|
HI
<br />GI
<br />FI
<br />EI
<br />E
<br />CL
<br />i A
<br />N
<br />0
<br />n -
<br />GENERAL NOTES
<br />MISCELLANEOUS
<br />1. THE STRUCTURAL SYSTEM IS UNSTABLE UNTIL ALL CONNECTIONS HAVE BEEN MADE
<br />AND ALL CONCRETE HAS REACHED ITS MINIMUM DESIGN STRENGTH, AS SHOWN IN
<br />THE STRUCTURAL DOCUMENTS.
<br />2. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION TO
<br />ENSURE THE SAFETY OF THE BUILDING UNTIL STRUCTURAL SYSTEM IS COMPLETED.
<br />THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF WHATEVER TEMPORARY
<br />BRACING, SHORING, GUYS OR TIE -DOWNS THAT MAY BE NECESSARY. SUCH MATERIAL
<br />SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER
<br />COMPLETION OF THE PROJECT.
<br />3. CONTRACTOR TO SUPPORT, BRACE AND SECURE EXISTING STRUCTURE AS REQUIRED.
<br />CONTRACTOR IS SOLELY RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING
<br />CONSTRUCTION.
<br />4. APPLICABLE BUILDING CODE: 5TH EDITION (2014) FLORIDA BUILDING CODE.
<br />5. GRAVITY DESIGN LOADS:
<br />SUPERIMPOSED TOTAL
<br />AREA LIVE LOAD DEAD LOAD
<br />ROOF 20 PSF 25 PSF
<br />6. WIND DESIGN CRITERIA:
<br />ULTIMATE WIND SPEED: VULT = 137 MPH (3 SECOND GUST)
<br />EQUIVALENT NOMINAL BASIC WIND SPEED VASD = 106 MPH (3 SECOND GUST)
<br />RISK CATEGORY = II
<br />EXPOSURE CATEGORY = C
<br />ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT, GCP1= +/-0.18
<br />7. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REFERENCED
<br />BUILDING CODE.
<br />8. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
<br />DO NOT SCALE DRAWINGS.
<br />9. CONTACT ENGINEER WITH ANY QUESTIONS OR DISCREPANCIES FOUND ON
<br />DRAWINGS.
<br />10. SECTIONS AND DETAILS ARE REFERENCED IN TYPICAL LOCATIONS BUT ALSO APPLY TO
<br />ALL OTHER SIMILAR CONDITIONS.
<br />11. CONTRACTOR TO VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS, AND CONDITIONS
<br />PRIOR TO BEGINNING CONSTRUCTION.
<br />12. SUBMIT SHOP DRAWINGS AS REQUIRED HEREIN. ALLOW FOR TWO WEEKS REVIEW TIME
<br />AFTER RECEIPT OF SUBMITTALS BY THIS FIRM. ALL SUBMITTALS SHALL BE CHECKED
<br />AND SIGNED BY THE GENERAL CONTRACTOR AND SIGNED/SEALED BY THE DELEGATED
<br />ENGINEER, WHERE SPECIFIED HEREIN.
<br />13. CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR ERRORS OR
<br />OMISSIONS IN SHOP DRAWINGS OR MIX DESIGNS BY THE ENGINEER'S REVIEW
<br />THEREOF.
<br />14. ANY CHANGES TO THE STRUCTURE SHALL HAVE BEEN REVIEWED AND APPROVED IN
<br />WRITING BY THE ENGINEER PRIOR TO COMMENCING WORK ON ITEMS AFFECTED.
<br />15. CONTRACTOR SHALL NOTIFY THIS OFFICE WHEN THE STRUCTURAL SYSTEM IS
<br />SUBSTANTIALLY COMPLETED, AND BEFORE SHEATHING, CEILINGS, OR ROOFING IS
<br />INSTALLED.
<br />GLAZED CURTAIN WALL, STOREFRONT, WINDOW AND DOOR SYSTEMS
<br />1. EXTERIOR GLAZED OPENINGS SHALL BE DESIGNED IN ACCORDANCE WITH ACCEPTED
<br />ENGINEERING PRINCIPLES AND GOVERNING CODES.
<br />2. THIS BUILDING HAS BEEN DESIGNED AS "ENCLOSED". REFER TO THE STRUCTURAL
<br />DRAWINGS FOR COMPONENTS AND CLADDING MINIMUM DESIGN WIND PRESSURES.
<br />3. IF THIS SITE IS LOCATED WITHIN A WIND BORNE DEBRIS REGION, AS SHOWN IN
<br />FIGURE 1609 OF THE FLORIDA BUILDING CODE, ALL EXTERIOR GLAZED OPENINGS
<br />SHALL BE DESIGNED AND TESTED FOR MISSILE IMPACT OR PROTECTED BY APPROVED
<br />SCREENS OR SHUTTERS.
<br />4. A LICENSED PROFESSIONAL ENGINEER SHALL DESIGN THE EXTERIOR GLAZED SYSTEMS,
<br />SHOP DRAWINGS, AND OVERSEE ANY LOAD TESTING.
<br />5. SIGNED AND SEALED SHOP DRAWINGS, NOTICE OF ACCEPTANCE (NOA), OR FLORIDA
<br />PRODUCT APPROVAL DOCUMENTATION SHALL BE SUBMITTED IN ACCORDANCE WITH THE
<br />ARCHITECT'S REQUIREMENTS.
<br />DELEGATED ENGINEER
<br />1. WHERE NOTED HEREIN, A LICENSED PROFESSIONAL (DELEGATED) ENGINEER SHALL BE
<br />RETAINED TO DESIGN THE PRODUCT OR ASSEMBLY.
<br />2. THE DELEGATED ENGINEER SHALL BE EXPERIENCED IN THE DESIGN OF THE
<br />REFERENCED PRODUCT OR ASSEMBLY.
<br />3. THE DELEGATED ENGINEER MUST BE PROVIDED WITH A COPY OF THESE DRAWINGS
<br />AND SPECIFICATIONS.
<br />4. IT IS THE DELEGATED ENGINEER'S RESPONSIBILITY TO REVIEW THE ENGINEER OF
<br />RECORD'S WRITTEN ENGINEERING REQUIREMENTS AND AUTHORIZATION FOR THE
<br />DELEGATED ENGINEERING DOCUMENT TO DETERMINE THE APPROPRIATE SCOPE OF
<br />ENGINEERING.
<br />5. THE DELEGATED ENGINEERING DOCUMENT SHALL COMPLY WITH THE WRITTEN
<br />ENGINEERING REQUIREMENTS RECEIVED FROM THE ENGINEER OF RECORD. THEY
<br />SHALL INCLUDE THE PROJECT IDENTIFICATION AND THE CRITERIA USED AS A BASIS
<br />FOR ITS PREPARATION. IF A DELEGATED ENGINEER DETERMINES THERE ARE DETAILS,
<br />FEATURES OR UNANTICIPATED PROJECT LIMITS WHICH CONFLICT WITH THE WRITTEN
<br />ENGINEERING REQUIREMENTS PROVIDED BY THE ENGINEER OF RECORD, THE
<br />DELEGATED ENGINEER SHALL TIMELY CONTACT THE ENGINEER OF RECORD FOR
<br />RESOLUTION OF CONFLICTS.
<br />6. THE DELEGATED ENGINEER SHALL FORWARD THE DELEGATED ENGINEERING DOCUMENT
<br />TO THE ENGINEER OF RECORD FOR REVIEW. ALL FINAL DELEGATED ENGINEERING
<br />DOCUMENTS REQUIRE THE IMPRESSED SEAL AND SIGNATURE OF THE DELEGATED
<br />ENGINEER AND INCLUDE:
<br />A) DRAWINGS INTRODUCING ENGINEERING INPUT SUCH AS DEFINING THE
<br />CONFIGURATION OR STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS
<br />AND/OR THEIR ASSEMBLY INTO STRUCTURAL SYSTEMS.
<br />B) CALCULATIONS.
<br />SITE WORK
<br />1. A SUBSURFACE INVESTIGATION HAS BEEN COMPLETED AT THE PROJECT SITE BY
<br />UNIVERSAL ENGINEERING SCIENCES. SOIL BORING LOGS AND SITE PREPARATION
<br />PROCEDURES ARE INCLUDED IN THE PROJECT SOILS REPORT NO. 0830.1600123
<br />DATED MAY 22, 2016, WHICH IS AN INTEGRAL PART OF THESE CONTRACT
<br />DOCUMENTS.
<br />2. SITE WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE PROJECT SOILS
<br />REPORT.
<br />3. CONTRACTOR SHALL REVIEW THE SOILS REPORT AND VERIFY THAT TEST BORINGS
<br />HAVE BEEN DONE UNDER ALL BUILDINGS) PRIOR TO BEGINNING EARTHWORK.
<br />4. INFORMATION FROM GEOTECHNICAL REPORT:
<br />A) DESIGN SOIL BEARING PRESSURE = 2500 PSF.
<br />B) ESTIMATED MAXIMUM SETTLEMENT = 1 INCH.
<br />C) ESTIMATED DIFFERENTIAL SETTLEMENT = 1 /2 INCH.
<br />5. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING
<br />MINIMUM TESTS. REFER TO SOILS REPORT FOR ANY ADDITIONAL TESTING.
<br />A) ONE DENSITY TEST FOR EACH 2,000 SQUARE FEET OF
<br />COMPACTED SUBGRADE AND COMPACTED FILL.
<br />B) ONE DENSITY TEST AT EACH COLUMN FOOTING.
<br />C) ONE DENSITY TEST PER 50 FEET OF WALL FOOTING.
<br />6. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT,
<br />STRUCTURAL ENGINEER, AND GENERAL CONTRACTOR.
<br />7. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACKFILLING
<br />PRESSURES UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE.
<br />8. THE SIDES OF FOOTINGS MAY BE EARTH -FORMED IF THE EXCAVATION CAN BE KEPT
<br />VERTICAL, CLEAN, AND STABLE, OTHERWISE, PLYWOOD FORMS MUST BE USED.
<br />9. EXERCISE CARE WHEN COMPACTING NEAR ADJACENT STRUCTURES. FOLLOW THE
<br />RECOMMENDATIONS IN THE SOILS REPORT AND DOCUMENT EXISTING CONDITIONS WITH
<br />PHOTOGRAPHS PRIOR TO STARTING WORK.
<br />10. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL LOCATE ALL EXISTING UNDERGROUND
<br />UTILITY LINES, TANKS, ETC. WITHIN THE CONSTRUCTION AREA AND RELOCATE THEM AS
<br />DIRECTED BY THE CIVIL ENGINEER.
<br />CAST IN PLACE CONCRETE
<br />1. ALL CAST -IN -PLACE CONCRETE WORK INCLUDES REINFORCING STEEL AND
<br />RELATED
<br />WORK SHOWN INCLUDING FORMWORK, SETTING ANCHOR BOLTS, PLATES,
<br />FRAMES,
<br />DOWELS FOR MASONRY OR OTHER ITEMS EMBEDDED IN CONCRETE.
<br />2. APPLICABLE STANDARDS
<br />ACI NUMBER TITLE
<br />117 STANDARD SPECIFICATIONS FOR TOLERANCES FOR
<br />CONCRETE CONSTRUCTION
<br />226 GROUND GRANULATED BLAST -FURNACE SLAG
<br />301 STANDARD SPECIFICATIONS FOR STRUCTURAL
<br />CONCRETE FOR BUILDINGS
<br />302 GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION
<br />304 GUIDE FOR MEASURING MIXING, TRANSPORTING AND
<br />PLACING
<br />CONCRETE
<br />304.2R PLACING CONCRETE BY PUMPING METHODS.
<br />305R HOT WEATHER CONCRETING
<br />306R COLD WEATHER CONCRETING
<br />308 STANDARD PRACTICE FOR CURING CONCRETE
<br />309R GUIDE FOR CONSOLIDATION OF CONCRETE
<br />315 MANUAL OF STANDARD PRACTICE FOR DETAILING
<br />CONCRETE STRUCTURES
<br />318 BUILDING CODE REQUIREMENTS FOR REINFORCED
<br />CONCRETE
<br />347 RECOMMENDED PRACTICE FOR CONCRETE FORMWORK
<br />CRSI NUMBERTITLE
<br />63 RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS
<br />3. CONCRETE MATERIALS
<br />A) PORTLAND CEMENT - ASTM C 150, TYPE I
<br />B) AGGREGATES - NORMAL WEIGHT CONCRETE, COARSE AND FINE, ASTM C33.
<br />STRUCTURAL LIGHT WEIGHT ASTM C330.
<br />C) AIR -ENTRAINING - ASTM C260
<br />D) WATER REDUCING - ASTM C494, TYPE A
<br />E) WATER - FRESH, CLEAN AND POTABLE
<br />F) NO ACCELERATORS, RETARDERS OR ADMIXTURES CONTAINING CHLORIDES
<br />WILL BE
<br />PERMITTED
<br />G) FLY -ASH - ASTM C618, CLASS F, 20% MAXIMUM OF CEMENTITIOUS
<br />MATERIAL
<br />RY WFI(;HT nn NOT I IqF FOR FYPngFR SI ARS nR ARCHITF('.TI IRAI (,nN(RFTF
<br />1 1 2 1 3
<br />THE DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE SOLE PROPERTY OF ROBERT REID WEDDING ARCHITECTS & PLANNERS, AIA, INC.
<br />NO REPRODUCTION, REVISIONS OR REUSE OF THIS DRAWING IS AUTHORIZED WITHOUT SPECIFIC WRITTEN PERMISSION. ALL RIGHTS RESERVED.
<br />H) SUPER PLASTICIZER - ASTM C494, TYPE F OR G, WHERE AUTHORIZED BY THE
<br />ENGINEER.
<br />1) GROUND GRANULATED BLAST -FURNACE SLAG CEMENT - ASTM C989, 50%
<br />MAXIMUM BY WEIGHT.
<br />J) MAXIMUM AGGREGATE SIZE - FOOTINGS = #57, OTHERS #67
<br />4. REINFORCING MATERIALS
<br />A) DEFORMED BARS - ASTM A615, GRADE 60
<br />B) SMOOTH DOWELS - ASTM A615, PLAIN BARS, MINIMUM YIELD STRENGTH OF
<br />60,000 PSI.
<br />C) CORROSION RESISTANT UNCOATED STEEL (MMFX-2) - ASTM A615, GRADE 75
<br />AND ASTM A1035 LOW -CARBON (8% MINIMUM) CHROMIUM BY MMFX OR EQUAL.
<br />D) WELDED WIRE FABRIC - ASTM A185, PLAIN WIRE FABRIC IN FLAT SHEETS ONLY.
<br />E) ACCESSORIES TO CONFORM TO ACI 315.
<br />F) WHERE CONCRETE SURFACES ARE EXPOSED, MAKE THOSE PORTIONS OF ALL
<br />ACCESSORIES IN CONTACT WITH THE CONCRETE SURFACE OR WITHIN 1 /2 INCH
<br />THEREOF, OF PLASTIC OR STAINLESS STEEL.
<br />5. PROVIDE THE FOLLOWING MINIMUM CONCRETE STRENGTHS AT 28 DAYS:
<br />A) FOOTINGS, SLAB -ON -GRADE -------------------- 3000 PSI
<br />B) MASONRY WALL BEAMS, TIE COLUMNS ------------ 3000 PSI
<br />C) FORMED COLUMNS, WALLS, BEAMS & SLABS ------- 4000 PSI
<br />6. CONCRETE MUST BE BATCHED, MIXED AND TRANSPORTED IN ACCORDANCE WITH THE
<br />SPECIFICATIONS FOR READY -MIXED CONCRETE ASTM C94.
<br />7. REQUIRED SLUMP = 4 PLUS OR MINUS ONE INCH.
<br />8. CONCRETE MUST BE PLACED WITHIN 90 MINUTES OF BATCH TIME. WHEN AIR
<br />TEMPERATURE IS BETWEEN 85 AND 90 DEGREES F, REDUCE MIXING AND DELIVERY
<br />TIME TO 75 MINUTES. WHEN AIR TEMPERATURE IS HIGHER THAN 90 DEGREES F,
<br />REDUCE MIXING AND DELIVERY TIME TO 60 MINUTES.
<br />9. DO NOT ADD WATER AT THE JOB SITE WITHOUT APPROVAL OF THE PROJECT
<br />SUPERINTENDENT. DO NOT EXCEED THE SLUMP LIMITATION. USE ONLY COLD WATER
<br />FROM THE TRUCK TANK. ANY ADDED WATER MUST BE INDICATED ON THE DELIVERY
<br />TICKET PLUS THE NAME OF THE PERSON AUTHORIZING. TEST CYLINDERS SHALL BE
<br />TAKEN AFTER THE ADDITION OF WATER.
<br />10. LAP SPLICE REINFORCING PER CONCRETE LAP SCHEDULE MINIMUM UNLESS
<br />OTHERWISE SHOWN OR NOTED.
<br />11. PROVIDE CORNER BARS AT ALL WALL FOOTING, WALL AND BEAM CORNERS. SIZE
<br />AND NUMBER TO MATCH HORIZONTAL BARS.
<br />12. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND NUMBER OF VERTICAL BARS.
<br />EMBED DOWELS TO 3" ABOVE BOTTOM OF FOOTINGS.
<br />13. REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER TO PREVENT
<br />DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING OF CONCRETE.
<br />14. REINFORCING BAR COVER
<br />A) FOOTINGS 2" (TOP), 3" (SIDES AND BOTTOM)
<br />B) COLUMNS AND BEAMS 1-1/2"
<br />C) SLABS 3/4" (INTERIOR), 1-1/2' (EXTERIOR)
<br />15. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, LENGTH OF HOOK, IF REQUIRED,
<br />IS NOT INCLUDED.
<br />16. SELECT PROPORTIONS IN ACCORDANCE WITH ACI 301 TO PROVIDE CONCRETE
<br />CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND WITH ACCEPTABLE
<br />FINISHING PROPERTIES, DURABILITY, SURFACE HARDENERS, APPEARANCE, AND
<br />STRENGTH REQUIREMENTS REQUIRED BY THESE SPECIFICATIONS.
<br />17. CHAIR WELDED WIRE FABRIC REINFORCING AT 3'-0" ON CENTER MAXIMUM IN EACH
<br />DIRECTION.
<br />18. MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE:
<br />A) 4000 PSI, 28-DAY COMPRESSIVE STRENGTH; W/C RATIO, 0.44 MAXIMUM
<br />(NON -AIR -ENTRAINED), 0.36 MAXIMUM (AIR -ENTRAINED).
<br />B) 3000 PSI, 28-DAY COMPRESSIVE STRENGTH; W/C RATIO, 0.58 MAXIMUM
<br />(NON -AIR -ENTRAINED), 0.47 MAXIMUM (AIR -ENTRAINED).
<br />19. DATA TO BE SUBMITTED:
<br />A) INTENDED USAGE AND LOCATION FOR EACH TYPE
<br />B) MIX DESIGN FOR EACH TYPE
<br />C) CEMENT CONTENT IN POUNDS -PER -CUBIC YARD
<br />D) COARSE AND FINE AGGREGATE IN POUNDS/CUBIC YARD
<br />E) WATER CEMENT RATIO BY WEIGHT
<br />F) CEMENT TYPE AND MANUFACTURER
<br />G) SLUMP RANGE
<br />H) AIR CONTENT
<br />I) ADMIXTURE TYPE AND MANUFACTURER
<br />J) PERCENT ADMIXTURE BY WEIGHT
<br />K) STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN.
<br />L) COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING STEEL
<br />INCLUDING ACCESSORIES THAT HAVE BEEN REVIEWED AND STAMPED BY THE
<br />GENERAL CONTRACTOR. INCLUDE ALL REQUIRED DIMENSIONS AND ELEVATIONS (IE.
<br />TOP OF CONCRETE)
<br />20. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE CONSTRUCTION OF
<br />FORMWORK, SHORING AND RE -SHORING IN ACCORDANCE WITH ACI 347.
<br />A) FORM AND SHORING DESIGN BY A P.E. REGISTERED IN THE STATE OF FLORIDA.
<br />21. SUBMIT FORM WORK AND SHORING DRAWINGS TO LOCAL BUILDING DEPARTMENT WHEN
<br />REQUIRED BY FLORIDA THRESHOLD LAW.
<br />22. CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS MUST BE MADE AND LOCATED
<br />TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE.
<br />A) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, GIRDERS
<br />AND SLABS.
<br />B) LOCATION OF ANY CONSTRUCTION JOINT NOT SHOWN IS SUBJECT TO REVIEW
<br />AND ACCEPTANCE BY ENGINEER.
<br />23. INTERNAL VIBRATION, PROPERLY APPLIED IS THE REQUIRED METHOD OF
<br />CONSOLIDATING PLASTIC CONCRETE.
<br />24. PROVIDE 3/4" CHAMFER ON ALL EXPOSED CORNERS OF COLUMNS, BEAMS AND
<br />WALLS UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.
<br />25. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, AND SLAB
<br />RECESSES AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. NO
<br />SLEEVE, OPENINGS, OR INSERT MAY BE PLACED IN BEAMS, JOISTS, OR COLUMN
<br />UNLESS APPROVED BY THE ENGINEER.
<br />26. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS INCLUDING, BUT NOT LIMITED TO,
<br />ANCHOR BOLTS, BOLT CLUSTERS, WELD PLATES, ETC., BEFORE PLACING CONCRETE.
<br />NOTIFY ENGINEER OF ANY CONFLICTS WITH REBAR.
<br />27. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE FINISHES.
<br />28. SLOPE WALKWAYS TO DRAIN AWAY FROM THE BUILDING.
<br />29. BUILDING FLOOR AND SITE SLABS -ON -GRADE SHALL BE 4" MINIMUM THICKNESS,
<br />UNLESS NOTED OTHERWISE.
<br />A) REINFORCED WITH 6X6 - W2.1 X W2.1 W.W.F. UNLESS NOTED OTHERWISE.
<br />B) PLACED ON 10 MIL POLYETHYLENE VAPOR RETARDER. LAP 6" AND TAPE ALL
<br />JOINTS.
<br />C) SAW -CUT CONTROL JOINTS ® LESS THAN OR EQUAL TO 15'-0" EACH WAY.
<br />D) PROVIDE HOUSEKEEPING PADS AS REQUIRED.
<br />E) SEE DRAWINGS FOR ANY ADDITIONAL CONDITIONS.
<br />30. TESTING
<br />A) A QUALIFIED TESTING LAB SHALL BE RETAINED TO PERFORM QUALITY CONTROL
<br />WORK AND ON -SITE TESTING.
<br />B) SLUMP TEST - ASTM 143
<br />C) MOLD AND CURE TEST CYLINDERS (ASTM C-31) AND TEST CYLINDERS FOR
<br />STRENGTH (ASTM C39). TAKE ONE TEST - THREE CYLINDERS FOR EACH DAYS
<br />POUR OF 100 CUBIC YARDS, OR FRACTION THEREOF. TEST ONE CYLINDER AT
<br />7 DAYS, TWO AT 28 DAYS. TEST CYLINDER SAMPLES SHALL BE TAKEN AT THE
<br />POINT OF DISCHARGE WHEN USING A PUMP.
<br />D) ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO THE OWNER,
<br />ENGINEER, ARCHITECT AND GENERAL CONTRACTOR.
<br />31. CONTRACTOR SHALL PROVIDE FLATNESS AND LEVELNESS IN CONCRETE SLABS PER ACI
<br />302.1 R, FIG. 8.7 MINIMUM REQUIRED "F" NUMBERS FOR TYPE OF SLAB USE. REFER
<br />TO ACI 117 FOR FLOOR TOLERANCES.
<br />32. REPAIR ANY CRACKS OR DEFECTIVE AREAS THAT WILL RESTORE THE AFFECTED
<br />SURFACE OR AREAS TO THEIR FULL DESIGN STRENGTH AND APPEARANCE. CONTACT
<br />THE STRUCTURAL ENGINEER FOR ADVICE AND EVALUATION.
<br />33. ACCEPTANCE OF THE STRUCTURE WILL BE MADE IN CONFORMANCE WITH ACI 301.
<br />34. ALL CAST -IN -PLACE CONCRETE MUST BE MAINTAINED WITH MINIMAL MOISTURE LOSS
<br />AT A RELATIVELY CONSTANT TEMPERATURE FOR A MINIMUM OF 7 DAYS FOLLOWING
<br />THE PLACING OF THE CONCRETE BY THE USE OF A WATER SPRAY, WATER SATURATED
<br />FABRIC, MOISTURE RETAINING MEMBRANE OR LIQUID CURING COMPOUND.
<br />35. CURE SLABS -ON -GRADE FOR THE FIRST 72 HOURS BY THE USE OF:
<br />A) FOG SPRAYING
<br />B) PONDING
<br />C) SPRINKLING
<br />D) CONTINUOUSLY WET ABSORPTIVE MATS OR FABRIC
<br />E) CONTINUE CURING BY USE OF MOISTURE RETAINING COVER UNTIL CONCRETE
<br />HAS OBTAINED ITS SPECIFIED 28 DAY COMPRESSIVE STRENGTH.
<br />F) OR LIQUID CURING COMPOUND AFTER FINISHING PROCESS IS COMPLETED.
<br />G) CONCRETE WET CURE TIME TO BE 7 DAYS MINIMUM AT 50 DEGREES MINIMUM
<br />TEMPERATURE.
<br />36. SUBMIT MATERIALS AND METHOD OF CURING FOR REVIEW.
<br />37. DO NOT USE MOISTURE RETAINING CURING COMPOUNDS FOR CURING SURFACES TO
<br />RECEIVE CARPET, FLEXIBLE FLOORING, CERAMIC TILED FLOORS OR OTHER SPECIFIED
<br />FLOOR SYSTEMS, UNLESS IT HAS BEEN DEMONSTRATED THAT SUCH COMPOUNDS WILL
<br />NOT PREVENT BOND.
<br />38. DO NOT PERMIT CONCRETE NOT FULLY CURED TO BE EXPOSED TO EXCESSIVE
<br />TEMPERATURE CHANGES OR HIGH WINDS.
<br />39. POUR ALL GROUND SLABS ON 10 MIL MINIMUM VAPOR RETARDER IN COMPLIANCE
<br />WITH ASTM E1745, LAPPED 6" MINIMUM AND FULLY TAPED.
<br />40. EQUIPMENT MADE OF ALUMINUM OR ALUMINUM ALLOYS, SHALL NOT BE USED FOR
<br />PUMP LINES, TREMIES, OR CHUTES OTHER THAN SHORT CHUTES SUCH AS THOSE
<br />USED TO CONVEY CONCRETE FROM A TRUCK MIXER.
<br />41. THE CODE PROHIBITS THE USE OF ALUMINUM (CONDUIT, PIPES, ETC.) IN STRUCTURAL
<br />CONCRETE UNLESS IT IS EFFECTIVELY COATED OR COVERED.
<br />MASONRY
<br />1. HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE
<br />II. MINIMUM NET COMPRESSIVE UNIT STRENGTH = 2000 PSI. (NET AREA
<br />COMPRESSIVE MASONRY STRENGTH FM = 1500 PSI).
<br />2. MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 (PROPORTION OR
<br />PROPERTY SPECIFICATION) WITH A MINIMUM AVERAGE COMPRESSIVE STRENGTH AT 28
<br />DAYS OF 1800 PSI.
<br />3. COARSE GROUT SHALL CONFORM TO ASTM C476:
<br />A) 2500 PSI AT 28 DAYS.
<br />B) 1/4" MAXIMUM AGGREGATE.
<br />C) 8" - 11" SLUMP.
<br />4. CODES AND STANDARDS:
<br />A) SPECIFICATIONS FOR MASONRY STRUCTURES - ACI 530.1/ASCE 6/ TMS
<br />602 IS INCLUDED BY REFERENCE IN ITS ENTIRETY.
<br />B) BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES - ACI 530/ ASCE
<br />5/TMS 402.
<br />5. A REINFORCED TIE BEAM SHALL BE PROVIDED AT TOP OF ANY WALL. USE
<br />GALVANIZED MESH -TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS
<br />TO MATCH HORIZONTAL BARS.
<br />6. UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE AS FOLLOWS:
<br />A) TOP OF PARAPET WALL: (1) #5 BAR IN GROUTED KNOCK -OUT BLOCKS.
<br />7. VERTICAL BARS SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM OF BAR AND
<br />AT 8'-0" O.C. MAXIMUM WITH A MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE
<br />CLEAR DISTANCE BETWEEN BARS SHALL NOT EXCEED ONE BAR DIAMETER, OR MORE
<br />THAN 1". CENTER BARS IN WALLS U.N.O.
<br />8. VERTICAL REINFORCING SHALL BE AS SHOWN ON THE DRAWINGS. FILLCELLS WITH
<br />COARSE GROUT AS SPECIFIED. PROVIDE ACI 90 DEGREE STANDARD HOOKS INTO
<br />FOOTING AND ROOF TIE BEAM. LAP SPLICE VERTICAL REINFORCEMENT ABOVE
<br />FOOTING AND ABOVE EACH FLOOR LEVEL UNLESS NOTED OTHERWISE. MAINTAIN
<br />VERTICAL REINFORCING SHOWN ON PLANS ABOVE AND BELOW MASONRY OPENINGS.
<br />CONTINUE FOUNDATION DOWELS BELOW ALL MASONRY OPENINGS.
<br />9. REINFORCED FILL CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN MATERIAL OR
<br />DEBRIS. REMOVE ANY INSULATING MATERIAL FROM CELLS, INCLUDING POLYSTYRENE
<br />INSULATING INSERTS, PRIOR TO GROUT POUR.
<br />10. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND
<br />WHERE BENDS OR HOOKS ARE DETAILED ON THE PLANS.
<br />11. REINFORCING BARS SHALL BE LAPPED AS NOTED WHERE SPLICED AND SHALL BE
<br />WIRED TOGETHER.
<br />12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL
<br />NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICALS. DOWELS SHALL BE
<br />GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT
<br />CELL TO THE VERTICAL WALL REINFORCEMENT.
<br />13. PROVIDE HORIZONTAL WALL REINFORCING (9 GA.) HOT DIPPED GALVANIZED LADDER
<br />TYPE DUR-O-WALL (OR EQUIVALENT) AT 16" O.C. JOINT REINFORCING SHALL
<br />CONFORM TO ASTM A-951.
<br />14. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND SHALL
<br />CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE OF REINFORCEMENT IN THE
<br />LAPPED DISTANCE.
<br />15. CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN EACH
<br />GROUT POUR WHEN THE POUR HEIGHT EXCEEDS 5'. CLEANOUTS TO BE SAW -CUT 4"
<br />X 4".
<br />16. PLACE GROUT IN 5' MAX. LIFTS HEIGHTS.
<br />17. CONSOLIDATE GROUT POURS AT THE TIME OF PLACEMENT BY MECHANICAL MEANS
<br />AND RECONSOLIDATE AFTER INITIAL WATER LOSS AND SETTLEMENT.
<br />18. ALL MASONRY FOUNDATION STEMWALLS AND RETAINING WALLS SHALL BE FULLY
<br />GROUTED.
<br />19. STORE BLOCKS ON PALLETS AND COVER WITH PLASTIC SHEETING.
<br />SHEET INDEX
<br />501.00
<br />GENERAL NOTES
<br />501-01
<br />GENERAL NOTES
<br />501-02
<br />WIND TA5LE5
<br />502.01
<br />FOUNDATION PLAN
<br />50222
<br />ROOF FRAMING PLAN
<br />503.00
<br />FOUNDATION DETAIL5
<br />50321
<br />FOUNDATION DETAIL5
<br />505-00
<br />FRAMING DETAIL5
<br />505-01
<br />FRAMING DETAILS
<br />505.02
<br />FRAMING DETAIL5
<br />U
<br />"'v Z
<br />N
<br />W
<br />a
<br />o
<br />N
<br />•0 Z
<br />viz
<br />La
<br />O
<br />Z
<br />O
<br />N
<br />S
<br />s
<br />a
<br />O O C)
<br />co
<br />M N Q
<br />I 3
<br />o_
<br />V),%Np,W��
<br />N �
<br />-01-100r0 r-Z
<br />0 Lj
<br />c
<br />mat oa
<br />ymNCO.L"
<br />- L.�r_o O=
<br />3 Ov- A - O
<br />z 3 `` t ``
<br />U) U d
<br />� U
<br />N
<br />� � N N
<br />Oo , U
<br />C14
<br />Cl)
<br />g
<br />A\
<br />M
<br />c
<br />coLL o
<br />o (al c
<br />(a
<br />LL
<br />C m
<br />W
<br />n ) U
<br />I✓0�
<br />17
<br />g_
<br />o
<br />U)
<br />L
<br />/W♦_
<br />VC,-
<br />�0 •U
<br />J
<br />U � p
<br />n(N
<br />L ., o
<br />0
<br />�
<br />o
<br />0
<br />0
<br />0
<br />m
<br />o
<br />CL
<br />L LJ
<br />E
<br />U
<br />=
<br />c
<br />_
<br />Lrn
<br />0
<br />Ocn
<br />VJJ
<br />o
<br />U
<br />m
<br />+-
<br />=
<br />VS
<br />CO
<br />o
<br />=
<br />CO
<br />(2
<br />J
<br />=
<br />Cn
<br />N
<br />N
<br />c
<br />0
<br />a
<br />•U
<br />0
<br />M
<br />r"
<br />W
<br />a
<br />0
<br />0
<br />a�
<br />U
<br />m
<br />m
<br />4)
<br />o
<br />v
<br />-0o
<br />N
<br />4 1 5 1 6 1 7 1 8 1 9 ' 10 ' 11 ' 12 ' sheet no.
<br />GENERAL SNOTES S 0 e 00 1 AS NOTED
<br />
|