A7-689-19-411_05_Struct_02240718.pdf

GENERAL

THESE GENERAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS. IN CASE OF CONFLICT WITH THE SPECIFICATIONS, CONTACT THE OWNER’S REPRESENTATIVE PRIOR TO PROCEEDING

WITH THE WORK.

THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH THE SITE AND LOCAL CONDITIONS.

CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH LOCAL BUILDING CODES, CODES OF

APPLICABLE REGULATORY AGENCIES, AND WITH PROJECT SPECIFICATIONS AND DRAWINGS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF ALL TRADES AND FOR CHECKING ALL DIMENSIONS. REPORT DISCREPANCIES TO THE OWNER’S REPRESENTATIVE FOR CLARIFICATION PRIOR TO

PROCEEDING WITH THE WORK.

THE CONTRACTOR SHALL COMPLY WITH LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF

ANY PUBLIC AUTHORITY BEARING UPON THE PERFORMANCE OF THE WORK.

SUBJECT TO THE STRUCTURAL ENGINEER'S ACCEPTANCE, UTILIZE DETAILS FOR SIMILAR CONDITIONS WHEN

DETAILS FOR CONSTRUCTION ARE NOT INDICATED FOR A SPECIFIC CONDITION.

DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. TYPICAL DETAILS ARE NOT NOTED AT

EACH LOCATION AT WHICH THEY ARE APPLICABLE.

WHERE NOT INDICATED ON THE STRUCTURAL DRAWINGS, SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, AND ANY OTHER DRAWINGS FOR:

ELEVATIONS AND SLOPES,

SIZE, LOCATION AND EXTENT OF CURBS, FLOOR DEPRESSIONS, AND TOPPING SLABS,

SIZE AND LOCATION OF DRAINS, TRENCHES, SLAB OPENINGS, AND WALL OPENINGS,

SIZE, TYPE AND LOCATION OF NON-LOAD BEARING PARTITIONS,

CONCRETE AND STEEL FINISHES,

SIZE AND LOCATION OF SLEEVES AND HANGERS,

ITEMS EMBEDDED IN THE STRUCTURE OR PENETRATING THE STRUCTURE,

CONNECTION OF ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE

PROTECTION OR ANY OTHER ITEMS TO THE STRUCTURE AND CONNECTION OF ITEMS

NOT TYPICALLY DETAILED ON THE STRUCTURAL DRAWINGS,

WATERPROOFING AND DAMP PROOFING,

SITE AND SUBGRADE DRAINAGE SYSTEMS AND DETAILS.

CONNECTIONS OF ALL TRADES TO THE STRUCTURE SHALL BE DESIGNED AND DETAILED BY THE

CONTRACTOR. CONNECTIONS TO STRUCTURAL MEMBERS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. RESPONSIBILITY FOR THE PERFORMANCE OF THE SUPPLIED SYSTEM AND ASSOCIATED CONNECTIONS SHALL REMAIN THAT OF THE CONTRACTOR. ALL CONNECTIONS SHALL BE

DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

OPENINGS AND PENETRATIONS THROUGH STRUCTURAL ELEMENTS AND ITEMS EMBEDDED IN STRUCTURAL ELEMENTS THAT ARE NOT INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE REVIEWED BY STRUCTURAL

ENGINEER PRIOR TO IMPLEMENTING WORK.

DO NOT SCALE DRAWINGS TO DETERMINE DIMENSIONAL INFORMATION.

DO NOT PLACE MATERIALS OR EQUIPMENT ON UNFINISHED FLOORS OR ROOFS IN EXCESS OF 20 PSF NOR ON FINISHED FLOORS OR ROOFS IN EXCESS OF THE INDICATED DESIGN LIVE LOADS. AVOID IMPACT LOADING.

THE STRUCTURE WAS DESIGNED FOR THE IN-SERVICE CONDITIONS ONLY. THE METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL

STAGES OF CONSTRUCTION.

DRAWINGS DO NOT INDICATE TEMPORARY REQUIREMENTS. NEED FOR TEMPORARY SHORING AND BRACING, TEMPORARY DEWATERING, TEMPORARY EARTH RETENTION, TEMPORARY WATER CUTOFF OR OTHER

TEMPORARY MEASURES MAY BE INDICATED ON DRAWINGS AT SELECTED AREAS AS SUGGESTIONS FOR THE CONTRACTOR'S CONVENIENCE. THE DRAWINGS DO NOT IDENTIFY ALL AREAS OR CONDITIONS REQUIRING TEMPORARY MEASURES. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONFIRM TEMPORARY MEASURES INDICATED ON THE DRAWINGS, IDENTIFY OTHER AREAS OR CONDITIONS REQUIRING TEMPORARY MEASURES, DETERMINE MOST EFFICIENT TEMPORARY SYSTEMS, AND DESIGN AND CONSTRUCT REQUIRED TEMPORARY SYSTEMS. ALL TEMPORARY SYSTEMS SHALL BE DESIGNED BY A LICENSED ENGINEER IN THE STATE IN WHICH

THE PROJECT IS LOCATED.

INFORMATION RELATED TO EXISTING CONDITIONS REPRESENTS KNOWLEDGE BASED UPON INFORMATION PROVIDED BY THE OWNER BUT WITHOUT GUARANTEE OF ACCURACY. REPORT EXISTING CONDITIONS THAT VARY FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS TO THE OWNER’S REPRESENTATIVE. DO NOT

DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER’S

REPRESENTATIVE.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO EXISTING CONSTRUCTION WHILE PERFORMING WORK. THE CONTRACTOR SHALL PROPERLY REINSTATE EXISTING FINISHES, FIREPROOFING OR ITEMS THAT

ARE REMOVED OR DAMAGED WHILE PERFORMING WORK.

UNLESS NOTED OTHERWISE, ELEVATIONS ON THE DRAWINGS ARE RELATIVE TO THE ELEVATION OF THE

FIRST FLOOR.

DEFERRED SUBMITTALS

DEFERRED SUBMITTALS ARE DEFINED AS THOSE PORTIONS OF THE DESIGN THAT ARE NOT SUBMITTED AT THE TIME OF THE PERMIT APPLICATION AND THAT ARE TO BE SUBMITTED TO THE CONTRACTING OFFICERS

REPRESENTATIVE WITHIN A SPECIFIED PERIOD.

DEFERRAL OF ANY SUBMITTAL ITEMS SHALL HAVE THE PRIOR APPROVAL OF THE CONTRACTING OFFICERS REPRESENTATIVE. THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL LIST THE DEFERRED

SUBMITTALS ON THE CONSTRUCTION DOCUMENTS FOR REVIEW BY THE CONTRACTING OFFICERS

REPRESENTATIVE.

DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE WHO SHALL REVIEW THEM AND FORWARD THEM TO THE CONTRACTING OFFICERS REPRESENTATIVE WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN

REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING.

THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL DOCUMENTS HAVE

BEEN APPROVED BY THE CONTRACTING OFFICERS REPRESENTATIVE.

ALL DEFERRED SUBMITTAL ITEMS ARE TO BE DESIGNED BY THE VENDOR AND SHALL BE DESIGNED BY AN ENGINEER

LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

DEFERRED SUBMITTAL ITEMS INCLUDE:

METAL STAIRS

COLD-FORM METAL FRAMING

PRECAST CONCRETE

MODIFICATIONS TO EXISTING CONSTRUCTION

THE EXISTING CONSTRUCTION SHOWN ON THESE DRAWINGS IS PROVIDED FOR REFERENCE ONLY. EXISTING CONSTRUCTION SHALL BE VERIFIED IN THE FIELD PRIOR TO FABRICATION AND ERECTION OF ALL NEW

CONSTRUCTION.

ANY EXISTING FINISHES REMOVED OR DAMAGED TO ACCOMPLISH ANY STRUCTURAL MODIFICATIONS SHALL BE REINSTATED AT THE COMPLETION OF MODIFICATION WORK, TYPICAL UNLESS NOTED OTHERWISE.

ANY STRUCTURAL STEEL OR REINFORCING BARS THAT HAVE BEEN CUT AND GROUND FLUSH WITH A

CONCRETE SURFACE SHALL BE FINISHED WITH EPOXY PAINT.

THE FACE OF ALL NEW PERMANENT CONCRETE SURFACES CUT FROM EXISTING CONCRETE SHALL BE CLEANED WITH A HIGH PRESSURE WATER SPRAY. ALLOW SURFACES TO DRY THOROUGHLY. COAT THE CONCRETE SURFACES WITH A BONDING AGENT AND FINISH WITH AN ACCEPTABLE PATCHING COMPOUND.

ALL EXPOSED REINFORCEMENT SHALL BE GROUND FLUSH WITH THE NEW CONCRETE SURFACE.

WHERE EXISTING CONCRETE REINFORCEMENT IS TO BE REUSED IN-PLACE, THE CONCRETE SHALL BE REMOVED IN A MANNER THAT MINIMIZES DAMAGE TO THE REINFORCEMENT. DAMAGED REINFORCEMENT SHALL BE REPLACED BY A METHOD ACCEPTABLE TO THE CONTRACTING OFFICERS REPRESENTATIVE AND

STRUCTURAL ENGINEER.

WHERE NEW CONCRETE IS TO BE CAST AGAINST EXISTING CONCRETE, THE CONTACT SURFACE SHALL BE ROUGHENED AND CLEANED WITH A HIGH PRESSURE WATER SPRAY. ALLOW TO DRY THOROUGHLY PRIOR TO

APPLICATION OF EPOXY BONDING AGENT.

ANY NEW STRUCTURAL STEEL REINFORCEMENT BEAMS ADJACENT TO NEW SLAB OPENINGS SHALL BE FULLY

INSTALLED PRIOR TO ANY CUTTING FOR THE OPENINGS.

PRIOR TO CUTTING OPENINGS IN ENTIRE SLAB SPANS, ALL ADJACENT SPANS SHALL BE SHORED

TEMPORARILY OR AS INDICATED.

ANY EXISTING WALL OPENINGS TO BE INFILLED SHALL BE REINFORCED WITH BARS TO MATCH THOSE IN THE ADJACENT EXISTING CONCRETE. DOWELS FOR THOSE BARS SHALL BE PLACED INTO ADJACENT CONCRETE.

PRIOR TO CUTTING OPENINGS IN EXISTING WALLS, ANY ADJACENT IN-FILL WORK SHALL BE COMPLETED AND THE IN-FILL CONCRETE SHALL HAVE REACHED ITS REQUIRED 28-DAY COMPRESSIVE STRENGTH.

SAWCUTS FOR NEW WALL OPENINGS SHALL NOT EXTEND PAST THE REQUIRED DIMENSIONS FOR THE OPENING. CORE DRILL THE CORNERS AND EXTEND SAW CUTS INTO THE CORED AREAS AND NOT BEYOND IT.

CHIP OUT THE REMAINDER AT THE CORNERS TO ACHIEVE A CLEAN 90 DEGREE CORNER.

THE LOCATION AND LENGTH OF ANY NEW STEEL FRAMING SHALL BE COORDINATED WITH THE EXISTING STEEL DECK SLABS AND ROOF DECKS SUCH THAT THE NEW STRUCTURAL STEEL BEAM CENTERLINES

CORRESPOND WITH THE RIBS OF THE STEEL DECK.

THE CONTRACTOR SHALL SUBMIT COORDINATED SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR

APPROVAL PRIOR TO CUTTING OR ERECTION OF ANY NEW STRUCTURAL STEEL.

VERIFY ACCESSIBILITY TO THE BUILDING AND MAXIMUM WORKABLE MEMBER LENGTHS BEFORE

COMMENCING WITH FABRICATION. IF THE NEW STRUCTURAL ELEMENTS CANNOT BE SHIPPED AND INSTALLED AS CONTINUOUS MEMBERS, ANY SPLICES SHALL CONSIST OF COMPLETE PENETRATION WELDING OF THE FLANGES AND PARTIAL PENETRATION WELDING OF THE WEB OF THE NEW BEAM. THE CONTRACTOR SHALL SUBMIT PROPOSED SPLICE DETAILS AND LOCATIONS TO THE STRUCTURAL ENGINEER FOR REVIEW

AND APPROVAL PRIOR TO FABRICATION.

REMOVE ALL LOADS FROM THE SLAB DIRECTLY ABOVE THE AREAS WHERE NEW STEEL BEAMS ARE TO BE INSTALLED. PROVIDE SHORING UNDER EXISTING SLABS AND BEAMS PRIOR TO AND DURING CONSTRUCTION.

ALL NEW STRUCTURAL STEEL SHALL BE IN PLACE PRIOR TO THE REMOVAL OF ANY EXISTING SLABS AND/OR

SHORING.

PROVIDE NON-SHRINK GROUT AS REQUIRED FOR FULL BEARING OF THE EXISTING SLAB ON THE NEW BEAMS, UNLESS NOTED OTHERWISE.

REMOVE EXISTING FIREPROOFING LOCALLY AND CLEAN AREAS OF EXISTING STEEL TO BE WELDED. INSTALL NEW U.L. APPROVED FIREPROOFING MATERIAL ON ALL NEW STEEL AND ANY AREAS WHERE FIREPROOFING WAS REMOVED OR DAMAGED DURING THE INSTALLATION OF THE WORK. NEW STEEL SHALL HAVE A FIRE RATING TO MATCH THE ADJACENT EXISTING STEEL, TYPICAL UNLESS NOTED OTHERWISE. REFER TO

ARCHITECTURAL DOCUMENTS FOR REQUIRED FIRE RATINGS.

FOUNDATIONS - GENERAL

FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS INCLUDED IN GEOTECHNICAL ENGINEERING

REPORT NO. J2205067 BY TERRACON DATED SEPTEMBER 10, 2021

ALL SUBGRADES AND EXCAVATIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY THE GEOTECHNICAL ENGINEER WHEN THE SUBGRADES

AND EXCAVATIONS ARE READY FOR INSPECTION.

ALL SUBGRADES SHALL BE PREPARED AND ALL FILL SHALL BE COMPACTED, AND MOISTURE CONTROLLED

AS SPECIFIED IN THE GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS.

ALL SLAB ON GRADE AREAS SHALL BE INSPECTED BY A SOILS TESTING LABORATORY AND BE PROOF ROLLED. ALL SOFT SPOTS ENCOUNTERED SHALL BE REMOVED AND REPLACED TO FINISHED GRADE WITH

APPROVED FILL MATERIAL AS SPECIFIED IN THE GEOTECHNICAL REPORT AND THE PROJECT

SPECIFICATIONS.

NO FOUNDATIONS SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAINING FREE WATER, FROST

OR ICE.

PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS ATTAINED FULL DESIGN STRENGTH. BRACE RETAINING WALLS UNTIL ATTACHED FLOORS AND SLABS ON GRADE ARE COMPLETE AND HAVE ATTAINED FULL DESIGN STRENGTH. NO HEAVY EQUIPMENT SHALL BE ALLOWED WITHIN A 1H:1V

SLOPE AS MEASURED FROM THE BASE OF THE WALL.

THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICERS REPRESENTATIVE AND OFFICERS

IMMEDIATELY IN THE EVENT THAT THE SOILS CONDITIONS ENCOUNTERED VARY FROM THOSE SHOWN ON

THE BORING LOGS OF THE GEOTECHNICAL ENGINEERING REPORT.

THE CONTRACTOR SHALL DESIGN AND CONSTRUCT ALL TEMPORARY CASING, PROTECTION, SHORING, BRACING, DEWATERING, AND UNDERPINNING NECESSARY TO COMPLETE THE WORK. ALL TEMPORARY SYSTEMS SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS

LOCATED.

LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND AFTER CONSTRUCTION.

REMOVE ABANDONED FOUNDATIONS AND UTILITIES WHICH INTERFERE WITH NEW CONSTRUCTION

UNLESS OTHERWISE INDICATED.

CONCRETE WORK BELOW GRADE SHALL BE DETAILED AS WATERTIGHT CONSTRUCTION. CONSTRUCTION

JOINTS BELOW GRADE SHALL BE WATERTIGHT.

SHALLOW FOUNDATIONS

ALL FOOTINGS SHALL BEAR ON UNDISTURBED SOIL (DENSE TO VERY DENSE GLACIAL TILL DEPOSITS OR LEAN CONCRETE OVER GLACIAL TILL) HAVING A MINIMUM ALLOWABLE BEARING CAPACITY OF 5,000 PSF AT A

MINIMUM DEPTH OF 2’-0” INTERIOR AND 3’-6” EXTERIOR BELOW FINISHED GRADE.

OR

ALL FOOTINGS BEARING ON 1’-0” OF COMPACTED ENGINEERED FILL HAVING A MINIMUM ALLOWABLE BEARING CAPACITY OF 3,000 PSF AT A MINIMUM DEPTH OF 2’-0” INTERIOR AND 3’-6” BELOW FINISHED GRADE.

COMPACTED ENGINEERED FILL SHALL EXTEND 5’- 0” MINIMUM BEYOND THE EDGE OF THE FOOTING.

FLOOR SLABS SHALL BEAR ON 1’-0” OF COMPACTED ENGINEERED FILL.

LATERAL EARTH PRESSURES

PASSIVE SOIL PRESSURE

FOUNDATIONS (NATIVE UNDISTURBED SOILS) = 460 PCF

FOUNDATIONS (STRUCTURAL FILL) = 390 PCF

COEFFICIENT OF FRICTION = 0.55 (NATIVE UNDISTURBED SOILS)

ALL FOUNDATIONS EXPOSED TO FROST SHALL BEAR AT MINIMUM DEPTH OF 3’ -6” BELOW FINISHED GRADE.

FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE

WITHIN 5 FEET OF EXTERIOR FOOTINGS.

CONCRETE

ALL CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318 “BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE”

AND WITH ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS”.

CONCRETE DETAILING SHALL BE IN ACCORDANCE WITH THE ACI DETAILING MANUAL SP-66 AND ACI 315 “DETAILS AND

DETAILING OF CONCRETE REINFORCEMENT”. SUBMIT SHOP DRAWINGS FOR REVIEW.

CONCRETE PLACEMENT AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301 “SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS”.

PROVIDE NORMAL-WEIGHT CONCRETE WITH 28-DAY COMPRESSIVE STRENGTHS AS INDICATED:

FOOTINGS: 3000 PSI

GRADE BEAMS AND DRILLED PIERS: 3000 PSI

FOUNDATION WALLS: 3000 PSI

SLABS ON GRADE: 4000 PSI

EQUIPMENT PADS: 4000 PSI

CONCRETE ON STEEL DECK: 4000 PSI

CONCRETE TOPPING AT PRECAST CONCRETE: 4000 PSI

ALL CONCRETE REQUIRING LOW PERMEABILITY SHALL HAVE A MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO OF 0.45

AND A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI.

ALL CONCRETE SUBJECT TO FREEZING AND THAWING SHALL HAVE A MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO OF

0.42 AND A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI.

ALL CONCRETE SLABS ON GRADE SHALL HAVE A MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO OF 0.45.

CONCRETE SHALL HAVE, AT THE POINT OF DELIVERY, A SLUMP OF 4 INCHES AS DETERMINED BY ASTM C143/C143M. SLUMP TOLERANCES SHALL MEET THE REQUIREMENTS OF ACI 117. WHEN A PLASTICIZING ADMIXTURE OR HIGH-RANGE WATER- REDUCING ADMIXTURE CONFORMING TO ASTM C494/C494M IS PERMITTED TO INCREASE THE SLUMP OF CONCRETE, CONCRETE SHALL HAVE BEEN PROPORTIONED TO A SLUMP OF 2 TO 4 IN. BEFORE THE ADMIXTURE IS ADDED AND A

MAXIMUM SLUMP OF 8 IN. AT THE POINT OF DELIVERY AFTER THE ADMIXTURE IS ADDED.

ADDITION OF WATER TO A CONCRETE BATCH WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED, UNLESS THE SUPPLIER HAS SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE PLANT. IN SUCH CASE, THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY STATE THE MAXIMUM AMOUNT OF WATER THAT CAN BE ADDED TO THE CONCRETE BATCH ON SITE. IN NO

CASE SHALL THE MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO BE EXCEEDED.

ALL EXTERIOR CONCRETE SUBJECT TO FREEZING AND THAWING SHALL BE AIR ENTRAINED SO AS TO RESULT IN A TOTAL AIR CONTENT OF 6% +/- 1.5% FOR CONCRETE USING 3/4-INCH AND 1-INCH MAXIMUM AGGREGATE SIZE.

COLD WEATHER CONCRETING SHALL BE DONE IN ACCORDANCE WITH ACI 306 “COLD WEATHER CONCRETING”. HOT WEATHER CONCRETING SHALL BE DONE IN ACCORDANCE WITH ACI 305 “HOT WEATHER CONCRETING”.

NO CHLORIDES AND/OR ADMIXTURES CONTAINING CHLORIDES SHALL BE USED IN ANY CONCRETE.

UNLESS A GREATER CONCRETE COVER IS REQUIRED FOR FIRE RESISTANCE, THE MINIMUM CONCRETE COVER FOR CAST-IN-

PLACE CONCRETE REINFORCING STEEL SHALL CONFORM TO THE COVERS AS INDICATED:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO. 6 BAR AND LARGER: 2 INCHES

NO. 5 BAR AND SMALLER: 1-1/2 INCHES

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS, JOISTS:

NO. 14 AND NO. 18 BARS: 1-1/2 INCHES

NO. 11 BAR AND SMALLER: 3/4 INCHES

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: 1-1/2 INCHES

CHAMFER ALL EXPOSED CORNERS WITH ¾-INCH, 45 DEGREE CHAMFERS.

PROVIDE FINISHES AS INDICATED IN THE PROJECT SPECIFICATIONS AND IN THE ARCHITECTURAL DRAWINGS.

JOINTS NOT INDICATED SHALL BE MADE AND LOCATED TO LEAST IMPAIR THE STRENGTH AND APPEARANCE OF THE STRUCTURE. HORIZONTAL JOINTS ARE NOT PERMITTED IN CONCRETE EXCEPT WHERE THEY NORMALLY OCCUR OR WHERE INDICATED. VERTICAL JOINTS SHALL OCCUR ONLY AT LOCATIONS ACCEPTED BY STRUCTURAL ENGINEER.

ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4" INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES. LOCATE CONSTRUCTION JOINTS AS SHOWN ON THE DRAWINGS. SUBMIT ALTERNATE JOINT LOCATIONS OR JOINTS NOT SHOWN TO THE OWNER'S REPRESENTATIVE FOR REVIEW AND APPROVAL PRIOR TO

PROCEEDING WITH THE WORK.

AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE, ROUGHEN CONTACT SURFACES TO 1/4 INCH

AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.

AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING MASONRY, THOROUGHLY ROUGHEN CONTACT SURFACES BY LIGHT SANDBLASTING OR OTHER SUITABLE MEANS AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.

CONTROL JOINTS FOR SLABS ON GRADE SHALL BE AS NOTED IN PLAN, OR, IF NOT NOTED, IN A SQUARE PATTERN AND BE NOT MORE THAN 15 FEET ON CENTER, UNLESS OTHERWISE NOTED. IF CONTROL JOINTS ARE CUT, THEY SHALL BE CUT

WITHIN 12 HOURS AFTER THE CONCRETE IS PLACED.

PITCH CONCRETE SLABS AS REQUIRED TO FLOOR DRAINS. SLAB ON GRADE MINIMUM THICKNESS SHALL BE MAINTAINED AT

SLOPED SLABS.

THE CONCRETE CONTRACTOR SHALL REVIEW ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND CONSULT WITH OTHER CONTRACTORS FOR OPENINGS, SLEEVES, ANCHORS, HANGERS, INSERTS, SLAB DEPRESSIONS AND OTHER ITEMS RELATED TO THE CONCRETE WORK AND SHALL ASSUME RESPONSIBILITY FOR THEIR PROPER LOCATION. NO CORING OF CAST-IN-PLACE CONCRETE IS ALLOWED WITHOUT PRIOR APPROVAL BY THE CONTRACTING OFFICERS REPRESENTATIVE

AND STRUCTURAL ENGINEER.

REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, PROCESS AND PLUMBING DRAWINGS FOR MISCELLANEOUS PADS.

FURNISH AND INSTALL AS REQUIRED.

NO STRUCTURAL CONCRETE SHALL BE PLACED UNTIL THE CONCRETE DESIGN MIXES, THE CONCRETE PLACEMENT PROCEDURE, THE LOCATION OF CONSTRUCTION JOINTS AND THE SETTING OF REINFORCING STEEL IS REVIEWED BY THE CONTRACTING OFFICERS REPRESENTATIVE, STRUCTURAL ENGINEER AND ARCHITECT AS APPLICABLE.

CHECKED SHOP DRAWINGS SHOWING REINFORCING DETAILS, INCLUDING STEEL SIZES, LAPS, SPACING AND PLACEMENT, LOCATIONS AND DETAILS OF ALL CONSTRUCTION JOINTS, SLAB DEPRESSIONS, OPENINGS, CURBS, AND ANY OTHER DETAILING REQUIRED TO DETAIL THE WORK SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION.

NO ALUMINUM OF ANY TYPE SHALL BE ALLOWED IN THE CONCRETE, UNLESS COATED TO PREVENT ALUMINUM-CONCRETE

REACTION. THIS INCLUDES PUMPING THROUGH ALUMINUM PIPE.

FORMWORK, SHORING, AND RESHORING SHALL BE IN ACCORDANCE WITH ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS” AND ACI 347 “RECOMMENDED PRACTICE FOR CONCRETE FORMWORK”. DESIGN AND DETAILING OF FORMWORK, SHORING, AND RESHORING SYSTEMS SHALL BE THE RESPONSIBILITY OF CONTRACTOR. ALL FORMWORK, SHORING, AND RESHORING SYSTEMS SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE

PROJECT IS LOCATED.

DO NOT REMOVE FORMWORK PRIOR TO CONCRETE BEING SUFFICIENTLY CURED TO PREVENT DAMAGE BY FORMWORK REMOVAL OR PRIOR TO CONCRETE ATTAINING 75% OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH.

CONCRETE FILL THICKNESS SHOWN ON THE DRAWINGS ARE MINIMUM THICKNESSES. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE REQUIRED TO COMPENSATE FOR FRAME, DECK, OR FORMWORK DEFLECTIONS TO MAINTAIN

SURFACE TOLERANCES SPECIFIED.

HEADED CONCRETE ANCHORS SHALL BE MANUFACTURED BY NELSON STUD WELDING CO., LORAIN, OHIO, OR OTHER MANUFACTURER ACCEPTABLE TO THE CONTRACTING OFFICERS REPRESENTATIVE AND STRUCTURAL ENGINEER. SEE DRAWINGS FOR DIAMETER AND NOMINAL LENGTH. INSTALLATION AND TESTING SHALL BE IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS. MATERIAL SHALL CONFORM TO ASTM A108.

DEFORMED BAR ANCHORS SHALL BE MANUFACTURED BY NELSON STUD WELDING CO., LORAIN, OHIO, OR OTHER MANUFACTURER ACCEPTABLE TO THE CONTRACTING OFFICERS REPRESENTATIVE AND STRUCTURAL ENGINEER.

INSTALLATION AND TESTING SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. MATERIAL SHALL

CONFORM TO ASTM A496.

MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED. ENSURE FULL CONSOLIDATION OF CONCRETE AROUND REINFORCING STEEL, POST-TENSIONING STEEL, DOWELS, ANCHOR BOLTS, DEFORMED BAR ANCHORS, HEADED CONCRETE

ANCHORS AND OTHER SIMILAR ITEMS DURING CONCRETE PLACEMENT.

CONCRETE SLABS ON GRADE AND CONCRETE TOPPING SLABS SHALL BE CONSTRUCTED PER ACI 302.1R “GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION” AND ACI 302.2R “GUIDE FOR CONCRETE SLABS THAT RECEIVE MOISTURE- SENSITIVE FLOORING MATERIALS”. THE SLABS SHALL BE PLACED IN STRIP POURS. CONCRETE AGGREGATE MATERIALS SHALL BE SUFFICIENTLY GRADED AND CONCRETE SLABS-ON-GRADE SHALL BE CURED AS REQUIRED TO MINIMIZE

POSSIBILITY OF SLAB CURLING.

CONTINUOUSLY MOIST CURE CONCRETE SLABS ON GRADE FOR 7 DAYS MINIMUM. WATER FOG SPRAYS, PONDING, SATURATED ABSORPTIVE COVERS, OR MOISTURE RETAINING COVERS MAY BE USED. CURING COMPOUNDS ARE NOT

ACCEPTABLE.

TEST CYLINDERS SHALL BE MADE AND TESTED AS OUTLINED THE PROJECT SPECIFICATIONS.

CONCRETE REINFORCING STEEL

FABRICATE AND PLACE REINFORCING STEEL IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF

CONCRETE REINFORCEMENT" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE”.

UNLESS NOTED OTHERWISE, REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.

REINFORCING STEEL THAT IS TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 60.

WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A1064 AND SHALL BE PLAIN WIRE. SUPPLY IN FLAT SHEETS. ROLLS SHALL NOT BE PERMITTED. UNLESS NOTED OTHERWISE, LAPS OF WELDED WIRE

REINFORCEMENT SHALL BE A MINIMUM OF TWO WIRE MESHES.

SMOOTH STEEL DOWELS IN SLABS ON GRADE SHALL CONFORM TO ASTM A36.

ALL FIELD BENDING OF REINFORCING SHALL BE PERFORMED COLD. HEATING OF BARS SHALL NOT BE

PERMITTED.

UNLESS NOTED OTHERWISE, "CONTINUOUS" REINFORCEMENT SHALL HAVE MINIMUM TENSION LAP OF CLASS "B" PER ACI 318 AT SPLICES AND SHALL HOOK AT DISCONTINUOUS ENDS. REINFORCEMENT SPECIFIED AS CONTINUOUS SHALL BE CONTINUOUS THROUGH COLUMNS, PIERS, FOUNDATION CAPS OR OTHER INTERSECTING ELEMENTS. ALTERNATIVELY, REINFORCEMENT SPECIFIED AS CONTINUOUS SHALL BE LAP SPLICED WITH A CLASS "B" LAP SPLICE TO DOWELS IN THE INTERSECTING ELEMENTS THAT DEVELOP THE FULL YIELD STRENGTH OF THE CONTINUOUS REINFORCEMENT. FOR REQUIRED LAP SPLICE

LENGTHS, SEE TYPICAL DETAIL.

REINFORCEMENT SHALL BE CONTINUOUS ACROSS JOINTS AND AROUND CORNERS OR SPLICE BARS SHALL BE PROVIDED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 315 OR ACI 315R. CORNER BARS SHALL BE PROVIDED AT ALL WALL CORNERS, EQUAL TO THE HORIZONTAL WALL REINFORCEMENT.

DO NOT CUT OR WELD REINFORCING STEEL WITHOUT PRIOR ACCEPTANCE OF STRUCTURAL ENGINEER.

WHEN WELDING IS INDICATED ON THE DRAWINGS, PROCEDURES SHALL BE IN ACCORDANCE WITH AWS D1.4.

PROVIDE REBAR CHAIRS FOR REINFORCING STEEL. PROVIDE ADDITIONAL LONGITUDINAL SUPPORT BARS

AS REQUIRED TO ASSURE PROPER SUPPORT FOR REINFORCING STEEL AND WELDED WIRE

REINFORCEMENT.

PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCEMENT AT POSITIONS SHOWN ON THE PLANS AND DETAILS. PLASTIC COATED ACCESSORIES SHALL BE USED IN ALL EXPOSED CONCRETE WORK.

NON-SHRINK GROUT

ALL GROUT AT COLUMN BASE PLATES, BEAM BEARING PLATES, AND EQUIPMENT BASE PLATES SHALL BE NON-

METALLIC, SHRINKAGE-RESISTANT GROUT CONFORMING TO ASTM C 1107/C 1107M.

GROUT SHALL BE FACTORY-PACKAGED WITH NONMETALLIC AGGREGATE, NONCORROSIVE AND NONSTAINING, MIXED WITH WATER TO CONSISTENCY SUITABLE FOR APPLICATION AND A 30-MINUTE WORKING TIME.

COMPLY WITH MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS FOR SHRINKAGE-RESISTANT

GROUTS.

NON-METALLIC, SHRINKAGE-RESISTANT GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF TWO TIMES THE COMPRESSIVE STRENGTH OF THE SUPPORTING CONCRETE FOUNDATIONS, 5000 PSI

MINIMUM.

NON-METALLIC, SHRINKAGE-RESISTANT GROUT SHALL BE INSTALLED AT COLUMN BASE PLATES, BEAM

BEARING PLATES, AND EQUIPMENT BASE PLATES PRIOR TO LOAD BEING APPLIED.

POST-INSTALLED ANCHORS

CONCRETE MECHANICAL ANCHORS SHALL BE WEDGE EXPANSION TYPE, MADE OF STEEL, HILTI KWIK-BOLT TZ EXPANSION ANCHOR, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-1917) OR APPROVED EQUAL.

CONCRETE ADHESIVE ANCHORS SHALL BE HILTI HIT-RE 500 V3 ADHESIVE ANCHORAGE SYSTEMS, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-3814) OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE. THREADED RODS USED IN ADHESIVE ANCHORAGE SYSTEMS SHALL MEET THE REQUIREMENTS OF ASTM A193, GRADE B7. REINFORCING BARS USED IN ADHESIVE ANCHORAGE SYSTEMS SHALL BE ASTM A615, GRADE 60 REINFORCING BARS. REMOVE GREASE, OIL, RUST, AND OTHER LAITANCE FROM RODS AND DOWELS PRIOR TO INSTALLATION. CONCRETE ADHESIVE ANCHORS LOCATED WITHIN CLEANROOMS SHALL BE HILTI HIT-HY 200-R ADHESIVE ANCHORAGE SYSTEMS, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-3187).

MASONRY MECHANICAL ANCHORS TO BE INSTALLED IN GROUT-FILLED CONCRETE BLOCK SHALL BE WEDGE EXPANSION TYPE, MADE OF STEEL, HILTI KWIK-BOLT 3 EXPANSION ANCHOR, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-1385) OR APPROVED EQUAL.

MASONRY ADHESIVE ANCHORS TO BE INSTALLED IN GROUT-FILLED CONCRETE BLOCK SHALL BE HILTI HIT-HY 70 ADHESIVE ANCHORAGE SYSTEMS, AS MANUFACTURED BY HILTI, INC. (ICC ES ESR-2682) OR APPROVED EQUAL . THREADED RODS USED IN ADHESIVE ANCHORAGE SYSTEMS SHALL MEET THE REQUIREMENTS OF ASTM A193, GRADE B7. REINFORCING BARS USED IN ADHESIVE ANCHORAGE SYSTEMS SHALL BE ASTM A615, GRADE 60 REINFORCING BARS. REMOVE GREASE, OIL, RUST, AND OTHER LAITANCE FROM RODS AND

DOWELS PRIOR TO INSTALLATION.

PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO WEATHER. PROVIDE

GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS OTHERWISE NOTED.

IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED, THE

ENGINEER WILL DETERMINE A NEW LOCATION.

LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH MECHANICAL ANCHORS.

ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S

INSTALLATION INSTRUCTIONS AND THE APPLICABLE ICC EVALUATION SERVICES REPORT.

EMBEDDED ITEMS IN CONCRETE

INSTALL ANCHOR RODS, ACCURATELY LOCATED, TO ELEVATIONS REQUIRED AND COMPLYING WITH TOLERANCES IN SECTION 7.5 OF AISC'S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."

EMBEDMENTS (CONDUITS, PIPES, SLEEVES, ETC.) OF ANY MATERIAL NOT HARMFUL TO CONCRETE, AND WITHIN LIMITATIONS NOTED BELOW, SHALL BE PERMITTED IN CONCRETE WITH APPROVAL OF THE STRUCTURAL ENGINEER, PROVIDED THEY ARE NOT CONSIDERED TO STRUCTURALLY REPLACE THE DISPLACED CONCRETE.

ANY ALUMINUM EMBEDMENTS IN STRUCTURAL CONCRETE SHALL BE COATED OR COVERED TO PREVENT ALUMINUM-

CONCRETE REACTION OR ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL.

CONDUITS, PIPES, AND SLEEVES PASSING THROUGH A SLAB, WALL OR BEAM SHALL NOT IMPAIR SIGNIFICANTLY THE

STRENGTH OF THE CONSTRUCTION.

CONDUITS AND PIPES, WITH THEIR FITTINGS, EMBEDDED WITHIN A COLUMN SHALL NOT DISPLACE MORE THAN 4 PERCENT OF THE CROSS SECTIONAL AREA ON WHICH STRENGTH IS CALCULATED OR WHICH IS REQUIRED FOR FIRE

PROTECTION.

CONDUITS AND PIPES EMBEDDED WITHIN A SLAB, WALL, OR BEAM, OTHER THAN THOSE MERELY PASSING THROUGH, SHALL SATISFY THE FOLLOWING:

THEY SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL

THICKNESS OF SLAB, WALL, OR BEAM IN WHICH THEY ARE EMBEDDED;

THEY SHALL NOT BE SPACED CLOSER THAN THREE (3) DIAMETERS OR WIDTHS ON

CENTER;

THEY SHALL NOT IMPAIR SIGNIFICANTLY THE STRENGTH OF THE CONSTRUCTION.

NO ELECTRICAL CONDUIT SHALL BE PLACED ABOVE THE WELDED WIRE REINFORCEMENT IN SLABS ON GRADE.

NO LIQUID, GAS, OR VAPOR, EXCEPT WATER NOT EXCEEDING 90 DEGREES FAHRENHEIT NOR 50 PSI PRESSURE, SHALL

BE PLACED IN THE PIPES UNTIL THE CONCRETE HAS ATTAINED ITS DESIGN STRENGTH.

IN SOLID SLABS, PIPING, EXCEPT FOR RADIANT HEATING OR SNOW MELTING, SHALL BE PLACED BETWEEN TOP AND

BOTTOM REINFORCEMENT.

SPECIFIED CONCRETE COVER FOR PIPES, CONDUITS, AND FITTINGS SHALL NOT BE LESS THE 1-1/2 INCH FOR CONCRETE EXPOSED TO EARTH OR WEATHER, NOR LESS THAN 3/4 INCH FOR CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH THE GROUND.

REINFORCEMENT WITH AN AREA NOT LESS THAN 0.002 TIMES THE GROSS AREA OF THE CONCRETE SECTION SHALL BE

PROVIDED AND PLACED PERPENDICULAR TO THE PIPING.

PIPING AND CONDUIT SHALL BE SO FABRICATED AND INSTALLED THAT CUTTING, BENDING, OR DISPLACEMENT OF

REINFORCEMENT FROM ITS PROPER LOCATION WILL NOT BE REQUIRED.

DESIGN CRITERIA

ALL CONSTRUCTION SHALL CONFORM TO THE MORE RESTRICTIVE OF THE FOLLOWING CODES, THE MOST RECENT EDITIONS OF THE STANDARDS ADOPTED BY THE AUTHORITY HAVING JURISDICTION AS REFERENCED THROUGHOUT

THE STRUCTURAL GENERAL NOTES, AND THE FOLLOWING DESIGN CRITERIA:

BUILDING CODE: 2018 INTERNATIONAL BUILDING CODE WITH LOCAL AMENDMENTS

RISK CATEGORY (IBC TABLE 1604.5): IV

DESIGN DEAD LOADS:

FUTURE FLOOR/ROOF: SELF-WEIGHT OF MATERIALS AND SYSTEMS

GROUND FLOOR: SELF-WEIGHT OF MATERIALS AND SYSTEMS

DESIGN LIVE LOADS (REDUCIBLE WHERE ALLOWED PER BUILDING CODE):

CORRIDORS/PHARMACY AND RETAIL: 100 PSF

ROLLING SHELVES: 300 PSF

HEAVY STORAGE: 250 PSF

MECHANICAL ROOM: 250 PSF (AND EQUIPMENT SPECIFIC LOADING)

ROOF: 20 PSF

STAIRS AND EXIT WAYS: 100 PSF

ROOF/FUTURE FLOORS: 100 PSF

SIDEWALKS, VEHICULAR DRIVEWAYS, AND YARDS SUBJECT TO TRUCKING: 250 PSF

LIVE LOAD LOCATIONS: REFER TO LIVE LOAD DIAGRAMS FOR ADDITIONAL INFORMATION

DESIGN SNOW LOADS:

GROUND SNOW LOAD, PG: 30 PSF

SNOW EXPOSURE FACTOR, CE : 1.1

SNOW LOAD IMPORTANCE FACTOR, IS: 1.2

THERMAL FACTOR, CT: 1.2

FLAT-ROOF SNOW LOAD, PF: 34 PSF

SNOW DRIFT: REFER TO SNOW LOAD DIAGRAMS FOR ADDITIONAL INFORMATION

DESIGN WIND LOADS:

LATERAL LOAD RESISTANCE SYSTEM (BUILDING CODE):

BASIC WIND SPEED: 134 MILES PER HOUR

WIND EXPOSURE: C

INTERNAL PRESSURE COEFFICIENT: +0.18, -0.18

COMPONENTS AND CLADDING: SEE TYPICAL DETAIL

DESIGN SEISMIC LOADS:

SITE CLASS: C

SEISMIC IMPORTANCE FACTOR, IE: 1.5

MAPPED SPECTRAL RESPONSE ACCELERATION, SS: 0.20G

MAPPED SPECTRAL RESPONSE ACCELERATION, S1: 0.054G

SPECTRAL RESPONSE COEFFICIENT, SDS: 0.173G

SPECTRAL RESPONSE COEFFICIENT, SD1: 0.054G

SEISMIC DESIGN CATEGORY: C

BASIC SEISMIC-FORCE-RESISTING SYSTEM: STEEL ORDINARY MOMENT FRAMES

SEISMIC RESPONSE COEFFICIENT, CS: 0.039

DESIGN BASE SHEAR: 0.039*W

RESPONSE MODIFICATION FACTOR, R: 3.5

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE (ASCE 7 SECTION 12.8)

NON-STRUCTURAL COMPONENTS:

PER ASCE7, THE SEISMIC DESIGN CATEGORY OF C SEISMIC DESIGN REQUIREMENTS FOR

MECHANICAL AND ELECTRICAL COMPONENTS, AND FOR ARCHITECTURAL COMPONENTS WITH

IMPORTANCE FACTORS OF 1.5. REFER TO RESPECTIVE DRAWINGS AND SPECIFICATIONS FOR

ADDITIONAL INFORMATION.

BLAST DESIGN LOADS:

BLAST DESIGN IS BASED ON RECOMMENDATIONS INCLUDED IN BLAST NARRATIVE PREPARED BY MEYER, BORGMAN

AND JOHNSON, INC. DATED OCTOBER 27, 2021.

THE FOLLOWING ELEMENTS HAVE BEEN EVALUATED FOR BLAST LOAD OVERPRESSURE

(PHYSICAL SECURITY DESIGN MANUAL FOR VA FACILITIES):

PERIMETER COLUMNS: 33 KIPS (MAJOR AND MINOR AXIS DIRECTION)

ROOF FRAMING: REACTIONS AS NOTED ON PLANS

DECK UPLIFT: 1.4 K/FT CONNECTION AND 20 GAGE DECK - MINIMUM

EXTERIOR NON-BEARING WALL SYSTEMS (MINIMUM REQUIREMENTS):

TYPICAL FULL HEIGHT STUDS: 800S200-54 GAGE AT 12” O.C. (50 KSI), 2.41 KIPS/FT

WINDOW TYPE 1: JAMB STUDS: HSS6X2X5/16, 8.05 KIPS

WINDOW TYPE 1: HEADER/SILL: HSS6X2X5/16, 13.71 KIPS

LOUVER: JAMB STUDS: HSS6X2X5/16, 9.14 KIPS

LOUVER: HEADER/SILL: HSS6X2X5/16, 21.54 KIPS

CURTAIN WALL: JAMB STUDS: HSS6X3X3/8, 11.65 KIPS

CURTAIN WALL: HEADER/SILL: HSS6X3X3/8, 19.63 KIPS

CMU WALL – 8”: (1) #5 AT 24” O.C., 1.00 KIPS/FT

CMU WINDOW JAMBS: (2) #6 BARS, 5.87 KIPS (JAMBS)

CMU WINDOW HEADERS AND SILLS: (2) #6 BARS, 5.87 KIPS (JAMBS)/8.82 KIPS (HEADER/SILL)

ALL NOTED REACTIONS ARE INTENDED FOR BACK CHECK OF TYPICAL CONNECTION DETAILING LRFD METHODS.

BLAST REACTIONS REPRESENT ULTIMATE STRENGTH DEMAND AND NEED NOT BE ADJUSTED BY LOAD INCREASE

FACTORS OR APPLIED IN COMBINATION WITH CONVENTIONAL STRUCTURAL LOADS.

DRILLED PIERS

CONSTRUCTION OF DRILLED PIERS SHALL BE IN ACCORDANCE WITH ACI 336.1 “SPECIFICATION FOR THE

CONSTRUCTION OF DRILLED PIERS”.

THE PIER LENGTH NOTED ON THE DRAWINGS IS FOR ESTIMATING PURPOSES ONLY. THE FINAL BEARING ELEVATION IS TO BE DETERMINED IN THE FIELD BY THE GEOTECHNICAL ENGINEER. EACH DRILLED PIER SHALL BE INSPECTED FOR PROPER DIAMETER, ELEVATION, DESIGN BEARING MATERIAL, AND REINFORCING BEFORE PLACING ANY CONCRETE. FOR ALLOWABLE LOADS ON DRILLED PIERS, SEE DRILLED PIER

SCHEDULE.

FINAL LATERAL LOAD CAPACITY DUE TO DEFLECTION REQUIREMENTS INCLUDING EFFECTS OF UPLIFT SHALL

BE DETERMINED BASED ON THE ANALYSIS BY THE GEOTECHNICAL ENGINEER.

THE MINIMUM REQUIREMENTS FOR A SINGLE DRILLED PIER ARE AS FOLLOWS. ALL LOADS INDICATED ARE

UNFACTORED LOADS.

AXIAL = (200) KIPS

UPLIFT = (8) KIPS

LATERAL LOAD CAPACITY = (8) KIPS

ESTIMATED PILE TIP ELEVATION = (22) FEET

MINIMUM DEPTH ELEVATION = (22) FEET

THE BOTTOMS OF PIER HOLES SHALL BE SMOOTH, DRY AND FREE OF ALL LOOSE MATERIAL BEFORE POURING

CONCRETE.

THE CONTRACTOR SHALL VERIFY THE DEPTH OF THE PIER PRIOR TO CUTTING PIER REINFORCING CAGES.

VERTICAL PIER REINFORCING SHALL BE SPLICED WITH A CLASS B TENSION LAP SPLICE. REINFORCING STEEL CAGES SHALL BE ADEQUATELY SUPPORTED TO PROVIDE CONCRETE COVER AND CLEARANCES INDICATED

ON THE DRAWINGS.

THE CONTRACTOR SHALL MAKE ACCURATE MEASUREMENTS OF THE DEPTH OF THE BEARING STRATA AND THE DISTANCE OF PENETRATION INTO THE BEARING STRATA. A PIER LOG SHALL BE SUBMITTED TO THE

ENGINEER OF RECORD INDICATING DEPTH OF PIERS AND THE DEPTH OF PENETRATION.

STEEL CASINGS SHALL BE USED WHERE NEEDED TO PREVENT EARTH FROM FALLING INTO THE EXCAVATION AND TO PREVENT GROUND WATER FROM INFILTRATING THE EXCAVATION. STEEL CASINGS MAY BE REMOVED, BUT A FIVE FOOT HEAD OF CONCRETE MUST BE MAINTAINED ABOVE THE BOTTOM OF THE CASING.

PIER HOLES SHALL BE CONCRETED WITHIN THE AMOUNT OF TIME AFTER DRILLING AS SPECIFIED IN THE GEOTECHNICAL REPORT. ANY HOLE LEFT OPEN FOR A LONGER AMOUNT OF TIME SHALL BE RE-DRILLED.

CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING SAFE CONDITIONS WITH OPEN PIER EXCAVATIONS.

THE DRILLED PIERS SHALL BE SOLID CONCRETE WITH NO SOIL INTRUSION. CONCRETE PLACING OPERATIONS SHALL BE CONTINUOUS WITHOUT ANY COLD JOINTS WITHIN THE DRILLED PIER. NO OBSTRUCTIONS SHALL BE PERMITTED TO REDUCE THE DIAMETER OF THE DRILLED PIER. ALL OBSTRUCTIONS MUST BE REMOVED.

THE CONCRETE MAY FREE FALL THE ENTIRE DEPTH OF THE DRILLED PIERS PROVIDED THE FALL OF THE CONCRETE IS NOT OBSTRUCTED BY ANCHOR BOLTS OR REINFORCING CAGE. VIBRATION OF CONCRETE

FREE FALLING MORE THAN 20 FT IS NOT REQUIRED.

SUBMIT A DRILLED PIER PLACEMENT PLAN OF OPERATION, INCLUDING INFORMATION ON EARTH EXCAVATION, ROCK EXCAVATION, STEEL CASING, PROBE HOLE DRILLING AND DEWATERING OPERATIONS. THIS INFORMATION SHALL BE SUBMITTED FOR APPROVAL PRIOR TO THE COMMENCEMENT OF DRILLED PIER

INSTALLATION.

CONTRACTOR SHALL PROVIDE SAFE ACCESS FOR PERSONNEL TO INSPECT THE BOTTOM OF THE DRILLED

PIER EXCAVATION.

PRECAST CONCRETE

ALL PRECAST CONCRETE SHALL BE DESIGNED AND DETAILED BY THE CONTRACTOR. ALL PRECAST CONCRETE SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. SUBMIT STAMPED SHOP DRAWINGS AND CALCULATIONS TO THE ENGINEER OF RECORD FOR APPROVAL INDICATING ALL PRECAST CONCRETE MEMBERS, CONNECTIONS, OPENINGS, CONCRETE COVER ON REINFORCEMENT, AND OTHER

PRECAST CONCRETE RELATED ITEMS.

ALL PRECAST CONCRETE SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH ACI 318 “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE” AND PCI MNL 120 "PCI DESIGN HANDBOOK -

PRECAST AND PRESTRESSED CONCRETE".

PROVIDE PRECAST STRUCTURAL CONCRETE UNITS WHOSE FIRE RESISTANCE MEETS PRESCRIPTIVE REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION OR HAS BEEN CALCULATED ACCORDING TO ACI 216.1 OR PCI MNL 124, "DESIGN FOR FIRE RESISTANCE OF PRECAST PRESTRESSED CONCRETE" AS ACCEPTABLE TO

AUTHORITIES HAVING JURISDICTION.

THE PRECAST CONCRETE CONTRACTOR SHALL DESIGN ALL CONNECTIONS OF PRECAST CONCRETE TO THE STRUCTURAL FRAME AND SHALL PROVIDE CONNECTION REACTIONS TO THE STRUCTURAL ENGINEER OF RECORD.

PROVIDE TEMPORARY STRUCTURAL FRAMING, SHORING, AND BRACING AS REQUIRED TO MAINTAIN POSITION, STABILITY, AND ALIGNMENT OF UNITS UNTIL PERMANENT CONNECTIONS ARE COMPLETE.

ALL PRECAST CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH

OF 5000 PSI.

CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60.

REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706.

PRESTRESSING STRAND SHALL BE UNCOATED, 7-WIRE LOW-RELAXATION STRAND CONFORMING TO ASTM

A416/A416M, GRADE 270.

GALVANIZE ALL STEEL CONNECTION MATERIAL EXPOSED TO WEATHER.

DESIGN AND PROVIDE ALL EMBEDDED ITEMS SHOWN ON THE CONTRACT DOCUMENTS TO RESIST THE LOADS

INDICATED.

STEEL GRATINGS

ALL METAL BAR GRATING SHALL COMPLY WITH NAAMM MBG 531 “METAL BAR GRATING MANUAL” OR NAAMM MBG 532

“HEAVY DUTY METAL BAR GRATING MANUAL” AS APPLICABLE.

METAL BAR GRATINGS SHALL HAVE BEARING BARS AND WELDED CROSS BARS AS SPECIFIED ON THE DRAWINGS.

ALL OPEN ENDS AT STEEL GRATING SHALL RECEIVE WELDED LOAD BANDING. BANDING AT TRENCHES AND SUMP PITS SHALL BE TRENCH BANDING WHERE THE BOTTOM OF THE BANDING IS ELEVATED ABOVE THE BOTTOM OF THE

BEARING BARS AS APPROPRIATE FOR DRAINAGE APPLICATIONS.

FOR LOCATIONS AT WHICH TOEPLATES ARE REQUIRED, SEE ARCHITECTURAL DRAWINGS.

FOR LOCATIONS OF PLAIN, SERRATED, AND OTHER NON-SLIP TOP SURFACES, SEE ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS.

FOR ADDITIONAL INFORMATION ON FASTENERS AND FINISHES, SEE SPECIFICATIONS.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

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S-001

GENERAL STRUCTURAL NOTES

TRIPLE C - The A/E Group

100 Pearl Street, 14th Floor

Hatford, CT 06103

860-270-0753

Mat Perkins

689-411

B1

12/07/2021 J.LOZOYA C.VONNAHME

CONSTRUCT NEW

INPATIENT PHARMACY

950 CAMPBELL AVENUE WEST HAVEN, CT 06516

ISSUED FOR BIDDING

Revisions: Date: 12/15/2021

EXP. 12/31/2022

STEEL DECK

ALL STEEL DECK SHALL BE DETAILED, FABRICATED AND INSTALLED IN ACCORDANCE WITH THE STEEL DECK

INSTITUTE SPECIFICATIONS, LATEST EDITION.

ALL STEEL DECK SHALL BE CONTINUOUS OVER THREE OR MORE SPANS, EXCEPT WHERE THE STEEL LAYOUT

DOES NOT PERMIT.

THE DECK INDICATED ON THE DRAWINGS IS BASED ON LISTED MANUFACTURER’S DATA (VERCO) FOR 3 OR MORE SPAN CONDITIONS AND THE ENGINEERING PROPERTIES LISTED ON THE SCHEDULE SUCH THAT SHORING IS NOT REQUIRED. FOR OTHER MANUFACTURER’S, SECTION PROPERTIES OR SPAN CONDITIONS, THE GAGE OF THE STEEL DECK SHALL BE DETERMINED BY THE MANUFACTURER, SUCH THAT SHORING IS NOT REQUIRED AND TO SATISFY ALL CONDITIONS OF LOADING, SPAN LENGTHS, AND UL CRITERIA REQUIRED BY THE CODE, DRAWINGS AND SPECIFICATIONS, BUT SHALL NOT BE LESS THAN THE GAGE INDICATED ON THE

DRAWINGS. STEEL DECK SHALL CONFORM TO SIZES SPECIFIED ON THE DRAWINGS.

STEEL ROOF DECK SHALL CONFORM TO ASTM A653, STRUCTURAL STEEL (SS) GRADE WITH A MINIMUM YIELD

STRENGTH OF 33 KSI.

GALVANIZE STEEL ROOF DECK IN ACCORDANCE WITH ASTM A653, G90. GALVANIZE COMPOSITE STEEL FLOOR

DECK IN ACCORDANCE WITH ASTM A653, G60.

THE STEEL ROOF DECK IS PART OF THE MAIN LATERAL LOAD RESISTING SYSTEM. STRUCTURAL DIAPHRAGM ACTION SHALL BE PROVIDED BY THE STEEL ROOF DECK. THE DECK AND ITS ATTACHMENTS TO THE STRUCTURE SHALL BE CAPABLE OF RESISTING A HORIZONTAL SHEAR FORCE AS INDICATED ON THE DRAWINGS, WITH A MINIMUM SAFETY FACTOR AS PRESCRIBED IN THE STEEL DECK INSTITUTE DIAPHRAGM

DESIGN MANUAL.

MINIMUM ATTACHMENT OF THE STEEL ROOF DECK SHALL BE WITH 5/8” PUDDLE WELDS AT 12” O. C. TO ALL SUPPORTS, INCLUDING ALONG THE PERIMETER OF THE ROOF, OR AS INDICATED ON THE DRAWINGS, WHICHEVER IS MORE STRINGENT. DECK DIAPHRAGM ATTACHMENT REQUIREMENTS INDICATED ABOVE SHALL BE INCREASED AS REQUIRED FOR THE SPECIFIED UPLIFT LOADING INDICATED OR AS REQUIRED BY ROOF SYSTEM MANUFACTURER TO CONFORM TO SYSTEM REQUIREMENTS. FOR ADDITIONAL INFORMATION ON

DECK FASTENING, SEE STEEL ROOF DECK SCHEDULE.

STEEL DECK MANUFACTURER SHALL FURNISH COMPLETE SHOP DRAWINGS DEPICTING DECK PLACEMENT, SHEET METAL CLOSURES, SHEET METAL ACCESSORIES, AND DECK CONNECTION REQUIREMENTS.

THE ROOF DECK AREAS REQUIRE VARYING SLOPES, INCLUDING POSSIBLE WARPING OF THE DECK. THE STEEL DECK FABRICATOR SHALL PROVIDE PROPER FIT AND WELDING OF ALL DECK. FOR MANUFACTURERS, DECK SPAN CONDITIONS OR SECTION PROPERTIES DIFFERING THAN THOSE INDICATED ON THE DRAWINGS OR AS INDICATED ABOVE, THE STEEL DECK FABRICATOR SHALL ALLOW FOR AND DESIGN DOUBLE AND SINGLE

SPAN DECK SECTIONS TO PROVIDE PROPER FIT AND WELDING OF ALL DECK.

DESIGN DECK SECTIONS TO SUPPORT THE WEIGHT OF THE WET CONCRETE PLUS A CONSTRUCTION LIVE LOAD OF 20 PSF WITHOUT ANY INTERMEDIATE SHORING. STEEL FLOOR DECK DEFLECTION SHALL NOT EXCEED 1/180TH OF THE CLEAR SPAN OR ½” UNDER THE UNIFORMLY DISTRIBUTED CONCRETE DEAD LOAD.

REFER TO DRAWINGS FOR EXCEPTIONS TO THESE DEFLECTION LIMITATIONS.

ALL COMPOSITE STEEL FLOOR DECK SHALL BE WELDED TO STRUCTURAL STEEL WITH ¾” DIAMETER WELDS AT 1’-0” O.C. MINIMUM. FOR ADDITIONAL INFORMATION ON DECK FASTENING, SEE COMPOSITE STEEL DECK

SCHEDULE.

ALL STEEL DECK AND MECHANICAL FASTENERS SHALL BE ICC-APPROVED. ALL WELDING SHALL BE IN

ACCORDANCE WITH AWS D1.3.

WELD SHEAR CONNECTORS THROUGH DECK USING PREQUALIFIED WELDING METHODS. IF THRU-DECK WELDING CANNOT BE USED, INSTALL SHEAR CONNECTORS THROUGH DECK UTILIZING PREPUNCHED HOLES.

SHEAR CONNECTORS WELDED THROUGH DECK WITHOUT PREPUNCHED HOLES IS EQUIVALENT TO 3/4"

DIAMETER PUDDLE WELD USED FOR ATTACHING DECK TO SUPPORTING STEEL.

COMPOSITE DECK PROPERTIES:

DEPTH ___________________________________ 2"

WIDTH ___________________________________ 36"

GAGE ____________________________________ 20

MINIMUM YIELD STRESS ____________________ 50,000 PSI

MINIMUM +S ______________________________ 0.323 INCHES ^3 PER FOOT OF WIDTH

MINIMUM I ________________________________ 0.422 INCHES ^4 PER FOOT OF WIDTH

SPAN MINIMUM ____________________________ 3 SPAN

MINIMUM DIAPHRAGM SHEAR CAPACITY ______ 5648 PLF

FINISH ____________________________________ GALVANIZED

DECK ATTACHMENT:

SPACING ATTACHMENT TO SUPPORTING MEMBERS

4 3/4" VISIBLE DIAMETER (1/2" EFFECTIVE DIAMETER) OR 5/8" X

1 1/4" VISIBLE SIZE (3/8" X 1" EFFECTIVE SIZE) ARC SPOT

PUDDLE WELDS PER SHEET AT ENDS, END LAPS AND

INTERMEDIATE SUPPORTS.

12" O.C. 3/4" VISIBLE DIAMETER (1/2" EFFECTIVE DIAMETER) OR 5/8" X

1 1/4" VISIBLE SIZE (3/8" X 1" EFFECTIVE SIZE) ARC SPOT

PUDDLE WELDS AT BEAMS AND OPENING EDGES RUNNING

PARALLEL TO THE DECK.

12" O.C. BUTTON PUNCH ATTACHMENTS

DO NOT SUSPEND ANY ITEM FROM ANY STEEL DECK. ALL HANGERS FOR CONDUIT, PIPING, FIXTURES OR ANY OTHER ITEMS, SHALL BE HUNG DIRECTLY FROM STRUCTURAL STEEL WORK OR SUPPLEMENTARY MEMBERS ACCEPTABLE TO THE ARCHITECT AND STRUCTURAL ENGINEER. ALL HANGING LOAD LOCATIONS AND

DETAILS SHALL BE SUBMITTED FOR REVIEW.

DECK WELDS SHALL BE IN ACCORDANCE WITH ANSI/AWS D1.3.

FURNISH AND INSTALL MISCELLANEOUS DECK SUPPORT ANGLES AT COLUMNS AND SIMILAR CONDITIONS.

PROVIDE SUMP PANS AT ALL ROOF DRAINS AND REINFORCE AS REQUIRED.

FIELD CUT ALL OPENINGS SHOWN ON THE ARCHITECTURAL, STRUCTURAL AND MECHANICAL DRAWINGS.

REINFORCE ALL OPENINGS NOT INDICATED ON THE STRUCTURAL DRAWINGS AS REQUIRED.

SEE THE ARCHITECTURAL DRAWINGS AND SPECIFICATION FOR FIREPROOFING REQUIREMENTS. FOR FIREPROOFING PURPOSES, FRAMING SHALL BE CONSIDERED EITHER "UNRESTRAINED" OR “RESTRAINED”

DEPENDING ON STRUCTURAL SYSTEM AS DEFINED IN ASTM E 119 AND UL 263.

SEE THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR STEEL DECK PAINTING REQUIREMENTS.

COLD FORMED METAL FRAMING

ALL COLD-FORMED STEEL FRAMING SHALL BE DESIGNED AND DETAILED BY THE CONTRACTOR. ALL COLD- FORMED STEEL FRAMING SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED. SUBMIT STAMPED SHOP DRAWINGS AND CALCULATIONS TO THE ENGINEER OF RECORD FOR APPROVAL INDICATING ALL COLD-FORMED STEEL MEMBERS, CONNECTIONS, FASTENERS, OPENINGS AND

OTHER COLD-FORMED STEEL RELATED ITEMS.

ALL COLD-FORMED STEEL FRAMING SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH MANUFACTURER’S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITION OF AISI 100 “NORTH

AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS”.

STEEL FOR 14 AND 16 GAGE STUDS AND JOISTS AND FOR ALL DIAGONAL TENSION STRAPS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI. STEEL FOR ALL 18 AND 20 GAGE STUDS AND JOISTS AND FOR ALL GAGES OF TRACK, ACCESSORIES, AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI.

ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. UNLESS NOTED OTHERWISE, PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS, BEAM BEARINGS, AND JOIST BEARINGS. DO NOT NOTCH FLANGES OF JOISTS OR STUDS.

ALL COLD-FORMED METAL FRAMING SHALL BE G60 GALVANIZED, TYPICAL. COLD-FORMED METAL FRAMING SUPPORTING ANCHORED VENEER AT EXTERIOR WALLS SHALL BE G90 GALVANIZED. ALL CONNECTION SCREWS

SHALL BE ZINC COATED.

ALL COLD-FORMED METAL FRAMING AND POWDER-DRIVEN FASTENERS SHALL BE ICC-APPROVED. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE-SHEET

STEEL" BY WELDERS EXPERIENCED IN LIGHT GAGE STRUCTURAL STEEL FRAMING WORK.

STUDS SHALL BE FASTENED TO TRACK WITH A MINIMUM OF (2) #10-16 SELF -DRILLING SCREWS WITH STUD

SECURELY INTO TRACK.

TRACK SHALL BE FASTENED TO STRUCTURAL STEEL WITH A MINIMUM OF 1/8" WELD EACH SIDE, 2" LONG

SPACED AT 32" OC OR (2) 0.145" DIA POWDER ACTUATED FASTENERS AT 16" OC.

TRACK SHALL BE FASTENED TO CONCRETE WITH A MINIMUM OF (2) 0.145" DIA POWDER ACTUATED FASTENERS THROUGH TRACK AT EACH STUD. PROVIDE 1 1/2" MINIMUM EMBEDMENT, 4” MINIMUM SPACING, AND 3” MINIMUM

CONCRETE EDGE DISTANCE.

MAINTAIN 3/4" MINIMUM DISTANCE BETWEEN CENTERS OF CONNECTION SCREWS AND 3/4" MINIMUM DISTANCE FROM THE CENTER OF SCREW TO EDGE OF CONNECTED PART. INSTALL FASTENERS FROM THINNER THROUGH

THICKER MATERIAL.

PROVIDE MECHANICAL BRIDGING AT INTERVALS NOT EXCEEDING 4'- 0" ON CENTER AT ALL COLD-FORMED

STEEL WALLS. BRIDGING SHALL BE IN PLACE PRIOR TO PLACING ANY LOADS ON THE WALL.

FIELD MODIFICATIONS OF COLD-FORMED STEEL SYSTEMS SHALL NOT BE ALLOWED WITHOUT PRIOR WRITTEN

APPROVAL OF THE ENGINEER OF RECORD.

STEEL STAIRS

STEEL STAIR ASSEMBLIES INCLUDING ALL STAIRS, LANDINGS, GUARDRAILS, AND HANDRAILS SHALL BE DESIGNED AND DETAILED BY CONTRACTOR. STEEL STAIR ASSEMBLIES SHALL BE DESIGNED BY AN

ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

DESIGN OF STAIR ASSEMBLIES SHALL SATISFY APPLICABLE SECTIONS OF CURRENT EDITIONS OF THE

BUILDING CODE, FEDERAL REGULATIONS OF OSHA, AND AMERICANS WITH DISABILITIES ACT.

STEEL STAIRS SHALL BE SUPPORTED FROM STRUCTURAL STEEL FRAMING, CONCRETE WALLS, AND CONCRETE SLAB OR FOOTINGS. PROVIDE ADDITIONAL FRAMING AND ANCHORAGE, INCLUDING SUPPORT

POSTS OR HANGER SUPPORTS AS REQUIRED PER DESIGN TO SUPPORT THE STAIR ASSEMBLY.

FABRICATE STAIR ASSEMBLY SUPPORT A UNIFORM LIVE LOAD OF 100 POUNDS PER SQUARE FOOT LOCATED SO AS TO PRODUCE MAXIMUM STRESS CONDITIONS WITH TOTAL LOAD DEFLECTION NOT TO EXCEED 1/240 OF SPAN AND LIVE LOAD DEFLECTION NOT TO EXCEED 1/360 OF SPAN. MINIMUM CONCENTRATED LIVE LOAD OF 300 LB ON STAIR TREADS (ON AREA OF 2 IN. BY 2 IN.) IS TO BE APPLIED NONCONCURRENT WITH THE

UNIFORM LOAD.

ALL HANDRAIL AND GUARDRAIL SYSTEMS SHALL BE DESIGNED TO RESIST A SINGLE CONCENTRATED LOAD OF 200 LB APPLIED IN ANY DIRECTION AT ANY POINT ON THE HANDRAIL OR TOP RAIL AND TO TRANSFER THIS LOAD THROUGH THE SUPPORTS TO THE STRUCTURE TO PRODUCE THE MAXIMUM LOAD EFFECT ON THE ELEMENT BEING CONSIDERED. FURTHER, ALL HANDRAIL AND GUARDRAIL SYSTEMS SHALL BE DESIGNED TO RESIST A LOAD OF 50 LB/FT APPLIED IN ANY DIRECTION ALONG THE HANDRAIL OR TOP RAIL.

INTERMEDIATE RAILS (ALL THOSE EXCEPT THE HANDRAIL), AND PANEL FI LLERS SHALL BE DESIGNED TO WITHSTAND A HORIZONTALLY APPLIED NORMAL LOAD OF 50 LB ON AN AREA NOT TO EXCEED 12 IN. BY 12 IN.

INCLUDING OPENINGS AND SPACE BETWEEN RAILS AND LOCATED SO AS TO PRODUCE THE MAXIMUM LOAD

EFFECTS.

ABBREVIATIONS

AB ANCHOR BOLT(S)

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

AFF ABOVE FINISH FLOOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ALUM ALUMINUM

ARCH ARCHITECT OR ARCHITECTURAL DOCUMENTS

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

AVG AVERAGE

BP BASE PLATE

B/CONC BOTTOM OF CONCRETE

B/FTG BOTTOM OF FOOTING

B/DECK BOTTOM OF DECK

BLDG BUILDING

B/MAT BOTTOM OF MAT

BPE BOTTOM OF PILE ELEVATION

B/SLAB BOTTOM OF SLAB

B/STL BOTTOM OF STEEL

CC CONCRETE COLUMN

CB CONCRETE BEAM

CALCS CALCULATIONS

CIP CAST IN PLACE

CJ CONTROL JOINT OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CENTERLINE

D COMPOSITE STEEL DECK / STEEL ROOF DECK / FORM DECK

Db DIAMETER OF REBAR

DBL DOUBLE

DEPR DEPRESSION

DEG DEGREE

DTL DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DP DRILLED PIER

E MODULUS OF ELASTICITY

EA EACH

EF EACH FACE

EFEW EACH FACE, EACH WAY

EJ EXPANSION JOINT

ELEC ELECTRICAL

EL ELEVATION

EMB EMBEDMENT

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FF FINISH FLOOR

FIN FINISH

FD FLOOR DRAIN

FLG FLANGE

FLR FLOOR

FRMG FRAMING

F.S. FOUNDATION STEP

FT FOOT (FEET)

FTG FOOTING

FY YIELD STRESS STEEL

G GRATING

GA GAGE OR GAUGE

GALV GALVANIZED

GB GRADE BEAM

HSA HEADED STUD ANCHOR

HORIZ HORIZONTAL

H.P. HIGH POINT

HS HIGH STRENGTH

HT HEIGHT

I (IN4 ) MOMENT OF INERTIA

IBC INTERNATIONAL BUILDING CODE

ICC INTERNATIONAL CODE COUNCIL

ID INSIDE DIAMETER

IN INCH

INFO INFORMATION

INT INTERIOR

JT JOINT

K KIP = 1000 LBS

KSI KIPS PER SQUARE INCH

L LEDGER

LBS POUND(S)

Ldh REBAR DEVELOPMENT LENGTH Lext REBAR STRAIGHT EXTENSION

L90 REBAR 90 DEGREE HOOK LENGTH

L135 REBAR 135 DEGREE HOOK LENGTH

L180 REBAR 180 DEGREE HOOK LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LP LOW POINT

LWC LIGHT WEIGHT CONCRETE

MATL MATERIAL

MAX MAXIMUM

MCJ…