|
0
<br />v
<br />0
<br />U �_o
<br />DESIGN CRITERIA
<br />1. ALL STRUCTURAL WORK SHALL CONFORM TO THE STRUCTURAL DRAWINGS AND SPECIFICATIONS AND MEET
<br />THE REQUIREMENTS OF THE FLORIDA BUILDING CODE (FBC) AND THE APPLICABLE BUILDING CODE
<br />AMENDMENTS. THE ARCHITECTURAL DRAWINGS SHALL GOVERN ALL DIMENSIONS.
<br />A BUILDING CODE: FBC - 6TH EDITION (2017)
<br />B STRUCTURAL CONCRETE:BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE(ACI 318)
<br />C STRUCTURAL STEEL:SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC)
<br />D CONCRETE MASONRY:BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES(ACI 530)
<br />E COMPONENTS AND CLADDING LOADSWINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
<br />STRUCTURES(ASCE 7-16)
<br />2. OCCUPANCY CATEGORY: II
<br />3. ROOF LIVE LOADS:
<br />a. BASIC ROOF LIVE LOAD 20 PSF
<br />b. BASIC ROOF DEAD LOAD: 25 PSF
<br />b.a. (SEE PLAN FOR ADDITIONAL DEAD LOADS OR EQUIPMENT LOADS)
<br />4. WIND LOADS:
<br />a. BASIC WIND SPEED (3-SECOND GUST) 140 MPH
<br />b. BUILDING RISK CATEGORY II
<br />c. WIND EXPOSURE "B"
<br />d. INTERNAL PRESSURE COEFFICIENTS +0.18/-0.18
<br />IS. COMPONENTS AND CLADDING PRESSURE
<br />5. EARTHQUAKE LOADS (-):
<br />a.
<br />SEISMIC IMPORTANCE FACTOR, IE
<br />1.0
<br />b.
<br />BUILDING RISK CATEGORY
<br />II
<br />c.
<br />MAPPED SPECTRAL RESPONSE ACCELERATION, SS
<br />.0559
<br />d.
<br />MAPPED SPECTRAL RESPONSE ACCELERATION, S1
<br />.0301
<br />e.
<br />SITE CLASS (ASSUMED)
<br />D
<br />f.
<br />SPECTRAL RESPONSE COEFFICIENT, SDS
<br />0.060
<br />g.
<br />SPECTRAL RESPONSE COEFFICIENT, SD1
<br />0.048
<br />h.
<br />SEISMIC DESIGN CATEGORY
<br />A
<br />1.
<br />BASIC SEISMIC -FORCE -RESISTING SYSTEM
<br />ORD BRACED FRAME
<br />j.
<br />DESIGN BASE SHEAR
<br />2.00K
<br />k.
<br />SEISMIC RESPONSE COEFFICIENT, CS
<br />0.0100
<br />I.
<br />RESPONSE MODIFICATION FACTOR, R
<br />1.0
<br />m.
<br />ANALYSIS PROCEDURE USED
<br />EQUIV. LATERAL FORCE
<br />5. INTERIOR WALLS (MINIMUM LATERAL LOAD) 5 PSF
<br />6. GROUND SNOW LOAD (PG = 0 PSF), N/A
<br />7. SEE PLANS FOR ADDITIONAL LOADING CRITERIA.
<br />GENERAL CONDITIONS
<br />1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS OF ALL OTHER
<br />DISCIPLINES AND SPECIFICATIONS. THE CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER
<br />TRADES AS TO SLEEVES, CHASES, HANGERS, INSERT ANCHORS, HOLES, AND OTHER ITEMS TO BE PLACED
<br />OR SET IN THE STRUCTURAL WORK.
<br />2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND
<br />REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT ADVISE ON, NOR ISSUE DIRECTION, AS TO
<br />SAFETY PRECAUTIONS AND PROGRAMS.
<br />3. METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE
<br />CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE
<br />THE INTEGRITY AND STABILITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. THE STRUCTURE
<br />SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY.
<br />4. THE CONTRACTOR SHALL REVIEW THE CONSTRUCTION DOCUMENTS AND VERIFY ALL DIMENSIONS,
<br />ELEVATIONS, AND CONDITIONS PRIOR TO FABRICATION OF ANY STRUCTURAL COMPONENTS. IMMEDIATELY
<br />NOTIFY THE ENGINEER AND/OR ARCHITECT OF ANY DISCREPANCIES OR CONFLICT WHERE THE INTENT OF
<br />THE CONSTRUCTION DOCUMENTS ARE IN DOUBT OR WHERE THERE APPEARS TO BE A DEFECT OR
<br />OMISSION IN THE CONSTRUCTION DOCUMENTS OR DISCREPANCY BETWEEN THE CONSTRUCTION
<br />DOCUMENTS AND THE FIELD CONDITION. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING TO
<br />OBTAIN ENGINEER'S CLARIFICATION BEFORE COMMENCING THE WORK.
<br />5. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ENGINEER AND/OR ARCHITECT
<br />FOR APPROVAL PRIOR TO FABRICATION OF ANY STRUCTURAL COMPONENTS. ALL CHANGES REQUIRE THE
<br />WRITTEN APPROVAL OF THE ENGINEER AND/OR ARCHITECT. UNAUTHORIZED DEVIATIONS ARE THE SOLE
<br />RESPONSIBILITY OF THE CONTRACTOR.
<br />6. THE CONTRACTOR SHALL SHORE OR CRIB THE STRUCTURE FOR ALL CONSTRUCTION LOADS WHICH EXCEED
<br />THE NOTED DESIGN LOADS. DO NOT APPLY ANY ERECTION OR CONSTRUCTION LOADS UNTIL STRUCTURAL
<br />FRAMING IS PROPERLY CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.
<br />7. ALL STRUCTURAL WORK THAT IS COMPOSED OF COMPONENTS DESIGNED BY OTHERS SHALL BE IN
<br />ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND INSTRUCTIONS AND SUPERVISED BY
<br />THE MANUFACTURER'S REPRESENTATIVE(S) DURING THE MANUFACTURING, DELIVERY, HANDLING,
<br />STORAGE, AND ERECTION AS REQUIRED.
<br />8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
<br />SPECIFICALLY SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY
<br />THE ENGINEER.
<br />9. ALL ASTM AND OTHER REFERENCES ARE PER THE LATEST EDITIONS OF THOSE STANDARDS, UNLESS
<br />OTHERWISE NOTED.
<br />10. COORDINATE ALL CONSTRUCTION ACCESS AND OPERATIONS FOR ALL WORK THAT OCCURS ADJACENT TO
<br />AN EXISTING STRUCTURE AS NECESSARY TO AVOID DISRUPTION TO SAID STRUCTURE.
<br />11. ALL STRUCTURAL CONSTRUCTION DOCUMENTS (DRAWINGS, DETAILS, CALCULATIONS, AND ALL OTHER
<br />STRUCTURAL INFORMATION) PROVIDED ARE THE PROPERTY OF THE ENGINEER AND ARE FOR USE ON THIS
<br />PROJECT ONLY. ANY OTHER USE OF THE STRUCTURAL CONSTRUCTION DOCUMENTS IS STRICTLY
<br />PROHIBITED WITHOUT THE WRITTEN PERMISSION OF ENGINEER.
<br />12. IF DRAWINGS AND CALCULATIONS ARE PROVIDED ELECTRONICALLY; COPIES OF THE ORIGINAL
<br />CONSTRUCTION DOCUMENTS AS DESIGNED BY ENGINEER HAVE BEEN RETAINED BY ENGINEER. ENGINEER
<br />IS NOT RESPONSIBILITY FOR ANY SUBSEQUENT CHANGES TO THE REPRODUCIBLE ORIGINAL
<br />CONSTRUCTION DOCUMENTS (I.E. DOCUMENTS PROVIDED ELECTRONICALLY) WHICH ARE NOT MADE OR
<br />OTHERWISE COMMUNICATED IN WRITING BY ENGINEER.
<br />SHOP DRAWINGS / DEFERRED STRUCTURAL SUBMITTALS
<br />NOTE: DEFERRED_ STRUCTURAL SUBMITTALS SHALL BE SUBMITTED TO THE_ BUILDING OFFICIAL WITH
<br />E REVIEWED AND FOUND
<br />DOCUMENTS HAVE BEEN NOTATION INDICATING THAT THE DEFERRED SUBMITTAL --__
<br />TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. DEFERRED SUBMITTAL ITEMS SHALL
<br />APPROVED BY THE BUILDING
<br />_
<br />NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN APPR _ O-
<br />OFFICIAL (FBC-B SEC 107.3.4.1
<br />1. THE CONTRACTOR SHALL SUBMIT A MINIMUM OF THREE COPIES OF THE FOLLOWING SHOP DRAWINGS
<br />(MAXIMUM SCALE 1/8: = 1'-0") TO THE ARCHITECT/ENGINEER PRIOR TO THE FABRICATION OF ANY
<br />STRUCTURAL COMPONENTS (ONE COPY TO BE RETAINED BY THE ARCHITECT AND ENGINEER). AS A
<br />MINIMUM, ALL SHOP DRAWING SUBMITTALS SHOULD INCLUDE PLANS, ELEVATIONS, SECTIONS, DETAILS OF
<br />INSTALLATION AND CONNECTIONS, AND MATERIAL SPECIFICATIONS, UNLESS OTHERWISE NOTED.
<br />2. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR REVIEW
<br />PRIOR TO FABRICATION. BEFORE BEING SUBMITTED FOR REVIEW, ALL SHOP DRAWINGS SHALL BE
<br />CHECKED BY THE FABRICATOR AND BEAR THE CHECKER'S INITIALS AND SHALL BE REVIEWED BY THE
<br />CONTRACTOR FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS AND HAVE AN APPROVAL STAMP
<br />PLACED ON EACH SHOP DRAWING INDICATING SUCH. ANY SHOP DRAWING NOT CHECKED OR REVIEWED BY
<br />THE FABRICATOR AND CONTRACTOR PRIOR TO BEING SUBMITTED TO THE ARCHITECT/ENGINEER FOR
<br />REVIEW MAY BE REJECTED AND RETURNED WITHOUT REVIEW.
<br />3. IN NO CASE SHALL REPRODUCTION OF THE CONTRACT DRAWINGS BE USED AS SHOP DRAWINGS.
<br />4. DESIGN AND DETAILING SHALL BE PERFORMED USING RATIONAL ENGINEERING DESIGN PRACTICES AND BE
<br />BASED ON STANDARD PRACTICES IN ACCORDANCE WITH CONSTRUCTION DOCUMENTS AND THE BUILDING
<br />CODE AND ALL APPLICABLE BUILDING CODE AMENDMENTS.
<br />5. THE ENGINEER'S REVIEW IS TO VERIFY CONFORMANCE WITH DESIGN CONCEPT AND GENERAL COMPLIANCE
<br />WITH THE PERTINENT CONTRACT DOCUMENTS. THE ENGINEER'S REVIEW DOES NOT RELIEVE THE
<br />CONTRACTOR OF THE RESPONSIBILITY TO REVIEW, CHECK, AND COORDINATE THE SHOP DRAWINGS PRIOR
<br />TO SUBMISSION. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS
<br />ASSOCIATED WITH THE SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC.
<br />6. AS A MINIMUM, SUBMIT THE FOLLOWING SHOP DRAWINGS FOR REVIEW:
<br />a. REINFORCING STEEL IN REINFORCED CONCRETE AND MASONRY CONSTRUCTION - INCLUDE DETAILS OF
<br />ALL BENT BARS,
<br />VERTICAL REINFORCING AND HORIZONTAL BOND BEAM REINFORCING. INCLUDE PLANS AND
<br />ELEVATIONS AS REQUIRED TO
<br />CLEARLY SHOW ALL REINFORCING.
<br />b. ALL CONCRETE CONSTRUCTION - SUBMIT A CONCRETE MIX DESIGN FOR EACH CONCRETE STRENGTH.
<br />AS A MINIMUM, EACH
<br />DESIGN SHALL INCLUDE PROPORTIONS OF CEMENT, FINE AND COURSE AGGREGATES, AND WATER,
<br />STRUCTURAL NOTES
<br />SCALE NTS
<br />GRADATION OF COMBINED
<br />AGGREGATES, AND CONCRETE COMPRESSIVE TEST RESULTS. CERTIFICATION SHALL BE FROM AN
<br />ACCEPTABLE TESTING
<br />LABORATORY.
<br />c. PRECAST CONCRETE - SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A
<br />QUALIFIED PROFESSIONAL
<br />ENGINEER. CALCULATIONS SHALL INCLUDE AS A MINIMUM, ALL LOADS, STRESSES, AND DEFLECTIONS
<br />ASSOCIATED WITH EACH
<br />MEMBER.
<br />d.
<br />e. STRUCTURAL STEEL - SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND SEALED
<br />(CALCULATIONS ONLY) BY A
<br />QUALIFIED PROFESSIONAL ENGINEER. CALCULATIONS SHALL INCLUDE AS A MINIMUM, ALL LOADS,
<br />STRESSES,AND
<br />DEFLECTIONS ASSOCIATED WITH EACH MEMBER AND/OR CONNECTION.
<br />f. COLD -FORMED STEEL PURLINS AND GIRTS - SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND
<br />SEALED BY A
<br />QUALIFIED PROFESSIONAL ENGINEER.
<br />SHOP DRAWINGS / DEFERRED STRUCTURAL SUBMITTALS (con't)
<br />g. COLD -FORMED STEEL STUDS AND POSTS - SUBMIT ERECTION DRAWINGS. AS A MINIMUM ERECTION
<br />DRAWINGS SHALL SHOW
<br />LAYOUT, PIECE MARKS AND ASSOCIATED MEMBER SIZES INCLUDES STUDS/POSTS, TOP AND BOTTOM
<br />TRACK/ANGLE, AND
<br />COMPONENTS AND ACCESSORIES.
<br />h. STEEL DECKING / PANELING - AS A MINIMUM, SUBMIT MANUFACTURER'S CATALOG WITH SHOP
<br />DRAWINGS.
<br />1. STEEL GRATING AND/OR FLOOR PLATE - INCLUDE ALL JOINT LOCATIONS, CONNECTION DETAILS, AND
<br />GRADE OF STEEL. AS A
<br />MINIMUM, SUBMIT MANUFACTURER'S CATALOG WITH SHOP DRAWINGS.
<br />j. SHOP FABRICATED WOOD TRUSSES - SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND
<br />SEALED BY A QUALIFIED
<br />PROFESSIONAL ENGINEER. AS A MINIMUM, ALL SHOP DRAWINGS AND CALCULATIONS SHALL BE IN
<br />CONFORMANCE WITH IBC
<br />SECTION 2303.4.
<br />7. AS A MINIMUM, SUBMIT THE FOLLOWING DEFERRED SUBMITTAL FOR REVIEW BY THE ENGINEER OR RECORD
<br />AND REVIEW AND APPROVAL BY THE BUILDING OFFICIAL:
<br />a. PRE-ENGINEERED METAL BUILDING- SUBMIT SHOP DRAWINGS AND CALCULATIONS AND A LETTER
<br />SIGNED AND SEALED BY THE
<br />PRE-ENGINEERED METAL BUILDING SYSTEMS ENGINEER OF RECORD STATING THAT THE
<br />PRE-ENGINEERED METAL BUILDING IS
<br />DESIGNED TO CONFORM TO THE DESIGN CRITERIA SET FORTH BY THE PROJECT ENGINEER OF RECORD.
<br />THE SHOP DRAWING
<br />SUBMITTAL SHALL INCLUDE ALL ANCHOR BOLT REQUIREMENTS AND FOUNDATION REACTIONS.
<br />8. OTHER SUBMITTALS MAY BE REQUIRED PER THE SPECIFICATIONS OR THE SEPARATE NOTES CONTAINED
<br />HEREIN.
<br />9. TEMPORARY OR PERMANENT SYSTEMS OR FRAMING MEMBERS THAT ARE NOT SPECIFICALLY DESIGNED,
<br />DETAILED, OR SPECIFIED IN THE CONTRACT DOCUMENTS BUT ARE REQUIRED TO COMPLETE THE FINISHED
<br />STRUCTURE, SHALL BE DESIGNED AND DETAILED BY OR UNDER THE DIRECTION OF A QUALIFIED
<br />PROFESSIONAL ENGINEER. ALL REQUESTED SUBMITTALS FOR THESE SYSTEMS OR FRAMING MEMBERS
<br />SHALL BE SIGNED AND SEALED BY SAID QUALIFIED PROFESSIONAL ENGINEER.
<br />10. ALL SIGNED AND SEALED SHOP DRAWINGS AND/OR CALCULATIONS THAT ARE REQUIRED TO BE SUBMITTED
<br />FOR REVIEW SHALL BE DONE BY OR UNDER THE DIRECTION OF A QUALIFIED PROFESSIONAL ENGINEER.
<br />11. A QUALIFIED PROFESSIONAL ENGINEER IS A PROFESSIONAL ENGINEER WHO IS LEGALLY REGISTERED AND
<br />LICENSED TO PROVIDE ENGINEERING SERVICES IN THE JURISDICTION IN WHICH THE PROJECT IS LOCATED
<br />AND WHO IS EXPERIENCED IN PROVIDING ENGINEERING SERVICES RELATED TO THE WORK SUBMITTED.
<br />SAID ENGINEER SHALL BE CAPABLE OF PERFORMING DESIGN AND DETAILING USING RATIONAL
<br />ENGINEERING DESIGN PRACTICES BASED ON STANDARD PRACTICES IN ACCORDANCE WITH THE CONTRACT
<br />DOCUMENTS, THE BUILDING CODE, AND ALL APPLICABLE BUILDING CODE AMENDMENTS.
<br />FOUNDATION DESIGN
<br />1. THE FOUNDATION DESIGN IS BASED ON THE FINDINGS AND RECOMMENDATIONS MADE BY GEOTECHNICAL
<br />ENGINEER OF RECORD. SUBGRADE PREPARATION SHALL CONFORM STRICTLY WITH THE
<br />RECOMMENDATIONS GIVEN IN THIS REPORT AND AS PER THE GEOTECHNICAL ENGINEER'S FIELD
<br />INSTRUCTIONS.
<br />2. ASSUMED GEOTECHNICAL INFORMATION (IN THE ABSENCE OF REPORT):
<br />a. ALLOWABLE SOIL PRESSURE 2,000 PSF
<br />b. SOIL DENSITY 110 PCF
<br />3. FOOTINGS SHALL BEAR AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING
<br />SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL
<br />DEPTHS/ELEVATIONS S O ,
<br />ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD.
<br />4. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR COMPACTED FILL CAPABLE OF
<br />SUPPORTING THE DESIGN BEARING PRESSURE NOTED HEREIN.
<br />5. ALL SOIL SURROUNDING AND BENEATH ALL FOOTINGS, SLABS, ETC. SHALL BE PROTECTED AGAINST FROST
<br />OR FREEZING DURING CONSTRUCTION.
<br />6. THE CONTRACTOR SHOULD EMPLOY A PROFESSIONAL GEOTECHNICAL ENGINEER TO INSPECT THE
<br />FOUNDATIONS AND BEARING LEVELS AND VERIFY THAT THE MATERIAL ON WHICH THE FOUNDATIONS WILL
<br />BEAR HAS AT LEAST THE ABOVE NOTED CAPACITY AND GIVE RECOMMENDATIONS FOR SUBGRADE
<br />PREPARATION. STRICTLY FOLLOW GEOTECHNICAL ENGINEER'S RECOMMENDATIONS FOR SUBBASE AND
<br />FOOTING BEARING MATERIAL AND PREPARATION AS REQUIRED.
<br />7. IMMEDIATELY NOTIFY THE ENGINEER AND/OR ARCHITECT IF UNSUITABLE SOIL OR SOIL CONDITIONS AT
<br />VARIANCE WITH THE GEOTECHNICAL REPORT IS DISCOVERED AT THE FOOTING ELEVATIONS SPECIFIED.
<br />8. NO BACKFILL SHALL BE PLACED AGAINST WALLS UNTIL WALLS AND SLABS (OR HORIZONTAL BEAMS AND
<br />STRUTS) SUPPORTED E DESIGN STRENGTH OR PRIOR TO THE COMPLETE
<br />THEREON N O HAVE ATTAINED
<br />INSTALLATION OF THE LATERAL LOAD RESISTING SYSTEM.
<br />9. BACKFILL BEHIND ALL RETAINING AND/OR BASEMENT WALLS WITH FREE DRAINING GRANULAR FILL AND
<br />PROVIDE SUBSURFACE DRAINAGE AS REQUIRED. ALL BACKFILL MATERIAL SHALL CONFORM STRICTLY WITH
<br />THE RECOMMENDATIONS GIVEN IN THE GEOTECHNICAL REPORT MENTIONED ABOVE OR PER A
<br />PROFESSIONAL GEOTECHNICAL ENGINEER'S FIELD INSTRUCTIONS.
<br />10. PROVIDE VERTICAL CONTROL JOINTS IN RETAINING WALLS AS INDICATED. PROVIDE ADDITIONAL JOINTS AS
<br />REQUIRED SO THE SPACING BETWEEN JOINTS DOES NOT EXCEED A SPACING OF 3.0 X WALL HEIGHT (25
<br />FEET MAXIMUM). PROVIDE EXPANSION JOINTS AT EVERY FOURTH CONTROL JOINT, UNLESS OTHERWISE
<br />NOTED.
<br />11. THE EXISTENCE OF UNDERGROUND STRUCTURES AND/OR UTILITIES IS NOT KNOWN. IT IS THE
<br />CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE OWNER OR NECESSARY AUTHORITIES THE
<br />LOCATIONS OF ALL EXISTING UNDERGROUND STRUCTURES AND/OR UTILITIES.
<br />12. WHERE FOOTINGS ARE IN CLOSE PROXIMITY OF SEWERS, DRAINS, CONDUITS, PIPES, ETC., THE BOTTOM OF
<br />FOOTING SHALL BE SET AT OR BELOW THE INVERT ELEVATION OF THE ADJACENT ELEMENT.
<br />CAST -IN -PLACE CONCRETE
<br />1. ALL REINFORCED CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE BUILDING CODE AND
<br />APPLICABLE AMENDMENTS AND THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI
<br />318) OF THE AMERICAN CONCRETE INSTITUTE.
<br />2. ALL REINFORCED CONCRETE MIX DESIGNS SHALL BE PERFORMED IN ACCORDANCE WITH THE BUILDING
<br />CODE AND APPLICABLE AMENDMENTS AND THE "SPECIFICATIONS FOR STRUCTURAL CONCRETE" (ACI 301)
<br />OF THE AMERICAN CONCRETE INSTITUTE.
<br />3. ALL REINFORCING STEEL FABRICATION AND PLACEMENT SHALL BE PERFORMED IN ACCORDANCE WITH THE
<br />BUILDING CODE AND APPLICABLE AMENDMENTS AND THE "MANUAL OF STANDARD PRACTICE" (CRSI MSP-1)
<br />OF THE CONCRETE REINFORCING STEEL INSTITUTE AND THE "SPECIFICATIONS FOR STRUCTURAL
<br />CONCRETE FOR BUILDINGS" (ACI 301) AND "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" (ACI
<br />315) OF THE AMERICAN CONCRETE INSTITUTE,
<br />4. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (144 PCF+) CONFORMING TO ASTM C94 WITH ALL
<br />CEMENT CONFORMING TO ASTM C150, TYPE I OR II. MAXIMUM AGGREGATE SIZE SHALL BE 1-1/2" FOR
<br />FOOTINGS AND 3/4" FOR WALLS AND SLABS, CONFORMING TO ASTM C33.
<br />5. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) AT 28 DAYS, SLUMP AND MAXIMUM
<br />WATER/CEMENT RATIO REQUIREMENTS:
<br />a. STRUCTURAL CONCRETE: 3000 PSI 2" - 4" SLUMP* W/C RATIO = .58
<br />b. CONCRETE FILL: 2500 PSI 2" - 4" SLUMP W/C RATIO = .58
<br />6. OBTAIN EACH TYPE OF CEMENT OF THE SAME BRAND FROM THE SAME MANUFACTURER'S PLANT, EACH
<br />AGGREGATE FROM ONE SOURCE, AND EACH ADMIXTURE FROM THE SAME MANUFACTURER.
<br />7. ALL CONCRETE EXPOSED TO WEATHER SHALL HAVE ENTRAINED AIR IN ACCORDANCE WITH SECTION 1904
<br />OF THE IBC.
<br />8. FOR AIR ENTRAINED CONCRETE - MAXIMUM W/C RATIO = .44
<br />9. ALL ADMIXTURES SHALL CONFORM TO ASTM C260, C494, C618, C989 AND C1017 (LISTING IS NOT ALL
<br />INCLUSIVE).
<br />10. ALL GROUT SHALL BE NONMETALLIC SHRINKAGE -RESISTANT GROUT PROVIDED BY A MANUFACTURER
<br />APPROVED IN WRITING BY THE STRUCTURAL ENGINEER AND INSTALLED AND MIXED PER THE
<br />MANUFACTURER'S RECOMMENDATIONS AND INSTRUCTIONS. ALL GROUT SHALL HAVE A MINIMUM
<br />COMPRESSIVE STRENGTH (F'C) AT 28 DAYS EQUAL TO 5000 PSI.
<br />11. REINFORCEMENT:
<br />a. DEFORMED BARS ASTM A615, GRADE 60
<br />b. WELDED WIRE REINFORCEMENT ASTM A185
<br />c. GALVANIZED REINFORCEMENT ASTM A767, CLASS II
<br />12. REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM CLEAR CONCRETE COVER UNLESS OTHERWISE
<br />NOTED:
<br />a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"
<br />b. CONCRETE SURFACES IN CONTACT WITH SOIL OR EXPOSED TO
<br />c. EARTH OR WEATHER (#6 BARS OR LARGER) 2"
<br />(#5 BARS OR SMALLER) 1-1/2"
<br />d. COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2"
<br />e. CONCRETE SURFACES NOT IN CONTACT WITH SOIL OR
<br />EXPOSED TO WEATHER INCLUDING WALLS AND TOP AND
<br />BOTTOM OF SLABS 1"
<br />CAST -IN -PLACE CONCRETE (con't)
<br />13. WELDING OF REINFORCING BARS IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL FROM THE
<br />ENGINEER. IF WELDING OF REINFORCING IS NECESSARY, IT SHALL BE PERFORMED IN ACCORDANCE WITH
<br />AWS D1.4. REINFORCING STEEL FOR WELDED ASSEMBLIES SHALL CONFORM TO ASTM A706
<br />SPECIFICATIONS.
<br />14. SPLICED BARS SHALL HAVE A MINIMUM LAP OF CLASS B TENSION LAP SPLICE PER TYPICAL DETAILS UNLESS
<br />OTHERWISE NOTED. STAGGER SPLICE WHERE POSSIBLE.
<br />15. GALVANIZED REINFORCING SHALL BE TREATED TO PREVENT REDUCTION OF BOND. OTHERWISE PROVIDE
<br />SPLICE LENGTHES EQUIVILANT TO EPDXY COATED REINFORCING.
<br />16. ALL REINFORCING STEEL INDICATED AS BEING CONTINUOUS (CONT.) ON THE PLANS AND DETAILS SHALL BE
<br />LAPPED WITH A CLASS B SPLICE OR 36 X BAR DIAMETER (WHICHEVER IS GREATER) UNLESS OTHERWISE
<br />NOTED.
<br />17. REINFORCING BARS TO EXTEND 12 BAR DIAMETERS BUT NOT LESS THAN 12" BEYOND BAR BENDS, UNLESS
<br />OTHERWISE NOTED.
<br />18. PROVIDE ADDITIONAL BARS IN FOOTINGS, GRADE BEAMS, WALLS AND SLABS AS SHOWN IN TYPICAL
<br />DETAILS.
<br />19. ALL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR TO POURING OF CONCRETE. NO BARS
<br />PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED
<br />OR APPROVED BY THE ENGINEER IN WRITING.
<br />20. PROVIDE CORROSION RESISTANT ACCESSORIES SUCH AS PLASTIC COATED (NOT PLASTIC TIPPED) OR
<br />STAINLESS STEEL CHAIRS IN ALL EXPOSED CONCRETE CONSTRUCTION. PRECAST CONCRETE CHAIRS OR
<br />SAND PLATE CHAIRS SHALL BE USED FOR THE SUPPORT OF REINFORCING ON GRADE. CONCRETE BLOCK
<br />OR CLAY MASONRY BRICK ARE NOT PERMITTED.
<br />21. ALL WWR SHALL BE CHAIRED TO ITS PROPER HEIGHT AND MAINTAINED AT THE PROPER LEVEL
<br />THROUGHOUT THE CONCRETE PLACING OPERATION. LIFTING OF WWR WITH A HOOK DURING CONCRETE
<br />PLACEMENT SHALL NOT BE PERMITTED.
<br />22. CONSTRUCTION JOINTS SHALL NOT BE PLACED AT LOCATIONS OTHER THAN THOSE SHOWN ON THE
<br />DRAWINGS WITHOUT THE PRIOR WRITTEN APPROVAL OF THE ENGINEER AND ARCHITECT.
<br />23. SEALANT AND WATERSTOPS SHALL BE PROVIDED IN JOINTS WHERE SHOWN ON THE DRAWINGS OR IN
<br />ACCORDANCE WITH THE IBC.
<br />24. ALL EXPOSED CORNERS OF CONCRETE TO HAVE 3/4" MINIMUM CHAMFER UNLESS OTHERWISE NOTED.
<br />25. CONCRETE SHALL BE DISCHARGED AT THE SITE WITHIN 1-1/2 HOURS AFTER WATER HAS BEEN ADDED TO
<br />THE CEMENT AND AGGREGATE. ADDITION OF WATER TO THE MIX AT THE PROJECT SITE IS STRICTLY
<br />PROHIBITED. ALL WATER MUST BE ADDED AT THE BATCH PLANT ONLY.
<br />26. THE CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL CONCRETE OPENINGS AND/OR
<br />PENETRATIONS REQUIRED FOR OTHER TRADES PRIOR TO PLACING CONCRETE.
<br />27. CONDUITS OR PIPES EMBEDDED IN SLABS SHALL NOT HAVE AN OUTSIDE DIMENSION LARGER THAN 1/3 THE
<br />SLAB THICKNESS AND SHALL BE SPACED NO CLOSER THAN 3 DIAMETERS ON CENTER. ALUMINUM CONDUITS
<br />SHALL NOT BE EMBEDDED IN CONCRETE.
<br />28. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR REGLETS, PIPE SLEEVES,
<br />CONDUITS OR OTHER ITEMS TO BE EMBEDDED OR PASSED THROUGH CONCRETE.
<br />29. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOORS AND FOR ALL FLOOR
<br />SLOPES.
<br />TUILT-UP CONCRETE
<br />1. ALL DESIGN, FABRICATION, TRANSPORTATION, AND ERECTION SHALL BE PERFORMED IN ACCORDANCE
<br />WITH THE ALL APPLICABLE REQUIREMENTS OF THE AMERICAN CONCRETE INSTITUTE AND THE PRECAST
<br />PRESTRESSED CONCRETE INSTITUTE.
<br />2. ALL PRECAST CONCRETE TILT -UP WALL PANELS SHALL BE 5-1/2" THICK UNLESS NOTED OTHERWISE. IF
<br />THICKNESS VARIES THE CONTRACTOR SHALL NOTIFY THE ENGINEER/ARCHITECT IN WRITING TO OBTAIN
<br />ENGINEER/ARCHITECT'S APPROVAL PRIOR TO FABRICATION.
<br />3. PRECAST CONCRETE ELEMENTS SHALL BE DESIGNED TO SUPPORT THE MINIMUM LOADS INDICATED BELOW
<br />(PLUS SELF WEIGHT) AT THE SPAN AND SPACING INDICATED ON THE DRAWINGS:
<br />a. SUPERIMPOSED UNIFORM DEAD LOAD 7 PSF (ROOF)
<br />b. SUPERIMPOSED UNIFORM LIVE LOADS SEE DESIGN LOADS
<br />c. SUPERIMPOSED UNIFORM SNOW LOAD SEE DESIGN LOADS
<br />d. LATERAL LOADS SEE DESIGN LOADS
<br />4. PLATES AND ANCHORS SHALL BE DESIGNED BY THE PRECAST CONCRETE MANUFACTURER/SUPPLIER TO
<br />DEVELOP THE ENTIRE CONNECTION.
<br />5. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR REVIEW THE METHOD OF LIFTING PANELS PRIOR
<br />TO FABRICATION OF PANELS AND SHALL FURNISH AND INSTALL ALL LIFTING INSERTS AND ANY ADDITIONAL
<br />REINFORCING REQUIRED BY THE LIFTING METHOD.
<br />6. OPENINGS IN PANELS FOR CONNECTION PURPOSES AND ANY DEVIATION IN THE PANELS FROM WHAT IS
<br />SHOWN IN THE CONSTRUCTION DOCUMENTS SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT IN
<br />WRITING TO OBTAIN ENGINEER/ARCHITECT'S APPROVAL PRIOR TO FABRICATION.
<br />CONCRETE UNIT MASONRY
<br />1. ALL MASONRY WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE BUILDING CODE AND APPLICABLE
<br />AMENDMENTS AND THE "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530/ASCE 5) AS
<br />WELL AS THE "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1/ASCE 6) OF THE AMERICAN
<br />CONCRETE INSTITUTE AND THE AMERICAN SOCIETY OF CIVIL ENGINEERS.
<br />2. ALL MORTAR SHALL BE ASTM C270, TYPE M (BELOW GRADE) OR TYPE S (ABOVE GRADE AND BE MADE WITH
<br />PORTLAND CEMENT / LIME (NON AIR ENTRAINED). THE MORTAR SHALL OBTAIN A MINIMUM COMPRESSIVE
<br />STRENGTH OF 1,800 PSI AT 28 DAYS. THE USE OF PREMIXED MASONRY CEMENT MORTAR IS STRICTLY
<br />PROHIBITED.
<br />3. ALL MASONRY GROUT SHALL BE ASTM C476, WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI WITHIN
<br />AT 28 DAYS CONCRETE SHALL NOT BE USED IN LIEU OF MASONRY GROUT.
<br />4. CONCRETE MASONRY UNITS (NORMAL WEIGHT UNITS WITH A DRY UNIT WEIGHT OF NOT MORE THAN 135
<br />PCF)
<br />a. HOLLOW UNITS ASTM C90, TYPE N-1
<br />b. SOLID UNITS ASTM C145, TYPE N-1
<br />5. THE MINIMUM COMPRESSIVE STRENGTH OF MASONRY (F-M) SHALL NOT BE LESS THAN 1,500 PSI AS
<br />DETERMINED BY THE UNIT STRENGTH METHOD OF ACI 530.
<br />6. REINFORCEMENT:
<br />a. DEFORMED BARS ASTM A615, GRADE 60
<br />b. JOINT REINFORCEMENT ASTM A951
<br />c. GALVANIZED REINFORCEMENT ASTM A767, CLASS II
<br />7. GALVANIZED REINFORCING SHALL BE TREATED TO PREVENT REDUCTION OF BOND. OTHERWISE PROVIDE
<br />SPLICE LENGTHES EQUIVILANT TO EPDXY COATED REINFORCING.
<br />8. UNLESS OTHERWISE NOTED, CENTER ALL VERTICAL REINFORCING IN CMU CORE AND HOLD IN POSITION
<br />WITH CAGING DEVICES.
<br />9. UNLESS OTHERWISE NOTED, ALL WALLS SHALL BE LAID IN RUNNING BOND. BOND CORNERS AND
<br />INTERSECTIONS OF ALL WALLS. ALL UNITS SHALL BE LAID WITH FULL MORTAR COVERAGE ON HEAD, BED
<br />(FACE SHELL), WEBS, AND COLLAR JOINTS, UNLESS OTHERWISE NOTED.
<br />10. ALL INTERSECTING WALLS SHALL BE TIED TOGETHER IN MASONRY BOND BEAMS, UNLESS OTHERWISE
<br />NOTED.
<br />11. HORIZONTAL TRUSS -TYPE JOINT REINFORCEMENT SHALL BE PLACED IN ALL WALLS SPACED AT 16 INCHES
<br />ON CENTER. COORDINATE BRICK TIE BACK REQUIREMENTS WITH THE ARCHITECTURAL DRAWINGS. UNLESS
<br />OTHERWISE NOTED, STOP ALL HORIZONTAL JOINT REINFORCEMENT AT CONTROL JOINTS.
<br />12. PROVIDE SOLIDLY GROUTED HORIZONTAL BOND BEAMS WITH CONTINUOUS REINFORCING AS INDICATED.
<br />DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS EXCEPT FOR THE BOND BEAMS AT
<br />BEARING ELEVATIONS.
<br />13. PROVIDE VERTICAL CONTROL JOINTS AS INDICATED. PROVIDE ADDITIONAL JOINTS AS REQUIRED SO THE
<br />SPACING BETWEEN JOINTS DOES NOT EXCEED A SPACING OF 1.5 X WALL HEIGHT (25 FEET MAXIMUM).
<br />WHERE BEAMS OR LINTELS BEAR AT CMU CONTROL JOINTS, OFFSET & LAP THE VERTICAL REINFORCING.
<br />14. PROVIDE AN ADDITIONAL VERTICAL REINFORCING BAR (SAME SIZE AS ADJACENT WALL) FULL HEIGHT OF
<br />WALL AT ALL CORNERS, INTERSECTIONS, WALL ENDS, BEAM BEARINGS, OPENING EDGES, AND EACH SIDE
<br />OF CONTROL JOINTS UNLESS OTHERWISE NOTED.
<br />15. VERTICAL REINFORCING SHALL EXTEND TO 2" BELOW THE TOP OF THE CMU WALL OR PARAPET.
<br />16. UNLESS OTHERWISE NOTED, GROUT CMU SOLID A MINIMUM OF THREE COURSES BELOW ALL BEAM BEARING
<br />PLATES, BEAMS, LINTELS, POSTS, AND SIMILAR CONDITIONS OVER A WIDTH OF 7-8" CENTERED ON THE
<br />BEARING LOCATION.
<br />17. REFER TO THE ARCHITECTURAL DRAWINGS FOR THE OVERALL THICKNESS OF THE WALL, WALL
<br />CONSTRUCTION REQUIREMENTS, AND THE LOCATIONS OF ALL DOOR AND WINDOW OPENINGS AND MEP
<br />PENETRATIONS.
<br />18. NO CHASES, RISERS, CONDUITS, OR TOOTHING OF MASONRY SHALL OCCUR WITHIN 17" OF CENTERLINE OF
<br />BEAM BEARING OR LOAD CONCENTRATION.
<br />19. HIGH LIFT GROUTING: GROUT LIFT HEIGHTS UNDER THE FOLLOWING CONDITIONS PERMIT GROUT TO BE
<br />PLACED IN LIFTS NOT EXCEEDING 12.67 FEET. CONDITIONS THAT MUST BE MET ARE:
<br />THE MASONRY HAS CURED FOR AT LEAST FOUR HOURS * THE GROUT HAS A SLUMP OF 10 TO 11 INCHES
<br />THERE ARE NO INTERMEDIATE HORIZONTAL REINFORCED BOND BEAMS BETWEEN THE TOP AND BOTTOM OF
<br />THE POUR HEIGHT IF THESE CONDITIONS ARE MET BUT INTERMEDIATE BOND BEAMS ARE PRESENT WITHIN
<br />THE POUR, THEN THE LIFT IS LIMITED TO THE BOTTOM OF THE BOND BEAM, BUT CANNOT EXCEED 12.67
<br />FEET. REGARDLESS OF OTHER CONDITIONS, IF THE MASONRY HAS NOT CURED FOR AT LEAST FOUR HOURS
<br />BEFORE GROUTING OR IF THE GROUT HAS A SLUMP LESS THAN 10 INCHES, GROUT LIFTS CANNOT EXCEED
<br />FIVE FEET. PROVIDE INSPECTION PORTS AT BASE OF WALL AT EACH REINFORCED CELL WHERE HEIGHT OF
<br />POUR EXCEEDS 5FT.
<br />CONCRETE/MASONRY ANCHORS
<br />1. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE KWIK BOLT TZ (ICC
<br />ESR-1917) AS MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND
<br />EMBEDMENT.
<br />2. ADHESIVE ANCHORS SHALL BE HIT -RE 500-SD (ICC ESR-2322) INTO CONCRETE, HIT HY 150 MAX (ESR-1967)
<br />INTO MASONRY (CMU), AND HIT HY 70 MAX (ESR-1967) INTO MASONRY (MULTI-WYTHE BRICK) AS
<br />MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT.
<br />3. DRIVE PINS AND OTHER GAS DRIVEN FASTENERS SHALL BE 0.145" DIAMETER WITH STEP SHANK TRAK-IT C5
<br />AS MANUFACTURED BY THE POWERS FASTENERS, INC. OR AN APPROVED EQUIVALENT IN STRENGTH AND
<br />EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES REPORT ESR-3275. MINIMUM EMBEDMENT IN
<br />CONCRETE SHALL BE 3/4" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE
<br />EDGE.
<br />4. ALL ANCHORS SHALL BE INSTALLED WITH STEEL WASHERS.
<br />5. WHEN USING ADHESIVE ANCHORING SYSTEMS THE MANUFACTURER SHALL SUPPLY THE ANCHOR AND
<br />ADHESIVE, UNLESS OTHERWISE NOTED.
<br />6. ALL ALTERNATE PRODUCTS SHALL HAVE A CURRENT ICC EVALUATION REPORT.
<br />7. ANCHORS INSTALLED INTO MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS UNLESS OTHERWISE
<br />NOTED. IF GROUTED CELLS ARE NOT ENCOUNTERED, BREAK INTO CELL AND GROUT SOLID 8".
<br />8. ALL ANCHORS SHALL BE APPROVED FOR USE WITH CRACKED CONCRETE AND CONFORM TO CURRENT ICC
<br />ES REPORT ICC-ES AC193 FOR MECHANICAL ANCHORS AND ICC-ES AC308 FOR ADHESIVE ANCHORS).
<br />9. INSTALL ALL ANCHORS IN STRICT ACCORDANCE WITH ALL APPLICABLE ICC-ES AND BUILDING CODE
<br />REQUIREMENTS. ALL ANCHOR SPACING, EMBEDMENT, EDGE DISTANCE, AND INSTALLATION SHALL BE IN
<br />ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. REFER TO SECTIONS AND DETAILS ON THE
<br />DRAWINGS FOR ADDITIONAL INFORMATION.
<br />10. ALL PERSONNEL INSTALLING MECHANICAUADHESIVE ANCHORS SHALL BE TRAINED BY THE PRODUCT
<br />MANUFACTURER ON PROPER INSTALLATION TECHNIQUES. TRAINING DOCUMENTATION FROM THE
<br />MANUFACTURER REQUEST.
<br />SHALL BE AVAILABLE UPON RE L Q
<br />PROVIDE CONCRETE HAVING FOLLOWING GENERAL CHARACTERISTICS
<br />DESCRIPTION AS PER MAX. AGG. SIZE MAX. W/C AVERAGE
<br />ASTM A39 INCH RATIO ENTRAINED AIR
<br />FOOTING, 4000(UNO ON PLANS) 1 0.50 6.5%
<br />SLAB ON GRADE
<br />FRAMED FLOORS 4000 1/2 0.500 6.5% - 1
<br />W 4000 6.5%
<br />WALLS 1 0.50
<br />AVERAGE AIR ENTRAINMENT VALUES ARE FOR IN PLACE CONCRETE. TOLERANCE ON TOTAL AIR
<br />CONTENT IS 1.5 % PER ACI.
<br />SPECIFIED HEREIN. SPECIFIC DRAWINGS OR DETAILS MAY OR MAY NOT INDICATE EPDXY COATING OR
<br />UNCOATED REINFORCING. IN AREAS OF DISPUTE THIS SCHEDULE SHALL GOVERN IN ALL CASES.
<br />DESCRIPTION COVER PROTECTION
<br />WALLS NOT IN 1 112" UNCOATED
<br />CONTACT WI EARTH
<br />WALLS IN 2^ UNCOATED
<br />CONTACT W/EARTH
<br />FOOTING I WALLS CAST 3" UNCOATED
<br />AGAINST EARTH
<br />FRAMED FLOORS 314" NU C AO TED
<br />SLAB ON -GRADE MID -DEPTH, I UNCOATED
<br />LINO
<br />I
<br />LIGHTNING STEEL CG19-014
<br />Fc F CONNELLY 13ROUP
<br />C O N S U LTING ENGIN E E R S
<br />T 200 2nd Ave South - #465 . St Petersburg, FL 33701
<br />Q infoCconnellyengineering.com
<br />(T)813.232.8448 (F)800.698. 1945
<br />0
<br />www.connellyengineering.com
<br />PROJECT
<br />m,A PERMT NiENr .
<br />0 A en Pn MM owl BE CONSTRUCTED BE A ucvlSE TO PROCEED WITH THWORKc WORK DATA
<br />CU AND ROT AS AUTHORITY TO VNOIATE, CANCEL ALTER OR ET AM AM OF THE PROVIdORB'-
<br />♦ OF THE TMWLL CODES. NON NULL ISSUANCE OF A POW PREYERT THE WILDS DESIGNER
<br />♦� OFFCIAL FROM THEREAFTER RESUMD A CORRECTION OF ERRORS INFILM
<br />CON STRUCTON OR VIOLATIONS OF OF TCOE. EVERY POW ISSUED SHALL BECOME
<br />♦ INVALID IRaEee THE WORK AUTHOR® BY SUCH PEMAIT E COAREMCm NnEN SIX -.- --
<br />QI NOWTE AFTER ITS NIN AKL OR F THE WORK AUTHORIZED By WCH POW N DRAWN BY
<br />SUSPENDED OR AMNodED FOR A PERIOD OF BOt FDNTIN AFTER THETOE THEWORK E
<br />u I owex�D. JJC
<br />WE HEREBY CERTIFY THAT TEE PLANE AND SPECIFICATIONS CMKY WITH THE
<br />Q ESINIENIMITB OF THE APPLICABLE SULONS CODES SPECIFIED ON THE TITLE SHEET CHECKED
<br />p CRC
<br />J
<br />CL /
<br />LU
<br />LL!
<br />0
<br />s'
<br />in FBC
<br />ml
<br />6TH EDITION
<br />cu
<br />fm
<br />(2017)
<br />I
<br />o t
<br />a CONNELLY GROUP CONSULTING ENGINEERS AND THEIR
<br />o AGENTS, RESERVES THE RIGHT TO REVISE DETAILS
<br />w ! SHOWN HERE AT SUCH TIME AS REVISIONS WILL RESULT
<br />a IN ENGINEERING OR ECONOMIC IMPROVEMENTS. THESE
<br />N DRAWINGS ARE GRAPHIC REPRESENTATION OF A DESIGN
<br />I-- CONCEPT. ACTUAL DETAILS SUBJECT TO FIELD
<br />UJILU VERIFICATION.
<br />x
<br />to
<br />i
<br />W
<br />�
<br />I
<br />W
<br />cu
<br />C3
<br />Ln
<br />cn
<br />c
<br />w
<br />z'
<br />O
<br />coI
<br />>-
<br />J
<br />L
<br />W
<br />ci
<br />c
<br />O
<br />z
<br />Q
<br />tf7
<br />zmom
<br />O
<br />F-
<br />v
<br />J !
<br />V
<br />O
<br />C7
<br />U_
<br />L
<br />CU
<br />T
<br />PERSONS
<br />O
<br />W
<br />EREVIEW
<br />DRAWING SETS
<br />'.
<br />�I
<br />11.14.18 (01! • 18.04.IB (OBl
<br />. _
<br />- -
<br />BID
<br />00.00.00
<br />PERMIT (00 REVIEW)
<br />08.06.19
<br />PROFESSIONAL SEAL
<br />DATE SEALED: SEPTEMBER 6, 2018
<br />o �
<br />Nz r
<br />0
<br />o°�OAQj�zko) I a1` GH Q
<br />CHRISTOPHER R. CONNELLY, PE
<br />PE-FL63888 i CA•FL 26841
<br />STRUCTURAL NOTES
<br />
|