (INDIVIDUAL UN17S OR SYSTEMS) SHALL BE DESIGNED BY THE
CONTRACTOR'S OR THE PRECAST MANUFACIURER'S DELEGATED STRUCTURAL ENGINEER. THE
DELEGATED ENGINEER SHALL BE A FLORIDA LICENSED ENGINEER HAVING A MINIMUM OF
THREE (3) YEARS OF EXPERIENCE IN THE DESIGN OF THE PARTICULAR ELEMENT(S).
1 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 STALL BE DESIGNED AND MANUFACTURED N ACCORDANCE WITH
THE REQUIREMENTS OF THE BUILDING CODE, P.C.L MANUAL AND A.C.T. CODE MEMBERS
SHALL BE DESIGNED TO CARRY OWN WEIGHT AND ALL SUPERIMPOSED DEAD LOADS PLUS
LIVE LOADS ALL MEMBERS SHALL ALSO BE DESIGNED TO CARRY ALL EXPECTED
CONSTRUCTION PHASE LOADS
4. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONCRETE TYPE AND STRENGTH,
REINFORCING (REHABS AND CABLES), ANCHORAGE, STEEL INSERTS, CONCRETE COVERS.
CABLE DEPRESSIONS. BEARING DIMENSIONS, PLAN LAYOUT AND LOCATION OF EACH PRECAST
MEMBER. CONNECTION M OTHER STRUCTURES AND SUPPORTS. ALL PENETRATIONS (AS
REQUIRED BY OTHER TRADES) LOAD TRANSFERRING COMPONENTS, DESIGN LOADS AND
OTHER RELATED INFORMATION ALSO SHOWN ON THE STRUCTURAL PLANS
5. ALL LOADS AND REACTIONS APPLIED 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 MAN STRUCTURE TO SUPPORT
SAID LOADS
& DELEGATED ENGINEER SHALL ALSO DESIGN AND WCATE ON THE SHOP DRAWINGS,
ALL TEMPORARY SHORING. TEMPORARY ATTACHMENTS, FORMWORK, BRACING AND RE9HORES
(INCLUDING TIME FOR REMOVAL THEREOF) AS REQUIRED FOR SAFE ERECTION OF THE
PRECAST UNITS AND /OIL THE SYSTEM.
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 PANTED. ALL FIELD WELDS SHALL
BE WIRE- BRUSED CLEAN AND RUST -PROOF PANTED. TOUCH UP WITH RUST -PROOF
PANT ALL COATED STEEL WITH PANT DAMAGED DURING TRANSPORTATION. ERECTION OR
ADJACENT WELDING OPERATIONS ALL WELD SHALL BE INSPECTED BY A CERTIFIED WELDING
INSPECTOR
9. PRECAST UNITS PLACED IN STRUCTURES LOCATED N 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 M CASTING OF CONCRETE AT THE CASTING YARD. A
COMPLETE RECORD SET OF MATERIAL, STRESSING AND CONCRETE TESTNG SHALL BE
PROVIDED M THE DELEGATED ENGINEER AND THE ENGINEER-OF-RECORD. TEES TESTS
SHALL BE AVAILABLE M THE BUILDING OFFICIAL WRING HIS INSPECTIONS AND FOR 7
YEARS AFTER COMPLETION OF THE PROJECT.
11. CONTRACTOR TO NOTE THAT ALL PRECAST - PRESTO BEAM OR JOIST ELEMENTS
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 M SUCH PRECAST ELEMENTS AND MAY BE
AFFECTED BY THE DEGREE OF THE CAMBER, THE CONTRACTOR SHALL COORDINATE THE
11 ALL CONCRETE TO BE REGULAR WEIGHT WITH A DESIGN STRENGTH AS FOLLOWS- CAMBERS WITH THE PC DESIGNER/UANUFACTURER TO MINIMIZE POTENTIAL UNEXPECTED
CAMBERS AND ALLOW FOR ADDITIONAL SHIMS, SPACERS. BUCKS, ETC. (INCLUDING LABOR)
REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS (ACI-318. SECTION 4.2 TABLE 4.211:
A TESTING LABORATORY SHALL BE ENGAGED TO TAKE SOIL CAl 4 FS. TEST AND REPORT
THE CALCIUM AND SULFATE CONTENTS IN THE SOIL TO BE IN CONTACT WITH THE NEW
CONCRETE F 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 PILES SHALL BE DRIVEN INTO GROUND FIRST, BEFORE ANY COMPACTION WORK
AND EXCAVATION FOR THE SHALLOW SPREAD FOOTING COORDINATE WORK AND SEQUENCE
WITH THE GEOTECHNICAL ENGINEER.
1. SCOPE;
1.1 FURNISH ALL LABOR, MATERIALS, EQUIPMENT, INCIDENTALS, TRANSPORTATION,
ERECTION/INSTALLATION AND SUPERVISION NECESSARY M COMPLETE ALL PILING AND
RELATED WORK CALLED FOR ON THE PLANS OR HEREIN OR REASONABLY INFERABLE FROM
EITHER OR 807H, INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
(A) AUG ERED-CAST GROUTED PILES.
(B) ACCURATE LAYOUT AND INSTALLATION OF ALL PILES.
(C) RECORDS.
1.2 FOUNDATION CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE NATURE OF THE
PROJECT, DWTING 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 EXISTING CRACKS, DAMAGES OR POTENTIALLY HAZARDOUS
CONDITIONS SHALL BE NOTED, DOCUMENTED AND REPORTED PRIOR M PILE INSTALLATION.
2. TYPE OF PILES
THE PILES SHALL BE AUGER -CAST TYPE PLES, AS LISTED BELOW. ALL PILES SHALL BE
DRIVEN TO A PROPOSED DEPTH OF 45 FT. AS INDICATED N THE SOIL REPORT AND AS
RECCOMENDED BY THE GEOTECHNICAL ENGINEER. TO DEVELOP THE SPECIFIED PILE CAPACITY
NOMINAL
DIAMETER
INCHES
GROUT
STRENGTH
AT 28 DAYS
VERTICAL Ra G:
8U8 1
TO ACCOMMODATE CAMBERS WHEN IT BECOMES NECESSARY.
COMPRESSION WSRON
FULL LENGTH OF PI
AT 28 DAYS
MAX
BF8-1B Z
18
4,000 PSI
ELEMENT:
STRENGTH:
SUMP.
15
11 PRECAST CONCRETE SLAB UNITS SHALL HAVE MINIMAL CAMBER DIFFERENCES BETWEEN
ALL CONC. BEAMS & SLABS
4,000 PSI
4
5' -IB' TO 6' -10- B
BUS 1
ADJACENT UNITS AND BETWEEN A P.C. UNIT AND A CAST -IN -PUCE BEAM.
FOOTNM
4,000 PSI
5
BFB-18 1
O ON FIRE RATINQ COMPLY WITH FIRE RATING REQUIREMENTS AS INDICATED HEREIN DR
THE ARCHTECIURAL PLANS. IF FIRE RATING INFORMATION HAS NOT BEEN INCLUDED
CONCRETE COLUMNS SEE COLUMN SCHEDULE
REQUIREMENTS FOR SPECIAL EXPOSURE CONDITIONS (ACI-318. SECTION 4.2 TABLE 4.211:
A TESTING LABORATORY SHALL BE ENGAGED TO TAKE SOIL CAl 4 FS. TEST AND REPORT
THE CALCIUM AND SULFATE CONTENTS IN THE SOIL TO BE IN CONTACT WITH THE NEW
CONCRETE F 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 PILES SHALL BE DRIVEN INTO GROUND FIRST, BEFORE ANY COMPACTION WORK
AND EXCAVATION FOR THE SHALLOW SPREAD FOOTING COORDINATE WORK AND SEQUENCE
WITH THE GEOTECHNICAL ENGINEER.
1. SCOPE;
1.1 FURNISH ALL LABOR, MATERIALS, EQUIPMENT, INCIDENTALS, TRANSPORTATION,
ERECTION/INSTALLATION AND SUPERVISION NECESSARY M COMPLETE ALL PILING AND
RELATED WORK CALLED FOR ON THE PLANS OR HEREIN OR REASONABLY INFERABLE FROM
EITHER OR 807H, INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
(A) AUG ERED-CAST GROUTED PILES.
(B) ACCURATE LAYOUT AND INSTALLATION OF ALL PILES.
(C) RECORDS.
1.2 FOUNDATION CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE NATURE OF THE
PROJECT, DWTING 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 EXISTING CRACKS, DAMAGES OR POTENTIALLY HAZARDOUS
CONDITIONS SHALL BE NOTED, DOCUMENTED AND REPORTED PRIOR M PILE INSTALLATION.
2. TYPE OF PILES
THE PILES SHALL BE AUGER -CAST TYPE PLES, AS LISTED BELOW. ALL PILES SHALL BE
DRIVEN TO A PROPOSED DEPTH OF 45 FT. AS INDICATED N THE SOIL REPORT AND AS
RECCOMENDED BY THE GEOTECHNICAL ENGINEER. TO DEVELOP THE SPECIFIED PILE CAPACITY
3. VERTICAL REINFORCING AND TES
FOR VERTICAL REINFORCING - SEE TABLE ABOVE TIES SHALL BE ROUND 03 TES, SPACED
AT 12' O.C. THRUOUT THE ENTIRE LENGTH OF THE REINFORCING CAGE COMPRESSION
REINFORCING CAGE TO EXTEND A MINIMUM OF 25 FT. INTP PILES AND PROJECT 20- INTO
THE PILE- CAP. TENSION REBAR M BE CENTERED WITH PILE. FULL LENGTH OF PILE AND
HOOKED INTO GRADE- BEAM/PILE -CAP, AS DETAILED.
4. DRERENCE:
SUBMIT EVIDENCE THAT THE AUG;E RED GROUT PILE CONTRACTOR HAS BEEN ENGAGED IN THE
SUCCESSFUL INSTALLATION OF A1GERED GROUT INJECTED PILES FOR AT LEAST 5 YEARS
AND THAT HIS CRANE OPERATORS OR KEYMAN WHO GIVE DIRECTIONS M 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
S. LOCATION N OF PIL FS•
PILES SHALL BE LOCATED AS SHOWN ON PLANS OR AS DIRECTED BY ENGINEER PILE
CENTERS SHALL BE MARKED ON 97E M AN ACCURACY OF (+ / -) ONE INCH.
7. ICLEBA = PILES SHALL BE INSTALLED WITHIN 3 INCHES OF PLAN POSITION.
& INSPECTIONS:- THE OWNER WILL RETAIN THE SERVICES OF A STATE REGSTERED
ENGINEER QUALIFIED AS A SOIL AND FOUNDATION ENGINEER. M CONDUCT FULL TIME
OBSERVATIONS ('SPECIAL NSPEC110NS-) DURI NG TIE INSTALLATION (F THE PILES THE
INSPECTOR ENGINEER WILL BE EMPLOYED M REPRESENT THE NTERIM OF THE OWNER
AND AD 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 M THE PILES COMPLIANCE WITH SIZE, LENGTH. FORCING AND
REQUIRED LOAD CAPACITY.
CONTACT ARCHITECT/ENGINEER FOR INFORMATION. BEFORE PROCEEDING WITH ENGINEERING
AND SHOP DRAWING PREPARATION.
14. 'SPECIAL INISPEMW SERVICES ARE REQUIRED FOR THIS TYPE OF STRUCTURE N
MIAMI-DADS AND BROWARD COUNTIES, IN ADDITION TO THE INSPECTIONS PROVIDED BY THE
LOCAL BUILDING DEPARTMENT. SEE 'SPECIAL INSPECTION REQUREMENTS' SECTION IN THESE
GENERAL NOTES. CONTACT A/E FOR ANY REQUIRED INFORMATION AND /OR QUESTIONS
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 -N -PLACE COMPOSITE SLAB SHALL BE A MINIMUM OF 4-3/4' THICK.
REINFORCED WITH j4'S AT 12 INCIES ON CENTER EACH WAY (CENTERED WITH THE SLAB).
SEE PLANS FOR ADDITIONAL REBARS OVER BEAMS AND AT CORNERS
1 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
& 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 PS AND THE
CAST -N -PLACE SLAB F'c - 5,000 P.SL
5. MINIMUM BEARING OF THE JOIST ONTO THE SUPPORTING BEAMS IS 4'.
6. THE PROJECT REQUIRE 16' OR 24- MADE COMPOSITE PC BEAM SOFFITS WITH
CASTNN -PUCE CONCRETE ON TOP - SEE BEAM SCHEDULE FOR CALCULATED ULTIMATE
MOMENTS AND SHEAR (TO BE USED BY THE COMPOSITE PC BEAM DESIGNER).
7. PC COMPOSITE BEAM DESIGNER SHALL DESIGN THE PC SOFFIT FOR THE PROVIDED
MOMENTS AND DESIGN THE STIRRUPS (CR TES) FOR A COMBINED SEAR AND TORSION (AS
APPLICABLE).
& SEE STRUCTURAL PUNS OR SCHEDULE FOR 'SHEAR - FRICTION' REINFORCING UNLESS
OTHERWISE SPECIFIED, MINIMUM SHEAR - FRICTION REINFORCING SHALL BE NO LESS THAN
(5)-#6'S (10' LONG STRAIGHT BARS OR 6' LONG WMW AT END COLUMNS).
9. REQUIRED SYSTEM FIRE RATING IS ONE (1) OR TWO (2) HOURS MINIMUM (UNLESS
OTHERWISE NOTED) - SEE ARCHITECTURAL DOCUMENTS FOR ALL FIRE RATING
REQUIREMENM
NON- REINFORCED LOAD BEARING MASONRY WALLS:
1. HOLLOW LOAD - BEARING MASONRY UNITS SHALL CONFORM TO ASTM C -90. TYPE 4
REGULAR WEIGHT, WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH ON NET AREA OF
F'm -1,900 PSL CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST ACI-530
SPECIFICATIONS
1 MORTAR SHALL CONFORM TO ASTM C -270, TYPE 'M' OR -5-.
3. 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 N -PUCE
MASONRY.
5. HORIZONTAL R13NFOMN
PROVIDE GALVANIZED P9 GAGE WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCING
EVERY 2ND BLOCK COURSE (1' -4' O.C. VERTICALLY) LAPPED 7 -1/2- AND EXTENDED 4'
INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING AT i AND -L-
INTERSECTION. PROVIDE 'DOVE -TAIL' ANCHORS AT 16. O.C. VERTICALLY FOR ALL MASONRY
PLACED ADJACENT TO ALREADY IN PUCE COLUMNS.
6. CONCRETE TIE COLUMNS ARE REQUIRED AT 16 FT. ON CENTERS MAXIMUM (SMALLER
SPACING MAY BE REQUIRED M LIMIT THE MASONRY PANEL AREA TO 240 SQ.FT.) OR AS
REQUIRED BY DESIGN), AT EVERY CORNER OR CHANGE OF WALL DIRECTION, ON EACH SIDE
OF OPENINGS LARGER THAN 8 FT., ADJACENT M ANY CORNER OPENING URGER THAN 4
FT., AT GABLE AND SHED END CORNERS AND AT FREE STANDING OF WALLS EXCEEDING 2
FL. 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. N THE EVENT OF DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE COLUMNS
INDICATED ON THE PAWS, THE MORE STRINGENT REQUIREMENT OR CONDITION SHALL BE
USED.
& ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. N WIDTH SHALL HAVE ONE j5
VERTICAL REBAR ON EACH SIDE, PLACED N 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 RENFORCING' FOR MINIMUM TIE BEAMS, WHERE OTHER
BEAMS ARE NOT OTHERWISE INDICATED ON PUNS.
10. IN COMPLIANCE WITH 'OSHA' REQUIREMENTS (29 CFR 1925.706(b)) WALLS HIGHER
THAN 8 FT. SHALL BE LATERALLY BRACED DURING CONSTRUCTION. BRACING SHALL REMAIN
N 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 REGSTERED
STRUCTURAL ENGINEER
LINTELS OVER MASONRY WALL OPENINGS
1. 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
WIDTH WHERE BEAMS/IINTELS HAVE NOT BEEN OTHERWISE SPECIFIED ON PLANS/1*7AIS OR
SCHEDULED.
2. THE LINTEL GUIDE SPECIFIED HERE IS FOR LINTELS SUBJECTED TO DOWNWARD
(GRAVITY) ROOF AND FLOOR LOADS, EVENLY DISTRIBUTED OVER THE ENTIRE SPAN OF THE
LINTEL SPECIAL LOADING CONDITIONS, SUCH AS WIND NET UPLIFT OR CONCENTRATED
LOADS, AND LINTEL SPANS EXCEEDING THE INDICATED ABOVE, ARE NOT COVERED BY THESE
NOTES (SEE PLANS AND SCHEDULES FOR SPECIFIC BEAMS AT THESE LOCATIONS).
3 CONTRACTOR SHALL NOTIF Y THE A/E OF HS WOKE OF CAST N PLACE LINTELS,
PRECAST LINTELS OR A COMBINATION THEREOF, TO BE USED BY HM N THIS PROJECT.
4. LNTELS BEARING ONTO CAST -IN -PLACE CONCRETE COLUMNS (ON ONE OR BOTH
ENDS, SHALL BE CAST-IN-PLACE TYPE (NOT PRECAST).
5. ALL LINTELS SHALL BE BEARING AT LEAST 8' ONTO THE SUPPORTS ON EACH SIDE OF
THE OPENING.
S. LINTEL OPTION MIT: LINTEL CAST TOGETHER WITH THE BEAM OR TIE BEAM.
LINTEL MAY BE CAST INTEGRAL WITH THE STRUCTURAL. OR TIE BEAM WHEN HEAD OF THE
OPENING IS 24 INCHES OR LESS BELOW. CONTINUE BEAM'S TYPICAL TOP AND BOTTOM
REBARS THROUGH AND ADD 2 -05 BOTTOM BARS AT DROPS AND 3-P3 STIRRUPS AT 6-
O.C. EACH END OVER OPENING:.
SHOULD THE CONTRACTOR WISH M CAST DEEPER BEAM DROPS (USED FOR LINTELS) HE
SHOULD CONSULT CHITIN THE A/E REGARDING ADDITIONAL (OR DIFFERENT) VERTICAL AND
HORIZONTAL REINFORCEMENT.
7. LINTEL OPTION AM CAST -N -PLACE LINTELS (SEPARATED FROM TIE BE ABOVE).
CAST -IN -PUCE LINTELS SHALL BE A MINIMUM GF 8'x12' CONCRETE REINFORCED WITH
2 -#5 TOP AND BOTTOM, AND 3-J3 STIRRUPS AT 4. O.C. EACH END, BALANCE AT 12. O.C..
SEE 'CONCRETE' SECTION FOR ARCHED BOTTOM CAST -IN -PUCE CONCRETE LINTEL
NOTES.
& LINTEL OPTION JU PRECAST U - LINTELS
LINTEL INFORMATION PROVIDED HERE IS BASED ON THE LINTELS PRODUCED BY 'CASTCRETE'
AND ON THEIR ALLOWABLE LOADING TABLE CONTRACTOR M SUBMIT LINTEL
SPECIFICATIONS AND LOADING DATA F HE IS USING LINTELS MANUFACTURED BY OTHER
THAN •CASTCREFE'.
ALL LINTEL BOTTOMS SHALL BE r PRECAST 'U' SHAPED. FILLED SCUD WITH CONCRETE
LINTELS THAT REQUIRE REINFORCING WITH A HORIZONTAL Fi REBAR ARE SPECIALLY
MARKED.
9. L NTH! j=B n c• BASED ON - CAST - CRETE' DATA - NOA j03- OSM05)
CLEAR T
NOMINAL
DIAMETER
INCHES
GROUT
STRENGTH
AT 28 DAYS
VERTICAL Ra G:
8U8 1
APACITY:
COMPRESSION WSRON
FULL LENGTH OF PI
COMP.
TONS
TENSION
TONS
BF8-1B Z
18
4,000 PSI
(6) - P7
I (1) - 09
45
15
1,105
3. VERTICAL REINFORCING AND TES
FOR VERTICAL REINFORCING - SEE TABLE ABOVE TIES SHALL BE ROUND 03 TES, SPACED
AT 12' O.C. THRUOUT THE ENTIRE LENGTH OF THE REINFORCING CAGE COMPRESSION
REINFORCING CAGE TO EXTEND A MINIMUM OF 25 FT. INTP PILES AND PROJECT 20- INTO
THE PILE- CAP. TENSION REBAR M BE CENTERED WITH PILE. FULL LENGTH OF PILE AND
HOOKED INTO GRADE- BEAM/PILE -CAP, AS DETAILED.
4. DRERENCE:
SUBMIT EVIDENCE THAT THE AUG;E RED GROUT PILE CONTRACTOR HAS BEEN ENGAGED IN THE
SUCCESSFUL INSTALLATION OF A1GERED GROUT INJECTED PILES FOR AT LEAST 5 YEARS
AND THAT HIS CRANE OPERATORS OR KEYMAN WHO GIVE DIRECTIONS M 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
S. LOCATION N OF PIL FS•
PILES SHALL BE LOCATED AS SHOWN ON PLANS OR AS DIRECTED BY ENGINEER PILE
CENTERS SHALL BE MARKED ON 97E M AN ACCURACY OF (+ / -) ONE INCH.
7. ICLEBA = PILES SHALL BE INSTALLED WITHIN 3 INCHES OF PLAN POSITION.
& INSPECTIONS:- THE OWNER WILL RETAIN THE SERVICES OF A STATE REGSTERED
ENGINEER QUALIFIED AS A SOIL AND FOUNDATION ENGINEER. M CONDUCT FULL TIME
OBSERVATIONS ('SPECIAL NSPEC110NS-) DURI NG TIE INSTALLATION (F THE PILES THE
INSPECTOR ENGINEER WILL BE EMPLOYED M REPRESENT THE NTERIM OF THE OWNER
AND AD 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 M THE PILES COMPLIANCE WITH SIZE, LENGTH. FORCING AND
REQUIRED LOAD CAPACITY.
CONTACT ARCHITECT/ENGINEER FOR INFORMATION. BEFORE PROCEEDING WITH ENGINEERING
AND SHOP DRAWING PREPARATION.
14. 'SPECIAL INISPEMW SERVICES ARE REQUIRED FOR THIS TYPE OF STRUCTURE N
MIAMI-DADS AND BROWARD COUNTIES, IN ADDITION TO THE INSPECTIONS PROVIDED BY THE
LOCAL BUILDING DEPARTMENT. SEE 'SPECIAL INSPECTION REQUREMENTS' SECTION IN THESE
GENERAL NOTES. CONTACT A/E FOR ANY REQUIRED INFORMATION AND /OR QUESTIONS
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 -N -PLACE COMPOSITE SLAB SHALL BE A MINIMUM OF 4-3/4' THICK.
REINFORCED WITH j4'S AT 12 INCIES ON CENTER EACH WAY (CENTERED WITH THE SLAB).
SEE PLANS FOR ADDITIONAL REBARS OVER BEAMS AND AT CORNERS
1 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
& 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 PS AND THE
CAST -N -PLACE SLAB F'c - 5,000 P.SL
5. MINIMUM BEARING OF THE JOIST ONTO THE SUPPORTING BEAMS IS 4'.
6. THE PROJECT REQUIRE 16' OR 24- MADE COMPOSITE PC BEAM SOFFITS WITH
CASTNN -PUCE CONCRETE ON TOP - SEE BEAM SCHEDULE FOR CALCULATED ULTIMATE
MOMENTS AND SHEAR (TO BE USED BY THE COMPOSITE PC BEAM DESIGNER).
7. PC COMPOSITE BEAM DESIGNER SHALL DESIGN THE PC SOFFIT FOR THE PROVIDED
MOMENTS AND DESIGN THE STIRRUPS (CR TES) FOR A COMBINED SEAR AND TORSION (AS
APPLICABLE).
& SEE STRUCTURAL PUNS OR SCHEDULE FOR 'SHEAR - FRICTION' REINFORCING UNLESS
OTHERWISE SPECIFIED, MINIMUM SHEAR - FRICTION REINFORCING SHALL BE NO LESS THAN
(5)-#6'S (10' LONG STRAIGHT BARS OR 6' LONG WMW AT END COLUMNS).
9. REQUIRED SYSTEM FIRE RATING IS ONE (1) OR TWO (2) HOURS MINIMUM (UNLESS
OTHERWISE NOTED) - SEE ARCHITECTURAL DOCUMENTS FOR ALL FIRE RATING
REQUIREMENM
NON- REINFORCED LOAD BEARING MASONRY WALLS:
1. HOLLOW LOAD - BEARING MASONRY UNITS SHALL CONFORM TO ASTM C -90. TYPE 4
REGULAR WEIGHT, WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH ON NET AREA OF
F'm -1,900 PSL CONSTRUCTION SHALL BE IN ACCORDANCE WITH LATEST ACI-530
SPECIFICATIONS
1 MORTAR SHALL CONFORM TO ASTM C -270, TYPE 'M' OR -5-.
3. 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 N -PUCE
MASONRY.
5. HORIZONTAL R13NFOMN
PROVIDE GALVANIZED P9 GAGE WIRE, TRUSS TYPE, HORIZONTAL JOINT REINFORCING
EVERY 2ND BLOCK COURSE (1' -4' O.C. VERTICALLY) LAPPED 7 -1/2- AND EXTENDED 4'
INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL REINFORCING AT i AND -L-
INTERSECTION. PROVIDE 'DOVE -TAIL' ANCHORS AT 16. O.C. VERTICALLY FOR ALL MASONRY
PLACED ADJACENT TO ALREADY IN PUCE COLUMNS.
6. CONCRETE TIE COLUMNS ARE REQUIRED AT 16 FT. ON CENTERS MAXIMUM (SMALLER
SPACING MAY BE REQUIRED M LIMIT THE MASONRY PANEL AREA TO 240 SQ.FT.) OR AS
REQUIRED BY DESIGN), AT EVERY CORNER OR CHANGE OF WALL DIRECTION, ON EACH SIDE
OF OPENINGS LARGER THAN 8 FT., ADJACENT M ANY CORNER OPENING URGER THAN 4
FT., AT GABLE AND SHED END CORNERS AND AT FREE STANDING OF WALLS EXCEEDING 2
FL. 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. N THE EVENT OF DISCREPANCY BETWEEN THESE REQUIREMENTS AND THE COLUMNS
INDICATED ON THE PAWS, THE MORE STRINGENT REQUIREMENT OR CONDITION SHALL BE
USED.
& ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. N WIDTH SHALL HAVE ONE j5
VERTICAL REBAR ON EACH SIDE, PLACED N 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 RENFORCING' FOR MINIMUM TIE BEAMS, WHERE OTHER
BEAMS ARE NOT OTHERWISE INDICATED ON PUNS.
10. IN COMPLIANCE WITH 'OSHA' REQUIREMENTS (29 CFR 1925.706(b)) WALLS HIGHER
THAN 8 FT. SHALL BE LATERALLY BRACED DURING CONSTRUCTION. BRACING SHALL REMAIN
N 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 REGSTERED
STRUCTURAL ENGINEER
LINTELS OVER MASONRY WALL OPENINGS
1. 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
WIDTH WHERE BEAMS/IINTELS HAVE NOT BEEN OTHERWISE SPECIFIED ON PLANS/1*7AIS OR
SCHEDULED.
2. THE LINTEL GUIDE SPECIFIED HERE IS FOR LINTELS SUBJECTED TO DOWNWARD
(GRAVITY) ROOF AND FLOOR LOADS, EVENLY DISTRIBUTED OVER THE ENTIRE SPAN OF THE
LINTEL SPECIAL LOADING CONDITIONS, SUCH AS WIND NET UPLIFT OR CONCENTRATED
LOADS, AND LINTEL SPANS EXCEEDING THE INDICATED ABOVE, ARE NOT COVERED BY THESE
NOTES (SEE PLANS AND SCHEDULES FOR SPECIFIC BEAMS AT THESE LOCATIONS).
3 CONTRACTOR SHALL NOTIF Y THE A/E OF HS WOKE OF CAST N PLACE LINTELS,
PRECAST LINTELS OR A COMBINATION THEREOF, TO BE USED BY HM N THIS PROJECT.
4. LNTELS BEARING ONTO CAST -IN -PLACE CONCRETE COLUMNS (ON ONE OR BOTH
ENDS, SHALL BE CAST-IN-PLACE TYPE (NOT PRECAST).
5. ALL LINTELS SHALL BE BEARING AT LEAST 8' ONTO THE SUPPORTS ON EACH SIDE OF
THE OPENING.
S. LINTEL OPTION MIT: LINTEL CAST TOGETHER WITH THE BEAM OR TIE BEAM.
LINTEL MAY BE CAST INTEGRAL WITH THE STRUCTURAL. OR TIE BEAM WHEN HEAD OF THE
OPENING IS 24 INCHES OR LESS BELOW. CONTINUE BEAM'S TYPICAL TOP AND BOTTOM
REBARS THROUGH AND ADD 2 -05 BOTTOM BARS AT DROPS AND 3-P3 STIRRUPS AT 6-
O.C. EACH END OVER OPENING:.
SHOULD THE CONTRACTOR WISH M CAST DEEPER BEAM DROPS (USED FOR LINTELS) HE
SHOULD CONSULT CHITIN THE A/E REGARDING ADDITIONAL (OR DIFFERENT) VERTICAL AND
HORIZONTAL REINFORCEMENT.
7. LINTEL OPTION AM CAST -N -PLACE LINTELS (SEPARATED FROM TIE BE ABOVE).
CAST -IN -PUCE LINTELS SHALL BE A MINIMUM GF 8'x12' CONCRETE REINFORCED WITH
2 -#5 TOP AND BOTTOM, AND 3-J3 STIRRUPS AT 4. O.C. EACH END, BALANCE AT 12. O.C..
SEE 'CONCRETE' SECTION FOR ARCHED BOTTOM CAST -IN -PUCE CONCRETE LINTEL
NOTES.
& LINTEL OPTION JU PRECAST U - LINTELS
LINTEL INFORMATION PROVIDED HERE IS BASED ON THE LINTELS PRODUCED BY 'CASTCRETE'
AND ON THEIR ALLOWABLE LOADING TABLE CONTRACTOR M SUBMIT LINTEL
SPECIFICATIONS AND LOADING DATA F HE IS USING LINTELS MANUFACTURED BY OTHER
THAN •CASTCREFE'.
ALL LINTEL BOTTOMS SHALL BE r PRECAST 'U' SHAPED. FILLED SCUD WITH CONCRETE
LINTELS THAT REQUIRE REINFORCING WITH A HORIZONTAL Fi REBAR ARE SPECIALLY
MARKED.
9. L NTH! j=B n c• BASED ON - CAST - CRETE' DATA - NOA j03- OSM05)
CLEAR T
To G
GRAVITY LOAD
UP TO 3 -1 8
8U8 1
1,599
6F8-OB 1
1,969
BF8-1B Z
Z189
4' -0' M 5' -6' 1
1,062
BFS-08 1
1,105
8F8-1B I
I 1,451
5' -IB' TO 6' -10- B
BUS 1
743
8F8-OB 1
1 7
BFB-18 1
1 011
STRUC7URAL_STEM (SHOP DRAWINGS REQUIRED)
1. ALL STRUCTURAL STEEL TO BE DOMESTIC A.&T.M. A -36 (Fy-36 K.SL) AND DESIGNED
IN ACCORDANCE WITH A.LSC. - SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION
OF STRUCTURAL STEEL FOR BULDNW AND THE A.LS.C. CODE OF STANDARD PRACTICE.
1 STEEL TUBES M BE DOMESTIC STEEL CONFORMING M A.S.T.M. A -500 GRADE B
(Fy-46 K &L).
3. SEE ARCHITECTURAL DOCUMENTS FOR FIRE 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 PANTED WITH AN APPROVED PRIME COAT. STEEL
EXPOSED TO THE ELEMENTS OR ANY STEEL N STRUCTURES CLOSE M THE OCEAN, SHALL
BE EPDXY PANTED. SEE ARCHITECTURAL DRAWNM FOR FINISH PANT INFORMATION. ALL
DAMAGES TO THE PANT ON STE OR WRING DELIVERY (INCLUDING DRILLING AND WILDING
OPERATIONS) SHALL BE FIELD TOUCHED -UP WITH THE SAME SPECIFIED RUSTPROOFING
PANT.
& ALL WELDING TO BE N ACCORDANCE WITH A.W.S. 'STRUCTURAL WIELDING CODE -
STEw. ALL WELDERS TO BE A.W.S CERTIFIED (CER11nCATION TO BE AVAILABLE ON -SITE
DURING WELDING INSPECTION). ALL WELDS TO BE FILLET OR PENETRATION WELDS
(THICKNESS M BE IN ACCORDANCE WITH BASE METAL THICKNESS). USE MINIMUM E70XX
ELECTRODES. CLEAN AND RUSTPROOF ALL FELD WELDS WITH HEAVY DUTY RUSTPROOFNG
PANT.
7. ALL CONNECTIONS TO BE SHOP WELDED AND /CR FIELD WELDED. UNLESS OTHERWISE
SPECIFICALLY INDICATED ON PLANS AND DETAILS, ALL WELDS 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, SPLICE TYPES AND LOCATIONS
SHALL BE INDICATED ON THE SHOP DRAWINGS M BE REVIEWED BY THE ARCHITECT/
ENGINEER.
10. STEEL BEARING ON STEEL M BE WELDED THERETO.
11. STEEL SHOP DRAWINGS SHALL DETAL ALL STEEL ELEMENTS AND CONNECTIONS. AS
SPECIFIED ON THE RECORD- DRAWINGS SHOULD THE SIM SUPPLER DECIDE M ALTER
ANY MEMBER SZED AND /OR CONNECTIONS. SUCH ALTERATION SHALL REQUIRE THE DESIGN
AND SEAL OF THE STEEL SUPPLER -S DELEGATED ENGINEER (WHO SHALL PROVIDE SIGNED
AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR THE MODIFIED ITEMS ONLY).
11 *SPECIAL dMKC71ON SERVICES ARE REQUIRED FOR THIS TYPE OF STRUCTURE IN
MIAMI -DADS AND BROWARD COUNTIES, N ADDITION M THE INSPECTIONS PROVIDED BY THE
LOCAL BUILDING DEPARTMENT. SEE 'SPECIAL INSPECTION REQUIREMENTS' SECTION IN
THESE GENERA. NOTES. CONTACT A/E FOR ANY REQUIRED INFORMATION AND/01?
QUESTIONS.
STRUCTURAL DESIGN CRITERIA:
1. THE DESIGN COMPILES WITH THE REQUIREMENTS OF THE FOLLOWING CODES}
MIAMI -DADS AND BROWARD COUNTIES ONLY .V.H.7.1:
2010 FLORIDA BUILDING CODE - BUILDING
FLORIDA BUILDING CODE - CURRENT SUPPLEMENTS AND AMENDMENTS ARE INCLUDED WITH
ALL THE ABOVE.
ALL CODES, SPECIFICATIONS AND OTHER APPUCABLE REFERENCES, SHALL BE OF THE
EDITION INDICATED IN THE ABOVE REFERENCED CODE
1 DESIGN GRAVITY LOADS
SUPERIMPOSED LOADS
U S E LIVE DEAD
ROOF 30 25
OFFICE FLOOR 50 20
PARKING 50 --
STARS, EGRESS, MECHANICAL EQUIP. 100
STRUCTURAL DESIGN CRITERIA - WIND
1. MIND DESIGN CRITERIA:
WIND DESIGN CODE ASCE -7(10) BUILDING CATEGORY: 2
WIND VELOCITY: 175 MPH (LRFD) WOMM BUILDING:
EXPOSURE CATEGORY: -C' (GCPI - ±008)
IMPORTANCE FACTOR: 1.00 Kd - 0.85
MEAN ROOF HEIGHT: 50 FT. MAX (FLAT ROOF) CORNER DISTANCE 'a' - 5.00 FT.
2. WIND FORCE SUMMARY (A.SD - 0.60 x LRFD)
2A. MAIM WIND FORCE RESISTING SYSTEM
ROOF (TABLE 27.6 -2F.
ZONE 3: -58.5 PSF
ZONE 4. -41.5 PSF
ZONE 5: -34.0 PSF
WALL GTABLE 27.8-11
WINDWARD + LEEWARD: 48.7 PSF
LEEWARD: -17.4 PSF
WINDWARD: -312 PSF
WIND ON PARAPET (02X,§_-a- 78.4 PSF
28. COMPONENTS & CLADDING: (CHAPTER 30 - PART 2)
BUILDING ZONE ZONE ZONE ZONE ZONE
FLAT ROOF 47.3 56.0
ROOFING FU -51.6 86.6
OVERHANG 74.4
WALL +43.1 -47.0-54.6
PARAPET WALL I 1312
GLASS WINDOWS 10 SOFT) 47.2 -51.2 0
It EXT. METAL CLADDING PANELS
(SEE NOTE j4)
3. THE WIND LOADS INDICATED N THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON
THE 'MAN - FRAME' DESIGN FACTORS OF THE 'ASCE -7'. STRUCTURAL ELEMONTS EXPOSED
TO WIND HAVE BEEN DESIGNED BASED ON 'COMPONENTS & CLADDING' FACTORS OF THE
CODE
4. WIND LOAD CALCULATIONS ON DOORS
4.1 N 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 'B-).
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 J. 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
INIREAM BY A FACTOR OF L11 THE CALCULATED PRESSURE/SUCTION VALES SHOWN N
THE TABLE ABOVE SHALL BE MULTIPLIED BY 1.176 (TO ACCOUNT FOR Kd 1.001
CONDITION %'- THE EVENT THAT THE OWNER /CONTRACTOR/NA LIF. CAN SUBMIT DATA
IDENTIFYING THE TRIBUTARY AREA OF THE ELEMENT THAT CONTROLLED THE TESTED
CAPACITY OF THE DOOR/WIDOW. 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)
ZONE (PERIMETER) 3
2 ZONE 2
(FIELD)
3 2 3
I... TYP.
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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
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Atlanta Birmingham
Cincinnati
Columbus Dallas
Fort Lauderdale
Knoxville Jackson
Jacksonville Louisville
Memphis Nashville
Richmond Tampa
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G R E S H A M
S M I T A N D
P A R T N E R S
6030 Hollywood Blvd.
Suite 210
Hollywood, Florida 33024
954.981.9100
FIRM'S FLORIDA
CERT. No.
AAP000034/CA3806
1826000797/LC26000381
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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GENERAL NOTES
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STRUCTURAL DESIGN CRITERIA - WIND
1. MIND DESIGN CRITERIA:
WIND DESIGN CODE ASCE -7(10) BUILDING CATEGORY: 2
WIND VELOCITY: 175 MPH (LRFD) WOMM BUILDING:
EXPOSURE CATEGORY: -C' (GCPI - ±008)
IMPORTANCE FACTOR: 1.00 Kd - 0.85
MEAN ROOF HEIGHT: 50 FT. MAX (FLAT ROOF) CORNER DISTANCE 'a' - 5.00 FT.
2. WIND FORCE SUMMARY (A.SD - 0.60 x LRFD)
2A. MAIM WIND FORCE RESISTING SYSTEM
ROOF (TABLE 27.6 -2F.
ZONE 3: -58.5 PSF
ZONE 4. -41.5 PSF
ZONE 5: -34.0 PSF
WALL GTABLE 27.8-11
WINDWARD + LEEWARD: 48.7 PSF
LEEWARD: -17.4 PSF
WINDWARD: -312 PSF
WIND ON PARAPET (02X,§_-a- 78.4 PSF
28. COMPONENTS & CLADDING: (CHAPTER 30 - PART 2)
BUILDING ZONE ZONE ZONE ZONE ZONE
FLAT ROOF 47.3 56.0
ROOFING FU -51.6 86.6
OVERHANG 74.4
WALL +43.1 -47.0-54.6
PARAPET WALL I 1312
GLASS WINDOWS 10 SOFT) 47.2 -51.2 0
It EXT. METAL CLADDING PANELS
(SEE NOTE j4)
3. THE WIND LOADS INDICATED N THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON
THE 'MAN - FRAME' DESIGN FACTORS OF THE 'ASCE -7'. STRUCTURAL ELEMONTS EXPOSED
TO WIND HAVE BEEN DESIGNED BASED ON 'COMPONENTS & CLADDING' FACTORS OF THE
CODE
4. WIND LOAD CALCULATIONS ON DOORS
4.1 N 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 'B-).
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 J. 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
INIREAM BY A FACTOR OF L11 THE CALCULATED PRESSURE/SUCTION VALES SHOWN N
THE TABLE ABOVE SHALL BE MULTIPLIED BY 1.176 (TO ACCOUNT FOR Kd 1.001
CONDITION %'- THE EVENT THAT THE OWNER /CONTRACTOR/NA LIF. CAN SUBMIT DATA
IDENTIFYING THE TRIBUTARY AREA OF THE ELEMENT THAT CONTROLLED THE TESTED
CAPACITY OF THE DOOR/WIDOW. 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)
ZONE (PERIMETER) 3
2 ZONE 2
(FIELD)
3 2 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
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Cincinnati
Columbus Dallas
Fort Lauderdale
Knoxville Jackson
Jacksonville Louisville
Memphis Nashville
Richmond Tampa
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G R E S H A M
S M I T A N D
P A R T N E R S
6030 Hollywood Blvd.
Suite 210
Hollywood, Florida 33024
954.981.9100
FIRM'S FLORIDA
CERT. No.
AAP000034/CA3806
1826000797/LC26000381
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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No. - Date -- Revision
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ROOF (TABLE 27.6 -2F.
ZONE 3: -58.5 PSF
ZONE 4. -41.5 PSF
ZONE 5: -34.0 PSF
WALL GTABLE 27.8-11
WINDWARD + LEEWARD: 48.7 PSF
LEEWARD: -17.4 PSF
WINDWARD: -312 PSF
WIND ON PARAPET (02X,§_-a- 78.4 PSF
28. COMPONENTS & CLADDING: (CHAPTER 30 - PART 2)
BUILDING ZONE ZONE ZONE ZONE ZONE
FLAT ROOF 47.3 56.0
ROOFING FU -51.6 86.6
OVERHANG 74.4
WALL +43.1 -47.0-54.6
PARAPET WALL I 1312
GLASS WINDOWS 10 SOFT) 47.2 -51.2 0
It EXT. METAL CLADDING PANELS
(SEE NOTE j4)
3. THE WIND LOADS INDICATED N THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON
THE 'MAN - FRAME' DESIGN FACTORS OF THE 'ASCE -7'. STRUCTURAL ELEMONTS EXPOSED
TO WIND HAVE BEEN DESIGNED BASED ON 'COMPONENTS & CLADDING' FACTORS OF THE
CODE
4. WIND LOAD CALCULATIONS ON DOORS
4.1 N 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 'B-).
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 J. 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
INIREAM BY A FACTOR OF L11 THE CALCULATED PRESSURE/SUCTION VALES SHOWN N
THE TABLE ABOVE SHALL BE MULTIPLIED BY 1.176 (TO ACCOUNT FOR Kd 1.001
CONDITION %'- THE EVENT THAT THE OWNER /CONTRACTOR/NA LIF. CAN SUBMIT DATA
IDENTIFYING THE TRIBUTARY AREA OF THE ELEMENT THAT CONTROLLED THE TESTED
CAPACITY OF THE DOOR/WIDOW. 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)
ZONE (PERIMETER) 3
2 ZONE 2
(FIELD)
3 2 3
I... TYP.
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GDK JOB#:K dA=
G.D. Klieger, Inc.
Consulting Structural Engineers
0 1909 Harrison St., Suite 204
EO Hollywood, Florida 33020 -5017
Phone: (954) 923 -2111
EH 0004821 EMAIL- gkUegerOatt.net
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For The Built
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Atlanta Birmingham
Cincinnati
Columbus Dallas
Fort Lauderdale
Knoxville Jackson
Jacksonville Louisville
Memphis Nashville
Richmond Tampa
E
G R E S H A M
S M I T A N D
P A R T N E R S
6030 Hollywood Blvd.
Suite 210
Hollywood, Florida 33024
954.981.9100
FIRM'S FLORIDA
CERT. No.
AAP000034/CA3806
1826000797/LC26000381
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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DEC 19 2012
REVISION
No. - Date -- Revision
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(SEE NOTE j4)
3. THE WIND LOADS INDICATED N THE TABLE ABOVE HAVE BEEN CALCULATED BASED ON
THE 'MAN - FRAME' DESIGN FACTORS OF THE 'ASCE -7'. STRUCTURAL ELEMONTS EXPOSED
TO WIND HAVE BEEN DESIGNED BASED ON 'COMPONENTS & CLADDING' FACTORS OF THE
CODE
4. WIND LOAD CALCULATIONS ON DOORS
4.1 N 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 'B-).
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 J. 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
INIREAM BY A FACTOR OF L11 THE CALCULATED PRESSURE/SUCTION VALES SHOWN N
THE TABLE ABOVE SHALL BE MULTIPLIED BY 1.176 (TO ACCOUNT FOR Kd 1.001
CONDITION %'- THE EVENT THAT THE OWNER /CONTRACTOR/NA LIF. CAN SUBMIT DATA
IDENTIFYING THE TRIBUTARY AREA OF THE ELEMENT THAT CONTROLLED THE TESTED
CAPACITY OF THE DOOR/WIDOW. 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)
ZONE (PERIMETER) 3
2 ZONE 2
(FIELD)
3 2 3
I... TYP.
'�h.�J o j
GDK JOB#:K dA=
G.D. Klieger, Inc.
Consulting Structural Engineers
0 1909 Harrison St., Suite 204
EO Hollywood, Florida 33020 -5017
Phone: (954) 923 -2111
EH 0004821 EMAIL- gkUegerOatt.net
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Atlanta Birmingham
Cincinnati
Columbus Dallas
Fort Lauderdale
Knoxville Jackson
Jacksonville Louisville
Memphis Nashville
Richmond Tampa
E
G R E S H A M
S M I T A N D
P A R T N E R S
6030 Hollywood Blvd.
Suite 210
Hollywood, Florida 33024
954.981.9100
FIRM'S FLORIDA
CERT. No.
AAP000034/CA3806
1826000797/LC26000381
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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(FL. PE #36109)
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DEC 19 2012
REVISION
No. - Date -- Revision
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I... TYP.
'�h.�J o j
GDK JOB#:K dA=
G.D. Klieger, Inc.
Consulting Structural Engineers
0 1909 Harrison St., Suite 204
EO Hollywood, Florida 33020 -5017
Phone: (954) 923 -2111
EH 0004821 EMAIL- gkUegerOatt.net
_XMW s7iLea - -
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For The Built
Environment
■
Atlanta Birmingham
Cincinnati
Columbus Dallas
Fort Lauderdale
Knoxville Jackson
Jacksonville Louisville
Memphis Nashville
Richmond Tampa
E
G R E S H A M
S M I T A N D
P A R T N E R S
6030 Hollywood Blvd.
Suite 210
Hollywood, Florida 33024
954.981.9100
FIRM'S FLORIDA
CERT. No.
AAP000034/CA3806
1826000797/LC26000381
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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GERSHON KLIEGER, PE
(FL. PE #36109)
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DEC 19 2012
REVISION
No. - Date -- Revision
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