HomeMy WebLinkAboutS-200 - GENERAL NOTESGENERAL CONSTRUCTION
1. NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS NOTED OTHERWISE. TYPICAL DETAILS ARE TO BE
USED FOR ALL CONDITIONS WHERE THE DETAIL IS APPLICABLE, WHETHER OR NOT NOTED ON PLAN. TYPICAL DETAILS MAY BE SLIGHTLY ALTERED IF
REQUIRED DUE TO PROJECT CONDITIONS, ONLY WHEN SUBMITTED AND THE ENGINEER’S APPROVAL IS OBTAINED PRIOR TO PERFORMING THE WORK.
2. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS, WITH THE EXCEPTION OF STRUCTURAL MEMBER SIZES, ARE
GENERATED BY OTHER DISCIPLINES. ANY DIMENSIONS OR ELEVATIONS OMITTED OR NOT SHOWN ON THE STRUCTURAL DRAWINGS SHOULD BE
OBTAINED FROM THE DRAWINGS OF THE OTHER DISCIPLINES. STRUCTURAL DRAWINGS ARE NOT “STAND-ALONE”DOCUMENTS AND SHOULD BE USED
IN CONJUNCTION WITH, AND COORDINATED WITH THE SPECIFICATIONS, ARCHITECTURAL DRAWINGS AND ALL OTHER DISCIPLINE’S DRAWINGS. IF
THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTOR’S RESPONSIBILITY TO NOTIFY THE ENGINEER AND ARCHITECT PRIOR TO
PERFORMING THE WORK.
3. IF DIFFERENCES OCCUR WITHIN OR BETWEEN DRAWINGS AND SPECIFICATIONS REGARDING MATERIALS, STRENGTHS OR QUANTITIES, THE
BETTER MATERIAL, HIGHER STRENGTH, AND GREATER QUANTITY INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED.
4. REPRODUCTIONS OF STRUCTURAL DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED, UNLESS WRITTEN APPROVAL IS
REQUESTED BY THE CONTRACTOR AND IT IS GRANTED BY O’DONNELL & NACCARATO, INC.
5. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION.
6. THESE DRAWINGS DO NOT DEFINE SCOPE OF CONTRACTOR OR SUBCONTRACTOR CONTRACTS.
7. AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOBSITE INCLUDING MEANS AND METHODS OF
CONSTRUCTION AND SAFETY OF PERSONS AND PROPERTY. THE ENGINEER’S PRESENCE OR REVIEW OF WORK AT THE JOBSITE IS FOR GENERAL
COMPLIANCE WITH THE DESIGN INTENT ONLY AND IS NOT EVER TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF CONSTRUCTION AND
SAFETY METHODS.
8. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS AND FOR PROTECTING THE COMPLETED OR
INCOMPLETE STRUCTURAL FRAMING FROM DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADINGS.
9. COSTS OF INVESTIGATION AND/OR REDESIGN DUE TO CONTRACTOR ERRORS WILL BE AT THE CONTRACTOR’S EXPENSE.
10. ANY APPROVED CONTRACTOR REQUESTED CHANGES TO THESE DRAWINGS WILL BE DONE AT NO COST TO THE OWNER. APPROVAL OF
CONTRACTOR REQUESTED CHANGES IN NO WAY STATES OR IMPLIES APPROVAL OF A CHANGE IN SCOPE OR CHANGE IN CONTRACT COST.
11. UNLESS EXPLICITLY NOTED AS “ISSUED FOR BID”, THESE DRAWINGS ARE NOT SUITABLE FOR OBTAINING BIDS FROM GENERAL OR
SUBCONTRACTORS. BIDDING OF DRAWINGS PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID”IS DONE AT THE SOLE RISK OF THE BIDDING
CONTRACTOR. ADDITIONS OR CORRECTIONS TO DRAWINGS THAT ARE BID PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID”WILL NOT BE
CONSIDERED AS DESIGN ERRORS OR OMISSIONS. STRUCTURAL DESIGN, BY NATURE, CANNOT BE COMPLETE PRIOR TO COMPLETION OF
ARCHITECTURAL AND MECHANICAL DRAWINGS.
12. ALL REFERENCES TO WATER/DAMPPROOFING, FIREPROOFING, AND UTILITIES ON THE STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY.
SEE ARCHITECTURAL DRAWINGS, SPECIFICATIONS, AND OTHER DOCUMENTS FOR ALL WATER/DAMPPROOFING, FIREPROOFING AND UTILITY DETAILS
AND REQUIREMENTS. COORDINATE ALL UNDERGROUND UTILITY REQUIREMENTS WITH THE CIVIL/MEP DRAWINGS. ALL UTILITIES SHALL BE
ABOVE/BELOW FOOTING AND NOT LOCATED WITHIN THE FOOTINGS. NOTIFY ENGINEER OF RECORD IF OTHERWISE
13. IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY. THE CONTRACTOR MUST PROVIDE A SKETCH OF THE CONDITION WITH HIS
PROPOSED MODIFICATION OF THE DETAILS GIVEN ON THE CONTRACT DOCUMENTS. THIS SKETCH MUST BE SUBMITTED TO AND APPROVAL MUST BE
GRANTED BY THE ENGINEER PRIOR TO PERFORMING THE WORK.
14. SUBMIT SHOP DRAWINGS SUCH THAT BY THE TIME THEY ARE RECEIVED BY O’DONNELL & NACCARATO, INC., THERE WILL BE AT LEAST 14 DAYS
BEFORE REVIEWED SUBMITTALS WILL BE NEEDED. SHOP DRAWINGS SHALL BEAR THE CONTRACTOR’S STAMP OF APPROVAL CERTIFYING THAT HE
HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILAR DATA AND HAS CHECKED EACH DRAWING FOR
COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS. IF REVIEW OF AN INCOMPLETE SHOP DRAWING IS REQUIRED,
THAT SHOP DRAWING SHALL BE CLEARLY MARKED AS INCOMPLETE. THE AREA THAT NEEDS TO BE REVIEWED SHALL BE CLEARLY NOTED WITH AN
EXPLANATION FOR THE REASON FOR PARTIAL APPROVAL.
15. IN NO CASE SHALL HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8’-0” FROM ANY FOUNDATION/BASEMENT WALL. IF THE CONTRACTOR
DEEMS IT NECESSARY TO OPERATE SUCH EQUIPMENT CLOSER THEN 8’-0”, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND, AT HIS OWN
EXPENSE, PROVIDE ADEQUATE SUPPORTS OR WALL BRACES TO WITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT.
16. SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC. SHOWN ON THE STRUCTURAL
DOCUMENTS ARE FOR THE CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO COORDINATE ALL CONTRACT
DOCUMENTS TO DETERMINE THE SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC.
17. SIZE AND/OR LOCATION OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE STRUCTURAL DOCUMENTS ARE FOR THE CONTRACTOR’S
CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO VERIFY BY FIELD MEASUREMENTS/INVESTIGATION THE SIZE AND/OR LOCATION
OF ALL EXISTING STRUCTURES AND UTILITIES.
18. THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS AND SHOP DRAWINGS BY A STRUCTURAL ENGINEER REGISTERED IN
THE STATE IN WHICH THE PROJECT IS LOCATED SHOWING DESIGNS OF METAL STAIRS, METAL RAILINGS AND CONNECTIONS TO STRUCTURE TAKING
INTO ACCOUNT THE VERTICAL AND LATERAL LOADS STATED IN THE GOVERNING CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL
MEMBERS HAVE BEEN DESIGNATED ON THE STRUCTURAL CONTRACT DOCUMENTS TO SUPPORT THE STAIRS, THE CONNECTIONS FROM THE STAIRS
SHALL BE DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES ARE IMPOSED ON THESE STRUCTURAL MEMBERS. IF ECCENTRIC
CONNECTIONS ARE USED, CONTRACTOR SHALL PROVIDE BRACING ELEMENTS FOR ALL SUPPORTING STEEL TO ELIMINATE THE TORSIONAL EFFECTS
OF THE ECCENTRIC CONNECTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ALL EMBEDDED ITEMS AND
HARDWARE AS REQUIRED PER THE STAIR DESIGN.
19. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT VIBRATING EQUIPMENT ON VIBRATION ISOLATORS,
INERTIA PADS, ETC.
20. EXACT LOCATIONS OF ROOF PENETRATIONS TO BE COORDINATED BY THE GENERAL CONTRACTOR BETWEEN STEEL/JOIST/DECK/HVAC
SUBCONTRACTORS. SEE DETAIL FOR ROOF FRAME REQUIREMENTS
FOUNDATIONS
1. PERFORM ALL SITE PREPARATION AND EXCAVATION WORK IN STRICT ACCORDANCE WITH THE REPORT OF GEOTECHNICAL INVESTIGATION
PREPARED BY AP ENGINEERING & CONSULTING. (APEC JOB NO. 2020-009, DATED 8 OCTOBER, 2021) AND WATER STORAGE RECOMMENDATIONS
LETTER (DATED JULY 1, 2022).
2. EXCAVATE THE BUILDING SITE TO THE DEPTH AND EXTENT INDICATED IN THE SOILS REPORT. ALL SUBGRADES SHALL BE APPROVED IN
WRITING BY THE SOILS ENGINEER PRIOR TO BACKFILLING.
4. BOTTOM OF FOOTINGS SHALL BEAR ON RAMMED AGGREGATE PIERS PER THE GEOTECHNICAL REPORT.
5. SUBGRADE OF ALL FOOTINGS MUST BE INSPECTED UNDER THE SUPERVISION OF AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE
PLACING ANY CONCRETE. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.
6. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 2.5 FEET BELOW EXTERIOR FINISH GRADE. ALL FOOTING ELEVATIONS SHOWN
ON PLAN ARE THE BEST APPROXIMATIONS BASED ON AVAILABLE DATA. GENERAL CONTRACTOR MAY ALTER FOOTING ELEVATIONS FOR REASONS
INCLUDING, BUT NOT LIMITED TO, REVISED GEOTECHNICAL OR CIVIL INFORMATION, UNFORESEEN CONDITIONS, ACTUAL INVERT ELEVATIONS,
CONTRACTIBILITY, ETC. CONTRACTOR SHALL NOTIFY ARCHITECT AND OBTAIN WRITTEN APPROVAL PRIOR TO ANY MODIFICATIONS.
7. DO NOT BACKFILL ANY BASEMENT WALLS WITH AN UNBALANCED HEIGHT OF SOIL GREATER THAN THREE FEET UNTIL ELEVATED FLOOR IS IN-
PLACE AND THE WALL HAS REACHED ITS DESIGN STRENGTH OR THE WALLS ARE ADEQUATELY BRACED.
8. CONCRETE/CMU WALLS EXPOSED TO VIEW (INTERIOR OR EXTERIOR) SHALL HAVE CONTROL JOINTS AT 30 FEET MAXIMUM ON CENTER UNLESS
NOTED OTHERWISE. WALLS WITH INTEGRAL COLUMN PIERS OR PILASTERS SHALL BE POURED MONOLITHICALLY AND SHALL HAVE A FORMED
CONTROL JOINT ON ONE SIDE OF EACH PIER ON THE EXPOSED FACE OF THE WALL. JOINTS SHALL BE FILLED WITH AN APPROVED SEALANT.
9. SEE ARCHITECTURAL DRAWINGS FOR VAULT WALL AND COLUMN WATERPROOFING.
10. PROVIDE MINIMUM 10 MIL VAPOR RETARDER PER SPECIFICATIONS BELOW SUB-BASE BELOW CONCRETE SLAB ON GRADE.
CONCRETE
1. REINFORCING STEEL SHALL BE WITHIN TOLERANCES SET FORTH IN ACI 117, AND HAVE THE SPECIFIED CLEAR COVER, UNLESS NOTED
OTHERWISE ON DRAWINGS:
CONCRETE POURED AGAINST EARTH 3"
CONCRETE EXPOSED TO EARTH OR WEATHER AND VAULT: 2"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
COLUMNS (TIES AND MAIN REINFORCING) 1 1/2"
SLABS, WALLS, JOISTS: #14 OR #18 BARS 1 1/2"
#11 OR SMALLER 3/4"
BEAMS (STIRRUPS AND MAIN REINFORCING) 1 1/2"
CLEAR COVER SHALL BE CLEARLY SHOWN ON ALL REINFORCING BAR DETAIL DRAWINGS.
2. ALL CONCRETE SHALL BE READY-MIX AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF:
SPREAD FOOTINGS/WALL FOOTINGS 3,000 PSI
FOUNDATION WALL 4,000 PSI
VAULT WALLS/BASEMENT WALLS/RETAINING WALLS 6,000 PSI
PIERS-MATCH WALL STRENGTH (MINIMUM OF 4,000 PSI)
SLAB-ON-GRADE 4,000 PSI
PARKING SLAB-ON-GRADE 4,000 PSI
BEAM AND COLUMN FRAMING 5,000 PSI
STRUCTURAL SLABS INCLUDING POST-TENSIONED 5,000 PSI
OR AS SHOWN ON DRAWINGS.
HAVE A MINIMUM OF 500 LBS. OF CEMENT PER CUBIC YARD. SLUMP (AT POINT OF CONCRETE PLACEMENT) SHALL BE 3 INCH MINIMUM AND 6 INCH
MAXIMUM. CONCRETE EXPOSED TO WEATHER AND VAULT WALLS SHALL HAVE 6 PERCENT AIR ENTRAINMENT. CONCRETE NOT EXPOSED TO
WEATHER SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. SUBMIT MIX DESIGNS FOR REVIEW. NORMAL-WEIGHT CONCRETE TO BE GIVEN A HARD-
TROWELED FINISH SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. TOTAL AIR CONTENT FOR THIS CONCRETE SHOULD NOT EXCEED 3 PERCENT (AT
POINT OF CONCRETE PLACEMENT). ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST ACI BUILDING CODE (ACI 318),
THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301).
3. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A615 GRADE
60. EXCEPT #14 BARS AND LARGER WHICH SHALL CONFORM TO ASTM A615 GRADE 75. WWF SHALL COMPLY WITH ASTM A185.
4. DEVELOPMENT LENGTHS, NOTED AS Ld ON DRAWINGS, AND SPLICE/LAP LENGTHS OF ALL REINFORCING STEEL TO BE PER DETAIL WITH NOTES
ENTITLED "TABLE OF DEVELOPMENT AND LAP SPLICE LENGTH". LAP SPLICES OF #14 BARS AND LARGER ARE NOT PERMITTED. THESE BARS MUST BE
MECHANICALLY COUPLED WITH DEVICES RATED TO DEVELOP 125% OF Fy OF THE BAR. SUBMIT PRODUCT DATA FOR ENGINEERING APPROVAL. LAP
ALL WWF A MINIMUM OF SIX INCHES.
5. ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE. THE CONTRACTOR SHALL VERIFY THE DIMENSIONS AND LOCATIONS OF ALL OPENINGS,
PIPE SLEEVES, ETC. AS REQUIRED BY ALL TRADES BEFORE THE CONCRETE IS POURED. THE CONTRACTOR SHALL CONSULT THE ARCHITECTURAL,
MECHANICAL, AND ELECTRICAL DRAWINGS, AS WELL AS THE STRUCTURAL DRAWINGS FOR THE LOCATION, NUMBER, AND SIZE OF ALL OPENINGS,
SLEEVES, ETC. HOWEVER, OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE INSTALLED ONLY AFTER APPROVAL BY THE
STRUCTURAL ENGINEER IS OBTAINED. DRAWINGS SHALL BE SUBMITTED FOR REVIEW SHOWING LOCATIONS AND DIMENSIONS OF ALL OPENINGS,
SLEEVES, ETC. IN CAST-IN-PLACE CONCRETE SLABS, BEAMS, WALLS, COLUMNS, AND FOUNDATIONS. THESE DRAWINGS SHALL BE COORDINATED BY
THE CONTRACTOR. OPENINGS AND SLEEVES THROUGH CAST-IN-PLACE CONCRETE FRAMING IS PROHIBITED EXCEPT WHERE THOSE SLEEVES AND
OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS OR WHERE THEY ARE SHOWN ON THE APPROVED SLEEVE AND OPENING DRAWINGS THAT
HAVE BEEN SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. SAW-CUTTING, CORING, OR DRILLING OF SLEEVES OR OPENING THROUGH
PREVIOUSLY CAST CONCRETE IS NOT PERMITTED EXCEPT WHERE SPECIFICALLY REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER.
7. LOCATION OF CONSTRUCTION JOINTS IN THE STRUCTURAL SLAB SHALL BE SUBMITTED FOR APPROVAL BY THE STRUCTURAL ENGINEER.
CONSTRUCTION JOINTS IN STRUCTURAL SLABS AND GRADE BEAMS SHALL BE AT MID-SPAN AND KEY JOINTED WITH REINFORCING CONTINUOUS
ACROSS JOINT. CONSTRUCTION JOINTS IN SLABS ON METAL DECK SHALL OCCUR MIDWAY BETWEEN BEAMS AT END THIRD OF GIRDER SPAN.
8. SUBMIT ALL REINFORCING SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION.
9. THE CONTRACTOR SHALL INSTALL FLOOR LEVELING MATERIAL AND PERFORM OTHER CORRECTIVE MEASURES IN ALL AREAS, INCLUDING BUT
NOT LIMITED TO, AREAS WHERE FLOOR FINISH PROVISIONS DO NOT COMPLY WITH THE FLATNESS AND LEVELNESS REQUIREMENTS. NOTE: UNLESS
NOTED OTHERWISE, THE CALCULATED CENTER OF BAY DEFLECTION DUE TO DEAD LOADS ONLY, MEASURED ON A DIAGONAL DIMENSION BETWEEN
COLUMNS, IS APPROXIMATELY N1” PER 10’-0” LENGTH.
10. CONTRACTOR TO ENGAGE AN ENGINEER, REGISTERED IN THE PROJECT'S JURISDICTION, TO DEVELOP ALL FORMWORK, SHORING, AND
RESHORING DESIGNS AND PROCEDURES AND SUBMIT SIGNED AND SEALED DRAWINGS AND CALCULATIONS. ALL SHORING AND RESHORING MUST
REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS AFTER CONCRETE PLACEMENT, OR WHEN FULL STRENGTH IS ACHIEVED FROM FIELD CURED
CYLINDERS.
11. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL STEEL REINFORCING SHOP DRAWINGS.
12. RIGID INSULATION USED AS FLOOR FILL SHALL BE STYROFOAM HIGHLOAD 40 EXTRUDED POLYSTYRENE INSULATION (40 PSI COMPRESSIVE
STRENGTH) ASTM C578, TYPE VI MANUFACTURED BY DOW CHEMICAL COMPANY, OR APPROVED EQUAL.
13. RIGID INSULATION USED AS FILL AND GEOFOAM FOR GARAGE AREAS SHALL BE STYROFOAM BRAND PLAZAMATE EXTRUDED POLYSTYRENE
INSULATION (60 PSI COMPRESSIVE STRENGTH) ASTM C578, TYPE VII MANUFACTURED BY DOW CHEMICAL COMPANY OR APPROVED EQUAL.
14. THE STORMWATER VAULT WALLS HAVE BEEN DESIGNED TO WITHSTAND ALL ANTICIPATED LOADINGS UNDER BOTH FULL AND EMPTY
CONDITIONS IN ACCORDANCE WITH THE CRITERIA OF ACI 350 FOR A NON-JOINTED STRUCTURE.
POST-TENSIONED CONCRETE
1. REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT CONTAINED IN THE STRUCTURAL NOTES OR ON THE DRAWINGS.
2. PRESTRESSING SHALL CONFORM TO THE STANDARDS OF THE APPLICABLE ACI 318 BUILDING CODE.
3. PRESTRESSING TENDONS SHALL BE UNBONDED STRESS-RELIEVED AND SHALL CONFORM TO THE FOLLOWING:
SEVEN-WIRE STRAND ASTM DESIGNATION A416
MINIMUM ULTIMATE STRENGTH BASED ON NOMINAL AREA 270 KSI
YIELD STRENGTH 240 KSI
MAXIMUM TEMPORARY STRESS TO OVERCOME FRICTION 216 KSI
MAXIMUM ANCHORING STRESS 189 KSI
MINIMUM STRENGTH OF CONCRETE AT TRANSFER (F'CI) 3,000 PSI
EFFECTIVE DESIGN STRESS AS CALCULATED
4. THE CONTRACTOR SHALL SUBMIT CERTIFIED MILL REPORTS INDICATING COMPLIANCE WITH THE APPLICABLE ASTM SPECIFICATIONS OF ALL
PRESTRESSING STEEL DELIVERED TO THE PROJECT. THE MILL REPORTS SHALL BE BASED ON A MINIMUM OF TWO TESTS FOR EACH REEL, HEAT, OR
LOT, AND SHALL INCLUDE AS A MINIMUM THE BREAKING LOAD, MODULUS OF ELASTICITY, ELONGATION AT RUPTURE, LOAD AT 1% EXTENSION, AREA OF
STEEL, STRESS-STRAIN CURVE, YIELD POINT, COIL AND HEAT NUMBERS, AND DRAWING MILL. AN AFFIDAVIT FROM THE POST-TENSIONING SUPPLIER
SHALL ALSO BE SUBMITTED STATING THAT ALL STEEL FOR THE PROJECT CONFORMS TO THE APPLICABLE ASTM SPECIFICATION.
5. END ANCHORAGES, SHEATHING, COATING, COUPLERS AND MISCELLANEOUS HARDWARE SHALL CONFORM TO THE RECOMMENDATIONS
CONTAINED IN THE LATEST PTI "POST-TENSIONING MANUAL", GUIDE SPECIFICATION CHAPTER 3.
6. THE SPECIFIED COMPRESSIVE STRENGTH OF GROUT FOR GROUTED TENDONS SHALL BE 5,000 PSI AT 28 DAYS, AS MEASURED BY ASTM C109.
PROPORTIONING AND PLACEMENT OF GROUT SHALL CONFORM TO THE REQUIREMENTS OF ACI 318 AND "RECOMMENDED PRACTICE FOR GROUTING
OF POST-TENSIONED PRESTRESSED CONCRETE" JOURNAL, PRESTRESSED CONCRETE INSTITUTE, V.17, NO. 6.
7. GROUT OR CONCRETE CONTAINING CHLORIDE, FLUORIDES, SULFIDES, THIOCYANATES, NITRATES, OR OTHER SUBSTANCES DETRIMENTAL TO
PRESTRESSING STEEL IS NOT PERMITTED.
8. THE CONTRACTOR SHALL SUBMIT POST TENSIONING DESIGN CALCULATIONS AND SHOP DRAWINGS FOR REVIEW. SHOP DRAWINGS SHALL
INCLUDE TENDON LAYOUTS AND PROFILES, STRESSING AND DEAD-END ANCHORAGE DETAILS, STRESSING SEQUENCE, DETAILS AT SLAB OPENINGS
AND OTHER RELATED DETAILS. SHOP DRAWINGS SHALL ALSO INCLUDE A TENDON LABELING SYSTEM FOR THE USE IN RECORDING OF FIELD
MEASUREMENTS OF ELONGATIONS AND JACKING FORCES. CALCULATIONS SHALL INCLUDE WOBBLE AND CURVATURE FRICTION COEFFICIENTS,
EFFECTIVE TENDON FORCES, LOSS OF PRESTRESS DUE TO ANCHORAGE SEATING, ELASTIC SHORTENING OF CONCRETE, CREEP AND SHRINKAGE OF
CONCRETE, RELAXATION OF TENDON STRESS, AND FRICTION LOSS DUE TO INTENDED OR UNINTENDED CURVATURE IN POST-TENSIONING TENDONS.
RELAXATION VALUES AND WOBBLE COEFFICIENTS SHALL BE OBTAINED FROM THE MANUFACTURER.
FOR SLABS ON GRADE, CALCULATE SLAB-SUBGRADE FRICTION LOSS USING A COEFFICIENT OF FRICTION OF 0.8 AND MAINTAIN A MINIMUM
COMPRESSIVE STRESS OF 125 PSI THROUGHOUT THE SLAB AFTER ALL LOSSES.
FABRICATION SHALL NOT BEGIN UNTIL AFTER THE SUBMITTAL HAS BEEN REVIEWED BY THE STRUCTURAL ENGINEER. THE FOLLOWING SHALL BE
INCLUDED IN THE SUBMITTAL:
1. POST-TENSIONING HARDWARE INFORMATION INCLUDING ANCHORAGE SYSTEMS, STRANDS, WEDGES, POCKET FORMERS, AND OTHER
REQUIRED SUB-ASSEMBLIES.
2. POST-TENSIONING SYSTEM BROCHURES.
3. POST-TENSIONING PROCEDURES.
4. OTHER CERTIFICATIONS AND DATA AS REQUIRED TO DEMONSTRATE COMPLIANCE WITH THE SPECIFICATIONS AND DRAWINGS.
9. FORCES INDICATED ON THE DRAWINGS ARE EFFECTIVE FORCES AFTER ALL IMMEDIATE AND LONG TERM LOSSES. TENDON LAY-OUT SHALL
CONFORM TO THE CONTROL POINTS SHOWN ON THE DRAWINGS AND SHALL HAVE A SMOOTH PARABOLIC DRAPE BETWEEN SUPPORTS, UNLESS
NOTED OTHERWISE. HARPED TENDON LAY-OUT SHALL BE STRAIGHT BETWEEN CONTROL POINTS. LOW POINTS ARE AT MIDSPAN UNLESS SHOWN OR
NOTED OTHERWISE. PROFILE DIMENSIONS LOCATE THE CENTER OF GRAVITY (C.G.S.) OF TENDON STEEL OR TENDON GROUP MEASURED FROM THE
MEMBER SOFFIT. TENDONS AND ANCHORAGES SHALL BE PLACED WITH A TOLERANCE OF PLUS OR MINUS 1/8 INCH.
10. LOCATION OF CONSTRUCTION JOINTS IN THE STRUCTURE SHALL BE SUBMITTED FOR APPROVAL BY THE STRUCTURAL ENGINEER.
CONSTRUCTION JOINTS SHALL BE LOCATED WHERE THE C.G.S. OF THE TENDON GROUP COINCIDES WITH THE CENTER OF GRAVITY OF THE
CONCRETE SECTION.
11. SLIGHT DEVIATIONS IN THE SPACING OF THE SLAB TENDONS WILL BE PERMITTED WHERE REQUIRED TO AVOID OPENINGS, INSERTS AND
DOWELS WHICH ARE SPECIFICALLY LOCATED. WHERE LOCATION OF TENDONS INTERFERE WITH EACH OTHER, CONTACT THE STRUCTURAL
ENGINEER BEFORE REPOSITIONING ANY TENDONS. TENDONS SHALL CLEAR OPENINGS BY THREE INCHES MINIMUM, AND SHALL HAVE A RADIUS OF
CURVATURE OF NOT LESS THAN 21'-0" BEGINNING NO CLOSER THAN 1'-0" FROM OPENING EDGE.
12. TENDON PLACEMENT AND INTEGRITY OF PROTECTIVE WRAPPING SHALL BE INSPECTED BY AUTHORIZED PERSONNEL PRIOR TO PLACEMENT
OF CONCRETE. TENDON LOCATIONS SHALL BE MARKED ON THE UNDERSIDE OF SLABS. THE METHOD FOR MARKING SLABS SHALL BE SUBMITTED TO
THE STRUCTURAL ENGINEER FOR REVIEW.
13. BANDED TENDONS MAY BE BUNDLED AT THE MIDDLE OF THE SPAN. WHERE TENDONS ARE BUNDLED, THE TENDONS SHALL LAY FLAT, SHALL
NOT CROSS AT ANY POINT, AND SHALL BE PROPERLY BANDED TOGETHER
14. POST-TENSIONING CONTRACTOR SHALL PROVIDE TENDON SUPPORTS AND MILD-STEEL "TIES" REQUIRED TO MAINTAIN CONCRETE COVERAGE,
CORRECT TENDON PROFILE, AND HORIZONTAL CURVE. TENDONS SHALL BE FIRMLY ANCHORED TO PREVENT DISPLACEMENTS BEFORE AND DURING
CONCRETE PLACEMENT. BAR SUPPORTS SHALL BE SECURELY ATTACHED TO THE FORMS.
15. PROVIDE A MINIMUM OF 2-#4 BARS CONTINUOUS ALONG EDGES BEHIND TENDON ANCHORAGES, AND 2-#4 X 7'-0" HAIRPINS BEHIND TENDON
ANCHORAGES AT SLAB CORNERS. BEHIND ALL BEAM TENDON ANCHORAGES PROVIDE A MINIMUM OF 2-#4 BARS HORIZONTAL AND/OR VERTICAL,
HAVING AN APPROPRIATE LENGTH FOR DEVELOPMENT OF THE BAR. ALTERNATE OR ADDITIONAL REINFORCEMENT FOR BURSTING, SPLITTING, AND
SPALLING AND REINFORCEMENT REQUIRED FOR THE POST-TENSIONING HARDWARE, INCLUDING REINFORCEMENT REQUIRED AT ANCHOR POCKETS
AND BLOCKOUTS, SHALL BE DESIGNED AND DETAILED BY THE POST-TENSIONING SUPPLIER.
16. ALL INSERTS AND SLEEVES SHALL BE CAST IN PLACE. DRILLED AND POWER-DRIVEN FASTENERS WILL BE PERMITTED ONLY WHEN IT CAN BE
SHOWN THAT THE INSERTS ARE LOCATED SUCH THAT THEY DO NOT INTERFERE WITH THE TENDONS AND TENDON ANCHORS AND WILL NOT CAUSE
SPALLING OF THE CONCRETE. THE CONTRACTOR SHALL MARK THE LOCATION OF THE TENDONS ON THE TOP SURFACE OF THE SLAB IF DRILLING OR
CORING IS TO BE DONE AFTER THE CONCRETE IS PLACED.
17. THE CONTRACTOR SHALL TAKE PRECAUTIONS TO ASSURE COMPLETE CONSOLIDATION AND DENSIFICATION OF CONCRETE BEHIND ALL
TENDON ANCHORAGES.
18. STRESSING OF TENDONS SHALL NOT START UNTIL CYLINDER TESTS INDICATE THE IN-PLACE CONCRETE HAS ATTAINED THE SPECIFIED INITIAL
COMPRESSIVE STRENGTH (F'CI). STRESSING SHALL BE UNDER THE SUPERVISION OF A SUPERINTENDENT EXPERIENCED IN TENDON STRESSING
OPERATIONS. TENDONS SHALL NOT BE STRESSED OVER 100 FEET IN A ONE-WAY PULL NOR 200 FEET IN A TWO-WAY PULL EXCEPT AS ACCEPTED BY
THE STRUCTURAL ENGINEER.
19. RAMS TO BE USED FOR STRESSING TENDONS SHALL BE CALIBRATED PRIOR TO STARTING STRESSING OPERATIONS AT EACH LEVEL. RAMS
SHALL BE RECALIBRATED IF THE RAMS ARE DROPPED OR AS REQUIRED BY THE STRUCTURAL ENGINEER. CERTIFIED CALIBRATION REPORTS SHALL
BE SUBMITTED INDICATING FORCES AND GAGE READINGS REQUIRED TO STRESS TENDONS TO THE REQUIRED FORCE.
20. THE FOLLOWING GENERAL STRESSING SEQUENCES SHALL BE USED UNLESS NOTED OTHERWISE OR ACCEPTED BY THE STRUCTURAL
ENGINEER.
BEAM AND SLAB:
1. STRESS TEMPERATURE TENDONS, AS APPLICABLE.
2. STRESS CONTINUOUS LONGITUDINAL SLAB TENDONS.
3. STRESS ADDED LONGITUDINAL SLAB TENDONS.
4. STRESS CONTINUOUS BEAM TENDONS.
5. STRESS ADDED BEAM TENDONS.
6. STRESS GIRDER TENDONS, AS APPLICABLE.
21. THE SHORING AND/OR RE-SHORING DESIGN IS THE COMPLETE RESPONSIBILITY OF THE CONTRACTOR. TEMPORARY SHORING FOR SLABS,
BEAMS, AND GIRDERS SHALL BE ADEQUATE TO CARRY THE TOTAL WEIGHT OF THE SLAB-BEAM-GIRDER SYSTEM AND ANY TEMPORARY
CONSTRUCTION LOADS TO BE IMPOSED ON THE STRUCTURAL SYSTEM. SHORING FOR A LEVEL SHALL NOT BE REMOVED UNTIL STRESSING OF
TENDONS IN BOTH DIRECTIONS ON THAT LEVEL HAS BEEN COMPLETED, ELONGATIONS HAVE BEEN REVIEWED BY THE STRUCTURAL ENGINEER, AND
THE CONCRETE AT THAT LEVEL HAS ATTAINED THE SPECIFIED COMPRESSIVE STRENGTH (F'C). REMOVAL OF SHORING AND/OR RESHORING SHALL NOT
CAUSE OVER-STRESSING OF ANY STRUCTURAL ELEMENTS.
22. THE CONTRACTOR SHALL RECORD REQUIRED ELONGATIONS, FIELD MEASURED ELONGATIONS AND TENDON JACKING FORCES FOR ALL
TENDONS AND SUBMIT THE REPORTS TO THE STRUCTURAL ENGINEER FOR REVIEW. FIELD MEASURED ELONGATIONS SHALL NOT VARY FROM THE
CALCULATED VALUES BY MORE THAN 5%. TENDON ENDS SHALL NOT BE CUT UNTIL THE ELONGATIONS HAVE BEEN REVIEWED BY THE STRUCTURAL
ENGINEER.
23. BURNING OR WELDING NEAR POST-TENSIONING TENDONS IS PROHIBITED. TENDONS SHALL NOT BE SUBJECT TO EXCESSIVE TEMPERATURES,
WELDING SPARKS, OR ELECTRICAL GROUND CURRENTS.
24. TENDON END ANCHORAGES AND WEDGES AND ALL OTHER EXPOSED STEEL SHALL BE CORROSION PROTECTED BY SPRAY PAINTING WITH A
RUST INHIBITIVE PAINT BEFORE THE ANCHORAGE POCKET IS GROUTED. CARE SHALL BE TAKEN TO PREVENT CONTAMINATION OF THE ANCHORAGE
POCKET SURFACES WHICH MAY REDUCE THE BONDING OF THE NON-SHRINK GROUT. ANCHORAGE POCKETS SHALL BE FILLED WITH NON-SHRINK,
NON-METALLIC GROUT COMPATIBLE FOR USE WITH PRESTRESSING STEEL. ALL POCKETS SHALL BE WATERPROOF.
25. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL TENDON SHOP DRAWINGS.
STEEL
1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC CODE. ALL CONNECTIONS, INCLUDING
AT HSS SECTIONS, SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE LATEST AISC CODE. UNLESS INDICATED OTHERWISE ON
CONTRACT DOCUMENTS, IN ADDITION TO THE SHEAR CONNECTION, INCLUDE AS A MINIMUM, 4X4X3/8 ANGLES TOP AND BOTTOM OR ENDPLATE AT ALL
HSS BEAMS/GIRDERS TO COLUMN CONNECTIONS. ALL WIDE FLANGE SHAPES SHALL BE ASTM A992.
ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36 UNLESS NOTED OTHERWISE.
ALL STEEL RECTANGULAR/SQUARE HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE C, FY = 50 KSI.
ALL STEEL ROUND HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE C, FY = 46 KSI.
ALL STEEL SHALL HAVE A SHOP COAT OF RUST INHIBITIVE PAINT.
ORIENT ALL MILL CAMBER UPWARD DURING FABRICATION AND ERECTION.
ALL STEEL SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC-SP3 PRIOR TO PAINTING.
2. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARD
QUALIFICATION PROCEDURE", AWS D1.1 LATEST EDITION, TO PERFORM THE TYPE OF WORK REQUIRED.
3. UNLESS OTHERWISE NOTED, ALL CONNECTIONS SHALL BE BOLTED WITH MINIMUM 3/4-INCH DIAMETER A325 OR A490 HIGH STRENGTH BEARING
TYPE BOLTS OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR THE SELECTION, DESIGN, AND DETAILING OF ALL CONNECTIONS, INCLUDING BUT
NOT LIMITED TO MOMENT CONNECTIONS, BRACED FRAME CONNECTIONS, AND TRUSS CONNECTIONS, NOT FULLY DETAILED ON THE CONTRACT
DRAWINGS. THIS INCLUDES TO DESIGN, DETAIL, FURNISH, AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY
ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE BASED ON MEMBER BEHAVIOR
AWAY FROM CONNECTIONS. USE FULL DEPTH DOUBLE ANGLE CONNECTIONS ON ALL GIRDER AND BEAM CONNECTIONS TO COLUMNS. BOLTS SHALL
BE AT 3 INCH O/C VERTICALLY. INFILL BEAM CONNECTIONS MAY BE ONE-SIDED CONNECTIONS, UNLESS NOTED OTHERWISE. ALL GRAVITY MOMENT
CONNECTIONS SHALL BE BOLTED WITH MINIMUM 3/4-INCH DIAMETER A325 OR A490 HIGH STRENGTH SLIP CRITICAL BOLTS OR WELDED.
UNLESS OTHERWISE NOTED, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS.
DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR
ANY OTHER SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF AN INDIVIDUAL CONNECTION FOR A GIVEN SET OF LOADS. THESE
DETAILS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE.
4. ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36, UNLESS NOTED OTHERWISE.
5. ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS.
6. ALL STEEL WELDING RODS SHALL BE E70XX.
7. SUBMIT ALL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION. SHOP DRAWINGS SHALL SHOW COMPLETE BOLTING AND
WELDING INFORMATION, BOTH SHOP AND FIELD. ALL WELDING INFORMATION SHALL USE AMERICAN WELDING SOCIETY SYMBOLS. SHOP OR FIELD
SPLICING OF ANY STRUCTURAL STEEL SECTION WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS STRICTLY PROHIBITED WITHOUT PRIOR
WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD.
8. CONNECTIONS FOR ALL BEAM/GIRDERS NOT CONNECTED TO COLUMNS SHALL BE DESIGNED FOR A MINIMUM UNFACTORED REACTION OF 15
KIPS, UNLESS NOTED GREATER ON DRAWINGS.
9. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING BUT NOT LIMITED TO
THE LOCATION, ELEVATION, AND DIMENSIONS OF EXISTING WALLS AND FRAMING.
10. ALL LINTELS AND SHELF ANGLES WITHIN EXTERIOR WALLS SHALL BE HOT DIP GALVANIZED. ANY POINTS OF WELDING SHALL BE TOUCHED UP
IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR.
11. ALL EXPOSED STEEL (INCLUDING BUT NOT LIMITED TO DUNNAGE FRAMING, SCREEN WALL FRAMING, CANOPY FRAMING, ETC.) SHALL BE HOT
DIP GALVANIZED. ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR.
12. SPANDREL ANGLE AT PERIMETER EDGE OF FLOOR SLAB/ROOF SHALL BE ADJUSTABLE. SHIP ANGLE LOOSE AND SET WITH STRING LINE IN
FIELD FOR VERTICAL AND HORIZONTAL ALIGNMENT AFTER STEEL IS FULLY ERECTED TO A MAXIMUM TOLERANCE OF 1/4 INCH HORIZONTAL PER
BAY/PER FLOOR AND MUST BE SET PLUMB BY STEEL ERECTOR PRIOR TO STUD ERECTION. ANGLE MUST BE INSTALLED IN ONE LENGTH PER BAY. SEE
TYPICAL SPANDREL ANGLE DETAIL.
13. PROVIDE WELDED STIFFENER PLATES ON BOTH SIDES OF THE WEB OF BEAMS AT POINTS OF CONCENTRATED LOADS INCLUDING BEAMS
SUPPORTING COLUMNS OR RUNNING OVER THE TOPS OF COLUMNS, OR OTHER BEAMS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 3/8 INCH OR
FLANGE THICKNESS OF COLUMN ABOVE OR BELOW OR BEAM WEB THICKNESS ABOVE OR BELOW, WHICHEVER IS GREATER.
14. ALL POST-INSTALLED EXPANSION ANCHORS FASTENED INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ WITH MATERIAL TYPE, DIAMETER, AND
EMBEDMENT PER DOCUMENTS, UNLESS NOTED OTHERWISE. ALL POST-INSTALLED ADHESIVE ANCHORS FASTENED INTO CONCRETE AND
REINFORCING BAR DOWELING INTO CONCRETE SHALL USE HILTI HIT-RE 500v3 EPOXY ADHESIVE ANCHORING SYSTEM IN HAMMER-DRILLED HOLES
WITH ROD TYPE, DIAMETER, EMBEDMENT AND SPACING/EDGE DISTANCE PER DOCUMENTS, UNLESS NOTED OTHERWISE.
15. ALL PIPING RUNS LARGER THAN 4" DIAMETER SHALL BE HUNG DIRECTLY FROM STEEL BEAMS AND NOT THE CONCRETE SLAB ON METAL DECK
SYSTEM (NO UTILITIES SHALL BE HUNG FROM METAL ROOF DECK). ANY SUPPLEMENTAL STEEL REQUIRED FOR BUILDING SYSTEMS (MECHANICAL,
ELECTRICAL, PLUMBING, ETC.) IS NOT BY O'DONNELL & NACCARATO.
16. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL STEEL ERECTION DRAWINGS SHOP DRAWINGS.
MASONRY
1. MASONRY UNITS SHALL BE TYPE N-1 MEDIUM WEIGHT ASTM C90 HOLLOW ABOVE GRADE WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI.
ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR. CONSTRUCT COLUMN PIERS INTEGRALLY WITH FOUNDATION WALLS AND CONTINUE WALL
REINFORCEMENT THROUGH THE PIER. GROUT COLUMN PIERS AND WALLS MONOLITHICALLY.
2. FOLLOWING ARE THE BLOCK STRENGTHS REQUIRED: ASTM C90 HOLLOW 2000 PSI ON NET AREA OF INDIVIDUAL UNITS.
3. ALL MORTAR SHALL BE ASTM C270 TYPE S WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS FROM FIELD OBTAINED TEST
CYLINDERS.
4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM SPECIFICATION C476 HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3000
PSI FROM FIELD OBTAINED TEST CYLINDERS.
5. LAID UP MASONRY DESIGN f'm IS 2000 PSI FOR STANDARD CONCRETE MASONRY.
6. VERTICAL REINFORCING SHALL BE ASTM A615, GRADE 60 DEFORMED BARS. MINIMUM DEVELOPMENT AND LAP SPLICE LENGTHS TO BE PER
"TENSION DEVELOPMENT AND LAP SPLICE LENGTH FOR MASONRY" TYPICAL DETAIL TABLE (U.N.O. ON PLANS). MECHANICAL SPLICING DEVICES WHICH
ARE RATED TO DEVELOP 125 PERCENT OF FY OF THE BAR MAY BE SUBSTITUTED. SUBMIT PRODUCT DATA FOR ENGINEERING APPROVAL.
7. ALL CONCRETE MASONRY SHALL BE CONSTRUCTED AND ERECTED IN ACCORDANCE WITH THE GOVERNING MASONRY CODE (TMS 402) AND
SPECIFICATIONS (TMS 602).
8. ALL BRICK MASONRY UNITS SHALL BE GRADE SW IN ACCORDANCE WITH ASTM C216 WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI
AND BONDED TOGETHER WITH TYPE S MORTAR.
9. PROVIDE HOT-DIPPED GALVANIZED TRUSS TYPE OR LADDER TYPE HORIZONTAL JOINT REINFORCEMENT, MINIMUM 9 GA, AT 16 INCHES ON
CENTER VERTICAL IN ALL MASONRY WALLS. SPACE HORIZONTAL JOINT REINFORCEMENT AT 8 INCHES ON CENTER IN ALL PARAPETS. USE SHOP
FABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES.
10. AS A MINIMUM, ALL CORES CONTAINING VERTICAL REINFORCING ARE TO BE GROUTED SOLID.
DECK
1. STEEL ROOF DECK SHALL BE PAINTED 1 1/2" 22 GAGE TYPE B METAL DECK AS SHOWN ON DRAWINGS, GRADE 33 (MINIMUM FY = 33 KSI).
AS MANUFACTURED BY VULCRAFT OR APPROVED EQUAL. MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE. ROOF DECK
FABRICATION AND INSTALLATION MUST COMPLY WITH STEEL DECK INSTITUTE STANDARDS. ALL ROOF DECK SHALL BE CONTINUOUS OVER A
MINIMUM OF THREE SPANS. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, PIPES (INCLUDING FIRE PROTECTION), OR OTHER UTILITIES SHALL
NOT BE SUPPORTED BY THE STEEL DECK.
2. ATTACH TYPE B METAL ROOF DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" DIAMETER PUDDLE WELDS, OR EQUIVALENT MECHANICAL
FASTENER, (4 CONNECTIONS (MIN., UNO) PER 36" WIDE SHEET PER SUPPORT) FASTEN SIDE JOINTS TOGETHER WITH #10 SELF DRILLING
SCREWS, OR WELD, AT MID -SPAN BETWEEN SUPPORTS.
3. USE WELDING WASHERS ON ALL CONNECTIONS OF STEEL DECK WITH METAL THICKNESS LESS THAN 22 GAGE TO STRUCTURAL STEEL
SUPPORTS.
4. IN AREAS OF WARPED ROOF DECK USE, SELF DRILLING SCREWS FOR CONNECTIONS OF STEEL ROOF DECK TO STRUCTURAL STEEL
SUPPORTS. SCREW SIZES SHALL COMPLY WITH MANUFACTURER'S REQUIREMENTS, ATTACH DECK TO ALL SUPPORTING MEMBERS.
5. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF
ALL DECK LAYOUT SHOP DRAWINGS.
SHEET TITLE
SHEET NUMBER
KITE Realty Group
30 S. Meridian Street, #1100
Indianapolis, Indiana 46204
Owner
Republic Airways Holdings
RATIO
101 South Pennsylvania Street
Indianapolis, Indiana 46204
317-633-4040
Architect
McComas/O'Donnell & Naccarato
Structural Engineer
Civil Engineer
8909 Purdue Road, Suite 300
Indianapolis, Indiana 46268
450 East 96th Street, Suite 175
Indianapolis, IN 46240
317-580-0402
Kimley Horn
250 East 96th Street, Suite 580
Indianapolis, Indiana 46240
PROJECT NO.
SHEET ISSUE
SEAL | DATE
COPYRIGHT NOTICE: THIS ARCHITECTURAL
AND ENGINEERING DRAWING IS GIVEN IN
CONFIDENCE AND SHALL BE USED ONLY
PURSUANT TO THE AGREEMENT WITH RATIO.
NO OTHER USE, DISSEMINATION OR
DUPLICATION MAY BE MADE WITHOUT PRIOR
WRITTEN CONSENT OF RATIO. ALL COMMON
LAW RIGHTS OF COPYRIGHT AND OTHERWISE
ARE HEREBY SPECIFICALLY RESERVED.
450 EAST 96th STREET, SUITE 175, INDIANAPOLIS, IN 46240
(317) 580-0402 | WWW.O-N.com | Project No. 7167.0013.00
FOUNDATION PERMIT
07/08/2022
F.A. Wilhelm Construction
3914 Prospect Street
Indianapolis, Indiana 46203
317-359-5411
Construction Manager
Mechanical / Electrical/ Plumbing Engineer
CIRCLE DESIGN GROUP
9229 Delegates Row #150
Indianapolis, Indiana 46240
BIM 360://22014-Republic Airways HQ/Republic_Garage-STRC-V21.rvt7/8/2022 3:35:35 PMS-200
GENERAL NOTES
21040.000
REPUBLIC
CAMPUS -
PARKING
GARAGE
12195 N. Meridian St.
Carmel, Indiana
46032
1 FOUNDATION PERMIT 07/08/22
07/08/22
08/09/22