1.1 CONTRACTOR RESPONSIBILITIES AND COORDINATION 1.2

1.0 GENERAL PROJECT INFORMATION

1. THESE STRUCTURAL DRAWINGS ARE PART OF A MULTIPLE PHASE CONSTRUCTION PROJECT INCLUDING MULTIPLE DOCUMENT ISSUES AND MULTIPLE PRIME BID PACKAGES. STRUCTURAL DRAWINGS AND SPECIFICATIONS ARE FULLY COMPLIMENTARY TO EACH OTHER AND SHALL BE TAKEN AS A WHOLE. WHERE CONFLICTS OCCUR, STRICTER REQUIREMENTS APPLY. STRUCTURAL WORK PERFORMED UNDER THESE DRAWINGS AND SPECIFICATIONS SHALL BE COORDINATED WITH EACH INDIVIDUAL CONTRACTOR AS WELL AS PREVIOUS AND SUBSEQUENT BID PACKAGES. SEE SUMMARY OF WORK IN DIVISION 1 OF THE PROJECT MANUAL FOR SCOPE OF BID PACKAGES.

2. TYPICAL DETAIL SECTION CUTS ARE NOT NECESSARILY SHOWN AT EACH AND EVERY APPLICABLE LOCATION ON THE PLANS. TYPICAL DETAIL TITLE IMPLY THE INTENT OF APPLICABILITY. APPLY DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS WHERE CONDITIONS ARE SIMILAR TO THOSE INDICATED BY DETAIL, DETAIL TITLE, OR NOTE.

3. SEE DIVISION 1 OF THE PROJECT MANUAL FOR DETAILED SUMMARY OF WORK AND SCOPE FOR EACH BID PACKAGE CONTAINED WITHIN THE ABOVE DESIGN RELEASES.

4. CONTRACTOR SHALL REFER TO SEPARATE SETS OF REPRODUCED ORIGINAL CONSTRUCTION DRAWINGS AVAILABLE IN ELECTRONIC FORMAT FOR MORE DETAILED INFORMATION ON STRUCTURAL SYSTEMS FOR EXISTING BUILDINGS.

5. PORTIONS OF EXISTING STRUCTURAL SYSTEMS HAVE BEEN MODELED BASED ON THE ORIGINAL CONSTRUCTION DRAWINGS. INFORMATION SHOWN ON THE "SD" SERIES DRAWINGS IS PROVIDED FOR REFERENCE ONLY. CONTRACTOR SHALL REFER TO SEPARATE SETS OF ORIGINAL DRAWINGS FOR COMPLETE INFORMATION.

6. ELEVATION REFERENCES: FOR THIS PROJECT 504.00' EQUALS 0'-0".

1.1 CONTRACTOR RESPONSIBILITIES AND COORDINATION

1. THE CONTRACTOR SHALL FURNISH ALL LABOR AND MATERIALS FOR SUCCESSFUL COMPLETION OF THIS PROJECT INCLUDING ANY ADDITIONAL LABOR AND MATERIAL NOT SHOWN ON THE DOCUMENTS THAT IS REQUIRED FOR TEMPORARY STABILITY PRIOR TO COMPLETION OF THE STRUCTURE. CONTRACTOR SHALL DESIGN AND PROVIDE SPECIFIED ITEMS LISTED IN GENERAL NOTES SECTION 1.2.

2. THE SPECIFICATIONS AND STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION, UNLESS OTHERWISE NOTED. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATION OF CONSTRUCTION AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO.

3. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND REMOVAL OF ALL TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR NEW AND EXISTING STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. NO PORTION OF THE PROJECT WHILE UNDER CONSTRUCTION IS INTENDED TO BE STABLE IN THE ABSENCE OF THE CONTRACTOR’S TEMPORARY BRACES AND SUPPORTS. WHERE SPECIFICALLY NOTED, THE DESIGN OF SUCH TEMPORARY BRACING AND CONSTRUCTION SUPPORT SHALL BE PERFORMED BY A ROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.

4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS, NEW AND EXISTING, BY MEASUREMENTS AND SURVEYS AT THE JOB SITE, PRIOR TO SUBMITTAL OF SHOP DRAWINGS. THE CONTRACTOR SHALL TAKE ANY AND ALL OTHER MEASUREMENTS NECESSARY TO VERIFY CONFORMANCE WITH THE DRAWINGS AND TO PERFORM THE WORK PROPERLY. NOTIFY OWNER'S REPRESENTATIVE, ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH WORK IN THE AREA OF QUESTION.

5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE STRUCTURAL WORK WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS, AS WELL AS ANY OTHER APPLICABLE TRADES. IN CASE OF CONFLICT BETWEEN STRUCTURAL WORK AND DRAWINGS RELATED TO OTHER TRADES, THE CONTRACTOR SHALL MAKE ALLOWANCES IN THEIR BID FOR THE MORE SEVERE REQUIREMENTS. CONFLICTS BETWEEN THE STRUCTURAL WORK AND THE DRAWINGS OF OTHER TRADES SHALL NOT BE REASON FOR EXTRA COST OR DELAY IN THE EXECUTION OF THE WORK.

6. ALL FIELDWORK SHALL BE COORDINATED AND CONTINUOUSLY SUPERVISED BY THE CONTRACTOR.

7. MATERIALS AND EQUIPMENT SHALL BE STORED AND TRANSPORTED IN A MANNER SO AS NOT TO EXCEED THE ALLOWABLE FLOOR LOADINGS INDICATED IN THE DRAWINGS.

8. THE CONTRACTOR SHALL VERIFY WITH THE GEOTECHNICAL ENGINEER THAT THE PROPOSED CONSTRUCTION PROCEDURES AND SEQUENCES FOLLOW THE RECOMMENDATIONS WITHIN THE GEOTECHNICAL REPORT.

9. THE CONTRACTOR SHALL MAKE NO DEVIATION FROM THE DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT AND STRUCTURAL ENGINEER.

10. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE, ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES BETWEEN THE STRUCTURAL DRAWINGS, DETAILS, AND SPECIFICATIONS, FOR RESOLUTION PRIOR TO PROCEEDING WITH THE WORK. DO NOT ASSUME THAT EITHER THE DRAWINGS OR SPECIFICATIONS TAKE PRECEDENCE.

11. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY MECHANICAL UNIT SUPPORTED BY THE STRUCTURE, NOT INDICATED ON THE STRUCTURAL DRAWINGS, WITH WEIGHT GREATER THAN 500 LB.

12. SEE CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FOOD SERVICE, AND VERTICAL TRANSPORTATION DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL INFORMATION RELATING TO THE COORDINATION OF STRUCTURAL COMPONENTS INCLUDING, BUT NOT LIMITED TO:

CIVIL:· PROJECT DATUM· SITING OF BUILDING GRID LINES WITH RESPECT TO ADJACENT BENCHMARKS· SITE PREPARATION· BACKFILLING MATERIALS AND REQUIREMENTS· PAVING AND SITE ELEMENTS OUTSIDE OF THE BUILDING ENVELOPE· TEMPORARY EXCAVATION SUPPORT REQUIREMENTS· UNDERSLAB DRAINAGE SYSTEMS AND PERIMETER FOUNDATION DRAINS· NEW AND EXISTING SITE UTILITIES

ARCHITECTURAL:· PLAN DIMENSIONS AND PROJECT DATUM· FINISH ELEVATIONS· VAPOR BARRIER WATERPROOFING, DAMP PROOFING, AND INSULATION DETAILS· RAMP GEOMETRY, PITS, SLAB SLOPES, DEPRESSIONS AND RECESSES· EMBEDMENTS, INSERTS, BLOCK OUTS, ETC.· CONCRETE FINISHES AND TOPPING SLABS· CONCRETE CURBS AND HOUSEKEEPING PADS· INTERIOR NON-STRUCTURAL MASONRY PARTITIONS· FIRE RATINGS· METAL PAN STAIRS· OPERABLE PARTITIONS, SUSPENDED TOILET PARTITIONS· PERMANENT ROOFTOP FALL PROTECTION SYSTEM LAYOUT· HANDRAIL AND GUARDRAIL LOCATIONS· CLADDING ATTACHMENT LOCATIONS

MECHANICAL, PLUMBING AND FIRE PROTECTION:· PIPE AND DUCT SIZES FOR OPENING AND SLEEVE COORDINATION· FLOOR DRAINS, ROOF DRAINS· HOUSEKEEPING PADS FOR EQUIPMENT· EQUIPMENT CURBS

ELECTRICAL AND TELECOM:· CONDUIT PENETRATIONS THROUGH WALLS AND SLABS

FOOD SERVICE / KITCHEN EQUIPMENT:· EXTENT OF RECESSES FOR COOLERS/FREEZERS· EXTENT OF FLOOR TOPPING SLABS FOR COOLERS/FREEZERS

VERTICAL TRANSPORTATION:· INSERTS, HANGERS, TRENCHES, PITS, CONDUITS IN WALLS AND SLABS· EQUIPMENT SUPPORT, EMBEDMENTS, ANCHOR BOLTS

13. PRINCIPAL OPENING SIZES AND LOCATIONS ARE INDICATED ON THE STRUCTURAL DRAWINGS. ADDITIONAL SMALLER OPENINGS, BLOCK OUTS AND SLEEVES MAY BE REQUIRED BY OTHER TRADES AND SHALL BE CONSTRUCTED USING THE CRITERIA INDICATED IN THE STRUCTURAL DOCUMENTS. IF NO DETAILS ARE APPLICABLE, SUBMIT PROPOSED METHOD TO THE STRUCTURAL ENGINEER FOR APPROVAL

14. THERE SHALL BE NO VERTICAL OR HORIZONTAL SLEEVES SET, OR HOLES CUT OR DRILLED IN ANY BEAM OR COLUMN UNLESS IT IS SHOWN ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE ARCHITECT AND STRUCTURAL ENGINEER.

15. MECHANICAL, ELECTRICAL, AND PLUMBING OPENINGS THROUGH CONCRETE SLABS AND WALLS LARGER THAN 12 INCHES IN DIAMETER OR LENGTH, NOT SHOWN ON THE STRUCTURAL DRAWINGS, MUST BE APPROVED BY THE STRUCTURAL ENGINEER. OPENINGS 12 INCHES IN DIAMETER OR LESS SHALL HAVE AT LEAST 1’-0” CLEAR BETWEEN OPENINGS UNLESS APPROVED BY THE STRUCTURAL ENGINEER.

16. VERIFY DIMENSIONS AND LOCATIONS OF OPENINGS THROUGH CONCRETE SLABS SHOWN ON THE STRUCTURAL DRAWINGS AND MEP CONTRACTORS. PROVIDE ONE SINGLE PENETRATION SUBMITTAL INCORPORATING ALL TRADES IN ONE SUBMITTAL FOR REVIEW.

17. THE FOLLOWING CONNECTION COMPONENTS, TO BE EMBEDDED IN CONCRETE ARE DETAILED ON THE STRUCTURAL DRAWINGS:A. EMBEDDED PLATES FOR STRUCTURAL STEEL CONNECTIONSB. EMBEDDED PLATES AND ANGLES FOR METAL STAIR CONNECTIONSC. EMBEDDED PLATES AND ANGLES FOR FAÇADE SUPPORTD. EMBEDDED PLATES FOR VERTICAL TRANSPORTATION COMPONENTS.E. EMBEDDED PLATES FOR HANDRAIL ATTACHMENTS.F. MALLEABLE IRON WEDGE INSERTS FOR ANCHORAGE OF BRICK RELIEF

ANGLES.G. ANCHOR RODS FOR STRUCTURAL STEEL.

CONCRETE CONTRACTOR SHALL COORDINATE THE FURNISHING AND INSTALLATION OF THESE ITEMS WITH THE RESPECTIVE SUBCONTRACTOR.

18. WELDS OR CONNECTIONS FOR ANCHORING PIPE RAILING TO EMBEDDED PLATES OR STEEL ARE TO BE DESIGNED BY THE PIPE RAILING CONTRACTOR.

19. DO NOT INSTALL HORIZONTAL RUNS OF CONDUIT IN SLABS WITHOUT WRITTEN REVIEW AND ACCEPTANCE FROM THE STRUCTURAL ENGINEER.

20. PROVIDE SUPPORT FRAMING FOR MECHANICAL OPENINGS THROUGH ROOF AREAS INDICATED BY STRUCTURAL DRAWINGS AS INDICATED IN TYPICAL ROOF DECK OPENING DETAIL.

21. SPRINKLER AND OTHER MEP SYSTEMS LINE SHALL BE HUNG FROM STRUCTURAL STEEL, STRUCTURAL JOISTS OR JOIST GIRDERS, NOT FROM ROOF DECK WITHOUT CONCRETE SLAB ABOVE

22. SPRINKLER PIPE 5” AND LARGER, RUNNING PARALLEL TO THE JOISTS, SHALL BE SUPPORTED OFF OF TWO JOISTS, NOT HUNG DIRECTLY FROM ONE JOIST.

23. SEE TYPICAL DETAILS FOR JOIST REINFORCING FOR HANGER SUPPORTS THAT DO NOT OCCUR AT A PANEL POINT.

24. --[THIS PROJECT IS BEING DELIVERED ON A FAST TRACK SCHEDULE. OPENING SIZES NOT DIMENSIONED ON THE STRUCTURAL DRAWINGS MUST BE COORDINATED WITH M/E/P CONTRACTORS PRIOR TO FABRICATION.]--

1.2 PERFORMANCE SPECIFIED DELEGATED DESIGN COMPONENTS

1. EMPLOY OR RETAIN A LICENSED PROFESSIONAL ENGINEER IN THE STATE WHERE THIS PROJECT IS LOCATED TO DESIGN AND DETAIL THE FOLLOWING STRUCTURAL AND SITE COMPONENTS:

FOUNDATIONS / EARTHWORK:· TEMPORARY EXCAVATION SUPPORT· UNDERPINNING AND PERMANENT EXCAVATION SUPPORT· AGGREGATE PIER SOIL IMPROVEMENT· PROPRIETARY FOUNDATION SYSTEMS, AUGER CAST PILES

DIVISION 3:· POST-TENSIONING LOSSES· STRUCTURAL PRECAST CONCRETE COMPONENTS· ARCHITECTURAL PRECAST CONCRETE COMPONENTS

DIVISION 4:· MASONRY ATTACHMENTS TO STRUCTURAL FRAME· STONE CLADDING SYSTEMS· STONE CLADDING BACKUP SYSTEMS

DIVISION 5:· STRUCTURAL STEEL ERECTION· STRUCTURAL STEEL CONNECTIONS· PRECAST CONCRETE CLADDING· LIGHT GAUGE METAL STUD WALL ATTACHMENTS TO STRUCTURAL FRAME· STAIRS AND HANDRAIL SYSTEMS· STEEL JOIST AND JOIST GIRDER FRAMING

EXTERIOR BUILDING ENVELOPE:· CURTAINWALL BACKUP SYSTEMS· CURTAINWALL AND OTHER CLADDING SYSTEMS· ROOFTOP FALL PROTECTION SYSTEM· STRUCTURAL SKYLIGHT SYSTEMS

DIVISION 9:· NON-LOAD BEARING LIGHT GAUGE METAL STUDS FOR EXTERIOR WALLS· NON-LOAD BEARING LIGHT GAUGE METAL STUDS FOR INTERIOR WALLS

2. DRAWING SUBMITTALS FOR DELEGATED DESIGN COMPONENTS SHALL BE REVIEWED BY THE COMPONENT ENGINEER PRIOR TO THE LIMITED REVIEW BY THE PROJECT’S STRUCTURAL ENGINEER OF RECORD. STRUCTURAL ENGINEER'S LIMITED REVIEW IS ONLY FOR LOADS IMPOSED ON THE PRIMARY STRUCTURE AND FOR DESIGN LOADING CONFORMANCE TO THE SPECIFIED DESIGN CRITERIA.

3. THE COMPONENT ENGINEER IS RESPONSIBLE FOR CODE CONFORMANCE FOR ALL INDIVIDUAL PARTS AND INTERNAL CONNECTIONS OF THE SPECIFIED COMPONENT EXCEPT STRUCTURAL STEEL CONNECTIONS.

4. SHOP DRAWINGS FOR DELEGATED DESIGN COMPONENTS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON PRIMARY AND SECONDARY STRUCTURAL ELEMENTS IN ENGLISH IMPERIAL UNITS ALONG WITH STRUCTURAL DEFLECTIONS THE COMPONENTS ARE ABLE TO ACCOMMODATE.

5. CALCULATIONS SUBMITTED SHALL CLEARLY CROSS REFERENCE THE SHOP DRAWINGS WITH SPECIFIC DETAIL REFERENCES.

6. WHERE NOTED, TYPICAL DETAILS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF STRUCTURAL STEEL CONNECTIONS. TYPICAL DETAILS 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. SEE DIVISION 5 SPECIFICATIONS.

1.3 SUBMITTALS

1. THE CONTRACTOR SHALL SUBMIT FOR STRUCTURAL ENGINEER’S REVIEW A SCHEDULE WHICH DETAILS THE ESTIMATED QUANTITY OF SHOP DRAWINGS FOR EACH SUBMITTAL AND THE DATE SHOP DRAWINGS WILL BE RECEIVED BY THE STRUCTURAL ENGINEER. THE STRUCTURAL ENGINEER SHALL HAVE THE OPPORTUNITY TO REVIEW THE PROPOSED SCHEDULE AND SUBMIT COMMENTS TO THE CONTRACTOR. THE FINAL SHOP DRAWING SCHEDULE SHALL BE MUTUALLY AGREED UPON BY THE CONTRACTOR AND STRUCTURAL ENGINEER.

2. THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TO ARCHITECT AND STRUCTURAL ENGINEER. THE CONTRACTOR IS TO STAMP EACH SUBMITTAL TO VERIFY THAT THE FOLLOWING IS ADDRESSED:

A. THE SHOP DRAWING IS REQUESTED BY THE STRUCTURAL ENGINEER.B. THE SHOP DRAWINGS IS BASED ON THE LATEST DESIGN AND CORRECT VERSION OF

THE DOCUMENTS.C. THE ARCHITECT’S AND STRUCTURAL ENGINEER’S COMMENTS FROM ANY PREVIOUS

SUBMITTALS ARE ADDRESSEDD. THE WORK IS COORDINATED AMONG ALL CONSTRUCTION TRADESE. COMPONENT ENGINEER’S PROFESSIONAL ENGINEERING STAMP AND

SIGNATURE IS INCLUDED FOR DELEGATED DESIGN COMPONENT DRAWINGS.F. REVISIONS FROM PREVIOUS SUBMITTAL ARE CLEARLY IDENTIFIEDG. SUBMITTAL IS COMPLETE AND ALL SCOPE ASSIGNED TO THE SUBCONTRACTOR

HAS BEEN COVERED.

THE STRUCTURAL ENGINEER MAY RETURN, WITHOUT COMMENT, SUBMITTALS WHICH THE CONTRACTOR HAS NOT STAMPED OR WHICH DO NOT MEET THE ABOVE REQUIREMENTS. THE STRUCTURAL ENGINEER’S REVIEW OF SUBMITTALS SHALL BE FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT. NO WORK SHALL BE STARTED WITHOUT SUCH REVIEW.

3. THE FOLLOWING ITEMS REQUIRE SUBMITTALS TO BE SUBMITTED BY CONTRACTOR WHOSE SCOPE INCLUDES LISTED ITEM FOR STRUCTURAL REVIEW AS OUTLINED IN THE SPECIFICATIONS:

DIVISION SUBMIT DESCRIPTION 03 XX XX S FORMWORK LAYOUT AND PRODUCTS03 XX XX S FORMWORK LAYOUT AND PRODUCTS 03 XX XX S CONCRETE REINFORCING LAYOUT 03 XX XX S CONCRETE MIX DESIGNS 03 XX XX S COORDINATED DRAWINGS FOR SLEEVES 03 XX XX S ANCHOR ROD LAYOUT 03 XX XX S CONCRETE CONSTRUCTION JOINT LAYOUT 03 XX XX S ARCHITECTURAL PRECAST CONCRETE 04 XX XX S CMU REINFORCEMENT 05 XX XX S STRUCTURAL STEEL 05 XX XX S, C STRUCTURAL STEEL CONNECTIONS 05 XX XX S COORDINATION DRAWING FOR EMBEDS IN CONCRETE 05 XX XX S STEEL ROOF DECK 05 XX XX S SHEAR STUD LAYOUT 05 XX XX S STEEL COMPOSITE DECK 05 XX XX S, C COLD FORMED METAL FRAMING 05 XX XX S MISCELLANEOUS STRUCTURAL STEEL 05 XX XX S, C METAL STAIRS 31 XX XX S PILE LAYOUT, SIZES AND LENGTHS 31 XX XX S, C RAMMED AGGREGATE PIERS

S= SHOP DRAWING OR PRODUCT DATA REQUIRED.C= SUPPORTING CALCULATIONS REQUIRED, SIGNED AND SEALED BY A LICENSED

PROFESSIONAL ENGINEER.

4. THE FOLLOWING ITEMS REQUIRE SHOP DRAWINGS TO BE SUBMITTED BY CONTRACTOR, SUBMITTED FOR REVIEW OF ATTACHMENTS TO THE STRUCTURE:

SUBMIT DESCRIPTION SD ARCHITECTURAL ORNAMENTATION (FLAGPOLES, BANNERS, MASTS, ETC.) SD, SS ARCHITECTURAL CAST PRECAST CONCRETE SD, SS COLD-FORMED METAL FRAMING SD, SS ROOFTOP FALL PROTECTION SD, SS STAIR FRAMING AND HANDRAILS SD, SS CURTAINWALL SYSTEMS SD ELEVATOR REACTIONS SD, SS SKYLIGHTS SD, SS WINDOW WASHING DAVIT SYSTEMS

SD= SHOP DRAWINGS SHALL SHOW THE MAGNITUDES, DIRECTIONS, AND CONNECTION CONDITIONS OF ALL LOADS IMPOSED ON THE SUPPORTING STRUCTURE.

SS= THE SUBMITTAL SHALL LIST THE DESIGN LOADS USED AND BE SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE IN WHICH THE PROJECT IS LOCATED.

A. WHERE THE LOADS IMPOSED ON THE BASE BUILDING STRUCTURE DO NOT EXCEED WHAT IS INDICATED IN THE STRUCTURAL DRAWINGS, THE CONTRACTOR SHALL SUBMIT FOR RECORD A LETTER SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED STATING THE FOLLOWING: “THE CONTRACTOR DESIGNED SYSTEM HAS BEEN DESIGNED TO IMPOSE LOADS ON THE BASE BUILDING STRUCTURE THAT ARE WITHIN THE LOAD LIMITS AND AT THE LOCATIONS INDICATED ON THE STRUCTURAL DRAWINGS.”

B. WHERE THE LOADS IMPOSED ON THE BASE BUILDING STRUCTURE EXCEED WHAT IS INDICATED AND/OR THE CONNECTION CONDITION DIFFERS FROM WHAT IS INDICATED ON THE STRUCTURAL DRAWINGS, THE CONTRACTOR SHALL SUBMIT FOR APPROVAL TO THE STRUCTURAL ENGINEER LOADS IMPOSED ON THE PRIMARY STRUCTURAL FRAME DUE TO THE DEAD, LIVE, AND WIND/SEISMIC LOADS INDICATED ON THE CONTRACT DOCUMENTS.

i. THE SUBMITTAL SHALL LIST THE DESIGN LOADS USED AND BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. SUBMITTAL SHALL INCLUDE LOCATION, MAGNITUDE AND DIRECTION OF UNFACTORED IMPOSED LOADS; GRAPHICALLY INDICATE ON COPY OF THE DRAWINGS AS APPROPRIATE. DETAIL REFERENCES SHALL ALSO BE NOTED IN THE SUBMITTAL AS APPLICABLE TO EACH CONNECTION LOCATION. THE LOADING INDICATED IN THE SUBMITTAL SHALL BE COMPREHENSIVE OF ALL COMPONENTS OF THE ENTIRE ASSEMBLY IMPOSED ON THE BASE BUILDING STRUCTURE.

5. OMISSION OF ANY MATERIALS REQUIRED BY THE CONTRACT DOCUMENTS FROM SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR FURNISHING THESE MATERIALS REGARDLESS OF WHETHER THE SUBMITTALS HAVE BEEN REVIEWED.

6. THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THE CONTRACT DOCUMENTS BY THE CONTRACTOR SIGNIFIES CONTRACTOR’S ACCEPTANCE OF ALL THE INFORMATION SHOWN “AS IS”. CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING THE ACCURACY AND COMPLETENESS OF THE INFORMATION PROVIDED. ISSUED DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE OVER ANY ELECTRONIC INFORMATION PROVIDED. ADDENDA, CHANGE ORDERS, SUPPLEMENTAL INSTRUCTIONS ARE NOT NECESSARILY INCLUDED IN THE ELECTRONIC FILES.

7. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS, INCLUDING LATEST ADDENDA, AND TO DISTRIBUTE TO ALL SUBCONTRACTORS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS.

1.4 CONSTRUCTION QUALITY ASSURANCE AND STRUCTURAL OBSERVATION

1. SEE DIVISION 1 OF THE SPECIFICATIONS AND EACH TECHNICAL SPECIFICATION SECTION FOR OWNER’S TESTING AND INSPECTION PROGRAM. CONTRACTOR IS TO COORDINATE THE TESTING AND INSPECTION WORK WITH THE OWNER’S TESTING AND INSPECTION AGENCY.

2. SITE OBSERVATION BY THE STRUCTURAL ENGINEER FOR GENERAL CONFORMANCE DOES NOT INCLUDE OR REPLACE THE SPECIAL INSPECTIONS SPECIFIED FOR STRUCTURAL COMPONENTS. SUCH VISITS AND OBSERVATIONS ARE NOT INTENDED TO BE AN EXHAUSTIVE CHECK OR DETAILED INSPECTION OF THE CONTRACTOR’S WORK, AND DO NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY. ALL NOTED NON CONFORMING ITEMS SHALL BE ADDRESSED IN WRITING BY THE CONTRACTOR PRIOR TO SUBSTANTIAL COMPLETION.

2.0 FOUNDATIONS

1. PREPARE AREAS OF THE SITE SUPPORTING STRUCTURE BY REMOVING TOPSOIL, EXISTING FILL, ORGANIC MATERIAL, OR FROZEN, WET, SOFT, LOOSE OR OTHERWISE UNSUITABLE MATERIALS.

2. PROOF ROLL THE EXPOSED SUBGRADE WITH SUITABLE EQUIPMENT APPROVED BY THE OWNER’S TESTING AGENCY TO DETERMINE IF ANY POCKETS OF SOFT, UNSUITABLE MATERIAL EXISTS BENEATH THE EXPOSED SUBGRADE. REMOVE ANY UNSUITABLE MATERIAL ENCOUNTERED AND REPLACE WITH A WELL COMPACTED GRANULAR MATERIAL.

3. PLACEMENT AND COMPACTION OF ENGINEERED FILL SHALL BE OVERSEEN BY THE OWNER’S TESTING AGENCY. PLACE FILL MATERIAL IN LAYERS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS. MECHANICALLY COMPACT EACH LAYER TO AT LEAST THE REQUIRED MINIMUM DRY DENSITY. REQUIREMENTS FOR MATERIALS, COMPACTION METHODS AND FIELD QUALITY CONTROL ARE OUTLINED IN DIVISION 31 OF THE PROJECT MANUAL.

4. FOOTINGS NOT SUPPORTED BY ENGINEERED FILL SHOULD BEAR ON FIRM, UNDISTURBED MATERIAL. MATERIAL SHALL MEET THE REQUIRED SOIL BEARING PRESSURE. IF UNSUITABLE MATERIAL IS ENCOUNTERED, REESTABLISH THE BEARING ELEVATION OF THE FOOTING BY LOCALIZED UNDERCUTTING, AND FILLING WITH SUITABLE GRANULAR MATERIAL OR LEAN CONCRETE AS RECOMMENDED BY THE OWNER’S TESTING AGENCY.

5. PLACE FOOTINGS THE SAME DAY EXCAVATIONS ARE OPENED. IF THIS IS NOT POSSIBLE, ADEQUATELY PROTECT THE EXPOSED MATERIAL IN THE BASES OF THE FOOTING EXCAVATIONS FROM ANY DETRIMENTAL CHANGE IN CONDITION SUCH AS FROM DISTURBANCE, RAIN OR FREEZING OR EXTREME DRYING. SURFACE RUNOFF SHALL NOT BE ALLOWED TO ENTER THE EXCAVATIONS.

6. STRUCTURAL SLABS AND SLABS ON GRADE WHICH PROVIDE TOP AND BOTTOM SUPPORT FOR CONCRETE WALLS RETAINING EARTH, MUST BE IN PLACE AND HAVE REACHED 70 PERCENT OF THEIR REQUIRED 28 DAY COMPRESSIVE STRENGTH BEFORE BACKFILLING OPERATIONS BEGIN.

7. CONCRETE WALLS RETAINING EARTH MUST HAVE REACHED 100 PERCENT OF THEIR REQUIRED 28 DAY COMPRESSIVE STRENGTH BEFORE BACKFILLING OPERATIONS BEGIN.

8. SIMULTANEOUSLY BACKFILL EACH SIDE OF CONCRETE WALLS WITH EARTH ON BOTH SIDES TO PLUS OR MINUS TWO FEET.

9. BACKFILL PLACED AGAINST CONCRETE WALLS SHALL BE A WELL-GRADED GRANULAR MATERIAL. REQUIREMENTS FOR MATERIALS AND COMPACTION METHODS ARE OUTLINED IN DIVISION 2 OF THE PROJECT MANUAL.

10. FOR INFORMATION REGARDING SUBSURFACE CONDITIONS, REFER TO GEOTECHNICAL ENGINEERING INVESTIGATION REPORT. SEE ALSO GEOTECHNICAL DESIGN INFORMATION INCLUDED AT THE END OF THESE GENERAL NOTES.

2.1 TEMPORARY EXCAVATION SUPPORT AND PERMANENT FOUNDATION SUPPORT

1. THE CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALL EXCAVATION. WHERE NECESSARY, SHEET AND SHORE THE EXCAVATION AS DETERMINED BY THE CONTRACTOR’S ENGINEER WITH ALL REQUIRED BRACING AND TIEBACKS.

2. DESIGN OF PERMANENT FOUNDATION SUPPORT SYSTEMS IS BY CONTRACTOR. SYSTEM SHOWN ON CIVIL / SITE DRAWINGS ARE PICTORIAL PRESENTATION OF ONE POTENTIAL SYSTEM. CONTRACTOR IS RESPONSIBLE FOR ACTUAL SYSTEM SELECTION.

2.2 AUGER CAST PILES

1. LOAD TEST: NON-PRODUCTION LOAD TEST PILE SHALL BE INSTALLED AND TESTED IN ACCORDANCE WITH ASTM D1143, AS SPECIFIED IN SPECIFICATION 31 63 16 AUGER CAST GROUP PILES OF THE SPECIFICATIONS. THE LOAD TEST PROCEDURES AND LOAD FRAME DESIGN ARE TO BE PREPARED BY THE CONTRACTOR’S ENGINEER, REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED, AND SHALL BE SUBMITTED TO THE GEOTECHNICAL ENGINEER AND THE ENGINEER OF RECORD FOR REVIEW PRIOR TO INSTALLATION OF THE TEST PILE.

2. CONSTRUCTION OF AUGER CAST PILES SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL REPORT.

3. PILES SHALL BE LOCATED AS SHOWN ON THE DRAWINGS OR AS OTHERWISE DIRECTED BY THE ENGINEER. PILE CENTERS SHALL BE LOCATED TO AN ACCURACY OF PLUS OR MINUS 3 INCHES. VERTICAL PILES SHALL BE PLUMB WITHIN TWO PERCENT.

4. ADJACENT PILES WITHIN 7 FEET, CENTER TO CENTER, SHALL NOT BE INSTALLED WITHIN TWELVE HOURS OF EACH OTHER.

5. OBSTRUCTIONS: IF NON AUGERABLE MATERIAL IS ENCOUNTERED ABOVE THE DESIRED TIP ELEVATION SUCH AS COBBLES, BOULDERS, ROCK, METAL, OR DEBRIS WHICH CAUSES AUGER REFUSAL, THE PILE SHALL BE COMPLETED TO THE DEPTH OF THE NON-AUGERABLE MATERIAL. AUGER REFUSAL IS DEFINED AS A RATE OF AUGER PENETRATION OF LESS THAN 5 INCHES PER TEN MINUTES OF DRILLING.

6. OUT-OF-TOLERANCE PILES: PILES WHICH TERMINATE ABOVE THE DESIGN TIP ELEVATION, OR WHICH ARE MISLOCATED OR MISALIGNED ARE TO BE IDENTIFIED ON THE PILE RECORDS, AND IMMEDIATELY FORWARDED WITH ALL PERTINENT DATA TO THE ENGINEER OF RECORD FOR EVALUATION. ADDITIONAL ADJACENT PILES SHALL BE PLACED IF REQUIRED, AS DIRECTED BY THE ENGINEER OF RECORD.

3.1 CONCRETE FORMWORK

1. REFER TO FRAMED CONCRETE SURFACE CATEGORY TABLE FOR FORMING REQUIREMENTS.

3.2 REINFORCING STEEL

1. PROVIDE MINIMUM CONCRETE COVER FOR REINFORCING STEEL IN ACCORDANCE WITH THE ACI “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE” (ACI 318), UNLESS OTHERWISE INDICATED.

2. REINFORCING STEEL SHALL BE SUPPORTED AND SECURED AGAINST DISPLACEMENT IN ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTE’S “MANUAL OF STANDARD PRACTICE”. SEE SECTION 032000, CONCRETE REINFORCEMENT, OF THE PROJECT MANUAL FOR ADDITIONAL REQUIREMENTS.

3. DETAILS OF REINFORCING STEEL FABRICATION AND PLACEMENT SHALL CONFORM TO ACI “DETAILS AND DETAILING OF CONCRETE REINFORCEMENT” (ACI 315) AND “MANUAL OF ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES” (ACI 315R) UNLESS OTHERWISE INDICATED.

4. SPREAD REINFORCING STEEL AROUND SMALL OPENINGS AND SLEEVES IN SLABS AND WALLS, WHERE POSSIBLE, AND WHERE BAR SPACING WILL NOT EXCEED 1.5 TIMES THE NORMAL SPACING. DISCONTINUE BARS AT LARGE OPENINGS, WHERE NECESSARY, AND PROVIDE AN AREA OF REINFORCEMENT, EQUAL TO THE INTERRUPTED REINFORCEMENT, IN FULL LENGTH BARS, DISTRIBUTING ONE-HALF EACH SIDE OF THE OPENING. WHERE SHRINKAGE AND TEMPERATURE REINFORCEMENT IS INTERRUPTED, ADD (2)-#5 x OPENING DIMENSION +4’-0’ ON EACH SIDE OF THE OPENING. PROVIDE #5 x 4’-0” DIAGONAL BARS IN BOTH FACES, AT EACH CORNER OF OPENINGS LARGER THAN 12 INCHES IN ANY DIRECTION.

5. FOR THE EARLY FOUNDATION PACKAGE, CONTRACTOR IS RESPONSIBLE FOR COORDINATING MEP SLEEVE SIZES AND LOCATIONS WITH MEP CONTRACTOR. THIS INFORMATION WAS NOT COMPLETELY AVAILABLE AT THE TIME OF RELEASE OF THESE DOCUMENTS. PROVIDE ADDITIONAL REINFORCING AROUND THESE OPENINGS AS REQUIRED BY NOTE ABOVE.

6. PROVIDE STANDEES FOR THE SUPPORT OF TOP REINFORCEMENT FOR FOOTINGS AND MATS.

7. REINFORCING STEEL BENDS, HOOKS AND LAP SPLICES SHALL CONFORM TO THE ACI “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE” (ACI 318) UNLESS OTHERWISE INDICATED.

8. MECHANICAL SPLICES, EMBEDDED DOWELS WITH MECHANICAL SPLICES, AND DOWEL BAR SUBSTITUTES, WHICH ARE USED IN LIEU OF LAP SPLICES, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE REINFORCING BAR PER ACI REQUIREMENTS, AND SHALL BE USED ONLY WHERE INDICATED OR WHERE APPROVED BY THE ENGINEER OF RECORD.

9. PROVIDE INDIVIDUAL HIGH CHAIRS WITH SUPPORT BARS, AS REQUIRED, FOR THE SUPPORT OF TOP REINFORCEMENT FOR SUPPORTED SLABS. DO NOT PROVIDE STANDEES.

10. PROVIDE FOOTING DOWELS FOR VERTICAL WALL REINFORCEMENT. DOWELS SHALL BE THE SAME SIZE AND SPACING AS THE VERTICAL WALL REINFORCEMENT, UNLESS NOTED OTHERWISE, WITH LAP SPLICES AS INDICATED ON THE APPLICABLE SECTIONS. INSTALL DOWELS IN THE FOOTING FORMS BEFORE CONCRETE IS PLACED, SUPPORTING AND TYING THEM SECURELY IN POSITION. DO NOT STICK DOWELS INTO FOOTINGS AFTER CONCRETE IS PLACED.

11. POSITION DOWELS FOR VERTICAL WALL REINFORCEMENT IN COLUMN FOOTINGS AND WALL FOOTING STEPS WITH 6 INCHES MAXIMUM BOTTOM COVER.

12. PROVIDE TENSION LAP SPLICES AS INDICATED IN THE LAP SPLICE SCHEDULE FOR HORIZONTAL WALL REINFORCEMENT AND LONGITUDINAL GRADE BEAM REINFORCEMENT, UNLESS OTHERWISE INDICATED.

13. FIELD BENDING OF REINFORCING STEEL IS PROHIBITED.

14. SEE SECTION 03 20 00, CONCRETE REINFORCEMENT, OF THE PROJECT MANUAL, FOR SHOP DRAWING PREPARATION REQUIREMENTS.

15. SEE DIVISION 1 AND SECTION 03 20 00 OF THE PROJECT MANUAL FOR SPECIFIED INSPECTION REQUIREMENTS. COORDINATE POUR SCHEDULES WITH THE A/E AND THE INSPECTION AGENCY TO ALLOW ADEQUATE TIME AND PREPARATION FOR OBSERVATION AND INSPECTION.

3.3 CONCRETE

1. THE MIXING, HANDLING, PLACING, AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE ACI “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE” (ACI 318).

2. SEE ARCHITECTURAL DRAWINGS FOR CHAMFER REQUIREMENTS FOR CORNERS OF CONCRETE. WHERE NOT INDICATED, PROVIDE ¾” CHAMFERS ON EXPOSED CORNERS OF CONCRETE EXCEPT THOSE ABUTTING MASONRY.

3. THE SECTION 03 30 00, CAST-IN-PLACE CONCRETE, OF THE PROJECT MANUAL FOR CONCRETE MIX PROPORTIONING REQUIREMENTS.

4. SEE SECTION 03 10 00, CONCRETE FORMWORK, OF THE PROJECT MANUAL, FOR FORM REMOVAL AND RESHORING REQUIREMENTS.

5. SEE SECTION 03 30 00, CAST-IN-PLACE CONCRETE OF THE PROJECT MANUAL, FOR HOT WEATHER CONCRETING REQUIREMENTS.

6. SEE SECTION 03 30 00, CAST-IN-PLACE CONCRETE OF THE PROJECT MANUAL, FOR COLD WEATHER CONCRETING REQUIREMENTS.

7. FINISH CONCRETE SLABS ON STEEL FLOOR DECK TO THE TOLERANCE SPECIFIED IN SECTION 033000, CAST-IN-PLACE CONCRETE OF THE PROJECT MANUAL. MAINTAIN AT LEAST THE REQUIRED SLAB THICKNESS AT ALL LOCATIONS, INCREASING THE THICKNESS AS REQUIRED, TO COMPENSATE FOR DECK AND BEAM DEFLECTIONS, AND RESIDUAL BEAM CAMBER.

8. FINISHING OF SLABS: AFTER SCREEDING, BULL FLOATING AND FLOATING OPERATIONS HAVE BEEN COMPLETED, APPLY FINAL FINISH AS INDICATED BELOW, AND AS DESCRIBED IN SECTION 033000, CAST-IN-PLACE CONCRETE OF THE PROJECT MANUAL.

FLOOR SLABS TROWEL FINISHROOF SLABS FLOAT FINISHRAMPS AND STEPS BROOM FINISHSURFACES TO RECEIVE TOPPING SLABS FLOAT FINISHSURFACES TO RECEIVE WEATHERPROOFING FLOAT FINISH

9. FINISHING OF FORMED SURFACES: FINISH FORMED SURFACES AS INDICATED BELOW, AND AS DESCRIBED IN SECTION 033000, CAST-IN-PLACE CONCRETE OF THE PROJECT MANUAL.

A. SIDES OF FOOTINGS: NONEB. WALLS NOT EXPOSED TO PUBLIC VIEW ROUGH FORM FINISHC. SIDES OF GRADE BEAMS ROUGH FORM FINISHD. WALLS EXPOSED TO PUBLIC VIEW SMOOTH FORM FINISHE. BOTTOMS AND SIDES OF BEAMS SMOOTH FORM FINISHF. BOTTOMS OF SLABS ROUGH FORM FINISHG. OTHER SURFACES NOT EXPOSED TO PUBLIC VIEW ROUGH FORM FINISHH. COLUMNS AND PIERS SMOOTH FORM FINISHI. ARCHITECTURALLY EXPOSED SURFACES CLASS A SACK RUBBED

FINISH

TOLERANCES REFER TO SPEC 03 10 00 FOR SPECIAL TOLERANCE REQUIREMENTS AT OPENINGS FOR ELEVATORS, SHAFT OPENINGS, ROUGH OPENINGS FOR DOORS, WINDOWS AND SLAB EDGES.

10. CURING OF SLABS: CURE SLABS WITH CURING COMPOUND OR MOISTURE RETENTION COVERS AS DESCRIBED IN SECTION 033000, CAST-IN-PLACE CONCRETE, OF THE PROJECT MANUAL.

11. SEE SECTIONS 033000 AND DIVISION 1 OF THE PROJECT MANUAL FOR TESTING AND INSPECTION PROGRAM REQUIREMENTS. COORDINATE AS REQUIRED WITH THE TESTING AND INSPECTION AGENCY.

12. FOR THE EARLY FOUNDATION PACKAGE, CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL EMBEDDED SLEEVES AND OTHER ITEMS BY MEP TRADES NOT SHOWN ON THE STRUCTURAL DRAWINGS.

3.4 POST-TENSIONED CONCRETE

1. TENDONS SHALL BE PLASTIC SHEATHED, GREASED, AND RUST PROTECTED. PROVIDE COMPLETE WATERTIGHT ENCAPSULATION SYSTEM FOR ALL PRESTRESSING STEEL, ANCHORAGES, AND COUPLINGS.

2. POST-TENSIONING FORCES INDICATED ON THE STRUCTURAL DRAWINGS ARE THE REQUIRED FINAL EFFECTIVE FORCES AFTER ALL IMMEDIATE AND LONG-TERM LOSSES HAVE BEEN ACCOUNTED FOR.

3. PROPER TENDON LOCATION SHALL HAVE PRIORITY OVER ALL OTHER MATERIALS AND TRADES. RELOCATING TENDONS MAY ONLY BE DONE UPON PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

4. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE STRUCTURAL ENGINEER WHERE TENDONS FOR DIFFERENT POST-TENSIONED MEMBERS INTERFERE WITH ONE ANOTHER. RELOCATING TENDONS MAY ONLY BE DONE UPON PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

5. THE STRESSING OF TENDONS SHALL BE PERMITTED ONLY AFTER THE CONCRETE HAS ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, OR HIGHER AS MAY BE SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS FOR INDIVIDUAL MEMBERS.

6. POST-INSTALLED ANCHORS SHALL NOT PENETRATE MORE THAN THE CONCRETE CLEAR COVER USED AT TENDONS UNLESS SPECIAL PRECAUTIONS ARE USED TO INDICATE LOCATIONS OF ALL TENDONS. INSTALLING POST-INSTALLED ANCHORS INTO POST-TENSIONED MEMBERS SHALL NOT BE PERMITTED WITHOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

7. CORING OF POST-TENSIONED MEMBERS SHALL NOT BE PERMITTED WITHOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER.

8. THE CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL EMBEDDED ITEMS WITH POST-TENSIONING MATERIAL SUPPLIER AND RESOLVE CONFLICTS PRIOR TO INSTALLATION.

DRAWING TITLE:

CERTIFIED BY:

DRAWING NUMBER

PROJECT NUMBER

REVISIONS:

SCOPE DRAWINGS:

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These drawings indicate the general scope of the project in terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necessarily indicate or describe all work required for full performance and completion of the requirements of the Contract. On the basis of the general scope indicated or described, the trade contractors shall furnish all items required for the proper execution and completion of the work.

ISSUE DATE DRAWN BY CHECKED BY

© 2018 CSO Architects, Inc. All Rights Reserved

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3.5 DRILLED-IN DOWELS/ADHESIVE ANCHORS

1. PROVIDE DRILLED-IN DOWELS WITH SIZE, LENGTH, EMBEDMENT AND SPACING AS INDICATED ON THE DRAWINGS.

2. ANCHOR DRILLED-IN DOWELS TO EXISTING CONCRETE WITH AN ADHESIVE ANCHOR SYSTEM. SEE SECTION 033000, CAST-IN-PLACE CONCRETE, OF THE PROJECT MANUAL, FOR PRODUCT STANDARDS.

3. DRILLED HOLE SIZE AND INSTALLATION PROCEDURE SHALL BE IN ACCORDANCE WITH THE MANUFACTURER’S PUBLISHED INSTALLATION INSTRUCTIONS (MPII).

4. LOCATE BY NON-DESTRUCTIVE MEANS, AND AVOID, ALL EXISTING REINFORCEMENT PRIOR TO INSTALLATION OF POST-INSTALLED ANCHORS AND DRILLED-IN DOWELS. IF EXISTING REINFORCING CONFLICTS WITH THE INTENDED LAYOUT OF ANCHORS/DOWELS, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY.

5. USE CARBIDE BIT DRILL TO PREVENT DAMAGE TO REINFORCING STEEL.

6. CLEAN DRILLED HOLES BEFORE INSTALLING DOWELS IN ACCORDANCE WITH THE MPII.

7. OVERHEAD AND/OR CONSTANT TENSION ADHESIVE ANCHOR INSTALLATIONS NOT EXPLICITLY INDICATED ON THE DRAWINGS SHALL NOT BE PERMITTED UNLESS EACH CONDITION IS REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER IN WRITING.

4.0 CONCRETE MASONRY (ALL TYPES)

1. CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530.

2. SEE MASONRY SERIES DRAWINGS FOR REINFORCING DETAILS.

3. ALL REINFORCING BAR SPLICES SHALL BE IN ACCORDANCE WITH THE MASONRY REINFORCEMENT DEVELOPMENT AND LAP LENGTHS TABLE. MECHANICAL SPLICES MAY BE USED IN LIEU OF LAP SPLICES IN ACCORDANCE WITH ACI 530. ALL SPLICES SHALL BE WIRED TOGETHER.

4. PROVIDE REINFORCING STEEL IN VERTICAL CORES AS INDICATED ON THE DRAWINGS. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS, DOORS AND WINDOWS AS INDICATED ON MASONRY SERIES DRAWINGS. ALL CELLS WHICH RECEIVE REINFORCING SHALL BE GROUTED SOLID.

5. ALL VERTICAL REINFORCING SHALL BE HELD IN PLACE AT 8’-0” O.C. MAXIMUM AND AT EACH END. MINIMUM CLEARANCE SHALL BE 3/4” FROM MASONRY AND 1” BETWEEN BARS. PROVIDE REBAR POSITIONING ACCESSORIES TO SUPPORT REINFORCING AS REQUIRED. SEE SPECIFICATIONS FOR PRODUCTS.

6. ALL HORIZONTAL REINFORCING STEEL SHALL BE PLACED IN CONTINUOUSLY GROUTED BOND BEAMS. MINIMUM CLEARANCE SHALL BE 3/4” FROM MASONRY AND ONE BAR DIAMETER OR 1” (WHICHEVER IS MORE) BETWEEN BARS. UNLESS OTHERWISE NOTED, PROVIDE HORIZONTAL BOND BEAM WITH MINIMUM OF 2 #5’S CONTINUOUS IN THE TOP OF ALL CMU WALLS AND AT ALL POINTS OF STRUCTURAL ATTACHMENTS AND MISCELLANEOUS STEEL ANCHORAGE.

7. TOP OF ALL CMU WALLS SHALL BE BRACED TO THE STRUCTURE ABOVE UNLESS NOTED OTHERWISE. SEE MASONRY SERIES DRAWINGS FOR TYPICAL ATTACHMENT DETAILS. SEE ARCHITECTURAL DRAWINGS FOR CONDITIONS AND ELEVATIONS OF WALLS.

8. SEE ARCHITECTURAL DRAWINGS AND/OR SPECIFICATIONS FOR CONTROL JOINT LOCATIONS FOR MASONRY WALLS.

9. MASONRY CONTRACTOR SHALL PROVIDE FOR AND COORDINATE WITH OTHER TRADES FOR EMBEDDED ITEMS AND OPENINGS IN MASONRY WALLS. LINTELS SHALL BE PROVIDED FOR ALL OPENINGS GREATER THAN 1’-0” IN ACCORDANCE WITH THE LINTEL SCHEDULE.

10. INSTALL MASONRY ANCHORS IN SOLID MASONRY OR IN HOLLOW MASONRY THAT HAS BEEN GROUTED SOLID ABOVE AND BELOW THE ANCHOR, MINIMUM

11. THE USE OF CALCIUM CHLORIDE IN MORTAR OR GROUT IS NOT PERMITTED.

12. PROVIDE FULL FACE SHELL MORTAR COVERAGE ON MASONRY UNIT HORIZONTAL AND VERTICAL FACE SHELL JOINTS (I.E. BED AND HEAD JOINTS). PROVIDE FULL MORTAR COVERAGE ON THE WEBS ADJACENT TO ALL GROUTED CELLS.

13. UON ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, LAY MASONRY UNITS IN RUNNING BOND WITH UNITS DESIGNED TO ALIGN WITH WEBS IN EACH COURSE.

14. UNLESS OTHERWISE SUBMITTED BY THE CONTRACTOR AND APPROVED BY THE STRUCTURAL ENGINEER, PLACE GROUT BY THE LOW-LIFT METHOD; MAXIMUM GROUT POUR SHALL BE 4 FEET.

4.1 NON-STRUCTURAL CONCRETE MASONRY WALLS REINFORCING (INTERIOR

PARTITIONS)

1. SEE ARCHITECTURAL DRAWINGS FOR EXTENT AND LAYOUT OF NON-STRUCTURAL CMU WALLS.

2. DOWELS FOR NON-STRUCTURAL CMU WALLS MAY BE CAST-IN BY THE CONCRETE CONTRACTOR OR DRILLED AND GROUTED BY THE CMU CONTRACTOR.

3. SEE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR INTERIOR PARTITION CONTROL JOINT REQUIREMENTS.

4. HORIZONTAL JOINT REINFORCEMENT SHALL BE SPACED EVERY OTHER COURSE UNLESS NOTED OTHERWISE ON THE DRAWINGS. LAP HORIZONTAL JOINT REINFORCEMENT A MINIMUM OF 75 DIAMETERS OF THE SIDE RODS (13” FOR 9 GAGE).

5. NON-STRUCTURAL CONCRETE MASONRY WALLS USED AS INTERIOR PARTITIONS NEED NOT FOLLOW THE TABLES OF REQUIRED VERIFICATION AND INSPECTION AT THE END OF THESE GENERAL NOTES.

5.0 STRUCTURAL STEEL

1. STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO ANSI/AISC 360-10, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, (AISC 14TH EDITION).

2. SHOP CONNECTIONS, UNLESS OTHERWISE SHOWN, MAY BE EITHER BOLTED OR WELDED. FIELD CONNECTIONS SHALL BE BOLTED UNLESS OTHERWISE DETAILED ON THE DRAWINGS.

3. BOLTED CONNECTIONS SHALL BE BEARING-TYPE CONNECTIONS USING 3/4 INCH DIAMETER ASTM A325-N BOLTS WITH STANDARD 13/16 INCH DIAMETER HOLES, UNLESS OTHERWISE NOTED OR DETAILED ON THE DRAWINGS, OR APPROVED BY THE STRUCTURAL ENGINEER.

4. SLIP CRITICAL BOLTS (S.C.) SHALL BE USED WHERE INDICATED ON THE DRAWINGS.

5. PREPARATION OF FAYING SURFACES AND TENSIONING OF SLIP CRITICAL BOLTS SHALL BE IN ACCORDANCE WITH THE “RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.”

6. TENSION BOLTS IN ACCORDANCE WITH TABLE 4 OF THE “SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS”, UNLESS NOTED OTHERWISE.

7. CONNECTIONS WHICH ARE NOT DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE STEEL FABRICATOR IN ACCORDANCE WITH THE AISC “MANUAL OF STEEL CONSTRUCTION”, AND SHALL BE DESIGNED AND DETAILED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.A. ALL STEEL CONNECTION FORCES INDICATED WITHIN THE DRAWINGS ARE

FACTORED LOADS (LRFD).B. BEAM END CONNECTIONS SHALL BE DESIGNED FOR THE VERTICAL

SHEAR REACTIONS INDICATED ON THE FRAMING PLANS. WHERE SUCH REACTIONS HAVE NOT BEEN INDICATED, NON-COMPOSITE BEAM CONNECTIONS (BEAMS WITHOUT SHEAR STUDS) SHALL BE DESIGNED FOR ONE-HALF THE BEAM LOAD CAPACITY AS GIVEN IN THE AISC “ALLOWABLE LOADS ON BEAMS” TABLE.

C. BEAM WEB SHEAR CONNECTIONS SHALL TYPICALLY BE DOUBLE ANGLES, 5/16 INCH MINIMUM THICKNESS, UNLESS DETAILED OTHERWISE, OR WHERE OTHERWISE PERMITTED BY TYPICAL BEAM CONNECTION DETAILS.

D. PRIOR TO THE REVIEW OF THE STRUCTURAL STEEL SHOP DRAWINGS, SUBMIT CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW.

E. FOR CONNECTION DESIGN AND DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, UNLESS OTHERWISE NOTED OR UNLESS ECCENTRICITY IS ACCOUNTED FOR IN CONNECTION DESIGN AND DOES NOT ADVERSELY IMPACT MEMBER CAPACITY.

F. ALL BEAM REACTIONS, AXIAL FORCES AND MOMENTS ACT CONCURRENTLY UON.

G. BEAM REACTIONS ACT IN GRAVITY DIRECTION WHEREAS AXIAL FORCES AND MOMENTS ARE REVERSIBLE UON.

H. FOR BEAMS WITHOUT AXIAL FORCE INDICATED, BEAM CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM AXIAL FORCE EQUAL TO 5% OF THE FACTORED VERTICAL SHEAR FORCE INDICATED. FOR THESE CONNECTIONS ONLY, THE AXIAL FORCE NEED NOT BE CONSIDERED TO ACT CONCURRENTLY WITH THE BEAM SHEAR AND BEARING BOLTS MAY BE PERMITTED WITH SHORT SLOTTED HOLES PARALLEL TO THE AXIAL FORCE.

I. DESIGN, DETAIL, FURNISH AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED AS A RESULT OF THE CONNECTION DESIGN IN ADDITION TO THOSE SHOWN ON THE DRAWINGS.

8. PROVIDE SHORT SLOTTED HORIZONTAL HOLES IN SHEAR CONNECTION PLATES OF RIGID FRAME MOMENT CONNECTIONS TO MINIMIZE WELD SHRINKAGE STRESSES.

9. SEQUENCE THE WELDING OF CONNECTION PLATES AND STIFFENER PLATES TO MINIMIZE WELD SHRINKAGE STRESSES.

10. BACKUP BARS REQUIRED FOR WELDED CONNECTIONS SHALL BE CONTINUOUS.

11. USE LOW HYDROGEN ELECTRODES WHEN WELDING A992 STEEL OR A572 GRADE 50.

12. FOR BEAMS FRAMING OVER THE TOP OF A COLUMN, PROVIDE 3/8 INCH STIFFENER PLATES EACH SIDE OF THE BEAM WEB UNLESS DETAILED OTHERWISE.

13. CONNECT BRACING MEMBERS FOR TWO COMPONENTS OF STRESS.

14. LOCATE CENTERLINES OF VERTICAL BRACING MEMBERS ON COLUMN CENTERLINES UNLESS OTHERWISE INDICATED.

15. CAMBER BEAMS, AS REQUIRED, TO PROVIDE THE CAMBERS INDICATED ON THE FRAMING PLANS, COMPENSATING FOR ANY RELEASE OF STRESS INDUCED DURING THE CAMBERING OPERATION.

16. SIMPLE SPAN BEAMS WITHOUT SPECIFIED CAMBERS SHALL BE FABRICATED SUCH THAT, AFTER ERECTION, ANY MINOR CAMBER DUE TO ROLLING OR SHOP ASSEMBLY SHALL BE UPWARD.

17. SUB-BASE (LEVELING) PLATES WILL NOT BE ALLOWED UNDER COLUMN BASE PLATES

18. BURNING OF HOLES IN STRUCTURAL STEEL SHALL NOT BE ALLOWED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

19. SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS EXPLICITLY INDICATED ON THE STRUCTURAL DRAWINGS UNLESS APPROVED OTHERWISE IN WRITING BY THE STRUCTURAL ENGINEER.

20. ALL STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER SHALL BE PROTECTED WITH A HOT-DIPPED GALVANIZED FINISH OR APPROVED ZINC RICH EXTERIOR COATING SYSTEM.

21. PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF WATER. PENETRATIONS ADDED TO MEMBERS FOR THIS PURPOSE SHALL BE LIMITED IN SIZE SUCH AS NOT TO REDUCE MEMBER AND/OR CONNECTION CAPACITY, AND SHALL BE GROUND SMOOTH.

22. ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS FOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER.

23. FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED UNLESS OTHERWISE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.

24. STEEL USING COMPLETE JOINT PENETRATION GROOVE WELDS THAT FUSE THROUGH THE THICKNESS OF THE FLANGE OR WEB SHALL HAVE A MINIMUM CHARPY V-NOTCH IMPACT TESTING VALUE AS SPECIFIED IN AISC 360-10

25. SEE DIVISION 1 OF THE PROJECT MANUAL, FOR STRUCTURAL STEEL TESTING AND INSPECTION REQUIREMENTS. COORDINATE AS REQUIRED WITH THE TESTING AND INSPECTION AGENCY.

26. SEE ALSO TABLES OF REQUIRED VERIFICATION AND INSPECTION AT THE END OF THESE GENERAL NOTES FOR INSPECTION REQUIREMENTS OF STRUCTURAL STEEL.

27. SEE SECTION 05 12 00, STRUCTURAL STEEL, OF THE PROJECT MANUAL AND SURFACE PREP AND PRIMER SCHEDULE ON STRUCTURAL DRAWINGS FOR STRUCTURAL STEEL SHOP PAINTING REQUIREMENTS.

28. PROJECT IS CONSIDERED AS A NON-SELF-SUPPORTING STRUCTURE UNTIL COMPLETION OF ERECTION OF ALL THE STRUCTURAL STEEL AND DECK WHICH IS REQUIRED FOR FRAMING STABILITY. THE LATERAL SYSTEM CONSISTS OF ALL BRACING, BEAM-TO-COLUMN MOMENT CONNECTIONS (EXCEPT AT SIMPLE BEAM CANTILEVER CONDITIONS), STEEL ROOF DECKING, ELEVATED CONCRETE SLABS, AND SLAB ON GRADE. ANY TEMPORARY ERECTION AND STABILITY ELEMENTS REQUIRED BY THE STEEL ERECTOR SHALL REMAIN IN PLACE UNTIL ALL COMPONENTS OF THE PERMANENT LATERAL SYSTEM ARE INSTALLED AND UNTIL CONCRETE WHICH IS PART OF THE LATERAL SYSTEM HAS REACHED 75% OF DESIGN STRENGTH.

5.1 STEEL BAR JOISTS AND JOIST GIRDERS

1. STEEL JOIST CONSTRUCTION SHALL CONFORM TO THE STEEL JOIST INSTITUTE’S “STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES”.

2. STEEL JOIST MANUFACTURER SHALL BE A STEEL JOIST INSTITUTE MEMBER.

3. CONTRACTOR IS TO DESIGN, FURNISH AND INSTALL STEEL BAR JOISTS.

4. SEE LOAD CRITERIA DRAWINGS AND SPECIFICATIONS FOR PERFORMANCE REQUIREMENTS.

5. SEE SPECIFICATIONS FOR MANUFACTURING AND INSTALLATION REQUIREMENTS.

6. JOIST SIZES INDICATED ON THE DRAWINGS IS A MINIMUM. THE JOIST SUPPLIER SHALL VERIFY THE ADEQUACY OF THE SIZES AND THE DETAILS INDICATED FOR ANY JOISTS SUBJECTED TO LOADINGS OTHER THAN UNIFORM GRAVITY LOADING, SUCH AS CONCENTRATED LOADS, SNOWDRIFT LOADS, OR CONTINUITY FORCES, INDICATED ON THE DRAWINGS.

7. STEEL JOISTS WHICH BEAR ON STEEL SUPPORTS MAY BE ANCHORED BY BOLTING OR WELDING, IN ACCORDANCE WITH THE SJI SPECIFICATIONS. STEEL JOISTS LOCATED ON, OR WITHIN 1’-0” OF COLUMN CENTERLINES SHALL BE BOLTED, TO PROVIDE LATERAL STABILITY DURING CONSTRUCTION.

8. THE JOIST SUPPLIER SHALL PROVIDE STANDARD BRIDGING COMPLYING WITH SJI SPECIFICATIONS, AND AS REQUIRED FOR INDICATED WIND UPLIFT LOADS, IF ANY. WHERE HORIZONTAL BRIDGING IS DISCONTINUOUS, DIAGONAL BRIDGING SHALL BE PROVIDED. WHERE BRIDGING IS NOT PROVIDED AT THE SAME LOCATIONS INDICATED ON THE PLANS, THE JOIST MANUFACTURER SHALL COORDINATE TO ENSURE THAT THERE ARE NO INTERFERENCES WITH MEP COMPONENTS OR ROOF OPENINGS.

9. BEFORE STEEL DECK IS PLACED, ATTACH ALL BRIDGING TO THE JOISTS AND ANCHOR ALL BRIDGING TERMINATING AT WALLS OR BEAMS.

10. DESIGN JOISTS TO LIMIT DEFLECTIONS TO THE SERVICEABILITY LIMITS LISTED IN THESE GENERAL NOTES.

11. ALL JOISTS SHALL BE CAMBERED PER SJI STANDARDS UON.

12. HANGING AND POINT BEARING LOADS AT JOISTS SHALL ONLY BE PERMITTED AS INDICATED ON THE DRAWINGS. STEEL JOIST MANUFACTURER SHALL DESIGN JOIST FOR HANGING AND POINT BEARINGS LOADS AT ANY ADJACENT PANEL POINTS. CONTRACTOR SHALL PROVIDE SUPPLEMENTARY JOIST REINFORCEMENT MEMBER AS INDICATED IN TYPICAL DETAILS AS REQUIRED. COORDINATE HANGING AND POINT BEARING LOADS WITH ARCHITECTURAL AND MEP DRAWINGS.

13. AT ALL COLUMNS, EXTEND BOTTOM CHORDS OF JOISTS AND JOIST GIRDERS TO COLUMNS PER TYPICAL DETAILS. COORDINATE BOTTOM CHORD EXTENSIONS WITH ARCHITECTURAL DETAILS.

14. UNLESS OTHERWISE NOTED, EXTEND ALL JOIST TOP CHORDS BEYOND THE SUPPORTING FRAMING AT ALL EDGE CONDITIONS TO PERIMETER ANGLE OR BENT PLATE UON.

5.2 STEEL DECK

1. STEEL DECK CONSTRUCTION SHALL CONFORM TO THE STEEL DECK INSTITUTE’S “DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS”.

2. DECK SHALL BE THREE OR MORE SPANS CONTINUOUS WHERE POSSIBLE, AND CONFIGURED AS SHOWN ON THE DRAWINGS.

3. SEE SECTION 05 36 00, STEEL FLOOR FORM DECK, FOR SHOP DRAWING REQUIREMENTS.

4. SEE DIVISION 1 OF PROJECT MANUAL FOR INSPECTION PROGRAM. CONTRACTOR SHALL COORDINATE AS REQUIRED WITH THE INSPECTION AGENCY.

5. FASTEN STEEL ROOF DECK TO EACH SUPPORT AS INDICATED BY THE DETAILS AND IN STRICT COMPLIANCE WITH THE DECK MANUFACTURER’S INSTRUCTIONS AND THE SHOP DRAWINGS. REFER TO SPECIFICATION SECTION 05 31 00, STEEL ROOF DECK, FOR ADDITIONAL INFORMATION.

6. SUSPENDED LIGHT FIXTURES, DUCTS, SPRINKLERS AND OTHER MEP SYSTEMS ARE NOT TO BE SUPPORTED DIRECTRLY BY THE STEEL ROOF DECK.

7. STEEL DECK SHALL BE REVIEWED BY SUPPLIER FOR UNSHORED CONDITIONS UON.

8. FOR COMPOSITE DECKS, DISTRIBUTE STEEL STUDS UNIFORMLY OVER BEAM SPANS UON. MAXIMUM SPACING OF HEADED STUDS SHALL NOT EXCEED 12” ON CENTER UON.

9. FOR COMPOSITE DECKS, HEADED SHEAR STUDS SHALL EXTEND A MINIMUM OF 2" ABOVE THE TOP OF STEEL DECK WITH A MINIMUM CLEAR COVER OF 1/2” FROM THE TOP OF SLAB.

10. COMPOSITE DECKS ARE TO BE POURED-TO-THICKNESS OR POURED TO LEVEL AS INDICATED ON THE DRAWINGS.

11. FOR COMPOSITE DECK, PROVIDE DECK DEPTH AND MINIMUM GAGE AS INDICATED ON DRAWINGS.

12. DESIGN AND DETAIL COMPOSITE DECK, FORM DECK, AND DECK ENCLOSURES AND ACCESSORIES FOR CONSTRUCTION LOADS. THE CONSTRUCTION LOADING DUE TO FRESH CONCRETE SHALL ACCOUNT FOR ALL RELEVANT FACTORS, INCLUDING BUT NOT LIMITED TO:

A. PLANNED CONCRETE PLACEMENT METHODS AND SEQUENCINGB. ADDITIONAL 5 PSF CONCRETE DUE TO DECK LOCAL DEFLECTION C. FOR LOCATIONS POURED TO LEVEL, AN ADDITIONAL AMOUNT OF

CONCRETE WEIGHT DUE TO CUMULATIVE DEFLECTION OF THE SUPPORTING BEAMS AND GIRDERS.

13. FOR ROOF DECKS, PROVIDE DECK DEPTH, MINIMUM GAGE AS INDICATED ON DRAWINGS.

14. DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS FOR ITEMS SHOWN ON ARCHITECTURAL AND MEP DRAWINGS AND APPLY TYPICAL STRUCTURAL DETAILS AS REQUIRED BASED ON THE OPENING SIZE EVEN IF NOT EXPLICITLY SHOWN ON THE STRUCTURAL DRAWINGS. ALL SUCH OPENINGS SHALL BE SUBMITTED FOR REVIEW BY THE ARCHITECT, STRUCTURAL ENGINEER, AND MEP ENGINEER.

5.3 LIGHT GAUGE METAL STUDS FOR EXTERIOR WALLS

1. EXTERIOR WALL METAL STUD CLADDING BACKUP SYSTEMS AND THEIR CONNECTIONS TO THE STRUCTURE ARE TO BE DESIGNED, FURNISHED AND INSTALLED BY THE CONTRACTOR. SEE GENERAL SERIES DRAWINGS AND DESIGN INFORMATION IN THESE GENERAL NOTES FOR PERFORMANCE CRITERIA

2. SEE SECTION 05 40 00 OF THE PROJECT MANUAL FOR ADDITIONAL CRITERIA

3. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND FOR REQUIRED DEPTHS OF MEMBERS TO BE INTEGRATED INTO THE WALL SECTIONS.

5.4 MISCELLANEOUS METALS FABRICATIONS

1. SEE SECTION 05 50 00, OF THE PROJECT MANUAL FOR SUMMARY OF SCOPE.

2. SEE ARCHITECTURAL AS WELL AS STRUCTURAL DRAWINGS FOR ADDITIONAL MISCELLANEOUS STEEL CONSIDERED A PART OF THE MISCELLANEOUS STEEL PACKAGE.

5.5 ARCHITECTURAL CLADDING

1. TYPICAL DETAILS AND CLADDING BACKUP DRAWINGS INDICATE GENERAL CRITERIA FOR CONNECTIONS OF ARCHITECTURAL CLADDING TO THE BASE BUILDING SUPERSTRUCTURE. PROVIDE DESIGNS THAT MEET THE INDICATED CRITERIA AND CONFORM TO THE APPLICABLE CODES AND STANDARDS. REFER ALSO TO SUBMITTALS SECTION AND DESIGN INFORMATION IN THESE GENERAL NOTES.

SPECIAL INSPECTIONS:

THE OWNER SHALL EMPLOY A QUALIFIED TESTING AGENT TO PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, THE PROJECT SPECIFICATIONS AND THE FOLLOWING:

SPECIAL INSPECTIONS:

THE OWNER SHALL EMPLOY A QUALIFIED TESTING AGENT TO PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, THE PROJECT SPECIFICATIONS AND THE FOLLOWING:

MATERIAL/ACTIVITY

C = CONTINUOUS IN INSPECTION

P = PERIODIC IN INSPECTION

A. INSPECTION OF STEEL FABRICATION PROCESS PER 1704.2.5 & 1705.2 (NOT REQUIRED IF

FABRICATOR IS REGISTERED AND APPROVED PER SECTION 1704.2.5.2)

B. REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL PER 1705.2 AND AISC 360-10

1. INSPECTION TASKS PRIOR TO WELDING

A. WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE

D. REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

PER 1705.3 & TABLE 1705.3

F. REQUIRED VERIFICATION AND INSPECTION OF SOIL PER 1705.6 AND TABLE 1705.6

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY

1.

C

MATERIAL/ACTIVITY

B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

C.

MATERIAL IDENTIFICATION (TYPE/GRADE)

D.

WELDER IDENTIFICATION SYSTEM

E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)• CLEANLINESS (CONDITION OF STEEL SURFACES)• TACKING (TACK WELD QUALITY AND LOCATION)• BACKING TYPE AND FIT (IF APPLICABLE)

F. CONFIGURATION AND FINISH OF ACCESS HOLES

G. FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)• CLEANLINESS (CONDITION OF STEEL SURFACES)• TACKING (TACK WELD QUALITY AND LOCATION)

H.

CHECK WELDING EQUIPMENT -

2. INSPECTION TASKS DURING WELDING.

A. USE OF QUALIFIED WELDERS

B.

• PACKING• EXPOSURE CONTROL

CONTROL AND HANDLING OF WELDING CONSUMABLES

C. NO WELDING OVER CRACKED TACK WELDS

D. ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS• PRECIPITATION AND TEMPERATURE

WPS FOLLOWED

• SETTING ON WELDING EQUIPMENT• TRAVEL SPEED• SELECTED WELDING MATERIAL• SHIELDING GAS TYPE/FLOW RATE• PREHEAT APPLIED• INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)• PROPER POSITION (F, V, H, OH)

E. WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING• EACH PASS WITHIN PROFILE LIMITATIONS

3. INSPECTION TASKS AFTER WELDING.

A. WELDS CLEANED

B. SIZE LENGTH AND LOCATION OF WELDS

C.

WELDS MEET VISUAL ACCEPTANCE

• CRACK PROHIBITION• WELD/BASE-METAL FUSION• CRATER CROSS SECTION• WELD PROFILES• WELD SIZE• UNDERCUT• POROSITY

D. ARC STRIKES

E. K-AREA

F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

G. REPAIR ACTIVITIES

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

4. INSPECTION TASK PRIOR TO BOLTING

A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF TREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

E.CONNECTION ELEMENTS INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTER ASSEMBLIES AND METHODS USED

G. PROPER STORAGE PROVIDED BOT BOLTS, BUTS, WASHERS AND OTHER FASTENER COMPONENTS

5. INSPECTION TASK DURING BOLTING

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

B. JOINT BROUGHT TO SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION

C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATIONS, PROGRESSING SYSTEMATICALLY FOR THE MOST RIGID POINT TOWARD THE FREE EDGES

6. INSPECTION TASK AFTER BOLTING

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTION

7. INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETE PLACEMENT

A. PLACEMENT AND INSTALLATION OF STEEL DECK

B. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS

C. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS C

C. REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN

STRUCTURAL STEEL

1. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:

A. IDENTIFICATION MARKING TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS

B. MANUFACTURER'S CERTIFIED TEST REPORTS

P

2. INSPECTION OF WELDING

A. COLD FORMED STEEL DECK

• FLOOR AND ROOF DECK WELDS

B. REINFORCING STEEL

• VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706

• REINFORCING STEEL - RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE, SHEAR WALLS AND SHEAR REINFORCEMENT

• SHEAR REINFORCEMENT• OTHER REINFORCING STEEL

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT

2. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED.

3. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE

4. VERIFYING USE OF REQUIRED DESIGN MIX

5. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE

6. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES

7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES

8. INSPECTION OF PRESTRESSED CONCRETE:

A. APPLICATION OF PRESTRESSING FORCES

9. ERECTION OF PRECAST CONCRETE MEMBERS

10. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS

11. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED

E. REQUIRED VERIFICATION AND INSPECTION OF MASONRY PER 1705.4 AND

ACI 530-11

1. VERIFY COMPLIANCE WITH APPROVED SUBMITTALS

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

A. PROPORTATIONS OF SITE-PREPARED FOR MORTAR

B. CONSTRUCTION OF MORTAR JOINTS

C.

GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES

D.

LOCATION OF REINFORCEMENT, CONNECTIONS AND PRESTRESSING TENDONS AND ANCHORAGES

E. PRESTRESSING TECHNIQUE

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

A. GROUT SPACE

B. GRADE, TYPE, SIZE OF REINFORCEMENT AND ANCHOR BOLTS, AND PRESTRESSING TENDONS AND ANCHORAGES

C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING TENDONS AND ANCHORAGES

D. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS

E. CONSTRUCTION OF MORTAR JOINTS

F. PRIOR TO EVERY GROUT POUR, VERIFY REINFORCEMENT SIZE, SPACING AND LOCATION

4. VERIFY DURING CONSTRUCTION

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS

B.TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION

C.

WELDING OF REINFORCEMENT

D.

PREPARATION, CONSTRUCTION AND PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW)40˚F (4.4˚C)) OR HOT WEATHER (TEMPERATURE ABOVE)90˚F (32.2˚C))

E. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE

F. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS IS IN COMPLIANCE

5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS AND OR PRISMS

C

C

C

C

C

C

C

C

C

C

C

C

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

C = CONTINUOUS IN INSPECTION

P = PERIODIC IN INSPECTION

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

P

C

C

C

C

C

C

C

C

C

P

DRAWING TITLE:

CERTIFIED BY:

DRAWING NUMBER

PROJECT NUMBER

REVISIONS:

SCOPE DRAWINGS:

PR

OJE

CT

:




-

TE

RR

E H

AU

TE

TE

RR

E H

AU

TE

, IN

DIA

NA

05/20/19 MLM RJS

18060

S001a

GENERALNOTES

CO

NV

EN

TIO

N C

EN

TE

R

4.4 WELD SHOW THROUGH MINIMIZED X

4.3 SURFACE IMPERFECTIONS FILLED AND WELDED X

4.2 WELDS CON X

4.1 HSS SEAMS AWAY FROM VIEW X

3.5 JOINT GAP TOLERANCES MINIMIZED X X

3.4 CROSS SECTIONAL ABUTTING SURFACE ALIGNED X X

3.3 ORIENT HSS SEAMS AWAY FROM VIEW X X

3.2 FILL AND GRIND SMOOTH BUTT AND PLUG WELDS X X

3.1 REMOVED OR HIDDEN MILL MARKS X X

2.4 SMOOTH, UNIFORM WELDS X X X

2.3 REMOVED OR HIDDEN FABRICATION MARKS X X X

2.2 HALF STANDARD FABRICATION TOLERANCES X X X

1.5 WELD SPATTER REMOVED X X X X

1.4 ALL BOLT HEADS ON SAME SIDE CONSISTENT FROM... X X X X

1.3 CONTINUOUS WELD APPEARANCE X X X X

1.2 SHARP EDGES GROUND SMOOTH X X X X

1.1 SSPC-SP6 SURFACE PREP X X X X

CATEGORY 1 2 3 4

TABLE OF AESS CATEGORIES

CLADDING WIND LOADS: (ASCE 7-10)

1.1. CONVENTION CENTER BUILDING IS TO BE CONSIDERED FULLY ENCLOSED

B. EXTERNAL PRESSURE COEFFICIENTS ARE TO BEBASED ON COMPONENT EFFECTIVE WIND AREA ANDASCE 7-10, FIG. 6-17

1.3. WIND DIRECTIONALITY FACTOR, Kd = 0.85

1.4. NOTE: ALLOWABLE STRESS INCREASE FOR WIND LOADING SHALL NOT BE USED. (SEE ASCE 7-10, FIG. 6-5A)

CLADDING SEISMIC LOADS: IN ACCORDANCE WITH 2009 IBC (ASCE 7-10)

BASED UPON THE 2012 INTERNATIONAL BUILDING CODE AS WELL AS ASCE 7-10 WHERE APPLICABLE.

1.0 GOVERNING BUILDING CODE

1.

FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS CONTAINED INGEOTECHNICAL REPORT PROVIDED BY PATRIOT ENGINEERING DATED OCTOBER 17, 2018. PROJECT NUMBER 18-1274-02G

AUGER CAST PILES: MINIMUM 40' LENGTH

LATERAL EARTH PRESSURE DESIGN CRITERIA FOR IMPORTED CLEAN GRANULAR MATERIAL:

3.1. ACTIVE COEFFICIENT, Ka = 0.303.2. AT-REST COEFFICIENT, Ko = 0.453.3. UNIT WEIGHT OF BACKFILL = 125 PCF3.4. COEFFICIENT OF FRICTION = 0.45

SEISMIC DESIGN SITE CLASSIFICATION: SITE CLASS D

2.0 GEOTECHNICAL DESIGN CRITERIA

1.

2.

3.

5.

SEE CONCRETE SCHEDULE FOR REQUIRED 28-DAY COMPRESSIVE STRENGTH.

3.0 CONCRETE STRENGTH (ACI 318-11) (PCI DESIGN HANDBOOK TH ED)

1.

REINFORCING BARS: ASTM A615, GRADE 60WELDABLE REINFORCING BARS: ASTM A706, GRADE 60WELDED WIRE FABRIC: ASTM A185POST-TENSIONING TENDONS 1/2" DIA., LOW RELAXATION STRAND CONFORMING TO ASTM A416, GRADE 270.

3.1 CONCRETE REINFORCING (ACI 318-11, PTI MANUAL 6TH ED, PTI MO2)

1.2.3.

SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f'm = 2000 PSI

1.1. UNITS: ALL EXTERIOR CLADDING BACK-UP AND INTERIOR PARTITIONWALL CMU SHALL BE LIGHT WEIGHT, ASTM C90, TYPE 1. MINIMUMCOMPRESSIVE STRENGTH OF UNITS SHALL BE 2800 PSI.

1.2. MORTAR: TYPE 'S' MORTAR IN ACCORDANCE WITH ASTM C270

1.3. GROUT: GROUT SHALL BE PROPORTIONED IN ACCORDANCE WITHASTM C476. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVESTRENGTH OF 2500 PSI AT 28 DAYS.

4.0 MASONRY (TMS422-11/ACI 530-11)

1.

ANCHOR RODS: ASTM F1554 GRADES 36 TYPICAL, 55 AND 105 AS NOTED.PLATES, CHANNELS, ANGLES, RODS: ASTM A36, UNLESS OTHERWISE NOTED.WIDE FLANGE & TEE SHAPES: ASTM A992SQUARE AND RECTANGULAR HSS: ASTM A500, GRADE B, Fy = 46 KSIROUND HSS: ASTM A500, GRADE B, Fy = 42 KSI UNLESS OTHERWISE NOTED.STEEL PIPE: ASTM A53, GRADE B, Fy = 35 KSI

5.1 STRUCTURAL STEEL (AISC 360-10)

1.2.3.4.5.6.

6.0 DESIGN LOADS FOR STRUCTURAL FRAME:

FRAME GRAVITY LOADS:

1.3 SNOW LOAD:

A. DESIGN GROUND SNOW LOAD, Pg = 20 PSFB. DESIGN FLAT-ROOF SNOW LOAD, Pf = CONVENTION CENTER 15.4 PSF

GARAGE 16.8 PSF

C. SNOW EXPOSURE FACTOR, Ce = 1.00D. SNOW LOAD IMPORTANCE FACTOR, Is = CONVENTION CENTER 1.1

GARAGE 1.0

E. THERMAL FACTOR, Ct = CONVENTION CENTER 1.0GARAGE 1.2

FRAME WIND LOADS: (ASCE 7-10)2.1.2.2.

BASIC WIND SPEED= 120 MPHWIND EXPOSURE: EXPOSURE B

FRAME SEISMIC LOADS: (ASCE 7-10)3.1. SEISMIC OCCUPANCY CATEGORY= III3.2. SITE CLASSIFICATION: SITE CLASS C3.3. SEISMIC DESIGN CATEGORY (CONVENTION CENTER) = B

SEISMIC DESIGN CATEGORY (GARAGE) = B3.4. SEISMIC IMPORTANCE FACTOR, Ie (CONVENTION CENTER) = 1.25

SEISMIC IMPORTANCE FACTOR, Ie (GARAGE) = 1.003.5. MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss=0.273, S1=0.1143.6. RESPONSE MODIFICATION FACTOR (R): X (WITH DESCRIPTION)

3.7. ANALYSIS PROCEDURE: STATIC EQUIVALENT LATERAL FORCEPROCEDURE IN ACCORDANCE (ASCE 7-10)

3.8. DESIGN BASE SHEAR (ULTIMATE) = 142k

1.

2.

3.

7.0 DESIGN WIND & SEISMIC LOAD CRITERIA FOR CLADDING AND CLADDING BACKUP:

1.

2.

1.1 LIVE LOAD CONVENTION CENTER 100 PSFGARAGE 40 PSF

DESIGN INFORMATION

4.

18" DIA. PILE - 150 KIPS COMPRESSION, 50 KIPS UPLIFT

5.0 METALS

5.2 STEEL JOISTS AND JOIST GIRDERS (2010 SJI SPECIFICATIONS)

5.3 STEEL DECKING (SDI SPECIFICATION)

5.4 COLD FORMED METAL STUD FRAMING (AISI S100-10, S200-07, S210-07, S211-07)

4. REPLACING IMPORTED CLEAN GRANULAR MATERIAL WITH ON SITE SILTY SAND

4.1. ACTIVE COEFFICIENT, Ka = 0.334.2. AT-REST COEFFICIENT, Ko = 0.504.3. UNIT WEIGHT OF BACKFILL = 130 PCF4.4. COEFFICIENT OF FRICTION = 0.40

2.4. WIND IMPORTANCE FACTOR: 1.0

8.0 CLADDING CONNECTION DESIGN:

1. CONNECTIONS DESIGNED BY SUPPLIER OF MATERIALS (FOR EXAMPLE: METAL STUDS,CURTAINWALL, STOREFRONT, ETC.) SHALL ALLOW FOR THE FOLLOWING DEFLECTIONSOF STRUCTURAL ELEMENTS:

A. LATERAL LOAD: HORIZONTAL DEFLECTION = LENGTH OF STRUCTURAL MEMBER/360.

B. GRAVITY LIVE LOAD: VERTICAL DEFLECTION = LENGTH OF STRUCTURAL MEMBER/360.

9.0 OPERABLE WALL DESIGN:

1. WEIGHT OF WALL PANELS 9.5 PSF MAXIMUM (NON-FACTORED).

2. WALL PANELS CANNOT ROTATE OR COMPRESS ALONG RAILS UNTIL THEY ARE SUPPORTED BY TWO PANEL RAILS IN STORAGE CLOSET.

3. REQUIRED BOLT GAGE FOR DOOR SUPPORT IS 5" GAGE; ENOUGH BOLTS WILL BE USED TOPROVIDE UNIFORM LOAD EFFECT ALONG CONTINUOUS SUPPORTING STRUCTURE.

4. MAXIMUM LIVE LOAD DEFLECTION FOR STRUCTURE SUPPORTING OPERABLE WALLS IS 1".LIVE LOADS INCLUDE ONLY ROOF LIVE LOAD (INCLUDING SNOW LOAD) PLUS WEIGHT OF OPERABLE WALL.

6. TYPICAL SPREAD FOOTINGS BEARING A MINIMUM OF 12" BELOW FINISH FLOOR CANBE USED FOR ANCILLARY STRUCTURES AS NOTED BELOW.

1. CAPACITY OF 2500 PSF

2. SUBGRADE MUST BE PROPERLY PREPARED. A VIBRATORY ROLLER OR COMPACTORSHALL BE USED TO OBTAIN 100% STANDARD MAXIMUM DRY DENSITY.

3. VERIFICATION OF SUBGRADE SHALL BE PREFORMED BY GEOTECHNICALREPRESENTIVE.

4. REFERENCE ADDENDUM 2 TO THE GEOTECHNICAL REPORT.

TENSION LAP SPLICE TABLES; 60 ksiNORMAL WEIGHT CONCRETE, 1 1/2" MIN. CLR. COVER

f'c = 3000 f'c = 4000 f'c = 5000BAR SIZE III III III III III III

#3

#4

#5

#6

#7

#8

#9

#10

#11

NOTES:

1.

2.

3.

4.

5.

LAP SPLICES ARE IN INCHES.

TYPE 1: HORIZONTAL CLASS A BOTTOM BAR SPLICES.

TYPE II: HORIZONTAL CLASS B BOTTOM BARS AND VERTICAL BAR SPLICES.

TYPE III: HORIZONTAL CLASS B TOP BAR SPLICES (T GREATER THAN 12" OF CONCRETE PLACED BELOW).

LENGTHS BASED ON NORMAL WEIGHT CONCRETE AND NO EPOXY COATING.

12

14

17

20

33

42

51

63

75

13

18

22

26

43

54

66

81

97

17

22

28

33

55

69

86

105

125

12

12

15

18

29

36

44

54

65

12

15

19

23

37

47

58

70

84

15

19

24

29

48

60

74

91

108

12

12

13

16

26

32

40

49

58

12

14

17

20

33

42

52

63

75

13

17

22

26

42

54

66

81

97

CONCRETE SCHEDULE

CLASS

WATER REDUCING ADMIXTURE REQUIRED

NOTES:

1.

2.

3.

SEE DIVISION 3 CONCRETE SPECIFICATIONS FOR CONCRETE MIX PROPORTIONING AND SUBMITTAL REQUIREMENTS.

ANY CONCRETE NOT INDICATED IN THE SCHEDULE SHALL BE CLASS 4.

INCLUDE AN AIR ENTRAINING ADMIXTURE IN MIX DESIGNS FOR CONCRETE EXPOSED TO FREEZING AND THAWING DURING SERVICE AND FOR CONCRETE EXPOSED TO COLD WEATHER (AS DEFINED IN DIVISION 3 CONCRETE SPECIFICATION) DURING CONSTRUCTION BEFORE ATTAINING ITS REQUIRED 28 DAY COMPRESSIVE STRENGTH.

FOOTINGS, MATS

f'c AIR CONTENT USED FOR REMARKS

3 3000 PSI OPTIONAL

RETARDER REQUIRED NO HIGH RANGE WATER

REDUCER

DRILLED PIERS,AUGER CAST

PILES

4DP 4000 PSI OPTIONAL

HIGH RANGE WATER REDUCER REQUIRED

PILE AND PIER CAPS, PIERS, BASEMENT WALLS, SLABS, FLOOR FRAMING,

COLUMNS.MAT FOUNDATIONS

WHERE NOTED

4 4000 PSI OPTIONAL

MID RANGE WATER REDUCER REQUIRED,

CRUSHED STONE, SYNTHETIC FIBERS

REQUIRED

EXTERIOR SLABS ON GRADE INDICATED ON "S"

DRAWINGS. INCLUDES SLABS IN AREAWAYS.

4ESOG 4000 PSI 6% ± 1%

MID RANGE WATER REDUCER REQUIRED,

SYNTHETIC FIBERS REQUIRED

SLABS ON GRADE TO REMAIN EXPOSED

4EXPSOG 4000 PSI OPTIONAL

MID RANGE WATER REDUCER REQUIRED

INTERIOR SLABS ON GRADE

4SOG 4000 PSI OPTIONAL

PEA GRAVEL MIX REINFORCE WITH

6x6/W2.9xW2.9 WELDED WIRE FABRIC

STAIR TREADS, LANDINGS AND THIN

TOPPINGS

4PG 4000 PSI OPTIONAL

TENSION LAP SPLICE TABLES; 60 ksi;NORMAL WEIGHT; 3/4" CLEAR COVER

f'cBAR SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

NOTES:

1.

2.

3.


ALL TYPE II CONDITIONS (LESS THAN 12" OF CONCRETE BELOW REINFORCEMENT).

NO EPOXY COATING.

13

22

32

43

69

86

104

125

146

12

19

28

37

60

74

90

108

127

12

17

25

34

54

67

81

97

114

12

16

23

31

49

61

74

88

104

12

14

21

28

46

56

68

82

96

3000 4000 5000 6000 7000

f'c f'c f'c f'c

FORMED CONCRETE SURFACE FINISH TABLE

TEXTURECLASS

CONC.SURFACE

CAT.

NOTES:

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

TABLE IS BASED ON ACI 347.3 GUIDE TO FORMED CONCRETE, TABLES 3.1a THROUGH 3.1d.

CLASS A, B, C AND D FINISHES ARE DEFINED FURTHER BY ACI-117 4.8.3.

CSC1: CONCEALED OR NOT EXPOSED TO PUBLIC VIEW (MECHANICAL AND ELECTRICAL ROOMS).

CSC2: EXPOSED TO PUBLIC VIEW (FIRE EXITS AND STAIRWELLS).

CSC3: DESIGNATED ARCHITECTURALLY EXPOSED CONCRETE.

CSC4: DESIGNATED MONUMENTAL ARCHITECTURALLY EXPOSED FEATURE.

TEXTURE CLASSIFICATIONS (ACI 347.3, TABLE 3.1b)T1: GAPS < 3/4", MORTAR LOSS < 1/2"T2: GAPS < 1/2", MORTAR LOSS < 3/8"T3: GAPS < 1/4", MORTAR LOSS < 1/4"T4: GROUT TIGHT, FORM IMPRINTS AND SEAMS ARE UNACCEPTABLE

SURFACE VOID RATIO CLASSIFICATIONS (ACI 347.3, TABLE 3.1d - BUGHOLES)SVR1: 6.9 IN² PER 24" x 24" AREA, DMAX = 3/4"SVR2: 5.8 IN² PER 24" x 24" AREA, DMAX = 5/8"SVR3: 3.5 IN² PER 24" x 24" AREA, DMAX = 3/8"SVR4: 1.7 IN² PER 24" x 24" AREA, DMAX = 1/4"

COLOR UNIFORMINTY CLASSIFICATIONS (ACI 347.3, TABLE 3.1b) THIS IS NOT ALL FORMWORK.

CU1: COLOR VARIATIONS ARE ACCEPTABLE.CU2: COLOR CONSISTENCY BETWEEN ADJACENT PLACEMENTS SHALL BE

MOSTLY UNIFORM. USE SAME SOURCE AND MIX FOR ALL CONCRETE. DIFFERENT TYPES OR TREATMENT OF FACING MATERIAL IS UNACCEPTABLE.

CU3: DISCOLORATIONS CAUSED BY CONCRETE SOURCE MATERIAL ARE UNACCEPTABLE. DIFFERENT TYPES OR TREATMENTS OF FACING MATERIAL IS UNACCEPTABLE. INCONSISTENT TREATMENT OF CONCRETE SURFACES IS UNACCEPTABLE. RUST AND DIRT STAINS AND VISIBLE POURING LAYERS ARE UNACCEPTABLE.

SURFACE IRREGULARITIES (ACI 347.3 AND ACI 117)SI1: CLASS D, MAX FORMWORK DEFLECTION L/240SI2: CLASS C, MAX FORMWORK DEFLECTION L/360SI3: CLASS B, MAX FORMWORK DEFLECTION L/360SI4: CLASS A, MAX FORMWORK DEFLECTION L/400

CONSTRUCTION AND FACING JOINT CLASSIFICATIONSCJ1: CLASS DCJ2: CLASS C, USE CHAMFERS OR REVEALS AT CONSTRUCTION JOINTSCJ3: CLASS B, USE CHAMFERS OR REVEALS AT CONSTRUCTION JOINTS,

SEE DRAWINGS FOR CONSTRUCTION JOINT LOCATIONSCJ4: CLASS A, USE CHAMFERS OR REVEALS AT CONSTRUCTION JOINTS, SEE

DRAWINGS FOR CONSTRUCTION JOINT LOCATIONS

FORM FACING CATEGORIES (ACI 347.3, TABLE 3.1c)FC1: PLUG HOLES OR DISC COVERS AT HOLES GREATER THAN 3/16"FC2: PATCH, SAND OR SEAL HOLES WITH CONCRETE AT HOLES GREATER

THAN 3/16" TO MATCH ADJACENT FORM SURFACE. VIBRATOR BURNS ARE UNACCEPTABLE. PATCH, SAND OR SEAL SCRATCHES AND DENTS TO MATCH ADJACENT FORM SURFACE. HARDENED CONCRETE ON TEH FRONT FACE IS UNACCEPTABLE.

FC3 SAME AS FC2 EXCEPT: VISIBLE FILLING OF HOLES GREATER THAN 3/16" IS UNACCEPTABLE. PATCH, SAND OR FILL HOLES LESS THAN 3/16" TO MATCH ADJACENT FORM SURFACE. SCRATCHES AND DENTS ARE UNACCEPTABLE. CEMENT RESIDUE SHALL NOT AFFECT THE FINISHED CONCRETE SURFACE.

SURFACE VOID RATIO CLASS

COLOR UNIFORMITY

CLASS

SURFACE IRREG. CLASS

CONST. AND

FACING JOINT CLASS

FORM FACING

CAT.

ABSORB. FORM FACE

NON-ABSORB. FORM FACE

ABSORB. FORM FACE

NON-ABSORB. FORM FACE

CSC1 T1 SVR1 SVR1 CU1 CU1 SI1 CJ1 FC1




6" CMUBAR SIZE 1 BAR1 BAR

#3

#4

#5

#6

#7

NOTES:

1.

2.

3.

4.

5.


LAP SPLICES ARE APPLICABLE TO BOTH VERTICAL AND HORIZONTAL BARS.

NUMBER OF BARS LISTED IN TABLE INDICATES THE NUMBER OF BARS IN ONE CELL FOR VERTICAL REINFORCEMENT AND THE NUMBER OF BARS IN ONE COURSE FOR HORIZONTAL REINFORCEMENT.

FOR 2 BAR CONDITIONS:8" CMU 2" MIN. CLEAR TO CMU FACE WITH 2" CLEAR SPACING BETWEEN BARS10" CMU 2" MIN. CLEAR TO CMU FACE WITH 2" CLEAR SPACING BETWEEN BARS12" CMU 2 1/2" MIN. CLEAR TO CMU FACE WITH 4" CLEAR SPACING BETWEEN BARS

8" CMU

2 BARS

8" CMU

1 BAR

10" CMU

2 BARS

10" CMU

1 BAR

12" CMU

2 BARS

12" CMU

SINGLE BAR DOUBLE BAR

27

36

45

61

83

27

36

45

54

63

27

36

45

74

100

27

36

45

54

63

27

36

45

62

84

27

36

45

54

63

27

36

45

62

84

TENSION LAP SPLICE CMU CONSTRUCTION f'm = 2000 PSI

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DESIGNINFORMATION

CO

NV

EN

TIO

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EN

TE

R

R

C

TRASH BIN

25" TALL

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1 2

G

F

E

D

C

B

3 4 5 6 7 8 9 108.5

G.5

7.8

A

B.1

K

1110.2

3'-0"

3'-0

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4'-0"4'-0"

4'-0"

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3'-0

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3'-0

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8

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9 10

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10'-0"

10

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4'-0

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4'-0

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3'-0"

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3'-0"

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20FT 210FT 2 100FT2

ZONE 1

PATTERN

ZONE 2

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17

29

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17

26

33

17

20

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LOAD TABLE

NON-FACTORED UPLIFT WIND PRESSURE ON ROOF

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DIAGRAMS

CO

NV

EN

TIO

N C

EN

TE

R

SCALE: 1" = 20'-0"1

LOW ROOF/SECOND LEVEL - ROOF WIND UPLIFT DIAGRAMSCALE: 1" = 20'-0"

2ROOF FRAMING - ROOF WIND UPLIFT DIAGRAM

R

R

OR 14' ON 12" WIDETROUGH

16' ON 5-3/4" WIDETROUGH

TROUGH LENGTH NOT TOEXCEED

TROUGH CAN BEROTATEDON 15°INCREMENTSMSSLD CONTROL CANBEMOUNTED ON EITHERSIDE

C

H

D

DISHFLOW

21x48

21x48

21x48

21x48

21x48

21x48

21x48

21x48

21x48

21x48

21x48

21x48

21x48

21x48

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21

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21x4821x48 21x4821x48

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21x48

21x48

22x48

22x48

21x48

21x48

21x48

21x48

22x4822x48

DC C

& WORKING SPACE MUSTSUFFICIENT ACCESS

CONTACT MFR. FOR DETAILS

BE PROVIDED & MAINTAINED

TO PERMIT SERVICE &

18" RECOMMENDED,MAINTENANCE.

DC C



BE PROVIDED & MAINTAINED

TO PERMIT SERVICE &


DC C



BE PROVIDED & MAINTAINEDTO PERMIT SERVICE &


DC C



BE PROVIDED & MAINTAINEDTO PERMIT SERVICE &


G G

21x48 21x48

21x48 21x4821x48

D

D

C

TR

ASH

BIN

25

" T

ALL

C

21x48 21x48 21x48 21x48

21x48 21x48 21x48 21x48 21x48

21

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TRASH BIN

25" TALL

TRASH BIN

25" TALL

C

TR

ASH

BIN

25

" T

ALL

C

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1

2

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C

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7

8

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9 10

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G.5

7.8

A

7.97.1

1

S304

2

S304 8

S304

8

S304

2

S305

3

S304

1

S304

PC2 PC2 PC2 PC2 PC2 PC2 PC2

PC2PC2

PC2PC2

PC2A PC2

PC2

PC2PC2

PC2

PC2

PC2

PC2

PC2PC2

PC2

PC2

PC2PC2PC2PC2PC2PC2PC2

PC2

PC2

PC2

PC2

PC2PC2A

PC2A

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2

PC2A

W14x120 W14x120 W14x120 W14x120

W12x65

BPH

W12x65

BPH

W12x65

BPH

W12x87

BPH

W12x65

BPE

W12x65

BPH

W12x87

BPH

W12x87

BPH

HSS14x0.375 * HSS14x0.375 *

HSS14x0.375 *

HSS14x0.375 *

40'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 19'-6" 5'-6" 18'-8" 16'-4" 5'-0" 3'-8" 21'-10"

230'-0"

16

0'-1 1

/4"

14

'-9

"1

5'-0

"9

'-6

"1

0'-6

"2

5'-0

"2

5'-0

"2

5'-0

"2

5'-0

"1

8'-8

3/4

"1

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/4"

5'-1 1

/4"

5

S304

4

S304

5

S304

HSS6x0.250

BPF

6

S304

6

S304

6

S304

6

S304

6

S304

6

S304

B.1

3 3

/4"

8.6

1'-5 1/4" 22'-1 1/2"

1'-5 1/4"

20'-0" 20'-0"

11

S304

TPC -2'-6" TPC -3'-0"

TPC -4'-0"

TPC -4'-0"

TPC -4'-0"

TPC -3'-0"

TPC -2'-6"

10

S304

2'-0"

SIM

3

S304

9

S304

12

S304

K

11

SIM

1.4

14'-0"

TPC -2'-6" TPC -2'-6" TPC -2'-6" TPC -2'-6"

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

W12x45

/ BPB W12x40

BPA

W12x40

BPA

W12x40

BPA

W12x40

BPA

W12x40

BPA

W12x40

BPA

TPC -2'-6"

W12x45

BPB

W12x45

BPB

W12x45

BPB

W12x45

BPB

W12x65

BPB

W10x33

BPD

W10x33

BPC

W10x33

BPC

W10x33

BPC

W10x33

BPC

13

S304

TYP ATCOLUMNS

13

S304

TYP ATCOLUMNS

14

S304

15

S304

HSS10x0.375 *

HSS10x0.375 *

16

S304

16

S304

4'-5 1

/4" 8" 8 5/8"HSS6x6x1/4

BPZ

HSS6x6x1/4

BPZ

10

'-4

1/4

"

10" 7"

HSS6x6x1/4

BPZ

HSS6x6x1/4

BPZ

W12x53

BPH

W12x53

BPH

W12x53

BPH

W12x53

BPB

W12x65

BPE

10.2

PC2

HSS8.625x0.250**

BPG

HSS8.625x0.250**

BPG

HSS8.625x0.250**

BPG

HSS8.625x0.250**

BPG

HSS8.625x0.250**

BPG

F4

F4

P1P1

P1 P1

P1

4'-0" x 4'-0" x 1'-0"(4) - #5 EACH WAYAT BOTTOM OFFOOTING

PIER P1 - 1'-10" x 1'-10"W/ (8) - #6 VERTICAL(3) - #4 TIES AT 2" THEN12" O.C.

CJ

5

S305

5

S305

5

S305

TYP

H.7 4'-6 7

/8"

10

'-5

1/8

"

THICKENED SLABUSE 12/S330 FOR WIDTHOF STAIR AT INTERMEDIATELANDING POSTS - COORDINATEWITH STAIR SUPPLIER

SEE12/S330 FOR WIDTHOF STAIR AT BASE OF STAIR

W12x72

BPK

W12x72

BPE

W12x72

BPK

W12x72

BPE

W12x87

BPH

W12x65

BPH

W12x65

BPE

W12x65

BPH

W12x65

BPH

W12x53

BPB

W12x65

BPB

15'-0"

1'-0"

3'-9

15

/16

"

1

S305

1

S305

1

S305

SIM

1

S304

1'-11

"

16'-0"

TOP OF PILE STRAP= -2'-9"

TOP OF PILE STRAP = -3'-6"



SEE NOTE 33

SEE NOTE 33SEE NOTE 33SEE NOTE 33

SEE NOTE 33

1

S304

1

S304

SIM

SIM

SEE 7/S305 AND5/304 FOR ENTRYVESTIBULE FOUNDATION

8

S305

2'-5

"

8'-6

"

PC2

TPC -2'-0" TPC -2'-0" TPC -2'-0" TPC -2'-0" TPC -2'-0" TPC -2'-0"

TPC -2'-0"

TPC -2'-0"

TPC -2'-0"

TPC -2'-0"TPC -2'-0"TPC -2'-0"TPC -2'-0"TPC -2'-0"TPC -2'-0"

TPC -2'-0"

TPC -2'-0"

TPC -2'-0"

SEE 13/S330 AND 14S330 FORSLAB DETAILS FOR RADIANTHEAT TUBING - SEE ARCHITECTURALAND MEP DRAWINGS FOR EXTENTOF TUBING

USE 9/S305TO GRID F

SLAB DEPRESSION. VERIFY SIZE AND DEPTH WITH KITCHEN

EQUIPMENT SUPPLER

FOUNDATION PLANS / SLAB ON GRADE PLANS

1. PROJECT ELEVATION 100’-0’ = USGS XXX.XX.

2. TOP OF SLAB ON GRADE = XXX UNO.

3. SLAB ON GRADE CONSTRUCTION: 5” THICK SLAB ON GRADE WITH SYNTHETIC FIBER REINFORCEMENT UNLESS NOTED. SEE DRAWING S330 FOR TYPICAL SLAB ON GRADE DETAILS.

4. SEE DRAWING SXXX FOR OVERALL GRID GEOMETRY LAYOUT.

5. SEE DRAWING S300 FOR TYPICAL FOUNDATION DETAILS.

6. SEE DRAWING S310 FOR TYPICAL PIER DETAILS.

7. SEE DRAWING S320 FOR TYPICAL WALL DETAILS.

8. SEE DRAWING S400 FOR TYPICAL CMU WALL DETAILS.

9. SEE DRAWING S500 FOR STRUCTURAL STEEL COLUMN BASE PLATE AND ANCHOR ROD DETAILS.

AUGER CAST PILE NOTES

10. INDICATES PILE CAP MARK. REFER TO DRAWING S30X FOR PILE CAP SCHEDULE AND TYPICAL DETAILS.

11. REFER TO S311 SERIES DRAWING, DESIGN INFORMATION FOR PILE DIAMETER, LENGTHS AND REQUIRED CAPACITIES.

12. “TPC” INDICATES TOP OF PILE CAP. TOP OF PILE CAP = -1'-6" UNO.

13. INDICATES TENSION PILES. SEE S300 SERIES FOR TENSION PILE TYPICAL DETAILS.

OTHER NOTES FOR FOUNDATIONS AND SLAB ON GRADE

14. “GBX” INDICATES GRADE BEAM MARK. GRADE BEAMS INDEPENDENTLY SPAN FROM SUPPORT TO SUPPORT AND REQUIRE NO BEARING CAPACITY.

15. INDICATES SLEEVE THROUGH WALL.

16. INDICATES PIER MARK. SEE DRAWING S310 FOR TYPICAL DETAILS.

17. “TP” INDICATES TOP OF PIER. TOP OF PIER = XXX UNO.

18. “LE” INDICATES LEDGE ELEVATION

19. “CJ” INDICATES CONTROL JOINT. SEE DRAWING S330 FOR TYPICAL DETAIL

20. “TS” INDICATES TOP OF SLAB

21. “EPX” INDICATES EMBEDDED PLATE MARK. SEE DRAWING S500 FOR DETAILS

22. INDICATES RECESS IN SLAB. SEE DRAWING S330 FOR TYPICAL DETAIL

23. INDICATES CURB OR ELEVATED PAD

24. DRAIN SYMBOL INDICATES FLOOR DRAIN. SEE DRAWING S330 FOR TYPICAL DETAIL

25. INDICATES STRUCTURAL STEEL COLUMN SIZE, ANCHOR ROD DETAIL AND BASE PLATE DETAIL.

26. SEE STRUCTURAL STEEL COLUMN SCHEDULE FOR COLUMNS SIZES, ANCHOR ROD AND BASE PLATE DETAILS.

27. SEE ARCHITECTURAL DRAWINGS FOR LAYOUT OF NONSTRUCTURAL CMU AND METAL STUD PARTITION WALLS.

28. SEE ARCHITECTURAL DRAWINGS FOR DOOR OPENING LOCATIONSAND ADDITIONAL FOUNDATION WALL DIMENSIONS.

29. COLUMN SIZE SHALL BE W12x65 W/ BASE PLATE E UNLESS NOTEDOTHERWISE.

30. COORDINATE SLAB ON GRADE CONTROL JOINT LOCATIONS BETWEENGRIDS 7 AND 8 AND NORTH OF G.5 WITH ARCHITECTURAL FINISH PLANW/ JOINTS IN TERRAZZO.

31. * ADJACENT TO COLUMN SIZE INDICATES ARCHITECTURALLYEXPOSED STRUCTURAL STEEL COLUMNS (AESS) CATEGORY 3 -SEE SPECIFICATION SECTION 051200 AND TABLE ON DRAWINGS001A.

32. ** INDICATES COLUMNS TO BE GALVANIZED.

33. SEE SECTION 6/305 FOR TYPICAL COLUMN WRAP DETAIL. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS.

PCX

"PX"

W12x53

BPX

PILE KEY

GRAVITY LOAD ONLY PILE

GRAVITY LOAD AND TENSIONAND SHEAR

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CO

NV

EN

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N C

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SCALE: 3/32" = 1'-0"

FOUNDATION AND SLAB ON GRADE PLAN

NO

RT

H

R

C

TRASH BIN

25" TALL

J

H

1

1

2

G

F

E

D

C

B

3 4 5 6 7 8 9 108.5

G.5

7.8

A

BR

AC

ING

ELE

VA

TIO

N 1

0/S

540

BR

AC

ING

ELE

VA

TIO

N 5

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BR

AC

ING

ELE

VA

TIO

N 2

/S540

BR

AC

ING

ELE

VA

TIO

N 2

/S540

BR

AC

ING

ELE

VA

TIO

N 7

/S540

BRACING ELEVATION 4/S540 BRACING

ELEVATION 3/S540

BRACING ELEVATION 9/S540




7.97.1

W10x22

W18x40 W14x22 W14x22

W14x22

W14x22

W18x40

W18x35

W18x35

W18x35

W18x35

W18x40

W16x26 (TB 18'-1")

W14x22 (TB 18'-6")W16x26 (TB 18'-6")

W10x22

W14x22 (TB 18'-6") W14x22 (TB 18'-6") W14x22 (TB 18'-6") W14x22 (TB 18'-6")

W16x26 (TB 18'-1")W16x26 (TB 18'-1") W16x26 (TB 18'-1") W16x26 (TB 18'-1")

W18x40

W16x26 (TB 13'-6 1/2")W21x62

W21x62 (TB 18'-1")

W10x22

W21x44

W21x44

W21x44

16K

SP

5

16K

SP

6

16K

SP

3

16K

SP

3

16K

SP

1

16K

SP

1

16K

SP

1

16K

SP

1

16K

SP

3

16K

SP

3

16K

SP

3

16K

SP

3

16K

SP

1

16K

SP

1

16K

SP

1

16K

SP

1

16K

SP

2

16K

SP

2

16K

SP

2

14K

1

14K

1

14K

1

W18x35

W24x55

W24x55

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

W18x35

14K

1

14K

1

14K

1

16K

SP

2

16K

SP

2

16K

SP

2

W10x22

16K

SP

1

16K

SP

1

16K

SP

1

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SP

1

W10x22

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SP

1

16K

SP

1

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SP

1

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SP

1

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SP

1

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SP

1

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SP

1

W10x22

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SP

1

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SP

1

16K

SP

1

W10x22

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SP

1

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SP

1

16K

SP

1

16K

SP

4

W10x22

40'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 19'-6" 5'-6" 18'-8" 16'-4" 5'-0" 3'-8" 21'-10"

230'-0"

5 E

QU

AL S

PA

CE

S5

EQ

UA

L S

PA

CE

S5

EQ

UA

L S

PA

CE

S5

EQ

UA

L S

PA

CE

S

7 EQUAL SPACES 5 EQUAL SPACES 5 EQUAL SPACES

(TB 13'-1 1/2") (TB 13'-1 1/2")

(TB

13'-4")

(TB 13'-1 1/2")(TB 13'-1 1/2")

(TB 13'-1 1/2")

13'-11 1/2"

(TB

19'-1 1

/2")

(TB

18'-3 1

/2")

16

0'-1 1

/4"

14

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"1

5'-0

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'-6

"1

0'-6

"2

5'-0

"2

5'-0

"2

5'-0

"2

5'-0

"1

8'-8

3/4

"

1'-3 1

/4"

5'-1 1

/4"

W14x26 (

18)

(HIG

H)

25k

38k

W14x22 (12,5)

W14x26 (12)

W14x22 (

12)

25k25k

27k18k

21k

21k

A

B

A

A

W14x22 (

13)

W14x22 (

13)

W16x36

10k

10k

10k

10k

W14x22 (

13)

W14x22 (

13)

W16x36

B

W21x44 (

36)

W21x44 (

14)

W21x44 (

14)

W21x44 (

30)

W21x44 (

14)

W21x44 (

18)

49k

59k

36k

36k

57k

48k

36k

36k

42k

42k

36k

36k

W27x84 (

21)

W14x26 (12)

W14x26 (12) W12x19 (10)

W12x19 (10)

W18x35 (

18)

W18x40 (

20)

W18x40 (14,8) 51k22k

18k18k

18k18k

14k 14k

14k 14k

25k

25k

38k

38k

42k

39k

W14x22 (10)

W14x22 (10)

W21x44 (38) C=3/4"

W8x10 (9)14k14k

20k20k

24k

24k

B

B

18'-8 1/2"

18'-3 1/2"

W18x35

W18x35

W18x35

W21x44

W8x18

W8x184'-5 1/4"

HSS5x5x5/16TYP

4'-5" 5'-7"

3 EQUAL SPACES = 15'-0" 3 EQUAL SPACES = 15'-0"

5'-7" 4'-5"

4'-5 1

/4"

4'-5 1

/4"

W8x18

HSS5x5x5/16

5'-1 3/8" 1'-2 5/8" 1'-2 5/8"5'-1 3/8"

1

S521

1

S521

W16x26 (TB 13'-6 1/2")

4

S521TYP

3

S521

3

S521

6

S521

8 1

/4"

2

S521

5

S521

4

S521TYP

8 1/4"

5 EQUAL SPACES

5" 6'-5" 1'-1"

8 1

/4"

6'-5"

W12x26

W12x26 (12)

.

W16x26

0"

TB 11'-4"W8x10

TB 11'-4"

TB 11'-4"

7

S521

W12x14 (6)

B.1

1'-5 1/4"

5"

4'-5

"4

'-5

"5

"

2'-0 1/2"

1'-5

"

7 3/4"

7 3

/4"

7 3/4"

1'-1 3

/4"

1'-1

"

1'-0 5/8"

B

11 1/4"

10'-8 3/4"4"

4"1'-6"

4"

9 1/2"

2'-0

"

4 E

QU

AL S

PA

CE

S4

EQ

UA

L S

PA

CE

S4

EQ

UA

L S

PA

CE

S

W14x26 (12)

W14x26 (12)

W14x26 (12)40k

18k18k

18k18k

W10x33

W14x38

W14x38

W10x33

10k

10k

10k

10k

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30) C=3/4"

W18x35 (30)

24k24k

24k24k

24k24k

24k24k

24k24k

24k24k

24k24k

24k24k

24k24k

24k24k

24k24k

24k24k

18k18k

W21x44

W12x14 (9)

W14x22 (

13)

W14x22 (

13)

10k

10k

10k

10k

HSS16x8x5/16

W18x35 (

20)

35k

35k

W14x22 (10) 11k11k W14x22 (10)

W14x22 (10)

W14x22 (10)

HSS16x8x5/16

14k14k

14k

14k

14k14k

W16x31

4 EQ SPACES = 19'-6"

#2300 RTU

#5000 RTU

#3000 RTU

#5000 RTU

#1100 RTU

8.6H

SS

16x8x5/1

6

1

S511

9 1

/4"

2

S511

1'-4"

3"

HSS10x6x3/8 (LSH) HSS10x6x3/8 (LSH)

(TB 15'-3 7/8") (TB 15'-3 7/8")

3

S511

4

S511

HIGH

4

S511SIM-HIGH

5

S511

5

S511

(TB

15'-3 7

/8")

HS

S10x6x1/2

(LS

H)

5

S511

6

S511

1'-5

"8

S523

6

S511

K

11

W12x26

W12x26

W12x26

W10x22

W10x22

W10x22

W12x30

W10x22

W10x22

W10x22

W10x22W10x22

W10x22

W10x22

W10x22

3 E

QU

AL S

PA

CE

S

A

W8x18 TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

TB 12'-0"

2'-0

" TB

12'-0"

TB

12'-0"

TB

12'-0"

TB 12'-0" TB 12'-0"

6"

6"6"

4" EXPANSION JOINT

1

S521

SIM

W18x35

W21x44 W21x44

TR

US

S T

1 B

OT

TO

M C

HO

RD

(S

EE

1/S

550)

TR

US

S T

1 B

OT

TO

M C

HO

RD

(S

EE

1/S

550)

TR

US

S T

1 B

OT

TO

M C

HO

RD

(S

EE

1/S

550)

TR

US

S T

1 B

OT

TO

M C

HO

RD

(S

EE

1/S

550)

1.4

14'-0"

W10x30 (TB 16'-3 1/2") W10x30 (TB 16'-3 1/2")W10x30 (TB 16'-3 1/2")W10x30 (TB 16'-3 1/2")W10x30 (TB 16'-3 1/2")W10x30 (TB 16'-3 1/2")W10x22 (TB 16'-3 1/2")

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

5'-9 1

/2"

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

7

S511

7

S511

7

S511

7

S511

W16x31 (12)

W16x31 (12)

W14x43 (TB 23'-0 1/2") W14x43 (TB 23'-0 1/2") W14x43 (TB 23'-0 1/2") W14x43 (TB 23'-0 1/2") W14x43 (TB 23'-0 1/2")


W14x43 (TB 23'-0 1/2")W14x43 (TB 23'-0 1/2")W14x43 (TB 23'-0 1/2")W14x43 (TB 23'-0 1/2")W14x43 (TB 23'-0 1/2")

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE

(2) - L 6x6x5/16 X-BRACE


W14x43 (TB 23'-0 1/2")

W14x43(TB 23'-0 1/2")

W14x43 (TB 23'-0 1/2")

HSS5x5x5/16

W8x18W8x18W8x18

W14x43 (TB 23'-0 1/2")

(2) - L 6x6x5/16 X-BRACE

A

4 1

/4"

1'-0

"

W10x33

W10x33

W10x33

W10x33

W10x33

W10x33

W10x33

6

S522

5

S522

TYP AT COLUMN

2'-5

"

. 0"

W12x26(TB 22'-10 1/2")

W14x43(TB 23'-0 1/2")

W12x26(TB 22'-10 1/2")

2'-5

"2'-5"

W12x26(TB 22'-10 1/2")

7

S522

7

S522

9

S522

9

S511

9

S511

SIM

14

S511LOW

4

S511SIM-HIGH

13

S511

LOW - TYPAT COLUMNS

12

S511LOW

11

S511

W21x44 (

8)

W14x22 (12)

3

S523

W12x26TB 11'-4"

W12x45

W10x39

2

S512

1

S512

15

S511

2

S503HIGH - TYP

9 3

/4"

W14x26 (12)25k

15'-0"

15k

W14x22 (4)

W14x22 (4)W14x26 (6)

10.2

W10x12 TB 12'-0"

6

S523

W12x26

TB

12'-0"

SIM

W10x12 TB 12'-0"

6

S523

6

S523

H.7

10

'-5

1/8

"

W14x22W14x22

W14x22

A = 16K

A = 16K

A = 16K

A = 16K

A = 16KW16x31

A B

B

B

B

#400 EXHAUSTFAN

#400 EXHAUSTFAN

(TB

19'-1 1

/2")

(TB

19'-1 1

/2")

(TB

19'-1 1

/2")

(TB

18'-3 1

/2")

(TB

18'-3 1

/2")

EQUIPMENT RAILS FOR COOLER/FREEZER UNITS -COORDINATE W/ MEP ANDKITCHEN SUPPLIER DRAWINGS

8

S523

3 5/8"

W14x22 (

13)

12k

12k

W8x10 (

4)

10

'-11

"

W18x35

1

S521

W18x35

5

S512

4

S512

3

S512

28k

HSS12x10x1/2 (LSV)(TB 8'-7 3/4")

8

S511LOW

W10x33

W14x22 (TB 18'-6")

HSS12x8x5/16(TB 16'-5 1/4")

0"

TY

P

HSS12x8x5/16(TB 16'-5 1/4")

8 1

/4"

HSS12x8x5/16(TB 16'-5 1/4")

LOW

2'-5

"8

'-6

"

12

S523

W16x26 (

12)

STRUCTURAL STEEL FLOOR FRAMING


2. TOP OF FLOOR ELEVATION = 15'-5" UNO.TOP OF STEEL ELEVATION = 14'-9 1/2" UNO.

3. SEE S000 SERIES DRAWINGS FOR GENERAL NOTES, DESIGN CRITERIA, AND FLOOR LOAD CAPACITIES.

4. SEE DRAWING S335 FOR TYPICAL COMPOSITE SLAB REINFORCING DETAILS.


6. SEE DRAWING S500 FOR TYPICAL STRUCTURAL STEEL ANCHOR AND BASE PLATE DETAILS.

7. SEE S500 SERIES DRAWINGS FOR TYPICAL STRUCTURAL STEEL CONNECTION DETAILS.

8. SEE DRAWING S510 FOR TYPICAL STRUCTURAL STEEL FLOOR FRAMING DETAILS.

9. SEE DRAWING S520 FOR TYPICAL STRUCTURAL STEEL ROOF.

10. SEE S530 SERIES DRAWINGS FOR BRACING ELEVATIONS AND S540 SERIES FOR TYPICAL BRACING CONNECTION DETAILS.

11. SEE S550 SERIES DRAWINGS FOR TRUSS ELEVATIONS AND S560 SERIES DRAWINGS FOR TRUSS CONNECTION DETAILS.

12. “TB” INDICATES TOP OF BEAM ELEVATION. TOP OF BEAM.

13. INDICATES OPENING IN SLAB. COORDINATE DIMENSIONS WITH MEP CONTRACTOR AND PROVIDE ADDITIONAL SLAB REINFORCING AROUND OPENING IN ACCORDANCE WITH GENERAL NOTES AND TYPICAL DETAILS. SEE DRAWING S510 FOR TYPICAL FRAMING DETAIL.

14. SEE MEP AND ARCHITECTURAL DRAWINGS FOR FLOOR DRAIN LOCATIONS AND RECESS REQUIREMENTS. SEE DRAWING S350 FOR TYPICAL DETAIL. SEE DRAWING S510 FOR FRAMING AROUND OPENING.

15. “EPX” INDICATES EMBEDDED PLATE MARK. SEE DRAWING S500/S360 FOR DETAILS.

16. (X) INDICATES NUMBER OF HEADED STUD SHEAR CONNECTORS ON BEAM. SEE DRAWING S510 FOR LAYOUT DETAILS.

17. VERTICAL SHEAR REACTIONS (XXK) ARE INDICATED AT THE ENDS OF SOME BEAMS. SEE STRUCTURAL STEEL GENERAL NOTES FOR CONNECTION DESIGN REQUIREMENTS.

18. “A=XXK” INDICATES AXIAL FORCE AT CONNECTION. DESIGN CONNECTION FOR COMBINES SHEAR AND AXIAL LOADS. AXIAL LOADS CAN BE APPLIED IN BOTH TENSION AND COMPRESSION.

19. INDICATES BEAM TO COLUMN MOMENT CONNECTION. SEE S500 SERIES DRAWINGS FOR CONNECTION DETAIL.

20. INDICATES DIAGONAL KICKERS OR BRACING BELOW.

A

B

20 GAGE WIDE RIB ROOF DECK

4 1/2" NORMAL WEIGHT CONCRETE OVER 3", 20 GAGEDECK; TOTAL SLAB THICKNESS 7 1/2" W/ 6x6 W1.4xW1.4 WWF

C 2" NORMAL WEIGHT CONCRETE OVER 2", 20 GAGECOMPOSITE METAL DECK; TOTAL SLAB THICKNESS 4"W/ 6x6 W2.1xW2.1 WWF

21. VERIFY MECHANICAL UNIT SIZE, WEIGHT AND LOCATION AND MECHANICAL UNIT OPENING SIZE AND LOCATION WITH MEP DRAWINGS AND MECHANICAL EQUIPMENT SUPPLIER.

D 18 GAGE, 1 1/2" WIDE RIB ROOF DECK (7 SIDE LAP FASTENERSPER SPAN - BETWEEN GRIDS 8 AND 9 AND G AND C).

22. JOIST SUPPLIER REFERENCE DRAWING S010 FOR ROOF UPLIFTLOADING.

23. W10x22 BEAMS DESIGNED TO SUPPORT 5800 LB ELEVATORHOISTING LOAD. COORDINATE LOCATION WITH ELEVATORSUPPLIER.

ROOF TOP UNIT LOADS

MARKUNFACTORED ROOF TOP

UNIT LOAD (NOTE 1)

A 900 LBS

B 450 LBS

NOTE 1:JOIST SUPPLIER DESIGN JOIST FOR LOADSSHOWN PLUS THE CONCENTRATED ROOFTOP UNIT LOAD SHOWN.

1 2

G

F

E

D

C

40'-0"

25

'-0

"2

5'-0

"2

5'-0

"2

5'-0

"

23'-6" 16'-6"

HSS8x8x3/8 (TB 36'-9") HSS8x8x3/8 (TB 36'-9")

HS

S8x8x3/8

(T

B 3

6'-9")

HS

S8x8x3/8

(T

B 3

6'-9")

HS

S8x8x3/8

(T

B 3

6'-9")

HS

S8x8x3/8

(T

B 3

6'-9")

HSS8x8x3/8 (TB 36'-9") HSS8x8x3/8 (TB 36'-9")

9'-0"

10

'-0

"1

0'-0

"

HSS8x8x3/8 (TB 23'-0")HSS10x10x5/16 (TB 23'-2")

HS

S10x10x5/1

6 (

TB

23'-2")

HS

S8x8x3/8

(T

B 2

3'-0")

HS

S8x8x3/8

(T

B 2

3'-0")

HS

S10x10x5/1

6 (

TB

23'-2")

HSS10x10x5/16 (TB 22'-2") HSS10x10x5/16 (TB 22'-2")

7

S523

.0"

NOTE:ALL SCREENWALL STEEL POSTS, BRACINGAND HORIZONTAL BEAMS ARE GALVANIZED

9

S523LOW

10

S523HIGHTYP

11

S523

LOWSIM

11

S523

LOWSIM

11

S523

HIGH ANDLOW TYP

10

S523

HIGHTYP

9

S523LOW

DRAWING TITLE:

CERTIFIED BY:

DRAWING NUMBER

PROJECT NUMBER

REVISIONS:

SCOPE DRAWINGS:

PR

OJE

CT

:




-

TE

RR

E H

AU

TE

TE

RR

E H

AU

TE

, IN

DIA

NA

05/20/19 MLM RJS

18060

S102

LOWROOF/SECOND

LEVEL FRAMINGPLAN

CO

NV

EN

TIO

N C

EN

TE

R

SCALE: 3/32" = 1'-0"

LOW ROOF/SECOND LEVEL FRAMING PLAN

NO

RT

H

SCALE: 3/32" = 1'-0"

SCREEN WALL FRAMING PLAN

NO

RT

H

J

H

2

G

F

E

D

C

B

3 4 5 6 7

7

8

8

9 10

10

8.5

G.5

7.8

A

BR

AC

ING

ELE

VA

TIO

N 5

/S540

BR

AC

ING

ELE

VA

TIO

N 2

/S540

BR

AC

ING

ELE

VA

TIO

N 2

/S540

BR

AC

ING

ELE

VA

TIO

N 7

/S540




BRACING ELEVATION 1/S540BRACING ELEVATION 1/S540 BRACING ELEVATION 1/S540

W14x22

W14x22

W14x22

W14x22

W12x14

W12x14

W12x14

W12x16

W12x22

W12x14

W12x14

W12x14

W12x16

W12x22 W12x22 W12x22

W12x14W12x14

W12x14 W12x14

W12x14W12x14 W12x14

W12x14

W12x14

W21x44

HS

S18x6x5/1

6

HS

S18x6x5/1

6H

SS

18x6x5/1

6

HS

S18x6x5/1

6

W12x22

W12x16W12x16

TR

US

S T

1 (S

EE

1/S

550)

TR

US

S T

1 (S

EE

1/S

550)

TR

US

S T

1 (S

EE

1/S

550)

TR

US

S T

1 (S

EE

1/S

550)

25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 19'-6" 5'-6" 18'-8" 16'-4" 5'-0"

190'-0"

16K5

16K5

16K5

16K4

16K4

16K4

16K4

16K4

16K4

16K5

16K5

16K5

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

6'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"6

'-3

"

7.97.1

W16x31

W16x31

W16x26

W16x26

W16x31

W16x31

W16x31

W16x31

24KSP3

24KSP3

24KSP3

24KSP3

24KSP3

W18x35

W18x35

W18x35 W16x31 (

LO

W)

16

0'-1 1

/4"

15

'-0

"9

'-6

"1

0'-6

"2

5'-0

"2

5'-0

"2

5'-0

"2

5'-0

"1

8'-8

3/4

"

1'-3 1

/4"

5'-1 1

/4"

4'-6 1

/2"

1'-5 1/4" 22'-1 1/2"

1'-5 1/4"

20'-0" 20'-0"

W12x19

W12x14

W14x22

W14x26

W14x26

16K5

16K5

18K5

W12x14

14K4

14K4

W12x14W12x14

W16x36W

14x22

W8x10

W14x30

W12x14

W12x14

18K5

18K5

18K5

W14x22

12K1

W12x14

W16x26

W16x26

W12x14

W12x14 (LOW) W12x14 (LOW)

W18x35

W16x31

W16x31

W16x31 W16x31 (

LO

W)

W12x53

W12x53

W12x14 W12x14W12x14

W12x16W12x14

W12x14

W12x22

W12x14

W12x16 (LOW)

W12x16W12x16

W12x14

W12x14

W12x16

W12x30 (HIGH)

W18x35 (LOW)

16K2

W14x22

W14x22

8K1

8K1

W8x10

W8x10

16K2

16K2

16K2

W14x22

W14x22

8K18K1

W8x10

W8x10

16K2

W12x14

W14x22

W14x22

8K18K1

W8x10

W8x10

16K2

16K2

16K2

W14x22

W14x22

W8x10

W8x108K1

16K2

8K1

W18x35 (

LO

W)

W16x26 (

LO

W)

W16x26 (

LO

W)

W18x35 (

LO

W)

W16x26 (

HIG

H)

W16x26 (

HIG

H)

W16x26 (

HIG

H)

W16x26 (

HIG

H)

W14x22 (LOW)

W12x14 (HIGH)

W16x31

HS

S20x8x5/1

6

W8x18(TB 20'-3 1/2")

(TB

21'-3 1

/2")

(TB

20'-3 1

/2")

W8x18(TB 20'-3 1/2")

W16x31 W16x31

HSS20x8x5/16HSS20x8x5/16

(TB 20'-3 1/2")

(TB 21'-3 1/2")

(TB 20'-3 1/2")

(TB 21'-3 1/2")

W8x18(TB 20'-3 1/2")

. .

.0"

0"

0"

6 3

/4"

EO

D

9" EOD

6 3

/4"

EO

D

W14x22 (LOW) (TB 30'-8")

B.1

ROOF HATCH(TB 31'-1")

DBE EL 31'-1"

DBE EL 30'-8"

DBE EL 30'-8"(LOW)

8 1/4"

1'-0 5

/8"

(TB 31'-5")

(TB 31'-5")

DBE EL 31'-5"

DBE EL 31'-5"

DBE EL 31'-5"

DBE EL 31'-5"

DBE EL 31'-5"

DBE EL 31'-5"

DBE EL 31'-5"DBE EL 30'-8" (LOW)DBE EL 34'-0 3/8" (HIGH)

16K2 DBE EL 30'-8" (LOW)DBE EL 34'-0 3/8" (HIGH)

DBE EL 30'-8" (LOW)DBE EL 34'-0 3/8" (HIGH)



DBE EL 34'-6 5/8"

DBE EL 34'-6 5/8"

DBE EL 34'-6 5/8"

DBE EL 34'-6 5/8"

DBE EL 34'-6 5/8"

17'-0"

D

C

D

AA

AA

DC

19'-0"

A

A

3'-10

1/4

"3

'-10

1/4

"

4'-9 1

/2"

4'-9 1

/2"

3'-10

1/4

"3

'-10

1/4

"3'-10

1/4

"

2'-1 1

/4"

4'-9 1

/2"

4'-9 1

/2"

5'-7 1

/4"

3'-10

1/4

"3

'-10

1/4

"

5'-7 1

/4"

4'-9 1

/2"

4'-9 1

/2"

2'-1 1

/4"

3'-10

1/4

"3

'-10

1/4

"3

'-10

1/4

"

4'-9 1

/2"

4'-9 1

/2"

3'-10

1/4

"3

'-10

1/4

"

4 S

PA

CE

S A

T 6

'-3"

=

25

'-0

"4

SP

AC

ES

AT

6'-3"

=

25

'-0

"4

SP

AC

ES

AT

6'-3"

=

25

'-0

"4

SP

AC

ES

AT

6'-3"

=

25

'-0

"

5'-0

"5

'-0

"5

'-0

"5

'-0

"4

'-6

"5

'-6

"5

'-0

"

8.6

2 1/4"

4 1

/4"

4 1/4"

5 1

/8"

5 3/8"

0"

8

S521

9

S521

8

S521

10

S521

11

S521

12

S521

13

S521

11

S521

12

S521

13

S521

11

S521

W12x14

W12x14

TB

32'-11 3

/4"

TB

32'-11 3

/4"

TB

31'-6 1

/4"

TB

31'-6 1

/4"

W12x19 (

HIG

H)

W12x14 (

HIG

H)

TB

32'-9"

TB

32'-9"

W12x22

W12x22

W12x22

W10x12

W12x14 (HIGH) W12x14 (HIGH) W12x14 (HIGH)

W12x22

W12x14 TYPW10x22

TB 32'-11 3/4"TB 32'-11 3/4"TB 32'-11 3/4"

TB 32'-9"TB 32'-9"TB 32'-9"

W10x12TB 32'-11 3/4"

TB 31'-0 1/4" TB 31'-0 1/4" TB 31'-0 1/4"

6"

6"

3'-11 1/2"

.0"

.0"

W12x22

W10x12TB 32'-11 3/4"

.

W8x10 (HIGH)TB 32'-9"

0"

W8x10

W8x10

#2700 RTU

#6300 RTU

W16x26


W8x10

W8x10

W8x10

W8x10

15

S521W8x10

15

S521

SIM

W8x10

16

S521

16

S521

16

S521

16

S521

1

S522

2

S522

1

S522SIM

W10x22

TB

32'-11 3

/4"

W12x14 (

HIG

H)

W14x22 (

LO

W)

W12x14

TB

32'-9"

.0"

.0"

9

S521

SIM

SKYLIGHTSEE PLAN

NOTE 1

SKYLIGHTSEE PLAN

NOTE 1

SKYLIGHTSEE PLAN

NOTE 1

SKYLIGHTSEE PLAN

NOTE 1

3

S522

SIM

3

S522

(TB 30'-8")

4

S522

3'-11

3/4

"

3'-11 3/4" 3'-11 3/4"

W14x22

2

S523

1

S5235'-4 1/2"

6"

8

S521

4

S523

DBE EL 31'-1"

(TB 31'-1")

W12x14

W12x14

4

S523

W12x14

4

S523

W12x14

4

S523

W12x14

6"

3'-11

1/2

"

1

S523

9"

2

S523

A=16K

A=16K

A=16K A=16K

A=16K

A=16K

A=16K

A=16K

1'-7"

8'-0"

W10x22(NOTE 23)

18K4

18K4

W14x22

W10x22

W14x22

W8x10

3'-2

"4

'-4

"4

'-4

"

3 E

Q S

PA

CE

S=

12

'-8

"

3'-2" 6'-11 1/2"

STRUCTURAL STEEL FLOOR FRAMING


2. TOP OF FLOOR ELEVATION = 15'-5" UNO.TOP OF STEEL ELEVATION = 14'-9 1/2" UNO.

3. SEE S000 SERIES DRAWINGS FOR GENERAL NOTES, DESIGN CRITERIA, AND FLOOR LOAD CAPACITIES.

4. SEE DRAWING S335 FOR TYPICAL COMPOSITE SLAB REINFORCING DETAILS.


6. SEE DRAWING S500 FOR TYPICAL STRUCTURAL STEEL ANCHOR AND BASE PLATE DETAILS.

7. SEE S500 SERIES DRAWINGS FOR TYPICAL STRUCTURAL STEEL CONNECTION DETAILS.

8. SEE DRAWING S510 FOR TYPICAL STRUCTURAL STEEL FLOOR FRAMING DETAILS.

9. SEE DRAWING S520 FOR TYPICAL STRUCTURAL STEEL ROOF.

10. SEE S530 SERIES DRAWINGS FOR BRACING ELEVATIONS AND S540 SERIES FOR TYPICAL BRACING CONNECTION DETAILS.

11. SEE S550 SERIES DRAWINGS FOR TRUSS ELEVATIONS AND S560 SERIES DRAWINGS FOR TRUSS CONNECTION DETAILS.

12. “TB” INDICATES TOP OF BEAM ELEVATION. TOP OF BEAM.

13. INDICATES OPENING IN SLAB. COORDINATE DIMENSIONS WITH MEP CONTRACTOR AND PROVIDE ADDITIONAL SLAB REINFORCING AROUND OPENING IN ACCORDANCE WITH GENERAL NOTES AND TYPICAL DETAILS. SEE DRAWING S510 FOR TYPICAL FRAMING DETAIL.

14. SEE MEP AND ARCHITECTURAL DRAWINGS FOR FLOOR DRAIN LOCATIONS AND RECESS REQUIREMENTS. SEE DRAWING S350 FOR TYPICAL DETAIL. SEE DRAWING S510 FOR FRAMING AROUND OPENING.

15. “EPX” INDICATES EMBEDDED PLATE MARK. SEE DRAWING S500/S360 FOR DETAILS.

16. (X) INDICATES NUMBER OF HEADED STUD SHEAR CONNECTORS ON BEAM. SEE DRAWING S510 FOR LAYOUT DETAILS.

17. VERTICAL SHEAR REACTIONS (XXK) ARE INDICATED AT THE ENDS OF SOME BEAMS. SEE STRUCTURAL STEEL GENERAL NOTES FOR CONNECTION DESIGN REQUIREMENTS.

18. “A=XXK” INDICATES AXIAL FORCE AT CONNECTION. DESIGN CONNECTION FOR COMBINES SHEAR AND AXIAL LOADS. AXIAL LOADS CAN BE APPLIED IN BOTH TENSION AND COMPRESSION.

19. INDICATES BEAM TO COLUMN MOMENT CONNECTION. SEE S500 SERIES DRAWINGS FOR CONNECTION DETAIL.

20. INDICATES DIAGONAL KICKERS OR BRACING BELOW.

A

B

20 GAGE WIDE RIB ROOF DECK

4 1/2" NORMAL WEIGHT CONCRETE OVER 3", 20 GAGEDECK; TOTAL SLAB THICKNESS 7 1/2" W/ 6x6 W1.4xW1.4 WWF

C 2" NORMAL WEIGHT CONCRETE OVER 2", 20 GAGECOMPOSITE METAL DECK; TOTAL SLAB THICKNESS 4"W/ 6x6 W2.1xW2.1 WWF

21. VERIFY MECHANICAL UNIT SIZE, WEIGHT AND LOCATION AND MECHANICAL UNIT OPENING SIZE AND LOCATION WITH MEP DRAWINGS AND MECHANICAL EQUIPMENT SUPPLIER.

D 18 GAGE, 1 1/2" WIDE RIB ROOF DECK (7 SIDE LAP FASTENERSPER SPAN - BETWEEN GRIDS 8 AND 9 AND G AND C).

22. JOIST SUPPLIER REFERENCE DRAWING S010 FOR ROOF UPLIFTLOADING.

23. W10x22 BEAMS DESIGNED TO SUPPORT 5800 LB ELEVATORHOISTING LOAD. COORDINATE LOCATION WITH ELEVATORSUPPLIER.

G

F

E

D

C

8

24'-9 5/8"

25

'-0

"2

5'-0

"2

5'-0

"2

5'-0

"

.

.0"

0"

TYP4'-0"

HS

S6x6x5/1

6H

SS

6x6x5/1

6H

SS

6x6x5/1

6H

SS

6x6x5/1

6

HSS6x6x5/16

HSS6x6x5/16

HSS6x6x5/16

HS

S6x6x5/1

6H

SS

6x6x5/1

6H

SS

6x6x5/1

6H

SS

6x6x5/1

6

HSS6x6x5/16

HSS4x0.220TYP

HSS6x0.250TYP

TB

37'-0"

TB

33'-8"

TB

37'-0"

TB

33'-8"

TB

37'-0"

TB

33'-8"

TB

37'-0"

TB

33'-8"

TB 37'-0"

TB 33'-8"

TB 37'-0"

TB 33'-8"

. 0"

14

S521

NOTE:ALL SCREENWALL STEEL POSTS, BRACINGAND HORIZONTAL BEAMS ARE GALVANIZED

5

S523

5

S523

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SCALE: 3/32" = 1'-0"

ROOF FRAMING PLAN

SCALE: 3/32" = 1'-0"

SCREEN WALL FRAMING PLAN

NO

RT

H

NO

RT

H

PLAN NOTES:

1. ROOF FRAMING ASSUMES SKYLIGHT DOES NOT PLACE ANYHORIZONTAL THRUST ON THE SUPPORTING STRUCTURE. GRAVITY LOAD OF SKYLIGHT ASSUMED TO BE APPLIED ONALL FOUR SIDES OF OPENING.

1'-0

"

X'-X"

BE

LO

W G

RA

DE

2'-0"

MIN

.

X'-Y" X'-Y" X'-Y"

PLAN

SEE FND.

X" X"

FACE OF BUILDING

SLAB ON GRADESEE SLAB ON GRADE PLAN FOR TOP OF CONCRETE

PROVIDE BONDBREAKER BETWEEN WALL AND SLAB ON GRADE

3"

CLR

.

SEE FOUNDATION PLAN FOR TOP OF FOOTING

SEE DESIGN INFORMATION ON GENERAL NOTES SHEET FOR REQUIRED BEARING CAPACITY OF WALL FOOTINGS

SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR FOUNDATION INSULATION AND VAPOR BARRIER REQUIREMENTS

SEE SLAB ON GRADE PLAN FOR TOP OF LEDGE

#4 AT 12"EACH FACE

#4 AT 12"EACH FACE

2" CLR.

#4 AT 6'-0"

(3) #5

1'-0

"

X'-X"

BE

LO

W G

RA

DE

2'-0"

MIN

.

X'-Y" X'-Y" X'-Y"

PLAN

SEE FND.FACE OF BUILDING



3"

CLR

.

SEE FOUNDATION PLAN FOR TOP OF FOOTING

SEE DESIGN INFORMATION ON GENERAL NOTES SHEET FOR REQUIRED BEARING CAPACITY OF WALL FOOTINGS


#4 AT 12"EACH FACE

#4 AT 12"EACH FACE

2" CLR.

#4 AT 6'-0"

(3) #5

X'-Y"

PLAN





#4 STIRRUPS AT 12"

(2) #X EACH FACE EQUALLY SPACED

3'-6

"

#4 AT 3'-0"

(3) #4 AT 3'-0"

(3) #X

(TYP)1 1/2" CLR.

X" X'-Y"

PLAN





#4 STIRRUPS AT 12"

(2) #X EACH FACE EQUALLY SPACED

3'-6

"

#4 AT 3'-0"

(2) #X (LAP SPLICE Y'-Y")

(3) #X (LAP SPLICE Y'-Y")

(SIDES AND TOP)1 1/2" CLR.

(1) #4

SEE SLAB ON GRADE PLAN FOR TOP OF LEDGE

NOTCH IN GRADE BEAM AT CONCRETE PIERS

X" X"

(AT PIER INTERFACE)

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1/2" = 1'-0"

TYPICAL PERIMETER WALL FOOTING DETAIL1

1/2" = 1'-0"

TYPICAL PERIMETER WALL FOOTING DETAIL2

1/2" = 1'-0"

TYPICAL GRADE BEAM DETAIL3

1/2" = 1'-0"

TYPICAL GRADE BEAM DETAIL4

1/4" JOINT

SLAB ON GRADE

(6) - #5 CONTINUOUS

#4 TIES AT 12" O.C.

(3) - #7 BOTTOMCONTINOUS

GRADE BEAM

1'-11"

1'-2"

1

H

3'-0

"

7SIM

1'-3"AT SIM

H.7SIM

#5 x 3'-0" AT 12"WITH 90° HOOK

#4 AT 12"

(2) - #7

B

3'-8

"

8"

3'-0

"

1'-2"

(8) - #5

EL 0'-0"

7 1/2"

3 3/4"

3'-6

"

1'-6"

8"

1'-6 1/2"

1'-2"

1/4" JOINT

SLAB ON GRADE

(9) - #5 CONTINUOUS

#4 TIES AT 12" O.C.

(4) - #7 BOTTOMCONTINOUS

GRADE BEAM

10

4'-0"

AT

SIM

JSIM

1'-2"

#4 x 7'-8" AT 12" 5" SLAB ON GRADE

2'-4

"8

"

6"6"

1

2

#4 AT 12"

4'-0"

2'-2"

EXTERIOR DOCK SLABSEE CIVIL DRAWINGS

9"

(6) - #5

(3) - #7

1'-2"

#4 x 5'-6" AT 12" 5" SLAB ON GRADE

6 7/8"

2'-4

"8

"

1

1

#4 AT 12"

3'-0"

2'-2"

EXTERIOR SIDEWALKSEE CIVIL DRAWINGS

(6) - #5

(3) - #7

B

2'-0

"

2'-3" 2'-3"

1'-0" 1'-0"

6 1/2"

TOP OF WALLEL -0'-8"

MASONRY LEDGEEL 0'-0"

TOP/PILE CAPEL. -2'-6"

7

S304

MASONRY LEDGEEL 0'-0"

6 1/2"

TOP OF WALLEL 0'-0"

EDGE OF PILE CAP

TOP OF WALLEL 0'-0"

7 1

/2"

6 1

/2"3 3

/4"

TOP OF WALLEL -0'-8"

6 1

/2"

NOTE:USE SECTION 6/S305 ASAN ALTERNATE TO SLABTURNDOWN AS REQUIRED TOSUPPORT EXTERIOR WALL -SEE ARCHITECTURAL DRAWINGS

SLAB ON GRADEEL 0'-0"

6 1/2"

1/4" JOINT

TOP OF PILE CAPEL -2'-6"

(4)-#5 CONT.

#5 x 2'-6" WITH 180 DEGREE HOOK @ 12" O.C. EACH FACESTAGGERED

SLAB TURNDOWNAT COLUMN

#5 AT 16"DOWEL 1'-9" INTOPILE CAP OR DRILL5 3/4" AND ANCHORW/ HILTI RE500V3

1'-4"

#4 x 5'-0" AT 12"

5" SLAB ON GRADE

7 1/2"

2'-0

".

1

#4 AT 12"

3'-0"

2'-6"

EXTERIOR SLABSEE CIVIL DRAWINGS

J

1

1'-0"

(4) - #5

(3) - #7

JOINT LOCATION VARIES -CENTER JOINT UNDER CURTAIN WALL AND DOORFRAMES - SEE ARCHITECTURALDRAWINGS 1/4" JOINT

SLAB ON GRADE

(7) - #5 CONTINUOUS

(3) - #7(3) - #6 AT SIM

1'-6"

1'-2"

4'-0

"

J

G.5SIM

1'-11"AT SIM

EL 0'-0"

3'-0"

AT

SIM

1/4" JOINT

SLAB ON GRADE

(8) - #5 CONTINUOUS

(3) - #7

1'-6"

1'-2"

4'-0

"

9

EL 0'-0"

8.5

J

6"

5'-10

"

2'-3

"2

'-3

"4

'-6

"4

'-6

"2

'-3

"

1'-10" 7'-6"

1'-0" TYP

2'-3" 2'-3"

2'-3

"

2'-3"

1'-0

"9

'-8

"1

'-0

"

TPC EL -4'-0"

VERIFY SIZE, DEPTHAND LOCATION OFELEVATOR PIT WITHELEVATOR SUPPLIERAND ARCHITECTURALDRAWINGS PRIOR TOSUBMITTING REINFORCINGSTEEL SHOP DRAWINGS

4'-11" 4'-11" 2'-3"

3

S304

1'-6

"

2'-0" x 2'-0" x 12" DEEPSUMP PIT - 7/S302

PC2

6'-4" THICK PILE CAP W/#8 AT 8" BOTTOM EACHWAY AND #6 AT 12" TOPEACH WAY

#4 AT 12" EACH WAYEACH FACE - DOWELVERTICAL BARS TOPILE CAP - TYPICALALL 4 PIT WALLS

(2) - #4 x 3'-6" LONGAND 90° HOOKEACH FACE(4 TOTAL)

1

H

EL 0'-0"

1'-11"

COLUMN

TURN DOWNSLAB TO ENCASECOLUMN

NOTE:EXTEND BOTTOM REINFORCINGSTEEL OF FOUNDATION WALLTHROUGH PILE CAP

(4) - #4

TOP OF PILE CAPEL -1'-6"

1'-2"

(6) - #5

(3) - #7

1'-11"

1'-3"

3'-4

"

B

EL 0'-0"

#4 AT 12"

NOTE:RETURN FOUNDATION WALLAND MASONRY LEDGE TO NORTHAT GRID 1.4. SEE ARCHITECTURALDRAWINGS

1'-6"

#4 x 6'-6" AT 12"

EL 0'-0"

2'-0

"1

'-0

"

1

1

#4 AT 12"

3'-6"

2'-3"

EXTERIOR SIDEWALKSEE CIVIL DRAWINGS

(3) - #7

#3 AT 2'-0"

(4) - #5

1'-2 1/8" SLAB JOINT ANDCENTERLINE OFGRADE BEAM

A

1'-3"

1'-0

"2

'-0

"

7 1/2"

#5 x 2'-6" AT 12" WITH 90° HOOK

#3 AT 24"

(2) - #6

(4) - #5

EL 0'-0"

7.1

7.9

1'-5 1/4"

#5 x 3'-6" AT 12"WITH 180° HOOK

#4 AT 12"

(3) - #7

B

2'-0

" A

T S

IM

8"

1'-0

"

5'-2

" A

T S

IM

3'-6

"

1'-3"

(9) - #5

EL 0'-0"

4 1/2"

3 1/4"

9 1/2"

5"

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SECTION1

SCALE: 1/2" = 1'-0"

SECTION2

SCALE: 1/2" = 1'-0"

SECTION3

SCALE: 1/2" = 1'-0"

SECTION4

SCALE: 1/2" = 1'-0"

SECTION5

SCALE: 1/2" = 1'-0"

SECTION6

SCALE: 1 1/2" = 1'-0"

SECTION7

SCALE: 1/2" = 1'-0"

SECTION9

SCALE: 1/2" = 1'-0"

SECTION10

SCALE: 1/2" = 1'-0"

SECTION11

SCALE: 1/4" = 1'-0"

PLAN DETAIL12

SCALE: 1/2" = 1'-0"

SECTION13

SCALE: 1/2" = 1'-0"

SECTION14

SCALE: 1/2" = 1'-0"

SECTION15

SCALE: 1/2" = 1'-0"

SECTION16

SCALE: 1/2" = 1'-0"

SECTION8

2'-3" 3'-0" 2'-3"

3'-10

"

6" 2'-0"

4"

4"

2'-6

" LA

P M

IN

10"

#5 AT 8"EACH FACEEACH WAY

#5 AT 8"EACH FACEEACH WAY

#5 AT 8"DOWELS

(7) - #6 TOP AND BOTTOM

#6 AT 12" TOP AND BOTTOM

NOTES:

1. SEE LANSCAPE DRAWINGS FOR MASONRY LEDGE INFORMATION

2. WALL AND FOUNDATION HAVE BEEN DESIGNED FOR IMPACT OF A4000 LB VEHICLE AT 55 MILES PER HOUR

4

S305

2'-3" 3'-0" 2'-3"

3'-6

"3

'-6

"

18" DIAMETERAUGER CAST PILES

2'-0

"

2'-0"

EL -1'-6"

#3 TIES AT 16"

(8) - #8 x 3'-6"EXTEND INTO PILECAP - TYP

#5 x 5'-0" AT 12"EACH FACE

(6) - #5 CONTINUOUS

(3) - #7

2'-0"

1'-3"

2'-0

"3

'-2

"

10

B.1

10 1/2"4 1/2"

EL 0'-0"

D

(2) - #5

#4 AT 12" O.C.

9

1'-3"

8"

1'-8

"3

'-4

"

7 7/8" 4 1/2"

10 1/8"

#4 x 3'-6" AT 12"WITH 180° HOOK

#4 AT 12"

(3) - #7

(8) - #5

5 5/8"

#5 AT 16"WITH 180° HOOK

#4 AT 12"HORIZONTAL

6"

DOWEL 1'-9" INTOPILE CAP

9"

TOP OF PILE CAP

DOWEL INTO PILE CAP 1'-9"OR ANCHOR 5 3/4" INTO PILE CAPW/ HILTI RE500V3

#5 AT 16"

6" OR 3 5/8" METALSTUD

6" OR 8" CONCRETEMASONRY - GROUTSOLID - CUT BLOCK ATCOLUMN AND BASE PLATEINTERFERENCE - SEE6/S304 FOR SLAB TURNDOWN

1'-2"

8"

2'-4

"#4 AT 12"

(2) - #7CONTINUOUS

(4) - #5

6 5/8"

6" STUDSEE ARCHITECTURALDRAWINGS EL 0'-0"

11"

1'-0"

1

1'-2"

1'-11"

GRADE BEAMTOP OF BEAM 0'-0"

HSS6x6

1/2" x 12" x 1'-2" PLATESHIM AS REQUIRED W/STEEL SHIMS

(4) - 5/8" DIA HAS RODSDRILLED 6" INTO EXISTINGCONCRETE AND ANCHORED WITH HILTIRE500V3

9

1'-2"

1'-8

"3

'-4

"

1'-6"

#4 x 3'-6" AT 12"WITH 180° HOOK

#4 AT 12"

(3) - #7

(8) - #5

4 1/2"

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SECTION3

SCALE: 3/8" = 1'-0"

PLAN DETAIL4

SCALE: 1" = 1'-0"

TIE STRAP SECTION5

SCALE: 1/2" = 1'-0"

SECTION1

SCALE: 1/2" = 1'-0"

SECTION2

SCALE: 1" = 1'-0"

TYPICAL COLUMN WRAP6

SCALE: 1/2" = 1'-0"

SECTION7

SCALE: 1" = 1'-0"

PLAN DETAIL8

SCALE: 1/2" = 1'-0"

SECTION9

XX

X

X X

X

TIES, TYP1 1/2" CLR TO

(4) VERTICAL BARSWITH #4 TIES AT 12"

PROVIDE STANDARD HOOKS AT TOP OF VERTICAL BARS INPIERS LOCATED WITHIN BRACED BAYS.

1.

NOTES:

XX

X

X X

X


(8) VERTICAL BARSWITH #4 TIES AT 12"


1.

NOTES: PROVIDE STANDARD HOOKS AT TOP OF VERTICAL BARS INPIERS LOCATED WITHIN BRACED BAYS.

1.

NOTES:

SEE WALL SECTIONS FORTHICKNESS AND REINFORCING

TIE, TYP1 1/2" CLR TO

UN

O

1'-0

"

UNO

1'-0"

UNO

1'-0"

PIER SIZE AND REINFORCING TO MATCH COLUMN ABOVE FOR CONCRETE COLUMNS

PROVIDE ADDITIONAL BARS(MATCH TIE SIZE AND REINFORCING)WHERE PIER TIE DO NOT INTERSECTWALL REINFORCING

..

SE

E F

OU

ND

AT

ION

PLA

NF

OR

WA

LL L

AY

OU

T


1.

NOTES:

SEE WALL SECTIONS FORTHICKNESS AND REINFORCINGAND TYPICAL WALL INTERSECTIONDETAILS FOR ADDITIONAL INFORMATION


(1) - #4

#4 CORNERBARS AT 12" 1

'-6"

1'-6"

PIER SIZE AND REINFORCING TO MATCH COLUMN ABOVE FOR CONCRETE COLUMNS

UNO

1'-0"

UN

O

1'-0

"

..

SE

E F

OU

ND

AT

ION

PLA

NF

OR

WA

LL L

AY

OU

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1'-6"

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TYPICAL PIERDETAILS

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3/4" = 1'-0"

TYPICAL PIER DETAIL1

3/4" = 1'-0"

TYPICAL PIER DETAIL2

3/4" = 1'-0"

TYPICAL PIER DETAIL AT WALL3

3/4" = 1'-0"

TYPICAL PIER DETAIL AT CORNER4

4'-6

"

2'-3

"2

'-3

"

2'-3" 2'-3"

4'-6"

4'-6

"

2'-3

"2

'-3

"

9'-0"

2'-3" 2'-3" 2'-3" 2'-3"

9'-0"

2'-3" 2'-3" 2'-3" 2'-3"

8'-6

"

2'-3

"1

'-4

"2

'-8

"2

'-3

"

PLACE REINFORCEMENTIN THREE DIRECTIONS AT 6"

4'-0

"

9'-0"

2'-3" 2'-3" 2'-3" 2'-3"

9'-0

"

2'-3

"2

'-3

"2

'-3

"2

'-3

"

12'-6"

2'-3" 4'-0" 4'-0" 2'-3"

9'-0

"

2'-3

"2

'-3

"2

'-3

"2

'-3

"

13'-6"

2'-3" 4'-6" 4'-6" 2'-3"

9'-0

"

2'-3

"2

'-3

"2

'-3

"2

'-3

"

13'-6"

2'-3" 2'-3" 2'-3" 2'-3" 2'-3" 2'-3"

12

'-6

"

2'-3

"4

'-0

"4

'-0

"2

'-3

"

MARK

PILE CAP SCHEDULE

NUMBER OF PILES

PILE CAP SIZE

PC22

PC3 3

9'-0" x 4'-6" x 39"

9'-0" x 8'-6" x 44"

BOTTOM REINFORCING

(10) - #6 EACH WAY

TOP REINFORCINGFOR CAPS WITH TENSION PILES

PC4 4 9'-0" x 9'-0" x 45" (14) - #7 EACH WAY (5) - #9 EACH WAY

18" DIAMETER x 40' LONG PILECAPACITY - SERVICE LOADS

(NOT FACTORED)

TENSION COMPRESSION SHEAR

50 KIPS 150 KIPS 24 KIPS

(10) - #5 EACH WAY

PC5 5 12'-6" x 9'-0" x 56"(23) - #7 SHORT WAY(20) - #7 LONG WAY

(6) - #9 EACH WAY


(6) - #9 EACH WAY


(6) - #9 EACH WAY

PC9 9 13'-6" x 13'-6" x 63" (6) - #9 EACH WAY(22) - #8 EACH WAY

(11) - #6 EACH WAY (5) - #9 EACH WAYPC2A 9'-0" x 4'-6" x 48"

PILE CAP SCHEDULE NOTES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

CENTER PILE CAP UNDER THE COLUMN ABOVE UNLESS OTHERWISE INDICATED.

PLACE PILE CAPS IN WOOD FORMS UNLESS IT CAN BE SHOWN THAT EXCAVATIONS ARE ADEQUATELY STABLE TO PREVENT SLOUGHING OFF.

SEE GENERAL NOTES FOR CONCRETE 28 DAY COMPRESSIVE STRENGTH.

SEE GENERAL NOTES FOR GRADE OF REINFORCING.

SEE TYPICAL PILE CAP DETAIL WITH CONCRETE COLUMN FOR ADDITIONAL INFORMATION REGARDING PILE CAPS, CONCRETE COVER REQUIREMENTS FOR REINFORCEMENT, COLUMN DOWELS AND PLACEMENT TIES.

SEE TYPICAL CAP PILE DETAIL WITH STEEL COLUMN FOR ADDITIONAL INFORMATION REGARDING PILE CAPS.

SEE ANCHOR BOLT REPLACEMENT DETAILS FOR CONCRETE COVER REQUIREMENTS FOR REINFORCEMENT AND FOR INFORMATION REGARDING EMBEDMENT OF ANCHOR BOLTS .

SEE TYPICAL PILE CAP DETAIL WITH CONCRETE PIER FOR CONCRETE COVER REQUIREMENTS FOR REINFORCEMENT ADN INFORMATION REGARDING PIER DOWELS AND PLACEMENT TIES.

SEE GENERAL NOTES SHEET FOR CONCRETE SCHEDULE AND GENERAL NOTES PERTAINING TO FOUNDATION, CONCRETE AND REINFORCING STEEL.

SEE TYPICAL AUGER CAST PILE DETAIL FOR INDIVIDUAL PILE REINFORCING REQUIREMENTS.

TYPICAL PILE CENTER-TO-CENTER SPACING (S) IS 4'-6".

TYPICAL PILE MINIMUM EDGE DISTANCE (E) IS 27".

DENOTES TYPICAL GRAVITY PILE

DENOTES TENSION PILE

16"

DIA

ME

TE

R

TIES, SEE AUGER CAST PILE DETAIL

(6) #6 VERTICAL,SEE AUGER CASTPILE DETAIL FOR LENGTH

FULL LENGTH CENTER BARAT TENSION PILES, SEEAUGER CAST PILE DETAIL

NOTE: GROUT FOR AUGERCAST PILE SHALLHAVE A MINIMUM COMPRESSIVE STRENGTHOF 4000 PSI

1 1/2" CLR

3"

CLR

.

TOP REINFORCEMENTPER SCHEDULE WHEREDENOTED T

PROVIDE 180 DEGREE STANDARD HOOK AT EACH END OF BOTTOM REINFORCEMENT (BOTH DIRECTIONS)

SEE FOUNDATION PLAN FOR TOP ELEVATION OF PILE CAP

NON-SHRINK GROUT

SEE TYPICAL AUGER CAST PILE DETAIL. SEE PILE CAP SCHEDULE FOR SAFE WORKING LOAD CAPACITY, ALLOWABLE LATERAL LOAD CAPACITY, ALLOWABLE TENSION LOAD CAPICITY AND ASSUMED PILE TIP INFORMATION.PILE CAP: SEE PILE CAP

SCHEDULE AND FOUNDATION PLAN FOR SIZE AND REINFORCEMENT

PROVIDE 90˚ STANDARD HOOKAT EACH END OF TOP REINFORCEMENT(BOTH DIRECTIONS) WHERE TOPREINFORCEMENT IS INDICATED

SEE TYPICALAUGER CAST PILEDETAIL

CL OF PILE

SEE TYPICAL PILE CAP DETAIL FOR PILE CAP REINFORCEMENT

FOR TENSION PILE CAPS,EXTEND CENTER BAR THROUGH PILE CAP AND PROVIDE 90˚ HOOK ORMECHANICAL BAR TERMINATOR

HOOKS OR BARTERMINATORS SHALLBE IN LINE WITH THEOUTER LAYER OF CAPREINFORCING

2'-6

".

20' -

0"

2'-0

"

3" CLR 3" CLR

(2) #3 CIRCULAR TIESAT 3" O.C. AT TOP OFPILE, BALANCE AT 6"OVER LENGTH INDICATED

6" DIAMETERTIE AT BOTTOM

CAGE WHEELS ORSPACERS AT 15' O.C.MINIMUM TO PROVIDEAND MAINTAIN PROPERCLEARANCE

#11 CENTER BARFULL LENGTH

PROVIDE STABILIZER TOKEEP BAR CENTERED IN PILE

TIP ELEVATION

SEE SCHEDULE(TO BE VERIFIED BY OWNER'S GEOTECHNICALTESTING AGENCY)

.SEE TYPICAL AUGER CAST PILE SECTION 3/S-310

10"

13'-6"

2'-3" 4'-6" 4'-6" 2'-3"

13

'-6

"

2'-3

"4

'-6

"4

'-6

"2

'-3

"

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DRAWING NUMBER

PROJECT NUMBER

REVISIONS:

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TYPICAL PILECAP DETAILS

CO

NV

EN

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3/8" = 1'-0"

PILE CAP DETAIL PC16

3/8" = 1'-0"


3/8" = 1'-0"


3/8" = 1'-0"


3/8" = 1'-0"


3/8" = 1'-0"


3/8" = 1'-0"


SCALE: 12" = 1'-0"

PILE CAP SCHEDULE NOTES2

SCALE: 1" = 1'-0"

TYPICAL AUGER CAST PILE SECTION3

SCALE: 1/2" = 1'-0"

TYPICAL PILE CAP WITH STEEL COLUMN4

SCALE: 1/2" = 1'-0"

TYPICAL AUGER CAST PILE DETAIL5

SCALE: 3/8" = 1'-0"


CONSTRUCTION JOINT

HORIZONTAL WALL REINFORCEMENTCONTINUOUS THROUGH CONSTRUCTION JOINT

THIS DETAIL APPLIES ONLY TO WALLS WITHOUT VERTICALCONTROL JOINTS. SEE TYPICAL VERTICAL WALL CONTROLJOINT DETAIL FOR CONSTRUCTION JOINTS IN WALLS WITHVERTICAL CONTROL JOINTS.

1.

NOTES:

PLAN VIEW PLAN VIEW

1" AT FACE OF WALL

1 1

27/2

56"

CLR

SEE NOTE 1

CUT EVERY OTHERHORIZONTAL BAR(EACH FACE AT CONTROL JOINT)

HORIZONTALREINFORCING

VERTICALREINFORCING

PROVIDE VERTICAL CONTROL JOINTS IN WALLS (W.C.J.) WHERE INDICATED ONPLANS, WITH UNIFORM SPACING ALONG THE LENGTH OF WALL.

LOCATE VERTICAL CONSTRUCTION JOINTS IN WALLS WITH VERTICAL CONTROLJOINTS AT CONTROL JOINT LOCATIONS.

FORM FOR CONTROL JOINT MAY BE LEFT IN PLACE ON SIDE WITH BACKFILL.

EXTEND CONTROL JOINT FROM TOP OF FOOTING TO TOP OF WALL UNLESSOTHERWISE INDICATED.

1.

2.

3.

4.

NOTES:

1 1

/2"

CL

R

1/2" AT BACK OF STRIPREMOVABLE BEVELLEDFORM

EXPOSEDFACE

SEE NOTE 3

2" CLR STANDARD 90 DEG HOOK2'-0" TYPICAL OR PROVIDE

(2) #51 EACH FACE

(2) #5 x 4'-0"1 EACH FACE

(2) #5 x 4'-0"1 EACH FACE

(2) #51 EACH FACE

(2) #51 EACH FACEAT BOTTOM OFOPENING

(2) #5 x 4'-0"1 EACH FACE

(2) #61 EACH FACEAT TOP OFOPENING

(2) #5 x 4'-0"1 EACH FACE

OP

EN

ING

OPENING

WHERE VERTICAL REINFORCEMENT IS INTERRUPTED BY THE OPENING, PROVIDE ONE-HALFOF THE INTERRUPTED BARS (FULL LENGTH (ON EACH SIDE OF THE OPENING IN PLACEOF THE (2) #5 INDICATED. RECTANGULAR OPENING IS SHOWN. PROVIDE ALL ADDITIONAL REINFORCING EXCEPT DIAGONAL BARS AT CIRCULAR OPENINGS.

1..

NOTES:

.

TYPICAL WALLREINFORCEMENTSEE WALL SECTIONS


WALL REINFORCEMENT(BOTH FACES)

CORNER BARSCLASS B SPLICE

WALL REINFORCEMENT(MIDDLE)

WALL REINFORCEMENT(INSIDE FACE)



#4

#4

#4

#4



PROVIDE CORNER BARS AS SHOWN. MATCH HORIZONTAL WALL REINFORCEMENT IN BAR SIZE AND SPACING.

SEE APPLICABLE SECTIONS FOR REINFORCING STEEL CLEARANCES.

TERMINATE HORIZONTAL WALL REINFORCEMENT 2" CLEAR FROM END WALL

GRADE BEAMS: PROVIDE CORNER BARS FOR LONGITUDINAL REINFORCEMENT IN GRADE BEAMS AT CORNERS(WHERE THERE IS NO CONCRETE PIER) AS SHOWN IN THE ABOVE DETAIL "WALL REINFORCEMENT BOTH FACES".

NOTES:

1.

2.

3.

4.



0"

(TY

P)

#4#4

IF OPTIONAL JOINT ISNOT USED, OMITDOWELS, AND PROVIDESTANDARD 90° END HOOKS ON THESE BARS

DOWELS TO MATCHHORIZONTAL WALLREINFORCEMENT INSIZE AND SPACING(TYPICAL)

OPTIONAL JOINT(SEE NOTE 2)

STANDARD HOOK

0"

(TY

P)

LAP SPLICE ASINDICATED IN THESCHEDULE (ASREQUIRED)

OPTIONAL JOINT(SEE NOTE 2)

HORIZONTALREINFORCEMENTSTANDARD HOOK

WALL REINFORCEMENT(MIDDLE)

WALL REINFORCEMENT(BOTH FACES)

SEE APPLICABLE SECTIONS FOR WALL REINFORCEMENT AND REINFORCING STEEL CLEARANCES.

DOWEL BAR SUBSTITUTES MAY BE PROVIDED AT INTERSECTING WALL CONSTRUCTION JOINTS,AT CONTRACTORS OPTION, SEE DIVISION 3 - CAST-IN-PLACE CONCRETE, OF THE PROJECT MANUAL.

1.

2.

NOTES:

2 1/4" MIN. EMBEDMENT

2'-0"

1'-4

"

1/2" DIA. DRILLED-IN ANCHORS (3 PER SIDE)

GALVANIZED GRATING:1/8" x 1 1/4" BEARING BARS AT 1 3/16"4" CROSS BAR SPACING (PROVIDE UNDER SECTION 055000 METAL FABRICATIONS, OF THE PROJECT MANUAL)

L3x2x1/4 LLV (GALV) ANCHORED TO 2 SIDES OF SUMP PIT TO SUPPORT GRATING

FOOTING STEP (FS), SEEFOUNDATION PLAN FOR TOPOF FOOTING ELEVATIONS ANDSTEP LOCATIONS

(1) #5 x 4'-0" ADDITIONAL INCONCRETE WALL FOR EACHMAT OF REINFORCING STEEL

T

T

2"

CLR

WALL FOOTING REINFORCEMENT, SEE SECTIONS

2"

CLR

2

1

ELEVATION

SEE FOUNDATION SECTION OF THE GENERAL NOTES FORPREPARATION REQUIREMENTS FOR EARTH BEARING MATERIALS.

1.

NOTES:

EQ

EQ

2" C

LR

(2) 3/4" DIA. EXPANSION ANCHORS AT 12"

REINFORCEMENT NOT SHOWN

2"

2"

L4x4x5/16 ELEVATOR SILL ANGLE (CONTINUOUS FULL LENGTH OF HOISTWAY)

(2) L6x4x3/8 CONNECTION ANGLES

(2) 3/4" DIA. EXPANSION ANCHORS AT 9"

REINFORCEMENT NOT SHOWN

HSS8x4x1/4 DIVIDER BEAM

EMBEDMENT4 1/4" MIN

NOTES:

1.

2.

3.

4.

COORDINATE BEAM LOCATIONS WITH ELEVATOR SUPPLIER.

PROVIDE ELEVATOR DIVIDER BEAM BETWEEN EACH SET OF ELEVATORS AT EACH LEVEL AND BETWEEN LEVELS WHERE FLOOR TO FLOOR HEIGHT EXCEEDS 14'-0' (VERIFY WITH ELEVATOR SUPPLIER).

VERIFY ELEVATION OF DIVIDER BEAM WITH ELEVATOR SUPPLIER .

THIS DETAIL APPLIES WHEN ATTACHING TO CAST-IN-PLACE WALLS. PROVIDE EMBED PLATE FOR CONNECTION AT PRECAST WALLS.

2"

4"

4"

SEE NOTE 3

SHEAR WALL, SEE NOTE 4

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TYPICALFOUNDATION

DETAILS

CO

NV

EN

TIO

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EN

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NTS

TYPICAL VERTICAL WALL CONSTRUCTION JOINT1

NTS

TYPICAL VERTICAL WALL CONTROL JOINT2

NTS

TYPICAL REINFORCING AT WALL OPENING3

NTS

TYPICAL CORNER REINFORCEMENT FOR WALLS4

NTS

TYPICAL CONCRETE WALL INTERSECTIONS5

3/4" = 1'-0"

ELEVATOR SUMP PIT DETAIL7

NTS

TYPICAL WALL FOOTING STEP DETAIL6

SCALE: 1 1/2" = 1'-0"

ELEVATOR SILL ANGLE8

SCALE: 1 1/2" = 1'-0"

ELEVATOR DIVIDER BEAM9

SLAB ON GRADE:SEE GENERAL NOTESSHEET FOR CONCRETEMIX REQUIREMENTS

VAPOR BARRIER PLACED ON 6" COMPACTED(95 PERCENT MAXIMUM STANDARD PROCTOR DRY DENSITYASTM D-698) FREE DRAINING GRANULAR MATERIAL;DELETE VAPOR BARRIER FOR PARKING GARAGE SLAB ON GRADE

SEE CONCRETE GENERAL NOTES AND DIVISION 3 OF THESPECIFICATIONS FOR SLAB FINISHING AND CURING REQUIREMENTS.

SEE DIVISION 7 OF THE SPECIFICATIONS FOR VAPOR BARRIERREQUIREMENTS.

REFER TO GEOTECHNICAL REPORT FOR ALL FILL MATERIALS, COMPACTIONREQUIREMENTS METHODS AND FIELD QUALITY CONTROL.

1.

2.

3.

NOTES:

5"


VAPOR BARRIER PLACED ON 6" COMPACTEDFREE DRAINING GRANULAR MATERIAL

2"

SEE NOTE 2

LOCATE CONSTRUCTION JOINTS AT CONTROL JOINT LOCATIONS.

APPLY LIQUID BONDBREAKER TO FULL DEPTH OF CONSTRUCTION JOINT.

CURLING OF THE SLAB ON GRADE WILL OCCUR AT CONSTRUCTION JOINTLOCATIONS, GRINDING WILL BE REQUIRED FOR THE PROPER INSTALLATION OF FLOOR COVERING.

1.

2.

3.

NOTES:

5"

4"


VAPOR BARRIER PLACED ON 6" COMPACTEDFREE DRAINING GRANULAR MATERIAL

SAWCUT JOINT AS SOON AS POSSIBLE AFTER THE CONCRETE HARDENS. THECONCRETE IS HARD ENOUGH WHEN THE BLADE DOES NOT DISLODGE AGGREGATEAND WHEN THE EDGES OF THE CUT DO NOT UNRAVEL. COMPLETE SAWCUTTINGBEFORE SHRINKAGE BECOMES SUFFICIENT TO PRODUCE CRACKING.

PREPARE AND SEAL JOINT AND PROVIDE VAPOR BARRIER AS SPECIFIED IN DIVISION 7OF THE PROJECT MANUAL.

CURLING OF THE SLAB ON GRADE WILL OCCUR AT CONTROL JOINT LOCATIONS,GRINDING WILL BE REQUIRED FOR THE PROPER INSTALLATION OFTHE FLOOR COVERING.

1.

2.

3.

NOTES:

5"

1/4" MAXIMUMCONTINUOUS SAWCUTCONTROL JOINT (SEENOTES 1 & 2)

1 1

/4"

MIN

IMU

M

MASONRY WALL, SEE ARCHITECTURALDRAWINGS FOR LOCATION AND EXTENT

VAPOR BARRIER PLACED ON 6" COMPACTED FREE DRAINING GRANULAR MATERIAL

SLAB ON GRADE

PROVIDE THICKENED SLAB UNDER MASONRY WALLS NOT SUPPORTEDBY A FOOTING.

1.

NOTES:

6"

THICKNESS

WALL 6"

6"1

2

(2) - #5 CONTINUOUS

3/4"

TOP OF SLAB ELEVATIONAT DRAIN

VAPOR BARRIER ON6" FREE DRAININGGRANULAR MATERIAL.OMIT VAPOR BARRIERAT PARKING GARAGE

DRAIN, SET PRIORTO CONCRETE POUR

PIPE

(2) #4 x 3'-0"EACH WAY

COLUMN ISOLATION SECTION: DEPTH OF CONCRETE ISOLATIONSLAB TO EXTEND TO TOP OF CONCRETE PIER, FOOTING OR PILE CAP.

PROVIDE BONDBREAKER BETWEEN COLUMN AND ISOLATION SLABSAND SLAB ON GRADE.

PROVIDE BONDBREAKER BETWEEN WALL OR GRADE BEAM ANDSLAB ON GRADE.

"C.J." DENOTES SAWCUT CONTROL JOINT IN SLAB ON GRADE.SEE DETAIL TYPICAL SLAB ON GRADE CONTROL JOINT DETAIL.

COLUMN ISOLATION SECTION: DEPTH OF CONCRETE ISOLATIONSECTION TO MATCH THICKNESS OF ADJACENT SLAB ON GRADE.

1.

2.

3.

4.

5.

NOTES:

NOTE 3

NOTE 5

NOTE 2

SLAB ON GRADE

NOTE 2

C.J.C.J.

C.J

.C

.J.

CONTROL OR CONSTRUCTIONJOINT ON COLUMNCENTERLINES, TYP

NOTE 2

STEEL COLUMNAND BASE PLATE

NOTE 1

NOTE 5

NOTE 2

NOTE 1

(TYP)

2" C

LR

(TYP)

2" CLR

2" CLR

(TYP)

C.J.

C.J

.

C.J.

NOTE 5

CONCRETECOLUMN

NOTE 3

FO

R T

OP

OF

MA

T

SE

E F

OU

ND

AT

ION

PL

AN

2'-0

"

1'-0" 6"6" 1'-0" 1'-0" 1'-0"

ELEVATOR PIT LAYOUT

SEE FOUNDATION PLAN FOR

2'-0"

1'-4

"8

"

CENTERLINE OF2'-0" x 2'-0"OPENING IN MATBEYOND (SEE SECTION X/SXXX)

2'-0" x 2'-0" OPENING, CONFIRM SIZEWITH ELEVATOR SUPPLIER. PROVIDEADDITIONAL REINFORCING AROUNDOPENING. SEE CONCRETE REINFORCINGGENERAL NOTES. FILL OPENING WITHCONCRETE AFTER HYDRAULIC JACK CYLINDER HAS BEEN COMPLETED

.3

"

SEE PLAN FORSLAB ON GRADETHICKNESS

WALL REINFORCEMENT INDICATED IS TYPICAL FOR ALL 4 SIDES OF ELEVATOR PIT.1.

NOTE:

1 1

/2"

CL

R

#4 AT 12"3'-6"

(2) #4

2 1

/2"

#4 AT 12"EACH FACE

#4 AT 12"EACH FACE

#3 WALL TIES AT4'-0" HORIZONTALLY

BENTONITEWATERSTOP(4 SIDES)

BENTONITEWATERSTOP(4 SIDES)

2" CLR 2" CLR

2'-0" x 2'-0" x 1'-4"SUMP PIT BEYOND

#5 AT 12"TOP AND BOTTOM(LONG DIRECTION)

#6 AT 8"TOP AND BOTTOM(SHORT DIRECTION)

2"

CLR

3"

CLR

COLUMN ISOLATION SECTION. MINIMUM THICKNESS TO MATCH THICKNESS OF ADJACENT SLAB ON GRADE.

PROVIDE JOINT FILLER BETWEEN COLUMN ISOLATION SECTIONS AND SLAB ON GRADE PER SECTIONS. PREPARE AND SEAL JOINT AS SPECIFIED IN DIVISION 7 OF THE PROJECT MANUAL.

PROVIDE JOINT FILLER BETWEEN WALL AND SLAB ON GRADE. PREPARE AND SEAL JOINT AS SPECIFIED IN DIVISION 7 OF THE PROJECT MANUAL.

"C.J." DENOTES CONTROL JOINT IN SLAB ON GRADE. SEE DETAIL 3/S310 (TYPICAL SLAB ON GRADE CONTROL JOINT).

1.

2.

3.

4.

NOTES:

NOTE 1

SLAB ON GRADE

C.J.C.J.

C.J

.CONTROL OR CONSTRUCTIONJOINT ON COLUMNCENTERLINES, TYP

NOTE 3

NOTE 1

NOTE 1

NOTE 1

2" CLR

, TYP

NOTE 2NOTE 2

NOTE 3 NOTE 22" C

LR, T

YP

NOTE 2

8" 8"

1'-0

"3

'-6

"

SE

E P

LA

N

4"

1 1

/2"

CL

R

3/16

3"

GALVANIZED STEEL PIPE SLEEVE (HSS7.5x0.375)

(1) - #4 x 3'-0" EACH SIDE OF PIPE

(1) - #4 x 3'-0" EACH SIDE OF PIPE

12

(4) - 3/4" DIA x 6" LONG HEADED STUDS

SEAL JOINT

FILL PIPE WITH CONCRETE

6" DIA STANDARD WEIGHT STEEL PIPE (ASTM A53) PAINTED YELLOW

WASH

STRUCTURAL SLAB OR SLABON GRADE PER PLAN

SEAL JOINT

EPOXY COATED #4 DOWELS AT CORNERS AND AT 2'-0" MAX. ENTIRE PERIMETER. DRILLED IN DOWELS WITH 3" EMBEDMENT ALLOWED AT CONTRACTOR'S OPTION

2" CLR. AT SLAB ON GRADE

1 1/2" RADIUS

PLA

N

SE

E

PLA

N

SE

E

.

1'-0" 2D

BONDBREAKER

EITHER OF TWO CONSTRUCTION METHODS SHOWN IS ACCEPTABLE.

SEE SLAB ON GRADE PLAN AND ARCHITECTURAL PLAN AND ELEVATIONSEXTENT AND LOCATION OF DEPRESSED SLAB AREAS

1.

2.

NOTES:

6" FREE DRAININGGRANULAR FILL

1'-0" 2D

6" FREE DRAININGGRANULAR FILL

SLAB DEPRESSION D (12" MAXIMUM) .

SLAB DEPRESSION D (12" MAXIMUM) .

CONNECTION BY STAIR SUPPLIER

STAIR STRINGER

5"

7"

2'-0"(4)-#6 CONTINUOUS

NOTES:

VAPOR BARRIER (SEE DIVISION 7 SPECIFICATION)

3. SEE SPECIFICATION SECTION 7 FOR VAPOR BARRIER INFORMATION.

MINIMUM 6" COMPACTED (95 PERCENT MAXIMUM DRY DENSITY,

SLAB FINISHING REQUIREMENTS.

SLAB CURING REQUIREMENTS.

CAST-IN-PLACE CONCRETE, OF THE PROJECT MANUAL FOR

SEE CONCRETE GENERAL NOTE 8 ON DRAWING S001 AND SECTION 033000,

CAST-IN-PLACE CONCRETE, OF THE PROJECT MANUAL FOR

SEE CONCRETE GENERAL NOTE 6 ON DRAWING S001 AND SECTION 033000,

SLAB ON GRADE

1.

2.

(ASTM D-1557) FREE DRAINING GRANULAR MATERIAL

5"

1 1

/2"2"

LEAN CONCRETE 2" MUDSLABRIGID INSULATION

RADIANT PIPING PER MEP DRAWINGS, APPROPRIATELY SECURED TO SUBSTRATE

WWF 6x6/W2.9xW2.9,PLACE ON INSULATION

NOTES:

VAPOR BARRIER (SEE DIVISION 7 SPECIFICATION)

MINIMUM 6" COMPACTED FREE DRAINING CONTINUOUS

LOCATE CONSTRUCTION JOINTS AT CONTROL JOINT LOCATIONS.

APPLY LIQUID BONDBREAKER TO FULL DEPTH OF CONSTRUCTION JOINT.

SLAB ON GRADE

2x4 SHEAR KEYSEE NOTE 2

1.

2.

GRANULAR MATERIAL

5"

4"

LEAN CONCRETE 2" MUDSLAB

1'-0" 4" 4" 1'-0"

5"

1 1

/2" 2"

RADIANT PIPING PER MEP DRAWINGS, APPROPRIATELY SECURED TO SUBSTRATE

WWF 6x6/W2.9xW2.9,PLACE ON INSULATION

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1 1/2" = 1'-0"

TYPICAL SLAB ON GRADE CONSTRUCTION1

1 1/2" = 1'-0"

TYPICAL CONSTRUCTION JOINT2

1 1/2" = 1'-0"

TYPICAL CONTROL JOINT DETAIL3

1 1/2" = 1'-0"

TYPICAL THICKENED SLAB AT MASONRY WALL4

1 1/2" = 1'-0"

TYPICAL FLOOR DRAIN6

3/8" = 1'-0"

TYPICAL ISOLATION JOINT DETAIL AT COLUMNS5

3/8" = 1'-0"

TYPICAL ELEVATOR PIT SECTION7

SCALE: 3/8" = 1'-0"

TYPICAL ISOLATION JOINT DETAIL AT PRECASTCOLUMNS

8

SCALE: 1" = 1'-0"

TYPICAL BOLLARD DETAIL AT SLAB ON GRADE9

SCALE: 1" = 1'-0"

TYPICAL CONCRETE CURB / ISLAND DETAIL10

SCALE: 1" = 1'-0"

TYPICAL FLOOR RECESS11

SCALE: 1" = 1'-0"

THICKENED SLAB AT STAIR BASE12

SCALE: 1 1/2" = 1'-0"

INTERIOR SLAB ON GRADE CONSTRUCTION ATRADIANT HEAT TUBING

13SCALE: 1 1/2" = 1'-0"

INTERIOR SLAB ON GRADE CONSTRUCTION JOINT ATRADIANT HEAT TUBING

14

2'-0" 2'-0"

TOP OF SLABSEE PLAN

#4 AT 12" x 4'-0" LONG,CENTERED OVER ALLINTERIOR GIRDERS,PLACE DIRECTLYBELOW WWF COMPOSITE

FLOOR DECK

SUPPORT REINFORCINGON SLAB BOLSTERS AS INDICATED

SEE PLAN FOR WWFSUPPORT WIRE MESH ON SLABBOLSTERS AT 3'-0" O.C. WHERENO REBAR BELOW IS REQUIRED

CONDITION AT GIRDERS

1"

CLRTOP OF SLAB

SEE PLAN

COMPOSITE FLOOR DECK

SEE PLAN FOR WWFSUPPORT WIRE MESH ON SLABBOLSTERS AT 3'-0" O.C. MAXIMUMSPACING

.

SEE PLAN NOTESFOR SLAB THICKNESS

1"

CLR

CONDITION AT SECONDARY BEAMS

TOP OF SLABSEE PLAN

COMPOSITE FLOOR DECK

(3) #4 CONTINUOUSAT ALL PERIMETERCONDITIONS INCLUDINGOPENINGS EXTEND THREEFEET BEYOND EDGE OFOPENINGS UNLESS OTHERWISE NOTED ON REINFORCING PLANS

#4 WITH 90 DEG. HOOK AT 12" O.C. TYPICAL (TURN HOOKS AS REQUIRED TO MAINTAIN REQUIRED CLEAR COVER TO TOP OF SLAB)

EXTEND 4'-0" BEYOND INSIDEOF GRID LINE

SUPPORT REINFORCINGON SLAB BOLSTERS AS INDICATED

SEE PLAN

EDGE OF DECK

CONDITION AT ALL SLAB EDGES

3'-0"

CONNECTION FOR LATERALSUPPORT ONLY. MUST ALLOW FORVERTICAL DEFLECTION OF BEAM.

METAL STUD WALLSEE ARCHITECTURALDRAWINGS

(1) #4 x 4'-0" TOP BARTYPICAL AT EACHSTEEL COLUMN

CENTERLINEOF COLUMN

CENTERLINEOF COLUMN

CONDITION AT INTERIOR COLUMN

(1) #4 x 4'-0"

CENTERLINEOF COLUMN

CENTERLINEOF COLUMN

EDGE OF SLAB

SEE EDGE REINFORCING DETAIL

(1) #4 TOP 3'-0" 3'-0"

CONDITION AT PERIMETER COLUMN

(1) #4 x 4'-0"

CENTERLINEOF COLUMN

CENTERLINEOF COLUMN

EDGE OF SLAB

SEE EDGE REINFORCING DETAIL

(1) #4 TOP 3'-0"

3'-0"

(1) #4 x 4'-0"

SE

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SEE EDGEREINFORCINGDETAIL

CONDITION AT CORNER COLUMN

WWF 6x6/ W2.9xW2.9

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CONDITIONS AT LANDINGS AND TREADS

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TYPICAL COMPOSITE SLAB REINFORCING DETAIL2

1" = 1'-0"


NTS


NTS


NTS


NTS


1 1/2" = 1'-0"

TYPICAL STAIR PAN REINFORCING7

FOR ALL OPENINGS AND RECESSES IN BOTH INTERIOR AND EXTERIOR NON-LOAD BEARING WALLSNOT SHOWN ON STRUCTURAL DRAWINGS. PROVIDE THE FOLLOWING LINTELS:

LINTEL SCHEDULE NOTES:

SEE ARCHITECTURAL PLANS, ELEVATIONS AND DETAILS, ETC, FOR LINTEL ELEVATIONS AND CLEAROPENINGS, ETC.

PROVIDE STEEL LINTELS WHERE SPECIFICALLY INDICATED AND FOR OPENINGS LARGER THANCOVERED BY THE LINTEL SCHEDULE.

ALL MASONRY BEARING STEEL LINTELS SHALL BE ANCHORED WITH (1) 3/4" x 0'-4" HOOKED ANCHORBOLT AT EACH END INTO GROUT. PROVIDE SLOTTED HOLES IN LINTEL.

LINTELS WITH CLEAR SPAN OPENING OF 6'-0" OR LARGER, PROVIDE 100 PERCENT GROUT FILL FROMFOOTING (OR FLOOR BELOW) TO LINTEL BEARING.

LINTELS WITH CLEAR SPAN OPENING LESS THAN 6'-0", PROVIDE SOLID OR GROUTED MASONRY TO AMINIMUM DEPTH OF 2'-8" BELOW THE LINTEL BEARING.

ALL LINTELS SHALL BE CENTERED ON WALL THICKNESS, UNLESS OTHERWISE NOTED. BOTTOM LINTEL PLATE SHALL BE SHOP WELDED TO BEAM.

ANCHOR MASONRY, ENCASING STEEL LINTEL BEAMS, WITH CHANNEL SLOTS AND ANCHORS, WELD CHANNELSLOTS TO EACH SIDE OF BEAM WEB AT 32" O.C. PROVIDE ONE LONGITUDINAL ROW FOR BEAMS UP TO 18"IN DEPTH AND 2 ROWS FOR DEEPER BEAMS.

ALL LINTELS EXPOSED TO WEATHER SHALL BE GALVANIZED.

CONTINUOUS PLATE CONNECTED TO LINTEL BOTTOM FLANGE SHALL BE PROVIDED FOR THE FULL LENGTHOF THE LINTEL, UNLESS NOTED OTHERWISE.

A.

B.

C.

D.

E.

F.

G.

H.

I.

1. STEEL LINTELS:

2. CMU BLOCK LINTEL:

REINFORCE LINTEL BLOCK AS INDICATED IN THE "CONCRETE BLOCK LINTEL SCHEDULE" FOR THE WALLTHICKNESS AND CLEAR SPAN.

FILL WITH CONCRETE OR GROUT ( NOT MORTAR).

JOINTING SHALL BE AS ADJACENT WALL.

MINIMUM BEARING ON MASONRY WALL IS 8" EACH END, BUT NOT LESS THAN 1" OF BEARING PER FOOT WIDTHOF OPENING SPAN.

LINTEL SHALL BE SHORED FOR 28 DAYS.

PROVIDE 100 PERCENT GROUT FILL FROM FOOTING (OR FLOOR BELOW) TO LINTEL BEARING.

CONTRACTOR HAS THE OPTION TO PROVIDE PRECAST CONCRETE LINTELS WITH SAME DIMENSIONS AND REINFORCING GIVEN IN LINTEL SCHEDULE FOR CONDITIONS CONCEALED BY ARCHITECTURAL FINISHES.

A.

B.

C.

D.

E.

F.

G.

USE WHERE MASONRY WALL IS EXPOSED IN A FINISHED ROOM.

3. OPENING IN BRICK

FOR OPENINGS SUPPORTING 7'-0" OF BRICK MAXIMUM, PROVIDE LOOSE LINTEL L4x3 1/2x3/8 (LLV) FOR OPENINGS UP TO 6'-0" WIDE. AT OPENINGS 6'-0" TO 9'-0" WIDE, PROVIDE L6x3 1/2x3/8 (LLV). AT OPENINGS BETWEEN 9'-0" AND 10'-0", PROVIDE L7x4x3/8 (LLV).

SEE ARCHITECTURAL AND MEP DRAWINGS FOR SIZE AND LOCATIONS OF PENETRATIONS IN NEW ANDEXISTING BRICK. PROVIDE LINTELS FOR ALL PENETRATIONS LARGER THAN 1'-4".

A.

B.

LINTEL SCHEDULELIGHT WEIGHT BLOCK NON-BEARING WALLS

*NOMINAL BLOCK DIMENSION

MARKWALL*THICK

LINTEL*HEIGHT

BOTTOMREINF.

MAXIMUMCLEAR SPAN SECTION

L1 6 8

L2 8 8

L3 12 8

L4 8 16

L5 12 16

(1) #4

(1) #6

(2) #4

(2) #6

(2) #5

(2) #8

(2) #5

(2) #8

(2) #5

(2) #8

4'-8"

4'-8"

4'-8"

5'-4"

5'-4"

5'-8"

9'-0"

10'-8"

9'-0"

10'-8"

TYPE A

TYPE A

TYPE A

TYPE B

TYPE B

REINFORCEPER SCHEDULE

TYPE "A"

1'-4

"

FILL BOTH UNITSWITH GROUT ATTHE SAME TIME

BREAK WEBS OUT TO ALLOW PLACEMENTOF (2) #33

"

REINFORCE PER SCHEDULE

USE SUPPORTS TO HOLD BARSIN PROPER POSTION

TYPE "B"

USE LINTEL SECTION THAT COINCIDES WITH OPENING CLEAR SPAN UNLESS OTHERWISE NOTED ON THE BUILDING ELEVATIONS.

THE SCHEDULE ABOVE APPLIES ONLY TO LINTELS SUPPORTING MASONRY IN RUNNING BOND.

PROVIDE LINTELS FOR ANY OPENING GREATER THAN 1'-4" TO BE CUT INTO EXISTING CMU WALL IN ACCORDANCE WITH THE SHCEDULE ABOVE. SHORE WALL ABOVE AS REQUIRED UNTIL NEW LINTEL IS INSTALLED. SEE ARCHITECTURAL AND MEP DRAWINGS FOR SIZE AND LOCATIONS OF PENETRATIONS.

SEE 500 SERIES DRAWINGS FOR ADDTIONAL MISCELLANEOUS STEEL REQUIRED FOR LARGE OPENINGS.

1.

2.

3.

4.

NOTES:

7 5

/8"

3"

1 1

/2"

(2) #3

L1A 6 24(1) #6

(1) #6

SEE PLAN

SEE PLANTYPE C

2'-0

"

USE SUPPORTS TO HOLD BARSIN PROPER POSTION

TYPE "C"

GROUT ALL BLOCKS SOLID

#5 @ 16" O.C.

#6 CONT.

#6 CONT. #5's AT 48"O.C. MAX.

(1) #5

(1) #5

(2) # 5

C.J.

(1) # 5

(1) #5

ATTACH WALL TO STRUCTURE FRAMING ABOVE SEE TYPICAL ATTACHMENT DETAILS. (2) #5 AT NEXT TO TOP COURSE WALLS AND AT LEVEL OF ANY STRUCTURAL ATTACHMENTS.FILL TOP COURSE WITH GROUT

PROVIDE 9 GAGE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C.

REINFORCING SHOWN IS TYPICAL AT ALL EXTERIOR WALLS UNLESS NOTED OTHERWISEON INDIVIDUAL BUILDING PLANS OR ELEVATIONS ON S54X SERIES DRAWINGS. SEE LINTEL SCHEDULE FOR GROUT AND REINFORCING ABOVE OPENINGS.

LAP SPLICE HORIZONTAL JOINT REINFORCEMENT 12 INCHES.

DOWEL INTO FOUNDATIONS WITH SAME BAR SIZE AND SPACING. CONTRACTOR HAS OPTIONTO EMBED DOWELS DURING POUR.

C.J. INDICATES CONTROL JOINT. SEE TYPICAL CONTROL JOINT DETAIL. SEE PLANS ANDSPECIFICATIONS FOR ADDITIONAL CONTROL JOINT LAYOUT INFORMATION.

1.

2.

3.

4.

5.

NOTES:

2'-0"

(1) #5 AT ALL ENDS OF WALLAND EACH SIDEOF CONTROL JOINT

SEE SCHEDULESEE SCHEDULE

C.J.

(1) #5

(1) #5

(2) # 5

(1) # 5

(1) #5

ATTACH WALL TO STRUCTURE FRAMING ABOVE SEE TYPICAL ATTACHMENT DETAILS. (2) #5 AT NEXT TO TOP COURSE WALLS AND AT LEVEL OF ANY STRUCTURAL ATTACHMENTS.FILL TOP COURSE WITH GROUT

PROVIDE 9 GAGE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C.

REINFORCING SHOWN IS TYPICAL AT ALL EXTERIOR WALLS UNLESS NOTED OTHERWISEON INDIVIDUAL BUILDING PLANS. SEE LINTEL SCHEDULE FOR GROUT AND REINFORCINGABOVE OPENINGS.

LAP SPLICE HORIZONTAL JOINT REINFORCEMENT 12 INCHES.

DOWEL INTO FOUNDATIONS WITH SAME BAR SIZE AND SPACING. CONTRACTOR HAS OPTIONTO EMBED DOWELS DURING POUR.

MAXIMUM CONTROL JOINT SPACING IS 20'-0". SEE PLANS AND SPECIFICATIONS FOR ADDITIONALCONTROL JOINT LAYOUT INFORMATION.

1.

2.

3.

4.

5.

NOTES:

(TYP)

2'-0"

(1) #5 AT ALL ENDS OF WALLAND EACH SIDEOF CONTROL JOINT

SEE SCHEDULESEE SCHEDULE

REINFORCING INGROUTED CORE

DOWELS TO MATCH AND LAPWITH WALL REINFORCING,DRILL AND GROUT DOWELSAFTER SLAB HAS BEEN POURED

CONCRETE SLAB ON GRADE AND WALL CONDITIONS VARY, SEE PLAN

CONCRETE FOUNDATION WALL

4'-0 G

RO

UT

LIF

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AP

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4'-0

" G

RO

UT

LIF

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'-0

" G

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UT

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TOP/SECONDGROUT POUR

TOP/FIRSTGROUT POUR

AN

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AP

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ION

AN

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AP

PR

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ION

CMU WALL

VERTICAL BAR AT ALL INTERSECTIONS

PREFABRICATED WIRE JOINTREINFORCING AT 16" O.C.LAP WITH TYPICAL CONTINUOUSJOINT REINFORCING

PREFABRICATED WIRE JOINTREINFORCING AT 16" O.C.LAP WITH TYPICAL CONTINUOUSJOINT REINFORCING

CONTRACTOR HAS THE OPTION TO USE LADDERTYPE JOINT REINFORCEMENT

2"

CLR

2"

CLR

PROVIDE VERTICALREINFORCING AT ALLCORNERS AND INTERSECTIONSUSE REBAR POSITIONERHAREWARE AT 8'-0" O.C.L

AP

SP

LIC

E

CORNER BARS TO MATCHSIZE OF HORIZONTAL WALL REINFORCING

SEE INDIVIDUAL BUILDING PLANS FOR HORIZONTAL AND VERTICALREINFORCING STEEL REQUIREMENTS.

SEE GENERAL NOTES FOR REINFORCING STEEL CLEARANCES.

1.

2.

NOTES:

SINGLE HORIZONTAL BAR CONDITION

LA

P S

PL

ICE

BOND BEAM REINFORCING

DOUBLE HORIZONTAL BAR CONDITION

DOWELS TO MATCH ANDLAP WITH BOND BEAMREINFORCING

WALL THICKNESSS WALL THICKNESS

USE REBAR POSITIONERHAREWARE AT 8'-0" O.C.

LAP SPLICE STD. HOOK STD. HOOK

LA

P S

PL

ICE

GROUT COREFULL HEIGHT

INTERIOR OREXTERIOR CMU

INTERIORNON-LOADBEARING CMU

EXTERIORWALL

JOINT STABLIZATIONANCHORS SEESPECIFICATIONS

VERTICAL BAR EACH SIDE OFCONTROL JOINT (TYPICAL) GROUT SOLID

BUILDING PAPER BONDBREAKER

OPTION 1

OPTION 2

OPTION 3

CONTROL JOINT MATERIAL

SPECIAL CONTROL JOINT UNITS

DISCONTINUE HORIZONTAL JOINT REINFORCEMENT ANDBOND BEAM REINFORCEMENT AT CONTROL JOINTS

1.

NOTES:

1"

CLR

.

METAL ROOFDECK

STEEL BEAMOR BAR JOIST

3/4" DIAMETER ADHESIVE ANCHORFINGER TIGHTEN NUTS, BACKOFF 1/2TURN AND FOUL THREADS. LOCATEANCHORS AT BOTTOM HALF OF SLOT

L6x6x3/8 x 1'-4" w/(2) 13/16" x 2 1/2"VERTICAL SLOTTED HOLES

2" CLEARAROUND BEAM

3/16 1"

CONTINUE VERTICALREINFORCEMENTTO TOP OF WALL

CONTINUOUS BONDBEAM WITH (2) #5

PERPENDICULAR TO BEAM

METAL ROOFDECK

CONTINUE VERTICALREINFORCEMENTTO SECOND COURSEFROM TOP


PARALLEL TO BEAMS AT ROOF

(WALLS PARALLEL TO STRUCTURAL MEMBERS)

1 3

/12

8"

CL

R

DETAIL ALSO APPLIES TO COMPOSITE FLOOR DECK ABOVE

PARTITION TOP ANCHORAT 24" O.C. (MINIMUM CAPACITY400 LBS WORKING LOAD)

ROOF FRAMING MEMBERSSEE PLAN

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1" = 1'-0"

LINTEL SCHEDULE1

1/4" = 1'-0"

TYPICAL EXTERIOR CMU WALL REINFORCING2

1/4" = 1'-0"

TYPICAL INTERIOR CMU WALL REINFORCING3

1/2" = 1'-0"

TYPICAL REINFORCED CMU WALL4

1" = 1'-0"

TYPICAL HORIZONTAL JOINT REINFORCING DETAIL5

1" = 1'-0"

TYPICAL CMU WALL REINFORCEMENT6

1" = 1'-0"

TYPICAL CMU WALL REINFORCEMENT7

1" = 1'-0"


1" = 1'-0"


1" = 1'-0"

TYPICAL CMU WALL ATTACHMENT10

1" = 1'-0"


METAL ROOFDECK



DIRECTLY BELOW BEAM

1 1

/2"

CL

R

1"

CLR

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UT

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TO

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TO USED WHERE TOP OF WALL IS EXPOSED TO VIEW

METAL ROOFDECK



DIRECTLY BELOW ROOF BEAM

1"

CLR

.

GR

OU

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OP

TW

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ES

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LID


TO USED ABOVE CEILINGS

LA

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ON

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WA

LL

1"

L8x4x1/2 x 1'-0" (GALV) AT 48" WITH (2) - 3/4" DIA. HILTI HY-150 (GALV), 3" MAX. DIA. OVERSIZE HOLES IN ANGLE AND OVERSIZED PLATE WASHER

BOND BEAM WITH (2) - #4 CONT, SECOND BLOCK FROM TOP

PRECAST SLAB OR BEAM (REINFORCING NOT SHOWN)

EMBED PLATE (GALV) 1/2"x12"x1'-0" @ 48" WITH (4) - 3/4" DIA. HAS

AT CMU EXPOSED TO VEHICULAR TRAFFIC PROVIDE #5 DOWELS AT 8", GROUT FIRST SIX COURSES SOLID, CONTINUOUS. VERTICAL DOWEL HEIGHT TO EXTEND TO TOP OF 6TH COURSE.

#5 IN FULLY GROUTED CORES, LAP WITH DOWELS. SEE DETAIL 3/S400 FOR SPACING

GROUT SOLID OR PROVIDE SOLID BLOCK AT EACH ANCHOR LOCATION

HOOKED DOWEL OR DRILLED-IN DOWELS.

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1" = 1'-0"


1" = 1'-0"


SCALE: 3/4" = 1'-0"

TYPICAL TOP AND BOTTOM CONNECTIONS3

DECK BEARING ELEVATION

WIDE FLANGE COLUMNSEE PLANS OR SCHEDULEFOR SIZE AND DECK BEARINGELEVATION

AROUND3/8" ALL

3/4" CAP PLATE

FINISHED COLUMN END

SEE PLAN FORCOLUMN ANDBASE PLATEINFORMATION

SEE PLAN FOR TOP OF CONCRETEELEVATION

. 2" NON-SHRINK GROUTFOR 1" ANCHOR RODS

ANCHOR RODS WITH DOUBLENUTS AND PLATE WASHERS FORLEVELING. SEE BASE DETAILS FOR ANCHOR ROD LAYOUT. CLEAN OIL FROM ANCHOR RODS PRIOR TO INSTALLATION

LE

NG

TH

SP

EC

IFIE

DE

MB

ED

ME

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HEAVY HEX HEAD NUTSTACK WELD IN PLACE

NOTE: PLATE WASHERS REQUIRED ONLY AT COLUMNS IN BRACED BAYS.

1/4

WELD PLATE WASHERTO BASE PLATE AFTERCOLUMN IS IN PLACEAND PLUMBED

BASE PLATE

HOLE IN PLATE WASHERDIAMETER = (DIAMETER OFANCHOR ROD + 1/16")

OVERSIXED HOLE INBASE PLATE

ANCHOR ROD - EXACTLOCATION VARIES

3/8" PLATE WASHER (SHALLCOVER ENTIRE OVERSIZEDHOLE IN BASE PLATE, PROVIDE1/2" PLATE WASHERS

11"

11"

2"

9"

9"

2"

2" 3" 3" 2"

5" 5"

1" x 10" x 1'-10"BASE PLATE

(4) - 1" DIA x 12" EMBEDMENTANCHOR BOLT

1/4

10"

10"

2"

8"

8"

2"

2" 5" 5" 2"

7" 7"



1/4

10"

10"

2"

8"

8"

2"

2" 5" 5" 2"

7" 7"



1/4

11"

9"

2"

7"

9"

2"

2" 5" 5" 2"

7" 7"



1/4

7"

7"

1 1

/2"

5 1

/2"

5 1

/2"

1 1

/2"

1 1/2" 5 1/2" 5 1/2" 1 1/2"

7" 7"


(4) - 5/8" DIA HILTI KWIKBOLT TZ - 4" EMBEDMENT

3/16

10"

10"

2"

8"

8"

2"

2" 8" 8" 2"

10" 10"


1/4

(4) 1" DIA x 12" EMBEDMENT ANCHOR BOLTS

1" x 14" x 1'-2"BASE PLATE BPF1" x 17" x 1'-5"BASE PLATE BPG

(4) - 1" DIA x 12" EMBEDMENT ANCHOR BOLTS

3/16

2" 2"

2"

2"

11"

11"

2"

9"

9"

2"

2" 9" 9" 2"

11" 11"

1 1/2" x 22" x 1'-10"BASE PLATE

1/4

(4) 1 1/4" DIA x 16" EMBEDMENT ANCHOR BOLTS

10"

10"

2"

8"

8"

2"

2" 8" 8" 2"

10" 10"


1/4


1'-0

"1

'-0

"

2"

10"

10"

2"

2" 6" 6" 2"

8" 8"

1 1/4" x 16" x 2'-0"BASE PLATE

5/16


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STRUCTURALSTEEL COLUMN

DETAILS

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1" = 1'-0"

TYPICAL DETAIL AT TOP OF COLUMN w/ CAP PLATE1

3/8" = 1'-0"

TYPICAL COLUMN BASE DETAIL2

3" = 1'-0"

PLATE WASHER DETAIL3

SCALE: 1 1/2" = 1'-0"

BASE PLATE A4

SCALE: 1 1/2" = 1'-0"

BASE PLATE B5

SCALE: 1 1/2" = 1'-0"

BASE PLATE C6

SCALE: 1 1/2" = 1'-0"

BASE PLATE D7

SCALE: 1 1/2" = 1'-0"

BASE PLATE Z8

SCALE: 1 1/2" = 1'-0"

BASE PLATE E9

SCALE: 1 1/2" = 1'-0"

BASE PLATE F AND G10

SCALE: 1 1/2" = 1'-0"

BASE PLATE J12

SCALE: 1 1/2" = 1'-0"

BASE PLATE H11

SCALE: 1 1/2" = 1'-0"

BASE PLATE K13

1 1

/2"

(MIN

)

(2) ANGLES

CENTERLINE OFGIRDER

DESIGN CONNECTION AS STANDARD AISC SIMPLE DOUBLE ANGLE UNLESS SPECIFICALLYDETAILED OTHERWISE.

CONTRACTOR HAS OPTION TO BOLT OR WELD ANGLES UNLESS SPECIFICALLY DETAILED OTHERWISE.

SAME APPLIES FOR TYPICAL BEAM TO COLUMN CONNECTION

1.

2.

3.

NOTES:

1/4TYPICAL5/16" MINIMUM

BENT PLATE(TYPICAL)

FOR 0 UP 30˚

0

0

4"

.45

3/8" x 1" BACKINGBAR w/ BEVEL

3/8" MIN. A36PLATE

FOR 0 30˚TO 45˚

DESIGN OF SINGLE PLATE SHEARCONNECTIONS SHALL CONFORM TO13TH EDITION AISC MANUAL OF STEEL CONSTRUCTION

FOR 0 45˚TO 70˚

0

3/8" x 1" BACKINGBAR w/ BEVEL

3/8" MIN. A36PLATE

.7"

DR

R = 3/16" FOR 45 < < 60

=1/8" FOR 60 < < 70

0

0

.1/4"

.

STOP WELD ONEFILLET WELD LEG FROM EDGE OFCUTOUT (TYPICAL)

(TY

P)

1 1

29/2

56"

(TYP)

1 129/256"

.

STOP WELD ONEFILLET WELD LEG FROM EDGE OFCUTOUT (TYPICAL)

CONNECTION PLATE THICKNESS =BEAM FLANGE THICKNESS + 1/8"(TOP & BOTTOM). PLATE SHALLBE A572 GRADE 50

STANDARD AISC SHEAR CONNECTIONUSE SLIP CRITICAL BOLTS

STEEL COLUMN, SEEPLAN FOR SIZE

10 3/4"

FULL PENETRATION WELDTYPICAL TOP & BOTTOM

WELD A(TYP)

W

WW= 1/2 x CONNECTIONPLATE THICKNESS

3" TOP & BOTTOM

NOTE:WELD A, SHEAR PLATES AND BOLTSARE TO BE DESIGNED FOR THE VERTICAL REACTION SHOWN ONTHE PLANS. USE S.C. BOLTS

SEE x/Sxxx FOR ACCESS HOLE DETAILS

CONNECTION PLATE THICKNESS =BEAM FLANGE THICKNESS + 1/8"(TOP & BOTTOM). PLATE SHALLBE A572 GRADE 50

FULL PENETRATION WELDTYPICAL TOP & BOTTOM

W

WW= 1/2 x CONNECTIONPLATE THICKNESS

SEE x/Sxxx FOR ACCESS HOLE DETAILS

STEEL COLUMN, SEEPLAN FOR SIZE

STANDARD DOUBLE ANGLESHEAR CONNECTIONUSE SLIP CRITICAL BOLTS

NOTE:PROVIDE SINGLE STIFFENER ALIGNEDWITH COLUMN WEB, EACH SIDE, IF COLUMNORIENTATION VARIES. SINGLE STIFFENERMAY BE USED FOR SINGLE PLATE SHEARCONNECTION FOR BEAM FRAMING IN FROMONE SIDE. PLATE THICKNESS IS TO BE ASREQUIRED FOR BEAM CONNECTION.

3/4" STIFFENERSEACH SIDE

TYP

TYPSTEEL COLUMN, SEEPLAN FOR SIZE

ALIGN STIFFENERS WITH FLANGES OF COLUMN FOR COLUMNWEB ORIENTATIONS BETWEEN 0 AND 45 DEGREES TO BEAM WEB

(1) 3/4" COLUMNCAP PLATE

RADIUS = 3/8" (MIN)

.

.

.

GREATER OF 1.5tw OR 1 1/2"BUT NOT TO EXCEED 2"

GREATER OF 1.5tw OR 1 1/2" BUTNEED NOT EXCEED 2" (+/- 1/4" TOLERANCE)

CONTOUR BOTTOM OF TOPFLANGE TO PERMIT TIGHT FITOF BACK BAR

..

RADIUS = 3/8" (MIN)

GREATER OF 1.5twOR 1" BUT NEEDNOT EXCEED 2"

GREATER OF 1.5twOR 1" BUT NEEDNOT EXCEED 2"

NOTE:GRIND THERMALLY CUTSURFACES OF ACCESSHOLES IN SHAPE WITHFLANGE THICKNESSEXCEEDING 2"

TYP

(4) A325 3/4" DIAMETER BOLTS

3/4" BASE PLATESEE FRAMING PLANFOR BEAM SIZE

FITTED STIFFENERS EACHSIDE TO MATCH COLUMNFLANGE THICKNESS

SEE PLANS FORCOLUMN SIZE

TYP

(4) A325 3/4" DIAMETER BOLTS

3/4" BASE PLATESEE FRAMING PLANFOR BEAM SIZE

FITTED STIFFENERS EACHSIDE TO MATCH COLUMNFLANGE THICKNESS

SEE PLANS FORCOLUMN SIZE

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CONNECTIONDETAILS

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TYPICAL BEAM TO GIRDER CONNECTION1

NTS

TYPICAL SKEWED SHEAR CONNECTION2

NTS

TYPICAL FITTED STIFFENER DETAIL4

NTS

TYP. MOMENT CONN. THROUGH COLUMN WEB5

NTS

TYP. MOMENT CONN. THROUGH COLUMN FLANGE6

NTS

TYP MOMENT CONNECTION AT TOP OF COLUMN7

NTS

TYPICAL WELD ACCESS HOLE DETAIL8

1" = 1'-0"

TYPICAL COLUMN LOAD TRANSFER DETAIL9

1" = 1'-0"

TYPICAL COLUMN LOAD TRANSFER DETAIL10

COLUMN

HSS BEAM(BEARS ON ENTIRE 4"TOP LEG OF L 4x4)

1"

1"

L 4x4x3/8

L 2x2x1/4

4

1/4TYP

3/16TYP

3/16

3/8" STIFFENER PLATE

1/4

W12 COLUMN

HSS10x8

L 4x4x3/8 x 1'-5"

L 3x3x1/4 x 1'-4"

1/4

3/16

3/16

5 1/2"

W10 OR W12 COLUMN

W10X33 OR W8x18

1/4W12 COLUMN

W12x22 ORW8x18

3/16

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SCALE: 1 1/2" = 1'-0"

TYPICAL DETAIL1

SCALE: 1 1/2" = 1'-0"

SECTION2

SCALE: 1 1/2" = 1'-0"

TYPICAL BEAM TO COLUMN MOMENT CONNECTION3

SCALE: 1 1/2" = 1'-0"

TYPICAL BEAM TO COLUMN MOMENT CONNECTION4

3"

CONNECTORS UNIFORMLY SPACED

REQUIRED NUMBER OF SHEAR 3"

3/4" DIAMETER HEADED STUDS,5" LONG (IN PLACE) TYPICAL

UNIFORMLY SPACED

30 SHEAR CONNECTORS

W18x46 (30)

SHEAR CONNECTORDESIGNATION AS INDICATEDON THE FRAMING PLANS(UNIFORM SPACING)

W24x55

. . .

(24,8,24)

24 8 24 NUMBER OF

SHEAR CONNECTORSUNIFORMLY SPACED

SHEAR CONNECTORDESIGNATION AS INDICATEDON THE FRAMING PLANS(THIRD POINT SPACING)NOTES:

COMPOSITE BEAM SHEAR CONNECTORS SHALL BE AUTOMATICALLY END WELDED TO THEBEAM EITHER DIRECTLY OR THROUGH THE COMPOSITE STEEL FLOOR DECK.

LOCATE SHEAR CONNECTORS EITHER SINGLY AT THE BEAM CENTERLINE, OR IN PAIRS,1 1/2 INCHES EACH SIDE OF THE BEAM CENTERLINE.

SPACE SHEAR CONNECTORS ALONG THE BEAM LENGTH AS INDICATED ON THE FRAMINGPLANS WITH THE SPACING NOT TO EXCEED 24 INCHES.

1.

2.

3.

CELL CLOSURE(20 GAGE)

SEE PLAN FORTOP OF SLAB EL 1"

SEE FRAMING PLAN FOR BEAM SIZE

PROVIDE 3/8" BENT PLATEw/ STUDS AT 12" O.C. ATHANDRAIL AND CURTAIN WALLCONDITIONS REGARDLESS OFEDGE OF SLAB DIMENSION

1/4" BENT PLATE WELDED TO BEAM w/ 1/2" DIAMETER x 4" WELDED HEADEDANCHOR STUDS AT 16" (5/16" IF OVERHANGIS GREATER THAN 12")

FOR EDGE OF SLAB

SEE FRAMING PLAN3/16 2-12

DIMENSION

THEORETICAL GRID LINE ORCENTERLINE OF BEAM

SEE DRAWING x/Sxxx FOR SLAB REINFORCEMENT REQUIREMENTS.

LOCATION OF BENT PLATE EDGE SHALL BE ADJUSTED IN FIELD TO WITHIN AISC TOLERANCESFOR ADJUSTMENT ITEMS (+/- 3/8") FROM THEORETICAL CENTERLINE OF BEAM (NOT ERECTEDCENTERLINE OF BEAM).

1.

2.

NOTES:

UP TO 2'-0"

4'-0"

THEORETICALCENTERLINE OFBEAM


1/4" BENT PLATE

EQUAL EQUAL

2'-0" < x < 2'-8"

6"

STEEL CONTRACTOR HASOPTION TO PROVIDE TEMPORARYSHORING FOR CONCRETE POURIN LIEU OF MISCELLANEOUSSTEEL FRAMING

DECK ORIENTATIONSEE PLAN

L4x4x3/8 AT 5'-0" O.C. MAX(ALIGN w/ DECK FLUTESWHEN PARALLEL)

L3x3x1/4 AT 5'-0" MAX. SPACING

3/4" DIAMETER SLIP CRITICALBOLT (6 THUS) WELDED CONNECTIONAT CONTRACTORS OPTION

1/4

2 SIDETYPICAL

SEE DRAWING Sxxx FOR SLAB REINFORCEMENT REQUIREMENTS.

LOCATION OF BENT PLATE SHALL BE ADJUSTED IN FIELD TO WITHIN AISCTOLERANCES FOR ADJUSTABLE ITEM (+/- 3/8" FROM THEORETICAL CENTERLINEOF BEAM (NOT ERECTED CENTERLINE OF BEAM).

1.

2.

NOTES:

2'-0" TO 3'-8"

USE 3/8" CLIP ANGLESAND FIELD WELD TO BEAMS

C6x8.2

C6x8.2

C6x8.2

C6x8.2

1/4" BENTPLATE

CHANNEL

.

COORDINATE OPENING SIZE AND LOCATION WITHMECHANICAL CONTRACTORPRIOR TO FABRICATION

1/4" BENT PLATE

C6x8.2

USE WHERE FRAMING SIZES NOT INDICATED ON PLANS.

NOTE: FOR FRAMING TO BE INSTALLED AFTER DECK IS IN PLACE COPE CHANNELS,AND FRAME INTO SUPPORTING BEAM WEBS WITH FIELD WELDED CLIP ANGLES. DONOT PROVIDE 1/4" BENT PLATE AROUND OPENING PERIMETER. OPENINGS TO BE WOODFORMED CONCRETE IN CONCRETE SLAB.

1/4

CELL CLOSURE

CENTERLINE OF BEAM

SEE FRAMING PLANFOR BEAM SIZE

SEE S300 SERIES DRAWINGS FORSLAB REINFORCING DETAILS

CELL CLOSURE(20 GAGE)

SEE PLAN FORTOP OF SLAB EL 1"



1/4" BENT PLATE WELDED TO BEAM w/ 1/2" DIAMETER x 4" WELDED HEADEDANCHOR STUDS AT 16" (5/16" IF OVERHANGIS GREATER THAN 12")

FOR EDGE OF SLAB

SEE FRAMING PLAN3/16 2-12

DIMENSION

THEORETICAL GRID LINE ORCENTERLINE OF BEAM

SEE DRAWING x/Sxxx FOR SLAB REINFORCEMENT REQUIREMENTS.

LOCATION OF BENT PLATE EDGE SHALL BE ADJUSTED IN FIELD TO WITHIN AISC TOLERANCESFOR ADJUSTMENT ITEMS (+/- 3/8") FROM THEORETICAL CENTERLINE OF BEAM (NOT ERECTEDCENTERLINE OF BEAM).

1.

2.

NOTES:

UP TO 2'-0"

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FRAMINGDETAILS

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TYPICAL SHEAR CONNECTOR PLACEMENT DETAIL1

NTS

TYPICAL EDGE OF SLAB DETAIL2

NTS

TYPICAL EDGE OF SLAB DETAIL3

NTS

TYPICAL FLOOR OPENING FRAMING DETAIL4

1" = 1'-0"

TYPICAL DETAIL AT DECK ORIENTATION CHANGE5

1" = 1'-0"

TYPICAL EDGE OF SLAB DETAIL AT HANDRAIL6

EL 12'-0"

3/16 3-12

5/16" BENT PLATE CONTINUOUS

8 1/2"

7 1/2"

ROOF DECK

J

9 1/4"

1'-6 1/2"

7 1/2"

CURTAIN WALLSEE ARCHITECTURALDRAWINGS


2'-0"

4 1/4"

HSS16x8

4"

1"

(5) - HSS6x6x5/16W/ 1/4" CAP PLATEEACH END - 2'-6",7'-3", 12'-0", 16'-9" AND 21'-6" EAST OF 7.8

1/4

EL 13'-4"

L 8x6x7/16 CONTINUOUS

CONNECTION FORLATERAL SUPPORT BYCURTAIN WALL SUPPLIER

WITH 1/4" FILLETWELD CAP

J

1'-6 1/2"



10 1/2"

CONNECTION FORLATERAL SUPPORT BYCURTAIN WALL SUPPLIER

EL 12'-0"

ROOF DECK

4 1/4"

2'-0"

EL 14'-9 1/2"

4"

HSS16x8

(2) - HSS6x6x5/16W/ 1/4" CAP PLATEEACH END - 1'-0" AND 4'-0" WEST OF 10,SEE 6/S512 FOR DETAILAT COLUMN J-10.

1"

1/4

EL 13'-4"

L 8x6x7/16 CONTINUOUS

WITH 1/4" FILLETWELD CAP

HSS16x8

1/4

10

1'-6 1/2"


EL 13'-4"

EL 14'-9 1/2"

4"

1"

7 1/2"

(2) - HSS6x6x5/16W/ 1/4" CAP PLATEEACH END - 1'-0"AND 4'-0" SOUTHOF JL 8x6x7/16 CONTINUOUS

WITH 1/4" FILLETWELD CAP 3/16

HSS10x8x3/8HSS12x8x3/8(LSH) AT SIM

9

1'-2 1/2"

1'-9 1/2" AT SIM

10

EL 22'-4 5/8"

3/4"

4 3/8"

4 1/2"

5/16" x 9" PLATECONTINUOUS3/8" x 1'-4" PLATEAT SIM

SIM

5 1/2"

9 1/2" AT SIM

NOTE:

SECTION EXTENDS FROM GRID C TO GRID G.5

HSS10x6

1/4

6" METAL STUD WALLSEE ARCHITECTURALDRAWINGS

10

8 1/2"

CURTAIN WALLSEE ARCHITECTURALDRAWINGS 7 1/2"

EL 15'-3 7/8"

1'-9 1/2"

FACE OF MASONRY

5/8" x 1'-0 1/2" PLATECONTINUOUS1/2" x 10" AT SIMPLATE ONLY WHEREMASONRY IS BELOW -DISCONTINUE PLATE ATFULL HEIGHT CURTAINWALL AND PROVIDE LATERAL CONNECTION(BY SUPPLIER)

6"AT SIM

1'-7" AT SIM

B.1 SIM

W14 FLOOR BEAM3/16 2

TYP


G

C

1'-6"

1'-5 1/2" AT SIM

1'-5" 1"

1"

4"

7 1/2"

STORE FRONTSEE ARCHITECTURALDRAWINGS

1

1

L 2 1/2x2 1/2x1/4

C5x6.7 AT 4'-0" MAX

3/16

3/16TYP

L 4x4x3/8 x 1'-6" ATEACH BRACE W/(2) - 5/8" DIA x 4" EMBEDMENT HILTIKWIK BOLT TZ IN7 1/2" PORTION OFSLAB

1/4" GUSSET PLATE

(6) - #6 AT 6"CONTINUOUS

W14 FLOOR BEAM


4 1/4"

7 1/2"

RAILINGSEE ARCHITECTURALDRAWINGS - DESIGN OFCONNECTION OF RAILINGTO HSS12x2 IS BY RAILINGSUPPLIER

4"

HSS12x2x1/4

5"

1/4 6-12

1/4

LOCATE SEAMS OF HSS12x2 ON BOTTOM OR INSIDE FACE

#5 x 3'-0" WITH 90°HOOK AT 12"

3/4" DIA x 5" HEADEDSTUDS AT 12"

(6) - #6 AT 6"CONTINUOUS

HSS10x6x5/16

EL 8'-7 3/4"

EL 12'-6 1/2"

EL 15'-5"

1"

7 1

/2"

EL 0'-0"

USE STEEL SHIMSTO LEVEL

HSS6x6x1/4COLUMN

L 6x6x5/16 x 1'-4"LONG WITH LONGVERTICAL SLOTS

3/4" DIA THREADEDROD WELDED TOHSS6x6

1/4" CAP PLATE(2) - 1/2" DIA x 3 1/2" EMBEDMENT LENGTHHILTI KWIK BOLT TZPER ANGLES

HSS6x6x1/4

10

S511

10

S511SIM

HSS10x6HSS6x6 AT SIM

L 4x4x5/16

1/4" x 3" x 5"PLATE

3/16

3/16

3/16

9

EL 14'-9 1/2"

DOUBLE ANGLE SLIPCRITICAL SHEAR CONNECTIONBY FABRICATOR

W21

W12x45

PROVIDE 3/8" FULL DEPTH STIFFENERAT WEB OF W21 ON OPPOSITE SIDE. WELD ALL AROUND WITH 1/4" FILLET WELD

1/4

HSS12x8

5/16" x 11" PLATE

1"

9

6" STUD WALLSEE ARCHITECTURALDRAWINGS

4 1/2" 7 3/4" 1/2"

3/16 3-12

3/16EL 10'-0"

CONNECTION FORLATERAL SUPPORT OFCURTAIN WALL - ALLOWFOR 1/2" VERTICALDEFLECTION OF HSS12x8

STOREFRONTSEE ARCHITECTURALDRAWINGS

2 1/4"

W12 COLUMN

HSS12x8

L 4x4x5/16 x 1'-2"

L 3x3x1/4 x 1'-2"

1/4

3/16

3/16

1"

9

5/16" STIFFENER PLATE

HSS16x8x3/8

10 3/4"

10

1/4 4

1/4

1/4

EL 9'-0"

1/2

"1

/2"

FACE OF MASONRY

2'-0"

HSS8x6x5/16 x 5 1/2" LONGWITH (2) - 1/4" CAP PLATESAT 4'-0" (LENGTH CAN BE ADJUSTED TO ACCOUNTFOR SWEEP OF HSS16x8)

L 6x3 1/2x5/16CONTINUOUS

WT4x15.5 x 0'-10"

W14x22

HSS16x8

(3) - 3/4" DIA BOLTS

11 1/4"

1/4

A

7.1

HSS10 COLUMN

HSS12x10x5/16(TB = 8'-8 3/4")

HSS14x10x5/16CUT TO RADIUS(TB = 8'-9 3/4")

1/4

7.9

5 1/2" 5 3/8"

5 3

/8"

5 1

/2"

1/4" CAP PLATETYP

HSS12x10x1/2(TB = 8'-8 3/4")

SHEAR PLATE IN SLIT OFHSS12x8 CAN BE USED ASAN ERECTION AID ATFABRICATORS OPTION

5" 5"7

S512

7

S512

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SCALE: 3/4" = 1'-0"

SECTION1

SCALE: 3/4" = 1'-0"

SECTION2

SCALE: 3/4" = 1'-0"

SECTION3

SCALE: 3/4" = 1'-0"

SECTION4

SCALE: 3/4" = 1'-0"

SECTION5

SCALE: 3/4" = 1'-0"

SECTION6

SCALE: 3/4" = 1'-0"

SECTION7

SCALE: 3/4" = 1'-0"

SECTION9

SCALE: 1 1/2" = 1'-0"

SECTION10

SCALE: 1" = 1'-0"

SECTION11

SCALE: 1 1/2" = 1'-0"

SECTION12

SCALE: 1 1/2" = 1'-0"

SECTION13

SCALE: 1 1/2" = 1'-0"

SECTION14

SCALE: 1" = 1'-0"

SECTION15

SCALE: 1" = 1'-0"

SECTION8

7.17

DOUBLE ANGLE SHEARCONNECTION BY FABRICATOR


5"

7 1/2"

1'-5 1/4"

.1'-1" BETWEENGRIDS B AND C

W10 COLUMN

W12 COLUMN

W14

HSS12x8 ONGRID B

L4x4x3/8 WITH3/8" STIFFENER SEE 1/S503 FORWELDS

EL 16'-4 1/2"

EL 14'-9 1/2"

W12

EL 18'-6"

1/4

1/4

COLUMN CAP PLATE

PROVIDE 1/2" FULL DEPTH WEBSTIFFENERS OPPOSITE SIDEWELDED ALL AROUND WITH 1/4"FILLET WELD


7.1

EL 22'-3 1/2"3/16 3-12

3-12

6" 10 3/4"

1'-5 1/4"

7 1/2"

1/4" x 0'-6" PLATECONTINUOUS

HSS12x6x5/16

7.1

1/4

1/4

7.9

7

8

1'-5 1/4"

B.1B

5 3/8"

8"

W12 COLUMN

HSS16x6x5/16 x 1'-6"(TB = 8'-9 3/4")

HSS12x8(TB = 8'-8 3/4")

1/4

10

B.1

HSS14 COLUMN

HSS10x6(TB = 15'-3 7/8")

HSS12x8x3/8W/ 1/4" CAP PLATE(TB = 15'-3 7/8")

8 1/2"

5" 5"

6"

5"

5"

HSS5x5x3/8 x 9 1/2"W/ 1/4" CAP PLATE(TB = 15'-3 7/8")

1/4

1/4

1/4

1/43 SIDES

1" TYP

1/4

10

C

HSS14 COLUMN

HSS16x8

HSS16x12x5/16W/ 1/4" CAP PLATE

10 3/4"1/4

3 SIDES

D

1'-2 3/4"

1/4

J

4"

1"

1/4" FILLETWELD CAP

12" COLUMN

L 8x6x7/16CONTINUOUS

HSS6x4x5/16 x 1'-1"W/ 1/4" CAP PLATEEACH END

SEE 2/S511 FORADDITIONAL INFORMATION

A

EL 8'-7 3/4" 1/4

1/2" x 11" PLATECONTINUOUS

HSS12x10

1'-2 3/8"

5 3/8"

7.1

7.9

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SECTION1

SCALE: 1" = 1'-0"

SECTION2

SCALE: 1" = 1'-0"

SECTION3

SCALE: 1" = 1'-0"

SECTION4

SCALE: 1" = 1'-0"

SECTION5

SCALE: 1 1/2" = 1'-0"

SECTION6

SCALE: 1" = 1'-0"

SECTION7

AA

AA AA

XX

36/7 PATTERN AT ALLINTERMEDIATE SUPPORTS

5/8" DIAMETERPUDDLE WELDAT 6" O.C. (TYP)

SHEET WID

TH

36" MAXIM

UM

WELD R

EQ'D

AT

ALL SID

E LAP

SUPPORT P

OIN

TS

(5) SIDELAPCONNECTIONS(#10 TEK SCREWS)BETWEEN EACH BEAM, TYPICAL

36/7 PATTER ATALL END LAP SUPPORTPOINTS AND BUILDINGPERIMETER (ONE WELDPER 6" PARALLEL TODECK SPAN)

END LAPS SHALL OCCUR ONLY AT SUPPORT POINTS.

WELD THRU MULTIPLE SHEETS AT ALL ENDS AND SIDE LAPS.

DECK UNITS SHALL BE CONTINUOUS OVER AS MANY SPANSAS THE STRUCTURAL STEEL LAYOUT WILL PERMIT.

1.

2.

3.

NOTES:

SEE PLAN

2 1/64" MIN

METAL ROOFDECK

1/4

1/4" BENT PLATECONTINUOUS

3"

BEAM PER PLAN

1 1/2" MAX11/16" MIN

1/4

OPENING

1/4

L4x4x3/8 x 0'-4" LONG

ANGLE FRAME

1/4

1/4

TOP OF FLANGEBEAM SUPPORTINGSTEEL ROOF DECK

SECTION X

PROVIDE ANGLE FRAME AS INDICATEDUNLESS MEMBER SIZES ARE GIVEN ON PLAN

NOTE: FOR FRAMING TO BE INSTALLED AFTER DECKIS IN PLACE; COPE ANGLES FRAMING INTO SUPPORTINGBEAM WEBS WITH FIELD WELDED ANGLES.

BEAMS SUPPORTINGSTEEL ROOF DECK

L3 1/2 x 3 1/2 x 3/8(TYPICAL)

OPENING

PROVIDE ANGLE FRAMEAS SHOWN FOR OPENINGS12" SQUARE OR LARGER.VERIFY SIZE AND LOCATIONOF OPENING WITH THE MECHANICAL CONTRACTOR

1/4

10'-0" MAXIMUM SPAN

3'-0

" M

AX

SP

AN

PLA

N

SE

E

TOP OF SLABEL SEE PLAN


NOTE: SEE PLAN FOR DECK ORIENTATIONS

1/4

L3x3x3/8CONTINUOUS

.

MAXIMUM WORKINGLOAD OF 3250 LBS AT18" ABOVE TOP OFINSUALTION

FALL PROTECTION ANCHORDESIGNED AND PROVED BYEQUIPMENT SUPPLIER

PLATE 3/4" x 8" x 0'-8"GALVANIZED

ROUND HSS6x.500GALVANIZED

METAL ROOF DECK

1/4

1/4

OMIT WELD WHEREPIPE OVERHANGSFLANGES LESS THAN6" WIDE

3/8" PLATE FULL DEPTHSTIFFENERS (TYPICAL)

C10x20

SEE FRAMING PLAN FOR BEAM SIZES

(3) 3/4" DIAMETER A325SCBOLTS EACH END

C10x20

6'-8" MAXIMUM

3/16

WELD C5 TO EA. LEG OF JOIST CHORD ANGLE, TYP

3/16 1

C5x6.7 TYPICAL

JOIST PER PLAN, TYP

WELD AS REQ'D FOR HANGER LOAD (COORD)

HANGER ROD AS REQ'D BY MECH CONTRACTOR

500 LB MAXIMUM HANGER LOAD (EACH MEMBER)

C5 C5

C5C5

C5

C5

JO

IST

JO

IST

JO

IST

10'-0

" M

AX

IMU

M

MECHANICAL UNIT BELOW

HANGERS

10'-0" MAXIMUM

SECTION A-A TYPICAL PLAN

1/4

C5x6.7 TYPICAL

BEAM PER PLAN, TYP

WELD AS REQ'D FOR HANGER LOAD (COORD)

HANGER ROD AS REQ'D BY MECH CONTRACTOR

500 LB MAXIMUM HANGER LOAD (EACH MEMBER)

C5 C5

C5C5

C5

C5

BE

AM

10'-0

" M

AX

IMU

M

MECHANICAL UNIT BELOW

HANGERS

SECTION A-A TYPICAL PLAN

BE

AM

BE

AM

L6x6x3/8x0'-4" LONG

TO 1 1/2" MAX11/16" MIN

1/4

1/4

SEE PLAN

METAL ROOFDECK

1/4


3"

BEAM PER PLAN

2" MIN

1/4

(2) L2x2x1/4WEB MEMBER

STEEL JOIST

PROVIDE WOOD BLOCKINGIN DECK CELLS UNDER CURBS

C6x13

THIS DETAIL APPLIES TO TOP CHORD SUPPORTED CONCENTRATEDLOADS THAT OCCUR MORE THAN 4" FROM PANEL POINT.

FIELD WELD CONNECTIONS FOR NEW WEB MEMBERS IN ACCORDANCEWITH SJI SPECIFICATIONS

SIMILAR DETAIL SHALL BE USED FOR BOTTOM CHORD SUPPROTEDCONCENTRATED LOADS. ANGLES SHALL EXTEND TO TOP CHORDPANEL POINT.

1.

2.

3.

NOTES:

MECHANICAL UNIT CURB MUST BE CAPABLE OF SPANNING TO C6 SUPPORT CHANNELS. VERIFY WITH CURB SUPPLIER - USE ADDITIONAL CHANNELS AS REQUIERED

ROOF TOP EQUIPMENT PER MECHANICAL

C6x13

C6x13

BE

AM

C6x13 (MAXIMUM LOAD 800 LBS PER 6 FOOT OF CHANNEL SPAN)

BE

AM

BE

AM

BE

AM

BE

AM

PLAN AT ROOF TOP EQUIPMENT

SECTION X

6"6"

1/4

6'-0

" M

AX

FIE

LD

LO

CA

TE

SEE PLAN

METAL ROOFDECK


3"

METAL STUD -SEE ARCH DWGS

BEAM PER PLAN

1/4 3-12

NOTE A

NOTES:

A. CONNECTION FOR LATERAL SUPPORT OF METAL STUD BY METAL STUD SUPPLIER. CONNECTION SHALL ALLOW FOR VERTICAL DEFLECTION OF THE ROOF BEAM.

1/4

3/4" CAP PLATE

DECK BEARING ELEVATION (DBE) - SEE PLAN

ROOF DECK PER PLAN

3/4" STABILIZER PLATE, TO NOT WELD TO BOTTOM CHORD

STEEL COLUMN PER PLAN

COORDINATE TOP OF COLUMN ELEVATION WITH DECK BEARING ELEVATION AND JOIST SEAT DEPTHS.

STEEL JOIST PER PLAN

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TYPICAL ROOFFRAMINGDETAILS

CO

NV

EN

TIO

N C

EN

TE

R

NTS

TYPICAL ROOF DECK FASTENING REQUIREMENTS1

1" = 1'-0"

TYPICAL ROOF DECK EDGE DETAIL2

1" = 1'-0"

TYPICAL ROOF DECK OPENING3

1" = 1'-0"

TYPICAL ROOF/FLOOR SLAB TRANSITION DETAIL4

1" = 1'-0"

TYPICAL FALL PROTECTION ANCHOR ATTACHMENT8

NTS

TYPICAL HANGING MECHANICAL UNIT SUPPORTFRAMING

5 1" = 1'-0"

TYPICAL HANGING MECHANICAL UNIT SUPPORTFRAMING

6 1" = 1'-0"


3/4" = 1'-0"

TYPICAL JOIST AND DECK REINFORCEMENT9

1 1/2" = 1'-0"

TYPICAL SUPPORT FOR ROOFTOP EQUIPMENT10

1" = 1'-0"


3/4" = 1'-0"

TYPICAL JOIST SUPPORT AT COLUMN12

1 1/2" ROOFDECK

3/16

ROOF BEAM

9 3/4"7 1/2"

ROOF JOISTW18 AT SIM


MC6x15.1 CONTINUOUSOVER DECK FLUTE

L3x3x1/4 CONTINUOUS

3/16

9 3/4" ATSIM

2

9 3/4"

4'-5 1/4"

EL. 20'-3 1/2"

EL. 13'-10 3/8"

HSS20x8

DOUBLE ANGLE SHEAR CONNECTION BY FABRICATOR

W8

1 1/2" ROOF DECK

MC6x15.1 CONT

METAL STUD; SEE ARCH. DWGS.


L6x3 1/2x5/16 LLV CONT

3/16

3/16

W16


SLIP TOP TRACK TO ALLOW FOR 0.6" DEFLECTION

1 1/2" ROOF DECK

3/16

L3x3x1/4 CONT

W18

W21

EL. 21'-3 1/2"

EL. 19'-1"

2'-3" 9 5/8"

WT6x20

HSS4x4x1/4 WITH1/4" CAP PLATE

11

S522

3/16

3/16

G

7 1/2"

4'-5 1/4"

EL. 13'-5"

W8

1 1/2" ROOF DECK



3/16

3/16

W16


SLIP TOP TRACK TO ALLOW FOR 0.5" DEFLECTION

1 1/2" ROOF DECK

3/16

L3x3x1/4 CONT

16" JOIST

W21

EL. 20'-3 1/2"

HSS20x8


MC6x15.1 CONT

EL. 21'-3 1/2"

EL. 19'-1"

WT6x20

HSS4x4x1/4 WITH1/4" CAP PLATE

11

S522

3/16

2'-3" 9 5/8"

3/16

2VARIES; SEE PLAN


W8

1 1/2" ROOF DECK


3/16 3-12

W24 OR W18


G

W12 COLUMN

W8

1/4


1/4" x 10" CONT PLATE

3/16

6" METAL STUD; SEE ARCH. DWGS.

SLIP TRACK TO ALLOW FOR 3/8" VERTICAL DEFLECTION

W8; T/B VARIES; 13'-10 3/8" TO 13'-11 1/2"13'-5" TO 13'-6 1/2" AT SIM

W21 OR W18

3/8" STIFFENER PLATECENTERED ON HSS5x5

1/4

EL. 20'-3 1/2"

W8

HSS5x5

C.L. OF ROOF BEAM AND HSS5x5

1/4" CAP PLATE WELDED ALL AROUND

USE STEEL SHIMS AS REQUIRED TO LEVEL HSS5x5

1/4

TB 13'-10 1/8"13'-5" AT SIM

6

W27 BEAM

C6x8.2 CONT

6" METAL STUD; SEE ARCH. DWGS.

L4x4x3/8 CONT

9"

EL VARIES13'-4" TO 13'-9"

EL. 14'-9 1/2"

8 1/4"

7 1

/2"

1/4 3-12

5/16" BENT PLATE WITH 1/2" DIA. x 4" HEADED STUDS @ 2'-0" O.C.

7 1/2"

7 1/2"

3/16

MC6x15.1 @ 3'-0" O.C. OVER DECK FLUTES

1/4 6-12

ROOF DECK

MC6x15.1 EXTENDS TO ADJACENT JOIST; FIELD WELD AS SHOWN @ END ON L4x4

LATERAL BRACE

W12 BEAM

CURTAINWALL; SEE ARCH. DWGS.

EL 11'-4"

EL. 15'-5"

10 1/2"

7 1

/2"

1/4 6-12

5/16" BENT PLATE CONT

9 3/4"

7 1/2"

CLIP FOR LATERAL SUPPORT BY CURTAINWALL SUPPLIER; ALLOW FOR VERTICAL DEFLECTION OF BEAM

7 1/2" 11"

DOUBLE ANGLE SLIP CRITICAL CONNECTION BY FABRICATOR

W12 BEAM

W8

MC8x18.7 CONT

ROOF DECK

3/16

1'-6 1/2"

3/16 3-12

J

4 1/2" TO FACE OF STUD WALL7 1/2" 11"

TOP/STEELEL 36'-8 1/2"

TOP/STEELEL 31'-5"

6" METAL STUDSEE ARCHITECTURALDRAWINGS


HSS6x6

CONNECTION FORLATERAL SUPPORT ONLY BY CURTAINWALL SUPPLIER

ROOF DECK

ROOF BEAM

5/16" x 10" PLATECONTINUOUS

H

10

3/16 3-12

J



LATERAL CONNECTION ONLY FOR CURTAINWALL AND STUDS BYSUPPLIERS

ROOF DECK(DECK OPPOSITE DIRECTION AT SIM)

ROOF BEAM(DROPPED FOR JOISTSEAT AT SIM)

L 3x3x1/4CONTINUOUS

10 SIM

1'-6 1/2"

10 1/2"

4 1/4"

1 1/2" ROOFDECK

9

ROOF JOIST

STORE FRONTSEE ARCHITECTURALDRAWINGS

L 3x3x1/4CONTINUOUS

5 1/8"

1'-2 1/2"

4 1/2"

EL 22'-5 3/8"

8 3/4"


1"

3/16

LATERAL CONNECTION OFSTORE FRONT TO ROOF BEAMBY SUPPLIER

ROOF BEAM

HSS18x6

7

ROOF JOIST

EL 34'-4 1/8"

1/4 6-12


5/16" STIFFENER PLATEEACH JOIST CENTERING

2 1

/2"

VARIESEL 34'-4 1/4"TO EL 34'-10 1/2"

L 3x3x1/4CONTINUOUS

3/16

HSS 2 1/2x2 1/2x1/4 BETWEEN JOIST SEATS


MC6x15.1 CONTINUOUS

3/163/16

HSS18x6

7

ROOF JOIST


MC6x15.1 CONTINUOUS

EL 34'-6 5/8"VARIESEL 34'-4 1/4"TO EL 33'-10"

L 3x3x1/4CONTINUOUS

JOIST SEAT DEPTHVARIES - SEE PLAN

3/16

HSS18x6

7

ROOF JOIST

EL 34'-4 1/8"

EL 33'-10 9/16"

HSS8x6x5/16W/ 1/4" CAP PLATE

5 9

/16

"

1/4

SEE 12/S521 FORFRAMING ON THISSIDE OF GRID 7


MC6x15.1 CONTINUOUS

TOP/STEELEL 37'-0"

6" METAL STUDSEE ARCHITECTURALDRAWINGS

4'-0"

TOP/STEELEL 33'-8"

HSS2x2 BRACEWITH CAP PLATEEACH END WELDEDALL AROUND

1'-6

"

1/4" CAP PLATEWELDED ALL AROUND

3/16 2TYP

3/16 3-12


3-12

12

S522

4"

4" SLAB ON2" DECK

#5 AT 12" AT SIM

L 4x4x1/4CONTINUOUS

W18 ROOF BEAM

W8

ROOF DECK

3/16 3-123" MIN ON W18

4" SLAB ON2" DECK

L 4x4x1/4CONTINUOUS

W18 ROOF PURLIN

ROOF DECK

3/16 3-12

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CO

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SCALE: 1" = 1'-0"

SECTION1

SCALE: 3/4" = 1'-0"

SECTION2

SCALE: 3/4" = 1'-0"

SECTION3

SCALE: 3/4" = 1'-0"

SECTION4

SCALE: 3/4" = 1'-0"

SECTION5

SCALE: 3/4" = 1'-0"

SECTION6

SCALE: 3/4" = 1'-0"

SECTION7

SCALE: 3/4" = 1'-0"

SECTION8

SCALE: 3/4" = 1'-0"

SECTION9

SCALE: 3/4" = 1'-0"

SECTION10

SCALE: 1" = 1'-0"

SECTION11

SCALE: 1" = 1'-0"

SECTION12

SCALE: 1" = 1'-0"

SECTION13

SCALE: 3/4" = 1'-0"

SECTION14

SCALE: 3/4" = 1'-0"

SECTION15

SCALE: 3/4" = 1'-0"

SECTION16

4" SLAB ON2" DECK

#5 AT 12" AT SIM

L 4x4x1/4CONTINUOUS

W18

3/16 3-12

3" 5 1/4"

8

STUD WALLSEE ARCHITECTURALDRAWINGS

W16 ROOF BEAM

3/16

11 1/4"

8


ROOF DECK

EL 30'-8"

C8x11.5CONTINUOUSBETWEEN ROOFJOISTS ORROOF PURLINS

3/16 3-12

G


C6x8.2 CONTINUOUSUNDER WALL

EL 32'-9"

VARIESEL 34'-6 5/8"TO EL 34'-0 1/2"

3/16

6 3/4"

C

W18x35 BEAMAT SIM ONLY

EL 30'-8"

C6x8.2 OVER DECKFLUTES AT 3'-0" O.C.

3/16

L 6x3 1/2x5/16CONTINUOUS

3/16 3-12

C

EL 33'-10"

3/16

3/16

L 5x3x1/4 (LLH)CONTINUOUS

6 3/4"

L 3x3x1/4CONTINUOUS

EL 32'-11 3/4"

W12

SLIP CRITICAL DOUBLE ANGLE SHEARCONNECTION BY FABRICATOR

L 2 1/2x2 1/2x1/4 ON CENTERLINEOF W12 TO CLIP ANGLE AT TOPCHORD OF ADJACENT JOIST

3/16 2"TYP

W10

1/4

B

W10

W12 COLUMN

DOUBLE ANGLESHEAR CONNECTIONBY FABRICATOR

EL 16'-3 1/2"

EL 15'-11 3/8"

MC12

L 3x3x1/4EACH SIDEOF WEB

2'-0"

1/4

1/2" STIFFENER EACHSIDE OF W12 WEB

3/16 3-12

C6

3/16

B

EL 16'-5 1/4"


7 1/2"

3 3/4"

2'-0"

MASONRY - SEEARCHITECTURAL DRAWINGS

MC12x31CONTINUOUS

EL 15'-11 3/8"

HSS12x8x5/16 BETWEEN COLUMNSEE SECTION 1/S503 FORCONNECTION

LATERAL CONNECTION BYCURTAIN WALL SUPPLIER.ALLOW FOR 0.60" DL DEFLECTIONAND 0.30" LL DEFLECTION

WT SHEAR CONNECTION BYFABRICATOR

EL 19'-1"

HSS5x5x1/4 AT EACH HANGERTO TOP CHORD OF ADJACENTTRUSS - SEE 8/S522

5

4

1/4" GUSSET PLATE

HSS4x4x3/8 AT EACH COLUMNGRID AND 8'-3" OC

2"

L 4x4x1/4 AT EVERY THIRDHANGER SPACE

W14 TRUSS BOTTOM CHORD

WT6x20 CONTINUOUS -COORDINATE OPERABLE WALLSUPPORT ROD SPACING WITHWALL SUPPLIER

1/4" CAP PLATE

1/4

3/16 4

3/16 3

3/16

3/16

EL 19'-1"

HSS5x5x1/4 AT EACH HANGERTO TOP OF W12 ON GRIDD OR E - SEE 10/S522

E

1/4" GUSSET PLATE

HSS4x4x3/8 AT 6'-0" OC MAX

2"

L 4x4x1/4 AT EVERY THIRDHANGER SPACE

W16 BOTTOM CHORD STRUT

WT6x20 CONTINUOUS -COORDINATE OPERABLE WALLSUPPORT ROD SPACING WITHWALL SUPPLIER

1/4" CAP PLATE

1/4

3/16 4

3/16 3

3/16

3/16

HSS5x5 OPERABLE WALL BRACE

1/4" GUSSET PLATE

W10 TRUSS TOP CHORD3/16 3

3/16

HSS5x5 OPERABLE WALL BRACE

1/4" GUSSET PLATE

W12

3/16

MINIMUM OF 2" OFWELD EACH SIDE

HSS4x4L 3x3x1/4 AT EACHHSS4x4 TO TOP FLANGEOF ADJACENT BEAM

W8

WT6x20

3/16

3/16 2

ROOF DECK

L 3x3x1/4CLIP ANGLE

4"

HSS6

1/4" x 3" x 5" PLATECUT TO RADIUS SIMILARTO BOTTOM PLATE - SEE13/S522

1/4" x 3" x 4" PLATE

3/16

3/16

AT END OF PLATEFARTHEST FROMPIPE COLUMN

3/16

3/16

3/16

3/16

13

S522

HSS6

1/4" PLATE

2 1/2" 2 1/2"

3"

F

E

2

2'-3"

9 5/8"

3'-11

3/4

"

2'-5"

HSS4x4 HANGERS

FLANGE OF WT6x20

W8x18

W8x18

W8x18

W8x18

W8x18

W8x18

DO NOT WELD

3 4

G

2'-3

"

9 5

/8"

3'-11 3/4"

2'-5

"

HSS4x4 HANGERS

FLANGE OF WT6x20

W8x18

W8x18

W8x18

W8x18

W8x18

W8x18

DO NOT WELD

5'-0

"

12

'-6

"

65

G

2'-3

"

9 5

/8"

3'-11 3/4"

2'-5

"

HSS4x4 HANGERS

FLANGE OF WT6x20

W8x18

W8x18

W8x18

W8x18

W8x18

W8x18

DO NOT WELD

5'-0

"

12

'-6

"

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EN

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EN

TE

R

SCALE: 3/4" = 1'-0"

SECTION1

SCALE: 3/4" = 1'-0"

SECTION2

SCALE: 1" = 1'-0"

SECTION3

SCALE: 1" = 1'-0"

SECTION4

SCALE: 3/4" = 1'-0"

SECTION5

SCALE: 3/4" = 1'-0"

SECTION6

SCALE: 3/4" = 1'-0"

SECTION7

SCALE: 3/4" = 1'-0"

SECTION9

SCALE: 3/4" = 1'-0"

SECTION8

SCALE: 3/4" = 1'-0"

SECTION10

SCALE: 3/4" = 1'-0"

SECTION11

SCALE: 1 1/2" = 1'-0"

SECTION12

SCALE: 1 1/2" = 1'-0"

SECTION13

SCALE: 1/4" = 1'-0"

PLAN DETAIL14

SCALE: 1/4" = 1'-0"

PLAN DETAIL15

SCALE: 1/4" = 1'-0"

PLAN DETAIL16

B.1

6"

C6x8.2 CONTINUOUS

3/16

C6x8.2 BETWEENROOF BEAMS AT 3'-0"O.C. OVER DECKFLUTES

3/16 3-12

6" METAL STUDS

1'-0"

EL 32'-9"

EL 32'-11 3/4"

W12

EL 31'-0 1/4"

L 5x3x1/4


5/16" BENT PLATE

1'-0"

W12

1/4 6-12

D

10

6"

C6x8.2 CONTINUOUS OVER DECKFLUTES - USE (2) C6'S IFREQUIRED FOR WALLSUPPLIER

3/16

3/16 3-12

6" METAL STUDS

EL 32'-9"

EL 32'-11 3/4"

W12

EL 31'-6 1/4"

L 5x3x1/4


5/16" BENT PLATE

1'-0"

W16

1/4 6-12

3"1'-0"

7.1

7.8

MC6x15.1 x 1'-0"OVER DECK FLUTES AT 3'-0" O.C.

3/16

3/16 3-12

EL 11'-4"

W14

W8x18

1'-6"

ROOF DECK

MASONRY SEE ARCHITECTURAL

L 3x3x1/4HSS6x4x5/16CONTINUOUS


9 3/8"

8 1/2"

7 1/2"

1/4 3-12

EL 14'-9 1/2"

TOP/STEELEL 36'-8 1/2"

TOP/STEELEL 31'-5"

W12

5"

4"

DOUBLE ANGLE SHEARCONNECTION BY FABRICATORFOR FULL "T" DIMENSION OF BEAM

HSS5x5x1/4CONTINUOUS

1/4" CAP PLATE

HSS5x5x1/4 AT 4'-0"MAX

1/2" 10"


C4x5.4

W12

1/4" FILLETCAP

3/16

1/4

3/16

1/4

TOP ANDBOTTOMFLANGE

12

S522SIM

TOP OF HSS6x6TOP OF COLUMNCAP PLATEEL 37'-0"

EL 34'-0 3/8"

HSS6x0.25

W12 COLUMN

L 3x3x1/4 x 1'-2"

L 4x4x3/8 x 1'-2"

1/2" COLUMN CAP PLATE

SEE 14/S521 FOR REMAINDEROF BRACE DETAIL

3/16

1/4

3/16

3/16

1/4TYPICAL

3/16 3-12

W10 OR W12BEAM

ROOF DECK(DECK OPPOSITEDIRECTION AT SIM)

L 5x3x1/4CONTINUOUS

6"


TOP/STEELEL 36'-9"

9'-0"

TOP/STEELEL 23'-0"


HSS8.625x0.375

HSS5x5x1/4

HSS6x0.375

CAP PLATE - TYP

1/4TYP


.1'-6"

1/4TYP

1/4 2TYP

1/4

1/4

1/2" x 6" x 1'-0" PLATE(12" DIMENSION PARALLEL WITH HSS5x5 BRACE)USE 1/2" x 1'-0" x 1'-0" AT SCREEN WALL CORNER

1/2" COLUMN CAP PLATE - PROVIDE 1/2" x 12" x 12" PLATEAT BASE OF HSS8.625,WHERE HSS8.625 BEARSON W18 OR W21 BEAM.



12 1/4"

7 1/2"

1/4 6-12

#4 x 3'-0" WITH 90°HOOK AT 16"

1'-1"

W18 OR W14

W18 OR W14


3-12

C

EL 21'-4"


3-12

HSS10x10

G

3/16HSS3x3x1/4CONTINUOUSHSS3x2x1/4 (LLV)CONTINUOUSAT SIM

G

EL 36'-9" AND23'-0"EL 23'-2" AT SIM

HSS8x8HSS10x10 ATSIM

C

CLIP TO EACH STUD OFSCREENWALL FOR LATERALSUPPORT ONLY - BYSTUD SUPPLIER

HSS4 1/2x4 1/2x1/4CONTINUOUSHSS3 1/2x3 1/2x1/4 CONTINUOUSAT SIM

HSS8x8HSS10x10 ATSIM

1

CLIP TO EACH STUD FOR LATERALSUPPORT ONLY - BYSTUD SUPPLIER

3-12

1

3/16

EL 19'-1 1/2"

W18x35

1'-0"

EL 18'-11"

HSS6x6x1/4OVERHEAD DOORSUPPORT

1/4" x 6" PLATEEACH SIDE OFHSS6x6

3/4" DIA THREADED RODWELDED ALL AROUNDTO HSS6x6 IN LONG VERTICAL SLOTTED HOLE

1/4" CAP PLATE

ROOF DECK

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18060

S523


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EN

TE

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SCALE: 1" = 1'-0"

SECTION1

SCALE: 1" = 1'-0"

SECTION2

SCALE: 1" = 1'-0"

SECTION3

SCALE: 3/4" = 1'-0"

SECTION4

SCALE: 1" = 1'-0"

SECTION5

SCALE: 1" = 1'-0"

SECTION6

SCALE: 1/2" = 1'-0"

SECTION7

SCALE: 3/4" = 1'-0"

SECTION8

SCALE: 1 1/2" = 1'-0"

SECTION9

SCALE: 1 1/2" = 1'-0"

SECTION10

SCALE: 1 1/2" = 1'-0"

SECTION11

SCALE: 1" = 1'-0"

SECTION12

20'-0"

10 1/2" 12'-0"

125 LBS/FT LL105 LBS/FT DL

2400 LBS DL


390 LBS/FT TOTAL LL105 LBS/FT DL



20'-0"

10 1/2" 12'-0"

G

PDL = 3k


2400 LBS DL


40'-0"


23'-3"

38'-11 1/4"

6'-0"


12'-0"


390 LBS/FT TOTAL LL

14'-1 1/8"


545 LBS/FT LL

35'-6 3/4"

20'-6 3/4"


6'-0"



6'-0"

34'-10 5/8"

8"

8

P 50 LBS DL

157 LBS/FT LL132 LBS/FT DL 210 LBS/FT LL

105 LBS/FT DL


8'-0"

10 1/2" P 2400 LBS DL




6'-0"



11'-0"

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S530

SPECIAL JOISTLOADINGDIAGRAM

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SCALE: 1/8" = 1'-0"

16KSP11

SCALE: 1/8" = 1'-0"

16KSP22

SCALE: 1/8" = 1'-0"

24KSP13

SCALE: 1/8" = 1'-0"

16KSP35

SCALE: 1/8" = 1'-0"

24KSP24

NOTE:LOADS SHOWN ON THISDRAWING ARE NOT FACTORED

SCALE: 1/8" = 1'-0"

24KSP36

SCALE: 1/8" = 1'-0"

16KSP47

SCALE: 1/8" = 1'-0"

16KSP58

SCALE: 1/8" = 1'-0"

16KSP69

01 - Slab on Grade Plan0'-0"

3 4 5 6

03b - Truss Top ChordFraming Plan

34'-0 1/2"

02c - Prefunction Roof Steel18'-8 1/2"

W10x33 W10x33 W10x33

HSS4x4HSS4x4 HSS4x4HSS4x4 HSS4x4HSS4x4 TOP/STEELEL 10'-10"

02d - Truss Bottom Chord22'-5 1/2"

HSS4x4HSS4x4

HSS4x4 HSS4x4

HSS4x4 HSS4x4

HSS4x4 HSS4x4

HSS4x4 HSS4x4

HSS4x4 HSS4x4

A=43K A=14K A=43K

-20K-20K -20K-20K -20K-20K

-20K-20K -20K-20K -20K-20K

-34K-34K -34K-34K -34K-34K


02b - Second Level FramingPlan

14'-9 1/2"

FED


34'-0 1/2"

HSS5x5 HSS5x5HSS5x5

HSS5x5

HSS5x5HSS5x5

HSS5x5HSS5x5

A=50K A=50K

A=42K A=42K

-41K

-48K

-41K-41K-4

1K

-48K-48K-48K


67

02a - Low Roof FramingPlan

13'-4"


34'-0 1/2"

HSS6x6x1/4


HSS4x4 HSS4x4

HSS4x4 HSS4x4

+/- 42K

-32K-32K

-32K-32K


23


13'-4"


34'-0 1/2"

HSS6x6x1/4


HSS4x4HSS4x4

HSS4x4HSS4x4

+/- 42K

-32K

-32K

-32K

-32K


E D


34'-0 1/2"

HSS4x4HSS4x4

HSS4x4HSS4x4

02c - Prefunction Roof Steel18'-8 1/2"

-54K

-65K

-54K

-65K



14'-9 1/2"

03a - High Roof FramingPlan

30'-8"

8 9

HSS5x5x1/4 HSS5x5x1/4

HSS8x8x1/4+/- 37K

-74K-74K



14'-9 1/2"


30'-8"

GF

HSS3x3x1/4 HSS3x3x1/4

HSS4x4HSS4x4

-16K

-32K-32K

-16K

A=14K

A=14K

LOCATE BRACE 1/2" ECCENTRIC TO GRID 9TO THE WEST



14'-9 1/2"


30'-8"

9 108.5

HSS4x4 HSS4x4

HSS5x5x1/4

+/- 12K

- 27K- 27K

A=27K

A=10K


45


13'-4"

HSS5x5 HSS5x5

-11K-11K

A=10K


E D

HSS5x5 HSS5x5


-10K-10K

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S540

BRACINGELEVATIONS

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EN

TE

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SCALE: 1/8" = 1'-0"

BRACING ELEVATION ALONG LINE C1

SCALE: 1/8" = 1'-0"

BRACING ELEVATION ALONG LINE 72

SCALE: 1/8" = 1'-0"

BRACING ELEVATION ALONG LINE G3

SCALE: 1/8" = 1'-0"

BRACING ELEVATION ALONG LINE G4

SCALE: 1/8" = 1'-0"


SCALE: 1/8" = 1'-0"

BRACING ELEVATION ALONG LINE E6

SCALE: 1/8" = 1'-0"


SCALE: 1/8" = 1'-0"

BRACING ELEVATION ALONG LINE G.58

SCALE: 1/8" = 1'-0"

BRACING ELEVATION ALONG LINE H9

SCALE: 1/8" = 1'-0"


HSS BRACE WALL THICKNESS1/4" UNLESS NOTED OHTERWISE

DESIGN CONNECTION TO COLUMN FLANGE FOR SUM OF VERTICAL FORCES (Fv x R) COMBINEDWITH TRANSFER FORCE (A). INCLUDE EFFECTS OF ECCENTRICITY OR USE UNIFORM FORCEMETHOD. SEE PLANS FOR TRANSFER FORCE (A).

DESIGN WELD TO BEAM BOTTOM FLANGE FOR HORIZONTAL COMPONENT OF FORCE (Fh). INCLUDEEFFECTS OF ECCENTRICITY, OR USE UNIFORM FORCE METHOD.

DESIGN WELDS CONNECTING TUBE BRACES TO GUESSET PLATE FOR FORCES INDICATED ON THE ELEVATIONNS.

WELD LENGTH FOR TUBE TO GUSSET ATTACHMENT MUST BE AT LEAST GREATER THAN WIDTHOF TUBE.

1.

2.

3.

4.

NOTES: Fh

FvP

A

R

GUSSET PLATE

BRACE FRAMES INTOWEB AT SIMILAR

DESIGN CONNECTION TO COLUMN WEB FOR SUM OF VERTICAL FORCES (Fv x R) COMBINEDWITH TRANSFER FORCE (A). INCLUDE EFFECTS OF ECCENTRICITY OR USE UNIFORM FORCEMETHOD. SEE PLANS FOR TRANSFER FORCE (A).




1.

2.

3.

4.

NOTES: Fh

FvP

A

R

GUSSET PLATE

DESIGN CONNECTION TO COLUMN FLANGE FOR SUM OF VERTICAL FORCES (Fv + R) COMBINEDWITH TRANSFER FORCE (A). SEE PLANS FOR TRANSFER FORCE (A).

DESIGN WELD TO BEAM TOP FLANGE FOR HORIZONTAL COMPONENT OF FORCE (Fh). INCLUDEEFFECTS OF ECCENTRICITY, OR USE UNIFORM FORCE METHOD.

DESIGN WELDS CONNECTING TUBE BRACE TO GUSSET PLATE FOR FORCES INDICATED ON THE ELEVATIONS.


1.

2.

3.

4.

NOTES:

BRACE FRAMES INTOCOLUMN WEB ATSIMILAR CONDITION

A

R

Fh + A

Fh

Fv

P

1/4

DESIGN CONNECTION TO COLUMN WEB FOR SUM OF VERTICAL FORCES (Fv + R) COMBINEDWITH TRANSFER FORCE (A). SEE PLANS FOR TRANSFER FORCE (A).

DESIGN WELD TO BEAM TOP FLANGE FOR HORIZONTAL COMPONENT OF FORCE (Fh). INCLUDEEFFECTS OF ECCENTRICITY, OR USE UNIFORM FORCE METHOD.

DESIGN WELDS CONNECTING TUBE BRACE TO GUSSET PLATE FOR FORCES INDICATED ON THE ELEVATIONS.


1.

2.

3.

4.

NOTES:

BRACE FRAMES INTOCOLUMN FLANGES ATSIMILAR CONDITION

A

R

Fh + A

Fh

Fv

P

DESIGN CONNECTION TO COLUMN FLANGE FOR SUM OF VERTICAL FORCES (Fv + R) COMBINEDWITH TRANSFER FORCE (A). INCLUDE EFFECTS OF ECCENTRICITY OR USE UNIFORM FORCEMETHOD. SEE PLANS FOR TRANSFER FORCE (A).




1.

2.

3.

4.

NOTES:

Fh

FvP

A

R

GUSSET PLATE

BRACE FRAMES INTOWEB AT SIMILAR

Fh

FvPGUSSET PLATE

STEEL COLUMNPER PLAN

DESIGN CONNECTION TO COLUMN WEB FOR SUM OF VERTICAL FORCES (Fv + R) COMBINEDWITH TRANSFER FORCE (A). INCLUDE EFFECTS OF ECCENTRICITY OR USE UNIFORM FORCEMETHOD. SEE PLANS FOR TRANSFER FORCE (A).




1.

2.

3.

4.

NOTES:

Fh

FvP

A

R

GUSSET PLATE

Fh

FvPGUSSET PLATE

STEEL COLUMNPER PLAN

DESIGN WELD TO COLUMN WEB ( OR FLANGE) FOR VERTICAL COMPONENT OF FORCE (Fv).

DESIGN WELD TO BASE PLATE FOR HORIZONTAL COMPONENT OF FORCE (Fh).

STEEL DETAILER MAY INCREASE PLAN DIMENSIONS OF BASE PLATE AS REQUIREDTO DEVELOP GUSSET PLATE TO BASE PLATE WELD. BASE PLATE MAY EXTENDBEYOND THE EDGE OF PIER WITHOUT SUPPORT AS REQUIRED.


1.

2.

3.

4.

NOTES:

SEE NOTE 3 BASE PLATE PER PLAN

BRACE FRAMES INTOFLANGE AT SIMILAR CONDITION

Fv

Fh

P

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S541

TYPICAL BRACEFRAME

CONNECTIONDETAILS

CO

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3/4" = 1'-0"

TYPICAL BRACED FRAME CONNECTION1

3/4" = 1'-0"


3/4" = 1'-0"


3/4" = 1'-0"


3/4" = 1'-0"


3/4" = 1'-0"


3/4" = 1'-0"


G C

100'-0"

4 EQUAL SPACES = 50'-0" 50'-0"

TRUSS SYMMETRICALABOUT CENTERLINE

12

'-0

"

W14x43 BOTTOM CHORD

(2)

- L 4

x4x5/1

6

SLOPE 1/4"/FT

T/S=34'-10 1/2"

T/S=33'-10" T/S=33'-10"

(2)

- L 4

x4x5/1

6

(2)

- L 4

x4x5/1

6

HSS8x

8x3/

8HSS8x8x3/8

(2) - L 4x4x5/16 (2) -

L 4

x4x5

/16

7

S550

4

S550

6

S550

3

S550

9

S550

8

S550

5

S550

W10x60 TOP CHORD

(2)

- L 4

x4x5/1

6

NOTES:

1. LOADS ARE NOT FACTORED

2. (+) LOADS ARE COMPRESSION.

3 (-) LOADS ARE TENSION.

+86k +86k

+19k

-116k+80

k -5k -46k

+179k +179k

+17k

+14k

-189k -189k -145k -145k 0k0k

+179k +179k+86k +86k

-145k-145k

-11k

+17k

-5k +

19k

+14k +80k-4

6k

-116

k

(2) - L 6x6x5/16

W10x60 TRUSSTOP CHORD

TRUSS WEB MEMBER

TRUSS BOTTOM CHORDNOTES:

1. LOADS ARE NOT FACTORED

2. (+) LOADS ARE COMPRESSION.

3 (-) LOADS ARE TENSION.

-25k-25k

CONNECTION MAY BE BOLTED OR WELDED -DESIGN BY FABRICATOR; BOLTS IN TENSIONSHALL HAVE SLIP CRITICAL CONNECTIONS.

HSS8x8

GUSSET PLATE INSLIT IN HSS SECTION

W10NO CAP PLATE ONCOLUMN

BOLTED OR WELDEDCONNECTION TO COLUMNWEB BY FABRICATOR

GUSSET PLATE ON CENTERLINE OF COLUMN

W14

1/4" CAP PLATE

HSS8x8

W14

1/4" CAP PLATE


(2) - L 4x4

GUSSET PLATE ON W14 CENTERLINE

W14


(2) - L 4x4GUSSET PLATE ON W14 CENTERLINE

HSS8x8

GUSSET PLATE INSLIT IN HSS SECTION

W10

W12

1/4" CAP PLATE


W12 COLUMN

W14 BOTTOM CHORD

(2) - L 4x4x3/8 x 10" TIGHT AGAINSTWEB OF W14. DO NOT WELD ORBOLT TO W14 BOTTOM CHORD.(2) - L 4x4 MAY BE WELDED ORBOLTED TO COLUMN - DESIGN BYFABRICATOR.

W14 COLUMN

W14 BOTTOM CHORD

(2) - L 4x4x3/8 x 10" TIGHT AGAINSTWEB OF W14. DO NOT WELD ORBOLT TO W14 BOTTOM CHORD.


HSS8x8

1/4" CAP PLATE(2) - L 4x4

GUSSET PLATE ON W10 CENTERLINE

W10

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18060

S550

TRUSSELEVATION AND

DETAILS

CO

NV

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SCALE: 1/8" = 1'-0"

TRUSS T1 ELEVATION1

SCALE: 3/8" = 1'-0"

X-BRACE FRAME2

SCALE: 1" = 1'-0"

DETAIL3

SCALE: 1" = 1'-0"

DETAIL4

SCALE: 1" = 1'-0"

DETAIL6

SCALE: 1" = 1'-0"

DETAIL7

SCALE: 1 1/2" = 1'-0"

SECTION9

SCALE: 1 1/2" = 1'-0"

SECTION8

SCALE: 1" = 1'-0"

DETAIL5

Documents

1.1 CONTRACTOR RESPONSIBILITIES AND COORDINATION 1.2