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<br />1000 GENERAL NOTES:
<br />1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH PROJECT SPECIFICATIONS
<br />AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS.
<br />CONSULT THESE DRAWINGS FOR OPENINGS, DEPRESSIONS, EQUIPMENT WEIGHTS AND
<br />LOCATIONS, EMBEDDED ITEMS AND OTHER DETAILS NOT SHOWN ON STRUCTURAL
<br />DRAWINGS.
<br />2. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES SHALL
<br />BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD BEFORE PROCEEDING
<br />WITH THE AFFECTED PART OF THE WORK.
<br />3. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR OTHERWISE
<br />ALTERED UNLESS APPROVED IN WRITING BY THE ENGINEER OF RECORD. THE
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BY THE
<br />ENGINEER OF RECORD FOR REVIEW OF ANY SUCH DEVIATIONS.
<br />4. DO NOT SCALE DRAWINGS.
<br />5. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING
<br />IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION
<br />PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND ITS
<br />COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING,
<br />SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS.
<br />6. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS
<br />OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY
<br />DETAILED. THE APPLICABILITY OF THE DETAIL TO ITS LOCATION ON THE DRAWINGS CAN BE
<br />DETERMINED BY THE TITLE OF DETAIL. SUCH DETAILS SHALL APPLY WHETHER OR NOT
<br />THEY ARE REFERENCED AT EACH LOCATION. QUESTIONS REGARDING APPLICABILITY OF
<br />TYPICAL DETAILS SHALL BE DETERMINED BY THE ENGINEER OF RECORD.
<br />7. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL, MECHANICAL,
<br />ELECTRICAL, PLUMBING, CIVIL AND STRUCTURAL DRAWINGS AND REPORT ANY
<br />DISCREPANCIES BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH SET OF DRAWINGS
<br />TO THE ARCHITECT AND ENGINEER OF RECORD PRIOR TO THE FABRICATION AND
<br />INSTALLATION OF ANY STRUCTURAL MEMBERS.
<br />8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
<br />STRUCTURE, AND DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE
<br />CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY
<br />RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES,
<br />SEQUENCE AND SAFETY. THE ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND
<br />SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES,
<br />SEQUENCES, OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN
<br />CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR,
<br />SUBCONTRACTOR OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE
<br />FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE
<br />CONTRACT DOCUMENTS.
<br />9. THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP DRAWINGS AND OTHER
<br />SUBMITTALS AND TO RETURN THEM IN A TIMELY MANNER ARE CONDITIONED UPON THE
<br />PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BY THE
<br />CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S
<br />SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN ACCORDANCE WITH A
<br />WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THE ENGINEER IDENTIFYING THE DATES
<br />FOR THE SUBMITTAL OF THE VARIOUS SHOP DRAWINGS AND SUBMITTALS.
<br />10. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF TLC ENGINEERING
<br />SOLUTIONS IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE
<br />CONTRACTOR IS PROCEEDING IN GENERAL ACCORDANCE WITH THE STRUCTURAL
<br />CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION SHALL NOT BE CONSTRUED AS
<br />EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OR QUANTITY OF THE WORK.
<br />11. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXCEED LIFE SPAN AND TO
<br />ENSURE STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED
<br />PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER. THIS PROGRAM
<br />SHALL INCLUDE ITEMS SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL,
<br />PROTECTIVE COATINGS FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS,
<br />CONTROL JOINTS, SPALLS AND CRACKS IN CONCRETE, AND PRESSURE WASHING OF
<br />EXPOSED STRUCTURAL ELEMENTS EXPOSED TO SALT ENVIRONMENT OR OTHER HARSH
<br />CHEMICALS.
<br />12. STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE DESIGN OF STEEL
<br />STAIRS, HANDRAILS, CURTAIN WALL/WINDOW WALL SYSTEMS, COLD -FORMED STEEL
<br />FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH
<br />SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED AS REQUIRED BY OTHER
<br />PORTIONS OF THE CONTRACT DOCUMENTS.
<br />13. IN THE PROFESSIONAL OPINION OF TLC ENGINEERING SOLUTIONS, INC. THE STRUCTURAL
<br />CONTRACT DOCUMENTS FOR THIS PROJECT HAVE BEEN PREPARED IN ACCORDANCE WITH
<br />THE DESIGN CRITERIA AS SET FORTH IN THE FLORIDA BUILDING CODE (FBC) 6th EDITION
<br />(2017),
<br />14. NO PROVISIONS HAVE BEEN MADE FOR VERTICAL OR HORIZONTAL EXPANSION EXCEPT AS
<br />SHOWN ON CONTRACT DOCUMENTS.
<br />15. FINISH FLOOR ELEVATION (FIRST FLOOR) OF 0'-0" (100'-0") IS USED AS A REFERENCE
<br />ELEVATION. REFERENCE ARCHITECT FOR FLOOR FINISHES AND ENSURE NEW FFE
<br />MATCHES EXISTING FLOOR ELEVATION
<br />16. THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS AND USE OF CAD/REVIT
<br />FILES BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL
<br />SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS IS PROHIBITED UNLESS PRIOR
<br />WRITTEN APPROVAL IS OBTAINED FROM ENGINEER OF RECORD.
<br />17. IN THE EVENT THAT THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS
<br />CONFLICT ON INFORMATION, THE STRUCTURAL CONTRACT DRAWINGS SHALL SUPERSEDE
<br />THE SPECIFICATIONS.
<br />1060 DESIGN LOADS:
<br />1. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE
<br />WITH THE FLORIDA BUILDING CODE, 6th EDITION (2017), AND AS SUPPLEMENTED BY LOCAL
<br />AMENDMENTS.
<br />2. THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:
<br />A. DEAD LOADS:
<br />ROOF 20 PSF
<br />B. LIVE LOADS
<br />ROOF 20 PSF
<br />FLOOR (KITCHEN) 150 PSF
<br />C. WIND LOADS: PER FLORIDA BUILDING CODE, SECTION 1609.
<br />SEE SHEET S002 FOR COMPONENTS AND CLADDING PRESSURES.
<br />ULTIMATE DESIGN WIND SPEED, Vult 145 MPH (3 SEC. GUST)
<br />NOMINAL DESIGN WIND SPEED, Vasd 112 MPH (3 SEC. GUST)
<br />RISK CATEGORY III
<br />EXPOSURE B
<br />1330 SHOP DRAWING REVIEW:
<br />1. SHOP DRAWINGS SHALL ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND
<br />CONNECTIONS SHOWN ON THE CONTRACT DOCUMENTS. SHOP DRAWINGS WILL BE
<br />REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT
<br />DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS,
<br />DIMENSIONS, ETC. REVIEW OF SUBMITTALS AND SHOP DRAWINGS DOES NOT RELIEVE THE
<br />CONTRACTOR OF FULL RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH
<br />THE PREPARATION OF THE SHOP DRAWINGS.
<br />2. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND MARKED "APPROVED"
<br />PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. NON -CONFORMING DRAWING
<br />SUBMITTALS WILL BE RETURNED WITHOUT REVIEW.
<br />3. SHOP DRAWING SUBMITTALS SHALL EITHER BE SUBMITTED ELECTRONICALLY OR SHALL
<br />INCLUDE, AT A MINIMUM, FOUR HARD COPIES. ONE SET OF PRINTS WILL BE RETAINED BY THE
<br />ENGINEER OF RECORD, ONE BY THE ARCHITECT, ONE BY THE LOCAL BUILDING DEPARTMENT
<br />(WHERE REQUIRED) AND THE CONTRACTOR SHALL MAKE PRINTS AS REQUIRED FOR
<br />DISTRIBUTION.
<br />4. THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE
<br />SPECIFIED IN WRITING BY THE ENGINEER OF RECORD.
<br />5. CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS SHALL BE CLEARLY FLAGGED AND NOTED
<br />THE PURPOSE OF THE RE -SUBMITTALS SHALL BE CLEARLY NOTED ON THE LETTER OF
<br />TRANSMITTAL. ARCHITECT/ENGINEER OF RECORD REVIEW WILL BE LIMITED TO THOSE ITEMS
<br />CAUSING THE RE -SUBMITTAL. CONTRACTOR IS RESPONSIBLE FOR COSTS CAUSED BY
<br />MULTIPLE RE -SUBMITTALS (MORE THAN ONE) AT ARCHITECT/ENGINEERS' CURRENT HOURLY
<br />RATES.
<br />1333 SUBMITTALS:
<br />1. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED APPROVED BY THE GENERAL
<br />CONTRACTOR PRIOR TO SUBMITTAL.
<br />2. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP DRAWINGS FOR
<br />THE FOLLOWING ITEMS:
<br />• ITEMS MARKED (D) SHALL HAVE SHOP DRAWINGS SEALED BY A PROFESSIONAL
<br />ENGINEER REGISTERED IN THE STATE OF FLORIDA.
<br />• ITEMS MARKED (#) SHALL BE SUBMITTED FOR ENGINEER'S RECORD ONLY.
<br />A. STRUCTURAL STEEL
<br />B. REINFORCING STEEL
<br />C. CONCRETE MIX DESIGNS
<br />D. CONSTRUCTION JOINT LOCATIONS IN STRUCTURAL FLOORS
<br />E. MORTAR AND GROUT FOR MASONRY.
<br />3. MANUFACTURER'S LITERATURE. SUBMIT TWO COPIES OF MANUFACTURER'S LITERATURE
<br />FOR ALL MATERIALS AND PRODUCTS USED IN CONSTRUCTION ON THE PROJECT.
<br />1334 REQUEST FOR INTERPRETATION:
<br />1. RFI SHALL ORIGINATE WITH CONTRACTOR AND SHALL BE SUBMITTED IN THE FORM
<br />SPECIFIED WITHIN CONTRACT DOCUMENTS. RFI SHALL BE SUBMITTED IN A PROMPT
<br />MANNER AS TO AVOID DELAYS IN CONTRACTORS WORK.
<br />2. RFI SHALL BE SUBMITTED AS SPECIFIED WITHIN THE CONTRACT DOCUMENTS AND SHALL
<br />BE FORWARDED TO THE ENGINEER VIA THE ARCHITECT OR DIRECTLY TO THE ENGINEER BY
<br />THE CONTRACTOR WHEN APPROVED BY THE ARCHITECT.
<br />3. ENGINEER SHALL TAKE UP TO 5 BUSINESS DAYS TO REVIEW AND RETURN RFI'S. HOWEVER,
<br />THE ENGINEER WILL ATTEMPT TO EXPEDITE THE REVIEW OF ALL RFI'S WITHIN A
<br />REASONABLE TIME FRAME.
<br />4. RFI RESPONSES ARE NOT INTENDED TO AUTHORIZE ANY INCREASE IN CONSTRUCTION
<br />COST, SCHEDULE OR TIME EXTENSIONS, OR CONSTRUCTION IN CONFLICT WITH ANY
<br />APPLICABLE CODES OR SPECIFIED DESIGN STANDARDS. IT IS THE RESPONSIBILITY OF THE
<br />CONTRACTOR TO NOTIFY THE DESIGN TEAM IMMEDIATELY OF ANY PERCEIVED SCOPE,
<br />SCHEDULE, OR COST IMPACTS OR ADJUSTMENTS. IF CONTRACTOR REQUESTS ANY
<br />ADDITIONAL COST, INCREASE IN SCHEDULE OR ADJUSTMENT IN SCOPE, THE CONTRACTOR
<br />SHALL NOT PROCEED WITH ADDITIONAL WORK UNTIL APPROVED IN WRITING BY THE
<br />CONSTRUCTION ADMINISTRATOR.
<br />2210 DEMOLITION NOTES:
<br />1. THE CONTRACTOR IS REQUIRED TO PROVIDE ALL TEMPORARY SCAFFOLDING, PLATFORMS,
<br />BARRICADES, RAILINGS, SCREENING, ETC. NECESSARY TO PROTECT EXISTING FACILITIES,
<br />STRUCTURES AND THE PUBLIC DURING DEMOLITION AND ERECTION OF THE NEW
<br />CONSTRUCTION, AS WELL AS FOR JOB SAFETY. JOB SAFETY, CONSTRUCTION AND
<br />DEMOLITION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE
<br />CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONS TO MINIMIZE VIBRATION, NOISE,
<br />DUST AND DEBRIS IN ALL AREAS ADJACENT TO AREAS OF DEMOLITION.
<br />2. THE CONTRACTOR IS REQUIRED TO COORDINATE WITH THE OWNER FOR THE TEMPORARY
<br />SUSPENSION OF USE OF ANY FACILITY OR PORTION THEREOF, AND THE ASSOCIATED
<br />BARRICADING REQUIREMENTS WITHIN A MINIMUM OF 7 DAYS PRIOR TO COMMENCING
<br />WORK.
<br />3. THE CONTRACTOR IS REQUIRED TO PERFORM HIS WORK IN A MANNER, WHICH WILL NOT
<br />CONFLICT WITH ANY OPERATION, WHICH IS TO REMAIN FUNCTIONAL DURING THE COURSE
<br />OF THE PROJECT, UNTIL SUCH OPERATION IS SCHEDULED TO BE SHUT DOWN.
<br />4. THE CONTRACTOR IS REQUIRED TO COORDINATE WITH OWNER FOR THE TEMPORARY
<br />SUSPENSION OF USE OF ANY UTILITY SYSTEM, A MINIMUM OF 3 DAYS PRIOR TO
<br />COMMENCING WORK.
<br />5. AT ALL LOCATIONS WHERE NEW CONSTRUCTION WILL INTERFACE WITH EXISTING
<br />ELEMENTS, CUT THROUGH EXISTING STRUCTURE IN STRAIGHT AND TRUE LINES TO
<br />ENSURE A NEAT INTERFACE.
<br />6. BEFORE DEMOLISHING ANY STRUCTURAL ELEMENT, INSTALL ALL REQUIRED TEMPORARY
<br />AND/OR PERMANENT BRACING AND SUPPORTS.
<br />7. PROVIDE TEMPORARY CLOSURE OF ALL ROOF FASCIA, WALL AND OTHER OPENINGS TO
<br />PROTECT BUILDING FROM EXPOSURE TO UNDESIRABLE ELEMENTS UNTIL NEW
<br />CONSTRUCTION IS WEATHERPROOFED, AT WHICH TIME SUCH TEMPORARY CONSTRUCTION
<br />SHALL BE REMOVED. ALL TEMPORARY EXTERIOR WALLS THAT ARE SUBJECT TO WIND
<br />LOADS ARE TO BE DESIGNED BY A DELEGATED ENGINEER.
<br />8. UPON COMPLETION OF NEW CONSTRUCTION UNDER EACH PHASE, ALL DEMOLISHED
<br />AREAS SHALL BE RESTORED TO ACCEPTABLE USAGE ACCORDING TO THE CONTRACT
<br />DOCUMENTS AS DETERMINED BY THE ARCHITECT/ENGINEER.
<br />9. REMOVE COMPLETELY FROM THE SITE AND LEGALLY DISPOSE ALL DEBRIS GENERATED BY
<br />THE DEMOLITION WORK AS THE WORK PROGRESSES. STOCKPILING OF DEBRIS AND
<br />BURNING OF DEBRIS ON THE PREMISES IS STRICTLY PROHIBITED.
<br />2220 EXISTING STRUCTURE:
<br />1. INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE DRAWINGS WAS TAKEN
<br />FROM THE DRAWINGS THAT WERE PREPARED FOR:
<br />PREPARED BY: SDL & ASSOCIATES
<br />ENTITLED: DINING ROOM ADDITION, EAST PASCO MEDICAL CENTER
<br />DATED: 04-17-2002
<br />AND:
<br />PREPARED BY: HOSPITAL DESIGNERS, INC.
<br />ENTITLED: EAST PASCO MEDICAL CENTER
<br />DATED: UNKNOWN, POSSIBLY 1985
<br />2. WORK SHOWN ON THESE DRAWINGS ASSUMES THAT THE ORIGINAL CONSTRUCTION WAS
<br />PERFORMED IN ACCORDANCE WITH THE ABOVE INDICATED ORIGINAL DRAWINGS
<br />INCLUDING (BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER SIZES, MATERIALS,
<br />DETAILS, ETC. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE
<br />CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY THE ENGINEER
<br />IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS.
<br />3. WORK SHOWN ON THESE DRAWINGS IS INCIDENTAL TO THE STRUCTURAL SYSTEM OF THE
<br />BUILDING AND IS THEREFORE LIMITED TO SPECIFIC ITEMS SHOW HEREIN. THE
<br />RESPONSIBILITY FOR THE OVERALL STRUCTURAL SYSTEM REMAINS WITH THE ORIGINAL
<br />ENGINEER AND DESIGNERS OF RECORD.
<br />2300 FOUNDATIONS - W/O SOIL REPORTS:
<br />1. 1. IN THE ABSENCE OF ANY GEOTECHNICAL RECOMMENDATIONS, THE FOUNDATIONS ARE
<br />DESIGNED FOR A PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE OF 1,500 PSF ON
<br />COMPACTED FILL.
<br />2. PRESUMPTIVE SOIL CONDITIONS ARE IN ACCORDANCE WITH TABLE 1806.2 OF THE 6TH
<br />EDITION (2017) FLORIDA BUILDING CODE.
<br />3. IN THE ABSENCE OF ANY GEOTECHNICAL RECOMMENDATIONS, NO WARRANTIES,
<br />EXPRESSED OR IMPLIED, ARE MADE BY TLC FOR THE PERFORMANCE OF THE FOUNDATION.
<br />4. AT A MINIMUM, SITE PREPARATION WORK SHALL INCLUDE:
<br />A. STRIPPING AND GRUBBING OF THE BUILDING FOOTPRINT PLUS A MARGIN OF 5 FEET
<br />AROUND THE BUILDING, REMOVING ALL ORGANIC MATERIALS WITHIN X FEET OF THE
<br />SURFACE.
<br />B. PROOF ROLLING THE BUILDING SITE TO LOCATE ANY UNFORESEEN SOFT AREAS. ANY
<br />SOFT AREAS SHALL BE EXCAVATED AND REPLACED WITH CLEAN FILL. A DENSITY OF AT
<br />LEAST 95% FOR A DEPTH OF 2 FEET IS REQUIRED UNDER THE BUILDING FOOTPRINT.
<br />C. ALL FILL SHALL BE CLEAN SAND AND FREE OF ORGANIC MATERIALS. COMPACT FILL IN
<br />12 INCH (UNCOMPACTED THICKNESS) LIFTS TO A MINIMUM OF 95% OF THE MODIFIED
<br />PROCTOR MAXIMUM DRY DENSITY VALUE.
<br />D. EXCAVATIONS FOR FOUNDATIONS SHALL BE COMPACTED TO 95% FOR A DEPTH OF AT
<br />LEAST 2 FEET BELOW THE BOTTOM OF THE FOUNDATION AND SLABS.
<br />E. DEWATERING MAY BE REQUIRED TO ACHIEVE THE REQUIRED COMPACTION VALUES,
<br />AND IF USED, SHOULD DRAW DOWN THE WATER LEVEL TO AT LEAST 2 FEET BELOW
<br />THE BOTTOM OF THE EXCAVATION.
<br />5. SLABS ON GRADE SHALL BE PLACED OVER A 15 MIL, CLASS "A" VAPOR RETARDER. VAPOR
<br />RETARDER SHALL BE LAPPED A MINIMUM OF 6", OR AS RECOMMENDED BY THE
<br />MANUFACTURER (WHICHEVER IS GREATER) AND TAPED AT ALL JOINTS. ALL PUNCTURES IN
<br />THE VAPOR RETARDER SHALL BE REPAIRED PER MANUFACTURER'S WRITTEN
<br />INSTRUCTIONS. ALL PENETRATIONS THROUGH THE VAPOR RETARDER (COLUMNS,
<br />PLUMBING, CONDUITS, ETC) SHALL BE SEALED PER MANUFACTURER'S WRITTEN
<br />INSTRUCTIONS. VAPOR RETARDER SHALL BE CONTINUOUS UNDER WALL FOUNDATIONS OR
<br />SEALED TO EXTERIOR WALLS PER MANUFACTURER'S WRITTEN INSTRUCTIONS.
<br />3302 CONCRETE:
<br />1. SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28
<br />DAYS AS LISTED BELOW WITH A PLASTIC AND WORKABLE MIX:
<br />CONCRETE STRUCTURE TYPE COMPRESSIVE SLUMP COARSE MAXIMUM
<br />STRENGTH AGGREGATE W/C RATIO
<br />FOUNDATIONS 3000 PSI 4-6" 1" 0.50
<br />SLABS -ON -GRADE 3000 PSI 4-6" 3/4" 0.50
<br />BEAMS AND COLUMNS 4000 PSI 4-6" 3/8" 0.48
<br />2. CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI STANDARDS AND
<br />SPECIFICATIONS.
<br />3. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDER OR LAB TESTS FOR REVIEW
<br />PRIOR TO USE. MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR OTHER POSITIVE
<br />IDENTIFICATION. MIX SHALL MEET THE REQUIREMENTS OF ASTM C33 FOR COARSE
<br />AGGREGATE.
<br />4. CONCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM STANDARD C94 FOR
<br />MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED
<br />WHEN CONCRETE IS BATCHED.
<br />5. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS
<br />DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2) HOURS.
<br />IF FOR ANY REASON THERE IS A LONGER DELAY THAN THAT STATED ABOVE, THE
<br />CONCRETE SHALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LAB
<br />TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NONCOMPLIANCE WITH THE ABOVE.
<br />6. SLABS SHALL BE CURED USING A DISSIPATING CURING COMPOUND MEETING ASTM
<br />STANDARD C309 TYPE 1-CLASS D AND SHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL
<br />BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER HAS
<br />LEFT THE UNFINISHED CONCRETE. SCUFFED OR BROKEN AREAS IN THE CURING
<br />MEMBRANE SHALL BE RECOATED DAILY.
<br />7. CALCIUM CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY
<br />WITH THE APPROVAL OF THE ENGINEER.
<br />8. CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE
<br />EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE.
<br />9. CONDUITS, PIPES AND SLEEVES SHALL BE PLACED AND SPACED IN ACCORDANCE WITH ACI
<br />318, 6.3.
<br />10. CONCRETE DESIGN MIX SUBMITTALS SHALL INCLUDE TESTED, STATISTICAL BACK-UP DATA
<br />AS PER CHAPTER 5 OF ACI 318.
<br />11. ALL COLUMNS AND BEAMS INTEGRATED IN CMU WALLS ARE 8" AND 12" NOMINAL AND 7-5/8"
<br />AND 11-5/8" ACTUAL DIMENSIONS, RESPECTIVELY,
<br />3310 REINFORCING STEEL:
<br />1. SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND RUST AND
<br />PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF
<br />ACI STANDARDS AND SPECIFICATIONS.
<br />2. PROVIDE CONCRETE COVER OVER PRIMARY REINFORCEMENT, TIES, AND STIRRUPS, AS
<br />FOLLOWS, UNLESS OTHERWISE NOTED:
<br />LOCATION AND CONDITION MINIMUM COVER
<br />A. CONCRETE CAST AGAINST AND ALL BARS 3"
<br />PERMANENTLY EXPOSED TO EARTH.
<br />B. CONCRETE EXPOSED TO EARTH OR WEATHER #6 OR GREATER 2"
<br />#5 OR SMALLER 1.5"
<br />C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
<br />SLABS #11 OR SMALLER 3/4"
<br />3. SECURE APPROVAL OF SHOP DRAWINGS PRIOR TO COMMENCING FABRICATION.
<br />4. PROVIDE STANDARD HOOKS AT DISCONTINUOUS ENDS OF ALL TOP BARS.
<br />5. WHERE REINFORCING IS SHOWN CONTINUOUS, SPLICE BOTTOM BARS OVER SUPPORTS
<br />AND TOP BARS AT CENTER OF SPAN. ALL OTHER LAP SPLICES SHALL BE IN ACCORDANCE
<br />WITH SPLICE TABLES AND DETAILS SHOWN ON DRAWINGS.
<br />6. PROVIDE DOWELS INTO FOOTINGS, PILE CAPS, SUPPORT BEAMS, ETC. TO MATCH VERTICAL
<br />BARS WITH CLASS B TENSION LAP SPLICES, U.N.O.
<br />7. LENGTH OF LAP SPLICES AND BAR EMBEDMENT SHALL BE AS SHOWN IN TABLE, UNLESS
<br />OTHERWISE NOTED:
<br />BAR SIZE
<br />3000 PSI
<br />4000 PSI
<br />5000 PSI
<br />T<12" #6 OR LESS
<br />57 Db
<br />49 Db
<br />44 Db
<br />T>12" #6 OR LESS
<br />74 Db
<br />65 Db
<br />57 Db
<br />WHERE "T" IS DEPTH OF CONCRETE UNDER BARS AND "Db" IS BAR DIAMETER
<br />UTILIZE CLASS "B" SPLICE FOR ALL SPLICES, U.N.O. ON PLANS OR DETAILS.
<br />ULTIMATE C&C WIND PRESSURE PLAN NOTES:
<br />1. WIND PRESSURE TABLE IS BASED ON FBC 6th EDITION 2017/ASCE 7-10 ULTIMATE WIND SPEED,
<br />PRESSURES SHOWN ABOVE ARE ULTIMATE COMPONENTS AND CLADDING PRESSURES.
<br />2. ROOF TOP EQUIPMENT SHALL BE DESIGNED FOR A LATERAL PRESSURE OF 100 psf AND A
<br />SIMULTANEOUS UPLIFT PRESSURE OF 49 psf (ROOF TOP EQUIPMENT PER FBC SECTION 1620.6
<br />WITH Qh = 33 psf)
<br />8. AT CHANGES IN DIRECTION OF CONCRETE WALLS AND TIE BEAMS, PROVIDE CORNER BARS OF
<br />SAME SIZE AND SPACING AS HORIZONTAL STEEL.
<br />9. HERE HOOKS ARE SHOWN ON THE PLANS OR DETAILS, HOOKS SHALL BE DETAILED TO EXTEND
<br />DEEP ENOUGH INTO SUPPORTING STRUCTURE TO DEVELOP THE FULL STRENGTH OF THE
<br />HOOKED BAR. PROVIDE ADDITIONAL TIES OR STIRRUPS IN SUPPORTING STRUCTURE AS
<br />REQUIRED TO SATISFY ACI 318 HOOK DEVELOPMENT, CONFINEMENT, AND ANCHORAGE
<br />CRITERIA.
<br />10. AT CANTILEVER SLABS AND BEAMS, REINFORCING BARS IN DIRECTION OF CANTILEVER SHALL
<br />BE DETAILED TO FULLY DEVELOP THE BAR STRENGTH INTO THE SUPPORTING STRUCTURE,
<br />EITHER BY PROVIDING FULL CLASS B LAP SPLICE OR STANDARD ACI HOOKS EMBEDDED DEEP
<br />ENOUGH BEYOND SUPPORT TO DEVELOP STRENGTH OF BAR.
<br />3400 CONCRETE TESTING:
<br />1. AN INDEPENDENT TESTING LABORATORY SHALL PERFORM THE FOLLOWING TESTS ON
<br />CAST IN PLACE CONCRETE:
<br />A. ASTM C143 - "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT
<br />CONCRETE."
<br />B. ASTM C39 - "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL
<br />CONCRETE SPECIMENS." A SEPARATE TEST SHALL BE CONDUCTED FOR EACH CLASS,
<br />FOR EVERY 50 CUBIC YARDS (OR FRACTION THEREOF), PLACED PER DAY. REQUIRED
<br />LAB CURED CYLINDER QUANTITIES AND TEST AGE AS FOLLOWS:
<br />(2) AT 7 DAYS
<br />(2) AT 28 DAYS
<br />ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE DIRECTION OF THE
<br />ENGINEER, IF REQUIRED. IF 28-DAY STRENGTH IS ACHIEVED, THE ADDITIONAL CYLINDER(S)
<br />MAY BE DISCARDED.
<br />4810 MASONRY WALLS:
<br />1. ALL MASONRY CONSTRUCTION SHALL CONFORM TO TMS 402 "BUILDING CODE REQUIREMENTS
<br />FOR MASONRY STRUCTURES" AND TMS 602 "SPECIFICATION FOR MASONRY STRUCTURES",
<br />LATEST EDITION.
<br />2. MASONRY UNITS SHALL MEET ASTM C-90 FOR HOLLOW LOAD BEARING TYPE MASONRY WITH
<br />UNIT STRENGTH OF 2000 PSI ON THE NET AREA (fm = 2000 PSI). MORTAR SHALL BE TYPE "M"
<br />OR "S" AND MEET ASTM C-270.
<br />3. GROUT SHALL BE 3000 PSI MINIMUM COMPRESSIVE STRENGTH AND MEET ASTM C-476 AND
<br />HAVE A SLUMP BETWEEN 8" AND 11" WITH WATER CM RATIO OF 0.55 MAXIMUM AND WITH 3/8"
<br />MAXIMUM AGGREGATE.
<br />4. PROVIDE HOOKED DOWELS IN FOUNDATIONS FOR VERTICAL REINFORCING ABOVE. LAP
<br />SPLICES SHALL BE PER LAP SPLICE SCHEDULE SHOWN IN TYPICAL DETAIL.
<br />5. BLOCK CELLS SHALL BE GROUT FILLED WITH VERTICAL REINFORCING BARS AT CORNERS,
<br />INTERSECTIONS, EACH SIDE OF OPENINGS AND AS SHOWN ON THE DRAWINGS.
<br />6. DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE ABOVE AND/OR
<br />BELOW, UNLESS NOTED OTHERWISE.
<br />7. USE METAL LATH, MORTAR OR SPECIAL UNITS TO CONFINE CONCRETE AND GROUT TO AREA
<br />AS REQUIRED.
<br />8. MASONRY SHALL BE LAID IN RUNNING BOND PATTERN UNLESS NOTED OTHERWISE. AT FILLED
<br />CELLS LAY UNITS WITH FULL BED JOINTS AROUND CELLS.
<br />9. PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O-WALL OR ENGINEER
<br />APPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSES. LADDER TYPE IS
<br />RECOMMENDED WITH REINFORCED FILLED CELLS. PROVIDE PREFABRICATED "TEE" OR
<br />CORNER SECTIONS AT WALL INTERSECTIONS.
<br />10. CONTROL JOINTS SHALL BE CONSTRUCTED IN CONCRETE MASONRY CONSTRUCTION AT A
<br />MAXIMUM HORIZONTAL SPACING BETWEEN JOINTS OF 25'-0" AND NOT MORE THAN 12'-6" FROM
<br />CORNERS. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS, CONSTRUCT INTERIOR
<br />CONTROL JOINTS AT A MAXIMUM HORIZONTAL SPACING OF 32'-0" OR 16-0" FROM CORNERS.
<br />NO JOINTS SHALL BE LOCATED WITHIN 2'-0" OF STEEL BEAM BEARINGS. HORIZONTAL WALL
<br />REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL
<br />DRAWINGS FOR SEALANT REQUIREMENTS AT CONTROL JOINTS.
<br />11. SUBMIT PROPOSED GROUT MIX DESIGNS FOR REVIEW PRIOR TO USE. MIX NUMBER OR
<br />OTHER POSITIVE IDENTIFICATION SHALL UNIQUELY IDENTIFY MIX.
<br />12. USE OF SUPERPLASTICIZER IS PROHIBITED.
<br />13. CELLS TO BE GROUT FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A
<br />CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL GROUT SPACE.
<br />14. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF CELLS TO BE GROUT FILLED IN
<br />EACH POUR IN EXCESS OF 5 FEET IN HEIGHT. AFTER INSPECTION AND BEFORE GROUTING,
<br />THE REBAR SHALL BE TIED AT THE CLEANOUTS AND THE CLEANOUTS SHALL BE SEALED.
<br />15. ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM
<br />THE INSIDES OF SUCH CELL WALLS.
<br />16. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT
<br />INTERVALS NOT EXCEEDING 192 BAR DIAMETERS.
<br />17. CELLS CONTAINING REINFORCEMENT SHALL BE FILLED SOLIDLY WITH GROUT. SAMPLE AND
<br />TEST GROUT PER ASTM C1019.
<br />18. GROUT SHALL BE POURED IN LIFTS OF 4 FEET MAXIMUM HEIGHT. GROUT SHALL BE
<br />CONSOLIDATED AT TIME OF PLACING BY VIBRATING AND RECONSOLIDATED LATER BY
<br />VIBRATING BEFORE PLASTICITY IS LOST.
<br />19. WHEN TOTAL GROUT POUR EXCEEDS 5'-4" FEET IN HEIGHT, (HIGH LIFT GROUTING), THE
<br />GROUT SHALL BE PLACED IN 4-FOOT LIFTS WITH A MINIMUM OF A 30 MINUTE DELAY BETWEEN
<br />LIFTS. MINIMUM CELL DIMENSION SHALL BE IN ACCORDANCE WITH TABLE 5 OF TMS 402 (3" X 3"
<br />FOR COARSE GROUT, 12 FT. MAXIMUM POUR HEIGHT).
<br />20. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION
<br />JOINTS SHALL BE MADE BY STOPPING THE POUR OF GROUT NOT LESS THAN 1-1/2 INCH
<br />BELOW THE TOP OF THE UPPERMOST UNIT GROUTED.
<br />21. WHERE CONCRETE BEAMS ARE INSTALLED IN CONCRETE MASONRY WALL, SUPPORT
<br />CONCRETE WITH 6" SIDE CONTINUOUS STRIPS OF 1/8 SQUARE MESH SOFFIT SCREENING OR
<br />PUR-O-STOP OF EQUAL CENTERED OVER BLOCK WORK. USE OF ROOFING FELT STRIPS WILL
<br />NOT BE PERMITTED.
<br />22. REINFORCING SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND
<br />RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING
<br />DETAILS OF ACI STANDARDS AND SPECIFICATIONS.
<br />23. SECURE APPROVAL OF REINFORCING SHOP DRAWINGS PRIOR TO COMMENCING
<br />FABRICATION.
<br />24. PROVIDE STANDARD HOOKS AT ENDS OF ALL BARS WHICH TERMINATE IN TIE BEAMS OR BOND
<br />BEAMS.
<br />25. AT CHANGES IN DIRECTION OF BOND BEAMS, PROVIDE CORNER BARS OF SAME SIZE AND
<br />SPACING AS HORIZONTAL STEEL.
<br />1715 N. Westshore Blvd., Suite 600
<br />Tampa„ Florida 33607-3999
<br />904-256-2500 Fax 904-256-2503
<br />www.rsandh.com
<br />FL Cert. Nos. AAC001886 * IB26000956
<br />5620 * LCC000210' GB238
<br />TLC
<br />ENGINEERING
<br />S O L U T 1 0 N S
<br />255 S. Orange Avenue
<br />Suite 1600
<br />Orlando, FL 32801
<br />P 407.841.9050
<br />www.tic-engineers.com
<br />COA 15
<br />© Copyright 2019 TLC Engineering Solutions, Inc.
<br />TLC Project No.: 119333
<br />PROJECT TITLE:
<br />KITCHEN RENOVATION
<br />ADVENT HEALTH ZEPHYRHILLS
<br />PROJECT ADDRESS:
<br />7050 Gall Blvd Zephyrhills, FI 33541
<br />James R. Mitchell, P.E.
<br />State of Florida
<br />Professional Engineer
<br />License No. 66911
<br />This item has been electronically signed
<br />and sealed by the individual named above,
<br />sing a dated Digital Signature in the spat
<br />A
<br />elow, per F.A.C. Rule
<br />V_
<br />1G15-23.004. Printed copies of this
<br />C6
<br />ocument are not considered signed and
<br />c
<br />ealed, and the signature must be verified
<br />o
<br />n any electronic copies.
<br />N
<br />�..�� G ENS.'• ���'�
<br />V
<br />No.66911 = Digitally signed by James R Mitchell
<br />DN: CN=JamesR Mitchell,
<br />Z
<br />= OU=A01427E00000169C9FDEC4500000D6G
<br />' = 0--TLC Engineering Solutions, C=US
<br />S' TE OF i ✓�
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<br />Date: 2020,0325 17:11:17-04'00'
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<br />REVISIONS
<br />NO. DESCRIPTION DATE
<br />DATE ISSUED: 03/20/2020
<br />REVIEWED BY: JRM
<br />DRAWN BY: BAS
<br />DESIGNED BY: BMM, JFS
<br />PROJECT NUMBER:
<br />504-0226-000
<br />0 2019 RS&H, INC.
<br />SHEET TITLE:
<br />STRUCTURAL
<br />GENERAL NOTES &
<br />WIND PRESSURE
<br />NOTES
<br />SHEET ID:
<br />S002
<br />PROJECT STATUS:
<br />CONSTRUCTION
<br />DOCUMENTS
<br />Copyright 0 2018. This drawing is an instrument of service and property of RS&H, Inc. Any use or reproduction without the
<br />expressed written consent of this corporation is prohibited. All rights reserved.
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