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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, MBEDDED ITEMS AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.
<br />2. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY DISCREPANCIES
<br />SHALL 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 ALTERED
<br />UNLESS APPROVED IN WRITING BY THE ENGINEER OF RECORD. THE CONTRACTOR SHAL_
<br />BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BY THE ENGINEER OF RECORD FOR
<br />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 INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -DOWNS.
<br />6. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY TO ALL
<br />SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE
<br />SPECIFICALLY DETAILED. THE APPLICABILITY OF THE DETAIL TO ITS LOCATION ON
<br />THE DRAWIN 3S CAN BE DETERMINED BY THE TITLE OF DETAIL. SUCH DETAILS SHALL
<br />APPLY WHETHER OR NOT THEY ARE REFERENCED AT EACH LOCATION. QUESTIONS
<br />REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE DETERMINED BY THE
<br />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 TO
<br />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 CONNECTION
<br />WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR OR
<br />ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY Of:
<br />THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE 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 REVIE N 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 FOR
<br />ARCHITECTURE IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE
<br />CONTRACTOR IS PROCEEDING IN GENERAL ACCORDANCE WITH THE STRUCTURAL CONTRACT
<br />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 LIFESPAN AND TO ENSURE
<br />STRUCTURAL. INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED PROGRAM OF
<br />MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER. THIS PROGRAM SHALL INCLUDE
<br />ITEMS SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL, PROTECTIVE
<br />COATINGS FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL
<br />JOINTS, SPALLS AND CRACKS IN CONCRETE, AND PRESSURE WASHING OF EXPOSED
<br />STRUCTURAL. ELEMENTS EXPOSED TO SALT ENVIRONMENT OR OTHER HARSH 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 FRAMING, OR
<br />OTHER SYST __MS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHAL_ BE
<br />DESIGNED, FJRNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE
<br />CONTRACT DOCUMENTS.
<br />13. IN THE PROFESSIONAL OPINION OF TLC ENGINEERING FOR ARCHITECTURE, INC. THE
<br />STRUCTURAL. CONTRACT DOCUMENTS FOR THIS PROJECT HAVE BEEN PREPARED IN
<br />ACCORDANCE WITH THE DESIGN CRITERIA AS SET FORTH IN THE FLORIDA BUILDING
<br />CODE.
<br />14. NO PROVISIONS HAVE BEEN MADE FOR VERTICAL OR HORIZONTAL EXPANSION.
<br />15. FINISH FLOOR ELEVATION (FIRST FLOOR) OF 0"-0" IS USED AS A REFERENCE ELEVATION.
<br />SEE CIVIL DRAWINGS FOR ACTUAL ELEVATION.
<br />1060 DESIGN LOADS:
<br />1. THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE ITH
<br />THE FLORIDA BUILDING CODE, 2010 EDITION.
<br />2. THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED:
<br />2.1 DEAD LOADS
<br />ROOF STRUCTURE 15PSF
<br />2.2 LIVE LOADS
<br />ROOF 20 PSF
<br />FLOOR LOBBY/CORRIDOR 100 PSF
<br />2.3 WIND: PER FBC 2010 BUILDING CODE, SECTION 16
<br />SEE THIS SHEET FOR COMPONENTS AND CLADDING PRESSURES
<br />V=137 MPH (3 SEC. GUST) REGION
<br />RISK CATEGORY=II
<br />EXPGSURE =C
<br />IMPACT RESISTANT GLASS OR FBC APPROVED ALTERNATIVE IS REQUIRED.
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<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
<br />FACILITIES, STRUCTURES AND THE PUBLIC DURING DEMOLITION AND ERECTION OF THE
<br />NEW 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 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 INSURE
<br />A NEAT INTERFACE.
<br />6. AT ALL LOCATIONS WHERE THE DEMOLITION OF A CONCRETE MEMBER LEAVES THE ENDS OF
<br />REINFORCING STEEL EXPOSED, PROVIDE THE FOLLOWING:
<br />A. CHIP CONCRETE FROM AROUND THE STEEL TO A DEPTH OF 1".
<br />B. CUT OFF REINFORCING STEEL NOT LESS THAN 3/4" BELOW THE CONCRETE SURFACE.
<br />C. FILL THE CAVITY FLUSH WITH A HIGH MODULUS GEL EPDXY. SEE SPECIFICATIONS
<br />FOR ACCEPTED MANUFACTURERS.
<br />7. BEFORE DEMOLISHING ANY STRUCTURAL ELEMENT, INSTALL ALL REQUIRED TEMPORARY
<br />AND/OR PERMANENT BRACING AND SUPPORTS.
<br />8. PROVIDE TEMPORARY CLOSURE OF ALL ROOF FASCIA, WALL AND OTHER OPENINGS TO
<br />PROTECT BUILDING FROM EXPOSURE TO UNDESIRABLE ELEMENTS UNTIL NEW CONSTRUCTION
<br />IS WEATHERPROOFED, AT WHICH TIME SUCH TEMPORARY CONSTRUCTION SHALL BE
<br />REMOVED. ALL TEMPORARY EXTERIOR WALLS THAT ARE SUBJECT TO WIND LOADS ARE TO
<br />BE DESIGNED BY A DELEGATED ENGINEER.
<br />9. UPON COMPLETION OF NEW CONSTRUCTION N E HA M UNDER EACH PHASE, ALL DEMOLISHED AREAS
<br />SHALL BE RESTORED TO ACCEPTABLE USAGE ACCORDING TO THE CONTRACT DOCUMENTS AS
<br />DETERMINED BY THE A/E.
<br />10. 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 />2300 FOUNDATIONS - W/O SOIL REPORTS:
<br />1. IN THE ABSENCE OF ANY GEOTECHNICAL RECOMMENDATIONS THE FOUNDATIONS ARE
<br />DESIGNED FOR AN ANTICIPATED ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf ON
<br />COMPACTED FILL. FOR PRELIMINARY PRICING PURPOSES ONLY, BEFORE CONSTRUCTION
<br />COMMENCES, SOIL BEARING CAPACITY SHALL BE VERIFIED BY A SUBSURFACE
<br />INVESTIGATION, AS WELL AS FIELD AND LABORATORY TESTS PERFORMED BY A CERTIFIED
<br />TESTING LABORATORY, WHOSE REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS
<br />FOR SITE PREPARATION IN ORDER TO BEAR THE FOUNDATION LOADS. ABOVE REPORT
<br />SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE FOUNDATION
<br />CONSTRUCTION BEGINS.
<br />2. REGARDLESS OF WHETHER OR NOT A GEOTECHNICAL INVESTIGATION IS PERFORMED, NO
<br />WARRANTIES, EXPRESSED OR IMPLIED, ARE MADE BY TLC FOR THE PERFORMANCE OF THE
<br />FOUNDATION.
<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 />LOCATION STRENGTH SLUMP MAX AGGREGATE WCM RATIO (MAX)
<br />FOUNDATIONS 3000 PSI 4-6" 3/4" 0.48
<br />SLABS ON GRADE 3000 PSI 4-6" 3/4" 0.48
<br />ELEVATED SLABS 5000 PSI 4-6" 3/4" 0.42
<br />BEAMS/COLUMNS 5000 PSI 4-6" 3/4" 0.42
<br />TILT WALL PANELS 4000 PSI 4-6" 3/8" 0.48
<br />CONCRETE TOPPING 3000 PSI 4-6" 3/8" 0.48
<br />OTHER STRUCTURAL 400C PSI 4-6" 3/4" 0.45
<br />CONCRETE
<br />2. CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI STANDARDS AND
<br />SPECIFICATIONS.
<br />3. WHERE SPECIFIED CONCRETE STRENGTH OF COLUMN IS GREATER THAN THE SPECIFIED
<br />SLAB CONCRETE STRENGTH, HIGHER STRENGTH CONCRETE SHALL BE PUDDLED AT THE
<br />COLUMN. THE STRENGTH OF PUDDLED CONCRETE SHALL BE AT LEAST 0.72 TIMES THE
<br />STRENGTH OF COLUMN CONCRETE PER ACI 318, 10.15.
<br />4. 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
<br />POSITIVE IDENTIFICATION. MIX SHALL MEET THE REQUIREMENTS OF ASTM C33 FOR
<br />COARSE AGGREGATE.
<br />5. 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 />6. 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)
<br />HOURS. 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
<br />LAB TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
<br />NONCOMPLIANCE WITH THE ABOVE.
<br />7. 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
<br />SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER
<br />HAS LEFT THE UNFINISHED CONCRETE. SCUFFED OR BROKEN AREAS IN THE CURING
<br />MEMBRANE SHALL BE RECOATED DAILY.
<br />8. CALCIUM CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY
<br />WITH THE APPROVAL OF THE ENGINEER.
<br />9. CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE
<br />EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE.
<br />10. CONDUITS, PIPES AND SLEEVES SHALL BE PLACED AND SPACED IN ACCORDANCE WITH ACI
<br />318, 6.3.
<br />11. PEA ROCK PUMP MIX USE IS LIMITED TO VERTICAL ELEMENT POURS AND BEAM POURS
<br />LESS THAN 60 LINEAR FEET PER POUR.
<br />12. CONCRETE DESIGN MIX SUBMITTALS SHALL INCLUDE TESTED, STATISTICAL BACK-UP DATA
<br />AS PER CHAPTER 5 OF ACI 318.
<br />13. WATER/CEMENT RATIO FOR CONCRETE AT EXTERIOR BALCONIES SHALL NOT EXCEED 0.40
<br />BY WEIGHT.
<br />14. ALL COLUMNS AND BEAMS INTEGRATED IN CMU WALLS ARE 8" AND 12" NOMINAL AND 7-
<br />5/8" AND 11-5/8" ACTUAL DIMENSIONS.
<br />15. CONCRETE SLABS ON GRADE SHALL BE REINFORCED WITH SYNTHETIC FIBERS AT A
<br />MINIMUM RATE OF 1.5 LBS/CY, OR AS RECOMMENDED BY THE FIBER MANUFACTURER FOR
<br />CONTROL OR TEMPERATURE AND SHRINKAGE/CRACKING, WHICHEVER IS GREATER.
<br />16. WHEN TOTAL WIDTH OF PIPES OR DUCTS CAST INTO A SLAB EXCEED 12" IN A 24" WIDTH
<br />THEN THE CONTRACTOR SHALL ADD A LAYER OF #4 @ 12" ABOVE AND PERPENDICULAR TO
<br />THE DUCT/PIPE RUNS EXTENDING 12" BEYOND THE LAST DUCT/PIPE ON EACH SIDE.
<br />17. WHEN WATER -BASED ADHESIVE ARE BEING USED ON CONCRETE SURFACES THE CONTRACTOR
<br />SHALL VERIFY THAT THE WATER CONTENT OF THE CONCRETE IS WITHIN THE ALLOWABLE
<br />RANGE BEFORE INSTALLATION
<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 REINFORCEMENT AS FOLLOWS, UNLESS OTHERWISE NOTED:
<br />BEAMS 1-1/2"
<br />SLABS AND JOISTS 3/4"
<br />COLUMNS AND WALLS 1-1/2"
<br />FOOTINGS AND PILE CAPS 3"
<br />CONCRETE EXPOSED TO EARTH OR WEATHER 2"46 BARS OR LARGER
<br />1-1/2"45 BARS OR SMALLER
<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 AND
<br />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
<br />VERTICAL BARS WITH CLASS B TENSION LAP SPLICES, U.N.O.
<br />4810 MASONRY WALLS:
<br />1. ALL MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530/ASCE 5/TMS 402 "BUILDING
<br />CODE REQUIREMENTS FOR MASONRY STRUCTURES" AND ACI 530.1/ASCE 6/TMS 602
<br />"SPECIFICATION FOR MASONRY STRUCTURES", LATEST EDITION.
<br />2. MASONRY UNITS SHALL MEET ASTM C-90 FOR HOLLOW LOAD BEARING TYPE MASONRY WITH
<br />UNIT STRENGTH OF 1900 PSI ON THE NET AREA (f'm = 2000 PSI). MORTAR SHALL BE
<br />TYPE "M" OR "S" AND MEET ASTM C-270.
<br />3. GROUT SHALL BE 2000 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
<br />3/8" MAXIMUM AGGREGATE.
<br />4. PROVIDE HOOKED DOWELS IN FOUNDATIONS FOR VERTICAL REINFORCING ABOVE. LAP
<br />SPLICES TO BE 48 BAR DIAMETERS (U.N.O.).
<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
<br />FILLED CELLS LAY UNITS WITH FULL BED JOINTS AROUND CELLS.
<br />9. PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O-WALL OR
<br />ENGINEER 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"
<br />FROM CORNERS. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS. CONSTRUCT
<br />INTERIOR CONTROL JOINTS AT A MAXIMUM HORIZONTAL SPACING OF 32'-0" OR 16'-0"
<br />FROM CORNERS. NO JOINTS SHALL BE LOCATED WITHIN 2'-0" OF STEEL BEAM BEARINGS.
<br />HORIZONTAL WALL REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL JOINTS.
<br />SEE ARCHITECTURAL 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
<br />A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL GROUT SPACE.
<br />14. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF CELLS TO BE GROUT FILLED
<br />IN EACH POUR IN EXCESS OF 5 FEET IN HEIGHT. AFTER INSPECTION AND BEFORE
<br />GROUTING, THE REBAR SHALL BE TIED AT THE CLEANOUTS AND THE CLEANOUTS SHALL BE
<br />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
<br />AND 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 FEET IN HEIGHT, (HIGH LIFT GROUTING), THE
<br />GROUT SHALL BE PLACED IN 4-FOOT LIFTS WITH A MINIMUM OF A 30 MINUTE DELAY
<br />BETWEEN LIFTS. MINIMUM CELL DIMENSION SHALL BE IN ACCORDANCE WITH TABLE 5 OF
<br />ACI 530.1 (3" X 3" 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 CONCRETE
<br />WITH 6" WIDE CONTINUOUS STRIPS OF 1/8 SQUARE MESH SOFFIT SCREENING OR PUR-O-
<br />STOP OF EQUAL CENTERED OVER BLOCK WORK. USE OF ROOFING FELT STRIPS WILL NOT
<br />BE PERMITTED.
<br />22. MASONRY WALLS MARKED AS "LOAD BEARING" ARE DESIGNED TO CARRY FLOOR GRAVITY
<br />LOADS AND MUST BE CONSTRUCTED TO SUPPORT THE CONCRETE FLOOR SLAB CONCURRENTLY
<br />WITH CONCRETE COLUMN CONSTRUCTION.
<br />23. MASONRY WALLS INDICATED AS "INFILL" ARE DESIGNED TO RESIST LATERAL LOADS AND
<br />MUST BE CONSTRUCTED AFTER THE CONCRETE SLAB IS CAST AND POST TENSIONING
<br />OPERATION IS COMPLETED. INFILL WALLS SHALL BE CONSTRUCTED STARTING AT THE
<br />FOUNDATION LEVEL AND WORKING UPWARD ONE LEVEL AT A TIME. DO NOT START NEXT
<br />HIGHER LEVEL OF WALL PRIOR TO COMPLETION OF WALL BELOW. ALLOW A MINIMUM OF 3
<br />DAYS CURING FOR GROUT OF WALL BELOW PRIOR TO STARTING WALL ABOVE.
<br />24. SINGLE STORY MASONRY WALLS INDICATED AS "PARTITION WALLS" SHALL BE CAST ON
<br />THICKENED SLAB FOUNDATIONS AND ARE NOT DESIGNED TO CARRY ANY LOADS FROM THE
<br />MAIN BUILDING STRUCTURES. ISOLATE TOP OF PARTITION WALLS FROM UNDERSIDE OF
<br />CONCRETE SLAB WITH A MINIMUM 1/2" THICK COMPRESSIBLE MATERIAL.
<br />25. PROVIDE DOVETAIL ANCHORS AT 16" C/C, UNLESS NOTED OTHERWISE, WHERE MASONRY
<br />WALLS ABUT CONCRETE SURFACES.
<br />26. SUBMIT WRITTEN CONSTRUCTION SEQUENCES AND PROCEDURES PRIOR TO THE START OF
<br />MASONRY CONSTRUCTION.
<br />6103 WOOD:
<br />1. WOOD CONSTRUCTION SHALL CONFORM TO AITC, NATIONAL DESIGN SPECIFICATION.
<br />2. STRUCTURAL WOOD COMPONENTS (BEAMS, JOISTS, RAFTERS, ETC.) SHALL HAVE THE
<br />FOLLOWING MINIMUM ALLOWABLE FIBER STRESSES OF NO. 2 SOUTHERN PINE CONFORMING
<br />TO THE LATEST EDITION OF NDS, AS FOLLOWS:
<br />SHEAR Fv = 90 PSI.
<br />BENDING 2X6 FB = 1,250 PSI.
<br />BENDING 2X8 FB = 1,200 PSI.
<br />BENDING 2X10 FB = 1,050 PSI.
<br />BENDING 2X12 FB = 975 PSI
<br />3. STANDARD U.S.S. WASHERS SHALL BE USED BETWEEN WOOD AND BOLT HEADS AND NUTS.
<br />BOLTS AND SCREWS SHALL BE ASTM A-307, ALL SHALL BE GALVANIZED.
<br />4. WHERE BEAMS ARE FORMED WITH TWO OR MORE MEMBERS, THEY SHALL BE ADEQUATELY
<br />FASTENED TOGETHER THROUGHOUT THEIR LENGTH.
<br />5. JOISTS SHALL BE ADEQUATELY SUPPORTED AT THEIR ENDS BY SOLID BLOCKING OR OTHER
<br />MEANS TO PREVENT ROTATION.
<br />6. STUD WALLS SHALL BE:
<br />A. SHEAR WALL: 2X4 #2 SOUTHERN YELLOW PINE @ 16" WITH 1/2" NOM. CDX EXP
<br />EXTERIOR GRADE PLYWOOD. NAIL PLYWOOD TO ALL SUPPORTS WITH 8d NAILS AT 4;
<br />O.C. AT ALL PLYWOOD EDGES AND @ 12" O.C. AT INTERMEDIATE FRAMING MEMBERS.
<br />B. BEARING WALLS: 2X4, U.N.O. ON DWGS., #2 SOUTHERN YELLOW PINE @ 16" O.C.
<br />PROVIDE ADEQUATE ANCHORAGE FOR UPLIFT FORCE AS INDICATED IN TRUSS MFR'S.
<br />CALCULATIONS.
<br />C. OTHER WALLS: 2X4 #2 SOUTHERN YELLOW PINE @ 16" O.G.
<br />7. DOUBLE STUDS SHALL BE PROVIDED AT EACH END OF BEAMS AND ON EACH SIDE OF
<br />OPENINGS. 4'-0" WIDTH. PROVIDE TRIPLE STUDS EACH SIDE OPENINGS TO T-0" IN
<br />WIDTH, U.N.O.
<br />8. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PROTECTED OR PRESSURE
<br />TREATED IN ACCORDANCE WITH AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS.
<br />USE AWPA TREATMENT C1 USING WATER -BORNE PRESERVATIVE.
<br />9. MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.
<br />10. PLYWOOD ROOF SHEATHING SHALL BE NAILED AND GLUED TO WOOD FRAMING IN
<br />ACCORDANCE WITH THE FLORIDA BUILDING CODE AND APA SPECIFICATION AFG-01,
<br />ADHESIVES FOR FIELD GLUING PLYWOOD TO WOOD FRAMING.
<br />STRUCTURAL SYMBOLS AND LEGEND,
<br />DETAIL NUMBER
<br />I
<br />SHEET NUMBER
<br />\.. X
<br />177
<br />SLOPE
<br />RUN
<br />12
<br />14- RISE
<br />SECTION / DETAIL MARK
<br />ELEVATION MARK
<br />RECESS OR STEP IN SLAB
<br />SLOPED SURFACE
<br />PITCHED ROOF
<br />PLAN NOTE
<br />SPAN DIRECTION
<br />STEP HEIGHT
<br />STEP FOUNDATION o
<br />CniCV -
<br />- _ - - STEPPED FOUNDATION
<br />F6.0
<br />� CC-1 I
<br />L - J
<br />Y
<br />COLUMN AND FOUNDATION
<br />TYPE MARKS
<br />SPOT ELEVATION, TYPICALLY
<br />TOP OF ITEM TAGGED
<br />(T/WALL, T/FOUNDATION, ETC)
<br />WALL TYPE DESIGNATION TAG
<br />INCREASED FLOOR LOAD
<br />AREA IN PSF
<br />WALL TYPES
<br />LOAD BEARING MASONRY WALL
<br />NOTE: SYMBOLS AND LEGEND SHOWN ARE
<br />GENERIC AND DO NOT NECESSARILY INDICATE
<br />ACTUAL OCCURRENCES IN THESE DRAWINGS.
<br />STRUCTURAL SHEET INDEX
<br />SHEET
<br />SHEET TITLE
<br />REVISION
<br />REVISION
<br />DATE
<br />S.1
<br />STRUCTURAL NOTES
<br />S.2
<br />STRUCTURAL FOUNDATION PLAN
<br />S.3
<br />STRUCTURAL ROOF FRAMING PLAN
<br />SA
<br />STEPPED FOUNDATION ELEVATIONS
<br />S.5
<br />STRUCTURAL DETAILS
<br />ENEN
<br />FOR ARCHITECTURE
<br />500 N. Westshore Blvd.
<br />Tampa, Florida 33609
<br />PH: 813.637.01 10
<br />Fax: 813.637.0013
<br />www.tic-engineers.com
<br />EB #0000015
<br />C Copyright 2013 TLC Engineering for Architecture, Inc.
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<br />Revisions:
<br />No. Date Description
<br />Digitally sig
<br />Fusco P.E.
<br />woa.,d.tusco .ac-eng.com,
<br />David Fus ti P.E. 74504 OZLC Engine kehn for
<br />Arthitecture, CN=CTavid
<br />Fusco: P. E. 74504
<br />Date: 2015.06.:.01
<br />17:16:04-04'00'
<br />PERMIT SET
<br />Project No.: 715002
<br />Issue Date:
<br />06-01-2015
<br />Drawn By: RSZ
<br />Approved By: DAF
<br />Scale: 3/32" = V-0"
<br />Drawing Title:
<br />STRUCTURAL
<br />NOTES
<br />Drawing No.:
<br />S.1
<br />He
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