vcaeng.comvcaeng.com/ftp/jacobs/from_vca/2015-09-28-60%design... · 1. the contractor shall verify...

1. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS ANDCONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT OF DISCREPANCIES BETWEENTHE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFOREPROCEEDING WITH THE WORK. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL ANDPLUMBING DRAWINGS.

2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE SEOR OF ANYCONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS; OR EXISTINGCONDITIONS NOT SHOWN OR DIFFERENT FROM THOSE SHOWN ON DRAWINGS PRIOR TOCOMMENCEMENT OF WORK. THE CONTRACTOR IS NOT TO ORDER MATERIAL ORCONSTRUCT ANY PORTION OF THE BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT ISRESOLVED WITH THE AFFECTED PARTIES.

3. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE CONTRACTDOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC DETAILS SHALL GOVERN OVERTYPICAL DETAILS WHICH SHALL GOVERN OVER THESE NOTES WHICH SHALL GOVERN OVERSPECIFICATIONS.

4. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURALDIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,CONTACT THE ARCHITECT (ARCH) OR STRUCTURAL ENGINEER OF RECORD (SEOR). ALLDIMENSIONS RELATED TO EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THECONTRACTOR. DIMENSIONS ARE TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNSUNO.

5. CONSTRUCTION MATERIALS SHALL NOT BE STORED, SPECIFICALLY NOT STACKED ONPOURED OR ERECTED FLOORS OR ROOF IN EXCESS OF 80% OF THE DESIGN LIVE LOAD. IT ISTHE GENERAL CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE SUB-CONTRACTORSARE INFORMED AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL BEAVOIDED WHEN PLACING MATERIALS ON ALREADY POURED OR ERECTED FLOORS OR ROOF.

6. OPENINGS, POCKETS, ETC., SHALL NOT BE PLACED IN SLABS, BEAMS, COLUMNS, WALLS, ETC.UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS OR APPROVED IN WRITINGBY THE STRUCTURAL ENGINEER.

7. ALL ASTM SPECIFICATIONS NOTED ON THESE DRAWINGS SHALL BE OF THE LATESTREVISIONS.

8. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FORSIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL DETAILS OFCONSTRUCTION. TYPICAL DETAILS APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLYNOTED OR SHOWN OTHERWISE. WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICALDETAIL, THE CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THEENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION. DETAILS OFCONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILARCONSTRUCTION.

9. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E).

10. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

- SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS NOTED.- SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS.- SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED

AREAS, CHANGES IN LEVEL, CHAMFERS, GROOVES, INSERTS, ETC.- SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN.- FLOOR AND ROOF FINISHES.

- STAIR FRAMING DETAILS. - DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

11. SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:

- PIPE AND DUCT RUNS, SLEEVES, HANGERS, TRENCHES, PITS, WALL AND SLAB OPENINGS, ETC. EXCEPT AS SHOWN OR NOTED.

- ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALL AND SLABS.- CONCRETE INSERTS FOR ELECTRICAL OR PLUMBING FIXTURES.

12. ITEMS IN THE PROJECT SPECIFICATIONS, BUT NOT SHOWN ON THE DRAWINGS SHALL BECONSIDERED AS PART OF THE DRAWINGS.

13. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING REQUIREMENTS ANDSUBMITTALS.

14. EXISTING CONDITIONS

CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS PERTINENT TO HIS WORK PRIOR TOMATERIAL FABRICATION AND/OR CONSTRUCTION. FIELD CONDITIONS DIFFERENT FROMTHOSE NOTED ON THE DRAWINGS SHALL BE PROMPTLY BROUGHT TO THE ATTENTION OFTHE CONTRACTING OFFICER. ITEMS TO BE FIELD VERIFIED INCLUDE BUT ARE NOT LIMITEDTO:

A. LOCATION, DIMENSIONS AND ELEVATIONS OF EXISTING STRUCTURES, STRUCTURAL ELEMENTS e.g., COLUMNS AND WALLS, EQUIPMENT AND UTILITIES, WHICH HAVE BEEN SHOWN AS REFERENCE POINTS ON THE DRAWINGS.

B. LOCATION, DIMENSIONS, ELEVATION, SIZE AND DETAIL OF THE EXISTING STRUCTURAL ELEMENTS WHICH WILL AFFECT NEW CONSTRUCTION.

C. HORIZONTAL AND VERTICAL CLEARANCES.

D. HORIZONTAL AND VERTICAL TIE-IN POINTS.

GENERAL

15. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGSMAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY ANDPERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BEPROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITYAND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROMTHE SEOR SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIEDON THE STRUCTURAL DOCUMENTS.

16. ALTERATION, REHABILITATION OR RECONSTRUCTION: TO BE IN ACCORDANCE WITH THEGOVERNING CODE. SHOULD ANY EXISTING CONDITIONS SUCH AS DETERIORATION OR NON-COMPLYING CONSTRUCTION BE DISCOVERED WHICH IS NOT COVERED BY THE CONTRACTDOCUMENTS WHEREIN THE FINISHED WORK WILL NOT COMPLY WITH THE GOVERNINGCODE, A CHANGE ORDER, OR A SEPARATE SET OF PLANS AND SPECIFICATIONS, DETAILINGAND SPECIFYING THE REQUIRED WORK SHALL BE SUBMITTED TO AND APPROVED BY THEENGINEER BEFORE PROCEEDING WITH THE WORK.

17. CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ONFRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING FORTHE SUPPORTING MEMBERS AND THEIR CONNECTIONS OR RESULT IN AN UNBALANCEDCONDITION.

18. STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL,ELECTRICAL AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMINGNECESSARY TO SUPPORT SUCH EQUIPMENT. THE FINAL POSITIONING OF THESE ITEMS ISDEPENDENT UPON THE EQUIPMENT PROVIDED. THE CONTRACTOR SHALL BERESPONSIBLE FOR COORDINATING WORK BETWEEN SUBCONTRACTORS AND CRAFTS INTHIS REGARD, AND PROVIDING NECESSARY DIMENSIONS IN A TIMELY MANNER TO ALLPARTIES INVOLVED.

19. PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL NOT BE PLACED IN SLABS, BEAMS, ORWALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBERBE CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTENAPPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC.

20. CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS ANDSPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE METHODS,PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL TAKENECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE STRUCTUREAND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. NEITHER THE GOVERNMENT,ARCHITECT, NOR ENGINEER WILL ENFORCE SAFETY MEASURES OR REGULATIONS. THECONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDINGSHORING AND BRACING, AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL,STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.

21. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT SECTIONS OFTHE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF CALIFORNIA, LATESTEDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO THIS PROJECT. THEARCHITECT, SEOR, AND THE OWNER DO NOT ACCEPT ANY RESPONSIBILITY FOR THECONTRACTOR'S FAILURE TO COMPLY WITH THESE REQUIREMENTS.

22. CORE DRILLS REQUIRED SHALL NOT CUT ANY REINFORCING. THE CONTRACTOR IS TOCOORDINATE WORK OF ALL TRADES TO ENSURE COMPLIANCE. ALL CORE DRILLS ARE TOBE PRESENTED TO THE IOR FOR VERIFICATION. THE IOR IS TO DOCUMENT CORESEXAMINED INDICATING AN ABSENCE OF REINFORCING.

(GENERAL NOTES CONT.)

THE PROJECT SHALL BE DESIGNED PRIMARILY UNDER UFC CRITERIA, AND INDUSTRYSTANDARDS AS MODIFIED BY THE UFC. THE FOLLOWING LATEST PUBLICATIONS SHALL BE USEDFOR THE DESIGN, FABRICATION, AND CONSTRUCTION OF STRUCTURAL ITEMS FOR THEPROJECT:

1. 2012 INTERNATIONAL BUILDING CODE, ANY OTHER REGULATING AGENCIES WHICH HAVEAUTHORITY OVER ANY PORTION OF THE WORK

2. UFC 3-301-01, STRUCTURAL ENGINEERING, 01 JUNE 2013 EDITION, INCLUDING CHANGE 1 15 MAY 2014.

3. UFC 3-310-04, SEISMIC DESIGN OF BUILDINGS, 01 JUNE 2013 EDITION

4. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, DATED 9FEBRUARY 2012, INCLUDING CHANGE 1, 1 OCTOBER 2013

5. UFC 4-211-01N, AIRCRAFT MAINTENANCE HANGARS: TYPE I, TYPE II, AND TYPE III, DATED 25OCTOBER 2004 INCLUDING CHANGE 3, 16 DECEMBER 2009

6. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES INCLUDINGSUPPLEMENTS NO. 1 AND NO. 2, 2010 EDITION

7. AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION

8. AISC 341-10, SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, INCLUDINGSUPPLEMENT NO. 1, DATED 2005

9. AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

10. ACI 318-11, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

11. TMS 402-11/ ACI 530-11/ ASCE 5-11, BUILDING CODE REQUIREMENTS FOR MASONRYSTRUCTURES

12. TMS 602-08/ ACI 530.1-08/ ASCE 6-08, SPECIFICATION FOR MASONRY STRUCTURES

13. AWS D1.1-10, STRUCTURAL WELDING CODE – STEEL

14. AWS D1.8-09, STRUCTURAL WELDING CODE – SEISMIC SUPPLEMENT

15. AWS D1.3-08, STRUCTURAL WELDING CODE – SHEET STEEL

16. AWS D1.4-11, STRUCTURAL WELDING CODE – REINFORCING STEEL

17. SDI CODE OF RECOMMENDED STANDARD PRACTICE FOR METAL DECK CONSTRUCTION

STRUCTURAL DESIGN CRITERIA

1. DEAD LOADS: AS CALCULATED

2. LIVE LOADS:A. ROOF 20 PSF (REDUCIBLE)

3. WIND LOAD:A. ULTIMATE BASIC WIND SPEED (3 SECOND GUST) = 110 MPHB. EXPOSURE: C

4. SEISMIC LOAD:SITE CLASS: D

SPECTRAL ACCELERATION: SS = 2.170gS1 = 0.909g

SITE COEFFICIENT: Fa = 1.00Fv = 1.5

DESIGN SPECTRAL ACCELERATION: SDS= 1.447SD1= 0.909

SEISMIC DESIGN CATEGORY: EIMPORTANCE FACTOR: I = 1.0RISK CATEGORY: II

FOR SPECIAL REINFORCED MASONRY SHEAR WALL SYSTEM,R = 5 Ω = 2 ½ Cd = 3 ½

DESIGN LOADS

1. NO SITE SPECIFIC SOILS REPORT WAS PROVIDED FOR THIS PROJECT. THE SOILS REPORTAND SOILS INFORMATION HEREIN IS BASED ON A SOILS REPORT FOR BLDG. PM 50 WHICH ISROUGHLY 0.50 MILES FROM PM 365 AND PM 553.

PREPARED BY: GEO-LOGIC ASSOCIATES 11415 WEST BERNARDO COURT, SUITE 200

SAN DIEGO, CA 92127REPORT NAME: P-500 TRITON MAINTENANCE TRAINING FACILITY

PM50 RENOVATIONNAVAL BASE VENTURA COUNTYPOINT MUGU, CALIFORNIA

DATED: OCTOBER 18, 2013PROJECT NO.2013-0131

GENERAL CONTRACTOR SHALL OBTAIN A COPY OF THE SOILS REPORT AND OBSERVE ALL RECOMMENDATIONS IN THE REPORT.

2. ALLOWABLE SOIL BEARING USED IN DESIGN:

A. DEAD LOADS + LIVE LOADS : 1500 PSF FOR SPREAD AND CONTINUOUS FOOTINGS SUPPORTED ON ENGINEERED FILL.

B. DEAD LOADS + LIVE LOADS + WIND OR SEISMIC : INCREASE ONE-THIRD ALLOWED

C. COEFFICIENT OF SLIDING RESISTANCE= 0.32

D. PASSIVE PRESSURE= 300 PCF

3. FOR GENERAL ADDITIONAL REQUIREMENTS OF EARTHWORK, SUBGRADE PREPARATION,ENGINEERED BACKFILL AND COMPACTION, OVEREXCAVATION, WATERPROOFING AND OTHERPERTINENT REQUIREMENTS AND INFORMATION, REFER TO FOUNDATION REPORT ANDSPECIFICATIONS.

4. SUBSURFACE SOIL PREPARATION:THE NEAR-SURFACE EXISTING ONSITE FILL SOILS MAY BE REUSED AS STRUCTURAL FILLSOILS, IF NECESSARY. PRIOR TO THE PLACEMENT OF NEW HARDSCAPE, WE RECOMMENDOVEREXCAVATING THE EXISTING SOILS BELOW AND ADJACENT TO HARDSCAPE TO AMINIMUM DEPTH OF 12 INCHES BELOW EXISTING OR PROPOSED SUBGRADE, WHICHEVER ISDEEPER. THE SOILS SHOULD BE RECOMPACTED TO A MINIMUM RELATIVE COMPACTION OF95 PERCENT (BASED ON ASTM D1557) BELOW STRUCTURAL ELEMENTS AND 90% BELOWFLATWORK.

NEW FOOTINGS CAN BE PLACED INTO EXISTING COMPETENT SOIL (WITHOUT RECOMPACTIONOF THE FOOTING BASE) PROVIDED THE BASE OF THE FOOTINGS IS OBSERVED BY THEGEOTECHNICAL CONSULTANT FOR COMPETENCY.

FOUNDATIONS

7. ALL OPEN FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY A LICENSEDGEOTECHNICAL ENGINEER PRIOR TO POURING CONCRETE.

8. DO NOT PLACE FOOTING/GRADE BEAM REINFORCEMENT UNTIL SOIL ENGINEER OF RECORDMAKES AN OBSERVATION OF THE BEARING SURFACE.

9. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, U.N.O.

10. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND SHALL BE USED FORBIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL ORENGINEERED FILL, IN ACCORDANCE WITH THE SOIL REPORT AND DETAILS SHOWN.

11. FOOTINGS SHALL HAVE A MINIMUM OF 24" BELOW THE LOWEST ADJACENT FINISHED GRADEAND MINIMUM WIDTH OF 24" FOR CONTINUOUS AND ISOLATED SPREAD FOOTINGS,RESPECTIVELY.

12. ALL PIPES (WATER LINES, SEWER LINES, ETC.) AND CONDUITS RUNNING THROUGHWALLS/SLABS SHALL BE PROTECTED WITH 1/2" EXPANSION MATERIAL. CONTINUOUSFOOTINGS/GRADE BEAMS PERPENDICULAR TO PIPE RUNS SHALL BE EITHER LOWERED TOALLOW PIPES TO PASS THRU ABOVE SUCH FOOTINGS/GRADE BEAMS OR HAVE CONCRETEJACKET IF PIPES ARE LOW ENOUGH TO BE PLACED BELOW SUCH FOOTINGS/GRADE BEAMS.FOOTINGS/GRADE BEAMS PARALLEL TO PIPE RUNS SHALL BE LOWERED TO AVOID

SURCHARGE ONTO THE TRENCH EXCAVATIONS.

13. ALL WATER SHALL BE REMOVED FROM FOUNDATION AND PIT EXCAVATIONS PRIOR TO PLACING OF CONCRETE. CONTRACTOR IS RESPONSIBLE FOR THE GROUND WATER CONTROL SYSTEM DESIGN.

14. ALL FILLING, BACKFILLING, COMPACTING AND RECOMPACTING MUST HAVE A MINIMUMCOMPACTION PERCENTAGE OF THE MAXIMUM DENSITY AS SPECIFIED IN THE SOILS REPORT.

15. REFER TO CIVIL PLANS FOR LIMITS OF OVER EXCAVATIONS & GRADING PLANS.

16. REFER TO THE GEOTECHNICAL EVALUATION REPORT FOR SOIL CLASSIFICATION ANDRECOMMENDATIONS FOR PIT EXCAVATION AND SOIL RECOMPACTION AT EXISTING HANGAR.

17. TEN FOOT MAXIMUM INCREMENTS OF SLOT EXCAVATIONS ALONG THE EXISTING FOUNDATIONS AND ALL OTHER EXCAVATIONS SHALL BE PROPERLY BACKFILLED. BACKFILL FOR WALLS SHALL BE PERVIOUS MATERIAL ACCEPTABLE TO THE GEOTECHNICAL ENGINEER. DO NOT PLACE BACKFILL BEHIND WALLS BEFORE THEY HAVE ATTAINED THEIR DESIGN STRENGTH. SHORE AND PROTECT WALLS FROM LATERAL LOADS UNTIL SUPPORTING MEMBERS ARE IN PLACE AND HAVE DEVELOPED SPECIFIED STRENGTHS. FILL MATERIAL SHALL COMPLY WITH UFC REQUIREMENTS.

18. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BEMECHANICALLY COMPACTED IN LAYERS WITH THE APPROVAL OF THE GEOTECHNICALENGINEER. FLOODING IS NOT PERMITTED.

19. ALL TRENCHES SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS.

20. THE DESIGN OF ALL RETAINING WALLS AND SUBTERRANEAN BUILDING WALLS INDICATED ONTHESE DRAWINGS IS BASED ON DRAINED SOILS.

21. CONSTRUCTION JOINTS (CJ) AND SAWCUT (SC) JOINTS IN SLABS SHALL OCCUR WHERELOCATED ON PLANS AND DETAILS. CJ'S SHALL HAVE FORMED POUR STOPS. CONSTRUCTIONJOINTS IN WALLS AND FOOTINGS NEED NOT OCCUR AT THE SAME LOCATION, UNO.

22. SEE ARCHITECT'S PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS, DRAINS,NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ON THESTRUCTURAL PLANS.

23. ALL GRADING, FOUNDATION FOOTINGS, AND DRAINAGE PLANS SHALL BE REVIEWED BY THEGEOTECHNICAL ENGINEER UPON SUBMITTAL. A CERTIFIED LETTER BY THE GEOTECHNICALENGINEER IS REQUESTED STATING THAT THE RECOMMENDATIONS CONTAINED WITHIN THESOILS REPORT HAVE BEEN INCORPORATED INTO THE PROJECT PLANS AND SPECIFICATIONSPRIOR TO CONSTRUCTION.

24. PRIOR TO THE CONTRACTOR REQUESTING A FOUNDATION INSPECTION, THE SOILSENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT:

A. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE SOILS REPORT.B. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED.C. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE SOILS REPORT.

4. CONT.ANY IMPORTED FILL SOILS SHOULD BE GRANULAR, HAVE AN EXPANSION INDEX OFLESS THAN 20 (PER IBC STANDARD 18-2), AND HAVE NO PARTICLES OVER 2 INCHES INMAXIMUM DIMENSION. PLACEMENT AND COMPACTION OF FILL SHOULD BE PERFORMEDIN GENERAL ACCORDANCE WITH THE CURRENT LOCAL GRADING ORDINANCES, U.S. NAVY SPECIFICATIONS, SOUND CONSTRUCTION PRACTICE, AND THE GREENBOOK SPECIFICATIONS.

A. ALL EXISTING UNDOCUMENTED FILL SHALL BE REMOVED AND RECOMPACTED. ALL TOPSOILS SHALL BE REMOVED AS REQUIRED BY THE GEOTECHNICAL ENGINEER.

B. GEOTECHNICAL ENGINEER SHALL BE RETAINED DURING THE OVEREXCAVATION PROCESS. THE ACTUAL DEPTH OF REMOVAL WILL BE DETERMINED DURING GRADING OPERATIONS.

C. OFFSITE FILL MATERIAL SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT.

5. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FORFILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS FOUNDATIONS,ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE STRUCTURAL ENGINEER SHALL BE NOTIFIEDIMMEDIATELY.

6. EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT, PLUMBING OROTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED. WHEN OVERSIZE MATERIAL,CONCRETE, OR ASPHALT ENCOUNTERED, THESE MATERIAL SHOULD BE HAULED OFF SITE ANDDISPOSED IN ACCORDANCE WITH APPLICABLE CODES ADD REGULATIONS.

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REINFORCING STEEL1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE

"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-11), AND THE"MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION" (LATESTED.) BY THE C.R.S.I., AS MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS.

2. REINFORCING GRADES FOR CONCRETE OR MASONRY:A. ALL BARS EXCEPT THOSE TO BE WELDED............ ASTM A615, GRADE 60B. TIES AND STIRRUPS ................................................. ASTM A615, GRADE 60C. WELDED WIRE FABRIC ............................................. ASTM A185D. ALL BARS TO BE WELDED ........................................ ASTM A706, GRADE 60

3. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF ALLREINFORCEMENT AS FOLLOWS (UNO):

PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS. WHERE #3STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR LONGITUDINAL BARS ISADEQUATE.

4. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE REINFORCINGSTEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE". EACH REINFORCING BAR SHALLBE WIRED TO A CROSS BAR AT A MAXIMUM SPACING OF 24" OC. PROVIDE ALL ACCESSORIESNECESSARY TO SUPPORT REINFORCING IN POSITIONS SHOWN ON THE PLANS.

5. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN WALLS, WALL FOOTINGS, ETC., SHALLHAVE A CLASS "B" LAP (1'-6" MIN) AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESSTHAN 5'-0" APART. VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. BARSMAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINFORCING OF BEAMSAND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED WIRE FABRICSHALL BE LAPPED 12" MINIMUM.

6. REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS.

7. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE SHALL BETIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING,RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURINGPLACEMENT OF CONCRETE.

8. BEND ALL REINFORCING BARS COLD.

9. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.

10. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE ANDSPACING AS THE MAIN REINFORCING UNO.

11. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL INPLACE INSPECTION IS MADE.

12. CONTRACTOR TO PROVIDE CHAIRS, SPACERS, AND SAND PLATES AS REQUIRED TOMAINTAIN CONCRETE COVER. CHAIRS OR SPACERS SHALL BE NON-FERROUS OR PLASTICCOATED WHEN RESTING ON EXPOSED SURFACES.

CONDITION COVER

CONCRETE POURED AGAINST EARTH 3"

CONCRETE POURED IN FORMS ANDEXPOSED TO WEATHER OR EARTH

- #6 BARS AND LARGER 2"

- #5 BARS AND SMALLER 1 1/2"

INTERIOR COLUMNS AND BEAMS 1 1/2"

INTERIOR WALL FACES AND RAISED SLABS 1 1/2"

STRUCTURAL SLABS ON GRADE

- FROM BOTTOM OF SLAB 2"

- FROM TOP OF SLAB 1 1/2"

OTHER CONCRETE NOT EXPOSED TO WEATHEROR EARTH FOR #11 BARS AND SMALLER 3/4"

CONCRETE

6. LOCATE JOINTS NOT INDICATED TO LEAST IMPAIR STRENGTH AND APPEARANCE OFSTRUCTURE. LOCATE HORIZONTAL JOINTS IN CONCRETE ONLY WHERE THEY NORMALLYOCCUR OR WHERE INDICATED. LOCATE VERTICAL JOINTS IN MIDDLE THIRD OF SPANS OFSLABS, BEAMS OR GIRDERS, UNLESS A BEAM INTERSECTS A GIRDER AT MIDDLE LOCATION,IN WHICH CASE OFFSET JOINTS IN GIRDERS TWICE WIDTH OF BEAM.

7. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA:

a. MAXIMUM DRY WEIGHT OF LIGHTWEIGHT CONCRETE SHALL BE 115 PCF, UNLESS APPROVEDBY SEOR.

b. SLUMP MEASURED PRIOR TO SUPERPLASTICIZER, WHERE OCCURS.

8. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33 (HARDROCK).AGGREGATES IN LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. EXCEPTIONSMAY BE USED ONLY WITH PERMISSION OF THE STRUCTURAL ENGINEER. USE A CARBONATECONCRETE AGGREGATE FOR ALL STRUCTURAL SLABS.

9. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE SEOR.

10. PORTLAND CEMENT SHALL BE TYPE II FOR ALL CONCRETE CONFORMING TO ASTM C150,LOW ALKALI. MILL TESTS WITH CERTIFICATES OF COMPLIANCE SHALL BE SUBMITTED.

11. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F MAY BE USEDAS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A MAXIMUM OF 15% TOTALCEMENTITIOUS MATERIALS BY WEIGHT IF THE MIX DESIGN IS PROPORTIONED PER ACI 318,SECTION 5.3.

12. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94.

13. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS OF CEMENT PERCUBIC YARD OF CONCRETE.

14. USE NON SHRINK GROUT UNDER BASE PLATES, SILL PLATES, ETC. (SEE SPECIFICATIONS)

15. DRYPACK OR NONSHRINK GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTHOF 5000 PSI, AND CONSIST OF MASTERFLOW 713, FIVE STAR GROUT, SIKA GROUT 212,EMBECO 636, OR APPROVED EQUAL. FOR THICK GROUT LAYERS FOLLOW MANUFACTURER'SGUIDELINES TO ATTAIN THE REQUIRED STRENGTH, WHICH MAY INCLUDE THE ADDITION OFPEA GRAVEL.

16. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIX SHALLBE CLEAN AND POTABLE.

17. FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED FLOORINGFINISHES (I.E., GLUED, ETC.), THE MAXIMUM W/C RATIO SHALL NOT EXCEED 0.46. CURINGCOMPOUNDS USED ON CONCRETE THAT IS TO RECIEVE FINISHES SHALL BE COMPATIBLE WITHTILE AND ADHESIVES OR GROUTS IN ACCORDANCE WITH MANUFACTURER'S DATA AND BEAPPROVED BEFORE USE.

18. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION FOR AMINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS OTHERWISE ACCEPTED BY SEOR.

19. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, WALL OFFSETS, CHAMFERS, KERFS,DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC. PROVIDE SLEEVES FOR ALL PIPESTHROUGH CONCRETE WALLS AND FOOTINGS WHERE SHOWN ON THESE DRAWINGS. DO NOTCUT ANY REINFORCING WHICH MAY CONFLICT.CORING IS NOT PERMITTED WITHOUT PRIORAPPROVAL BY THE SEOR. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONSNOT SHOWN ON THE DRAWINGS.

20. CONDUIT OR PIPE SIZE (O.D.) SHALL NOT EXCEED 30 PERCENT OF SLAB THICKNESS ANDSHALL BE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING UNLESS SPECIFICALLYDETAILED OTHERWISE. CONCENTRATIONS OF CONDUIT OR PIPES SHALL BE AVOIDED EXCEPTWHERE DETAILED OPENINGS ARE PROVIDED.

21. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH 3/4"CHAMFER, UNO.

22. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELLSECURED IN POSITION PRIOR TO PLACING CONCRETE.

23. FOR FOUNDATIONS THAT ARE TO RECEIVE EITHER CONCRETE OR MASONRY WALLS:

A. ABRASIVELY CLEAN AND ROUGHEN TOPS OF FOOTINGS.

B. PROVIDE 1 1/2" X 3 1/2" X 1'-0" LONG KEYS AT 24" O.C. AT CENTERLINE OF WALLS UNO.

24. PROVIDE WATERSTOPS IN ALL BELOW-GRADE FOUNDATION WALL CONSTRUCTION JOINTS.

(CONCRETE CONT.)

1. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TOTHE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-11) WITHMODIFICATIONS AS NOTED IN THE DRAWINGS OR SPECIFICATIONS.

2. CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF THE BUILDINGCODE, AND SPECIFICATIONS. ALL CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZEDTESTING LAB STAMPED AND SEALED BY A LICENSED CALIFORNIA CIVIL ENGINEER ANDSUBMITTED TO THE SEOR FOR REVIEW PRIOR TO CONCRETE PLACEMENT. STRUCTURALCONCRETE MIXES SHALL CONSIST OF 5 SACK MINIMUM, UNO.

3. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS) SO ASTO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES, HOPPERS AND VERTICALCHUTES OR TRUNKS SHALL BE USED. CHUTES OR TRUNKS SHALL BE OF VARIABLELENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET. ASUFFICIENT NUMBER OF CHUTES OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETEIS KEPT LEVEL AT ALL TIMES.

4. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI STANDARD 301 AND PROJECTSPECIFICATIONS. SANDBLAST ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TOBE PLACED.

5. CONSTRUCTION JOINTS SHALL BE ROUGHENED BY REMOVING THE ENTIRE SURFACE TOEXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN THE MORTAR MATRIX AND CLEANED,LEAVING NO LAITANCE, LOOSENED PARTICLES OR DAMAGED CONCRETE. SLUSH WITH ACOAT OF NEAT CEMENT BEFORE PLACING CONCRETE. SEE PLANS AND DETAILS FORLOCATION AND TYPE OF CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTIONJOINTS NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED FOR APPROVAL BY THE EORPRIOR TO PLACING ANY CONCRETE.

MASONRY

1. CONCRETE MASONRY UNITS (CMU) SHALL BE GRADE "N" HOLLOW CORE, MEDIUM WEIGHTUNITS CONFORMING TO ASTM C-90, LATEST REVISION WITH A MAXIMUM SHRINKAGE OF .06%FROM THE SATURATED TO OVEN-DRY CONDITION. THE MINIMUM 28 DAY PRISM COMPRESSIVESTRENGTH OF MASONRY IN ACCORDANCE WITH THE BUILDING CODE:

2. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED AND IN THE FOLLOWINGRATIO BY VOLUME:

TYPE M OR S MORTAR: ONE PART PORTLAND CEMENT1/4 PARTS LIME PUTTY MAXIMUMDAMP LOOSE AGGREGATE:2-1/4 - (3) TIMES

3. MORTAR SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS.

4. GROUT SHALL BE COMPOSED OF THE FOLLOWING RATIO BY VOLUME: ONE PART PORTLAND CEMENTTWO PARTS PEA GRAVELTHREE PARTS SAND AND SUFFICIENTWATER SHALL BE ADDED TO PRODUCE A CONSISTENCY FOR POURING WITHOUT SEGREGATION OF GROUT CONSTITUENTS.

5. SEE "REINFORCING STEEL SECTION" OF SPECIFICATIONS FOR ASTM SPECIFICATION OFREINFORCING STEEL.

6. VERTICAL REINFORCING SHALL BE FULL HEIGHT OF WALL AND SHALL BE BRACED AT 6'-8"MAXIMUM TO PREVENT MOVEMENT WHILE GROUTING.

7. HORIZONTAL REINFORCING SHALL BE IN BOND BEAM UNITS AND TIED SECURELY TO VERTICALREINFORCING.

8. DOWELS, ANCHORS, AND OTHER EMBEDDED ITEMS SHALL BE TIED SECURELY IN PLACE TOPREVENT MOVEMENT WHILE GROUTING. WET SETTING OR STABBING IS NOT ALLOWED.

9. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT; ANY OVERHANGINGMORTAR OR OTHER OBSTRUCTION OF DEBRIS SHALL BE REMOVED FROM THE INSIDES OFSUCH CELL WALLS.

10. PROVIDE 1/4" CLEARANCE FROM INSIDE FACE OF BLOCK MASONRY CELLS AND MINIMUM OFONE BAR DIAMETER, BUT NOT LESS THAN 3/4" CLEAR DISTANCE BETWEEN PARALLEL BARS.

11. MAXIMUM HEIGHT OF GROUT POUR SHALL BE AS PER IBC CHAPTER 21.

12. FOR GROUT POURS OVER 5 FEET, PROVIDE CLEANOUTS IN BOTTOM COURSE AT VERTICALREINFORCEMENT (32 INCHES MAX). SPECIAL INSPECTION IS REQUIRED.

13. GROUT SHALL BE PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 6 FEET.

14. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING WITH A 3/4"VIBRATOR.

15. ALL CELLS SHALL BE GROUTED SOLID, UNLESS OTHERWISE NOTED

16. BLOCK SHALL BE PLACED IN RUNNING BOND AND SHALL BE 8"x8"x16" NOMINAL UNITS, UNO.

17. BLOCK MODULES/MORTAR JOINTS SHOWN ON THESE DRAWINGS ARE FOR PRESENTATIONPURPOSES ONLY, AND NOT INTENDED TO SUPERCEDE ARCHITECTURAL DESIGNREQUIREMENTS.

18. PROVIDE STD. 90° HOOK AT END OF ALL HORIZONTAL REINFORCMENT IN CMU WALLS.

19. NO COLD JOINTS ARE PERMITTED UNLESS SPECIFICALLY DETAILED.

20. FORM HORIZONTAL CONSTRUCTION JOINTS BY STOPPING THE GROUT POUR NOT LESS THAN1/2 INCH BELOW THE TOP OF THE UPPERMOST GROUTED UNIT. HORIZONTAL REINFORCEMENTSHALL BE FULLY EMBEDDED IN GROUT.

21. PROVIDE VERTICAL CONTROL JOINTS IN CMU WALLS AS SHOWN ON PLAN. UNLESS NOTEDOTHERWISE VERTICAL CONTROL JOINTS SHALL OCCUR AT 25'-0" O/C MAXIMUM ALONG WALLLENGTH, AT FOUNDATION STEPS, FLOOR OR ROOF JOINTS, WALL HEIGHT CHANGES, AND 24"MINIMUM PAST ONE SIDE OF OPENINGS GREATER THAN 6'-0" WIDE, UNO ON PLANS. CONTROLJOINTS SHALL BE LOCATED A MAXIMUM OF 1/2 THE MAXIMUM ON CENTER SPACING FROMWALL CORNERS AND INTERSECTIONS. TYPICAL JOINTS SHALL BE 3/8" UNLESS NOTEOTHERWISE.

METAL DECKING1. PROVIDE DESIGN, FABRICATION, AND ERECTION OF METAL DECK CONFORMING

TO THE STEEL DECK INSTITUTE'S "CODE OF RECOMMENDED STANDARD PRACTICEAND BASIC DESIGN SPECIFICATIONS".

2. DESIGN IS BASED ON THE STEEL DECK INSTITUTE DESIGN MANUAL FORCOMPOSITE DECKS, FORM DECKS, AND ROOF DECKS.

3. MATERIAL FOR METAL DECK SHALL HAVE A MIN YIELD STRENGTH OF 50 KSI ANDCONFORM TO ASTM A653-SS GRADE 33 WITH GALVANIZED G60 COATING COMPLYINGWITH ASTM A525.

4. SEE TYPICAL DETAILS FOR REINFORCING OF DECK AROUND OPENINGS. CONTRACTOR SHALLCOORDINATE SIZE AND LOCATIONS OF OPENINGS WITH THE VARIOUS TRADES. HOLES THATARE DIMENSIONED ON THE STRUCTURAL DRAWINGS SHALL BE THE RESPONSIBILITY OF THEDECK ERECTOR. NO LOADS SHALL BE HUNG FROM DECK WITHOUT APPROVAL OF SEOR.

5. METAL DECK FABRICATOR TO FURNISH SHOP DRAWINGS FOR STRUCTURAL ENGINEER'SREVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE TYPE OF DECK, LAYOUTOF DECK, THE SIZE AND LOCATION OF ANY OPENINGS OF WIDTH GREATER THAN 1'-0",WELDING PROCEDURE, SIDE LAP CONNECTIONS, TESTING PROGRAMS FOR WELDING,COATING MATERIAL AND ERECTION SEQUENCE.

6. WHEN SUBMITTING SHOP DRAWINGS, INCLUDE ICC-ESR NUMBER AND REPORT.

7. FLOOR AND ROOF DECK IS DESIGNED FOR UNSHORED CONSTRUCTION, UNO. MAINTAIN 3SPAN CONDITION WHEREVER POSSIBLE (2 SPAN MIN) EXCEPT AT STAIR LANDING AND WHERENOTED OTHERWISE ON PLANS.

8. PROVIDE 2" MINIMUM BEARING AT ALL SUPPORTS. END LAPS OF METAL DECK SHALL BE AMINIMUM OF 2" AND SHALL OCCUR ONLY OVER SUPPORTS. DECK SHALL BE LAID OUT SOTHAT A LOW FLUTE FALLS ON EACH PARALLEL SUPPORT.

9. INSTALL DECK BY WELDING. USE 3/4" DIAMETER PUDDLE WELDS OR WELDED STUDS TOSUPPORTS SPACED AS SHOWN ON CONSTRUCTION DRAWINGS. SPACING FOR TOP SEAM,SIDE SEAM, BUTTON PUNCH, OR PUNCHLOK CONNECTION SHALL BE IN ACCORDANCE WITHDRAWINGS. SEE TYPICAL METAL DECK DETAILS.

10. WHEN DECK IS SCHEDULED TO BE EXPOSED, DE-SLAG, CLEAN AND TOUCHED UP WELDSWITH A ZINC-RICH PRIMER.

11. ALTERNATES TO TYPE OF DECK AND FASTENING MAY BE USED WITH THE APPROVAL OF THESEOR. DECK PROPERTIES SHALL BE EQUAL TO OR GREATER THAN THOSE SHOWN ON THEPLANS. ANY DECK OR METHOD OF FASTENING SHALL HAVE AN EVALUATION REPORTAPPROVING THE DECK FOR THE APPLICATION.

12. STEEL COMPOSITE DECK SHALL BE FORMED WITH INTEGRAL LOCKING LUGS OREMBOSSMENTS TO PROVIDE A MECHANICAL LOCK BETWEEN THE STEEL DECK AND THECONCRETE SLAB TO PROVIDE A COMPOSITE UNIT. THICKNESS (GAUGE) AND DEPTH OFDECKING SHALL BE AS INDICATED ON THE DRAWINGS.

13. METAL DECK WITH CONCRETE FILL SHALL HAVE POSITIVE VENTING. DO NOT EMBED PIPES,SLEEVES, CONDUIT, ETC IN CONCRETE TOPPING, UNO.

LOCATION

FOUNDATIONS 3000 psi NWC 1 1/2" 0.50 4"

SLAB ON GRADE 3000 psi NWC 1" 0.45 4"

ALL OTHERSTRUCTURAL

CONCRETE NOT NOTEDABOVE

3000 psi NWC 1" 0.50 6"

MIN-28DAY COMPSTRENGTH

CONC

TYPE a

MAXAGGREGATE

SIZE

MAXW/C

RATIO

MAX

SLUMP b

STAIRS/STRUCT SLAB 4000 psi NWC 1" 0.45 4"

FILL OVER METAL DECK 3000 psi LWC 3/4" 0.46 6"

LOCATION f'mTYPE S

MORTARGROUT

MINIMUM 28 DAY COMPRESSIVE STRENGTH

ALL CMU UNO 1500 psi 1900 psi 2000 psi

HIGH-STRENGTH BOLT1. SEE STRUCTURAL STEEL NOTES THIS SHEET FOR ADDITIONAL INFORMATION.

2. JOINT ASSEMBLIES USING HIGH-STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH THECURRENT EDITION OF THE "AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325OR A490 BOLTS". SLIP-CRITICAL BOLTS SHALL BE USED FOR ALL "LATERAL FORCE RESISTINGSYSTEM" (LFRS) MEMBER STEEL TO STEEL CONNECTIONS.

3. ALL HIGH-STRENGTH BOLTS SHALL CONFORM TO ASTM A-325 OR ASTM A-490, NUTS SHALLCONFORM TO ASTM A-563 AND WASHERS SHALL CONFORM TO ASTM F-436.

4. PAINT SHALL NOT BE PERMITTED ON CONTACT SURFACES UNLESS NOTED OTHERWISE.CONTACT SURFACES OF BOLTED PARTS SHALL BE DESCALED AND FREE OF DIRT, OIL,BURRS, PITS, AND OTHER DEFECTS WHICH PREVENT SOLID SEATING OF PARTS.

5. SLIP-CRITICAL JOINT ASSEMBLIES SHALL BE FULLY PRE-TENSIONED BY TURN-OF-NUTTIGHTENING, CALIBRATED WRENCH TIGHTENING, INSTALLATION OF ALTERNATE DESIGNBOLTS OR BY DIRECT TENSION INDICATOR TIGHTENING.

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STRUCTURAL STEEL AND MISC. METALS1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE

SPECIFICATIONS AND STANDARD OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AISC), AS CONTAINED IN THE LATEST EDITION OF "AISC MANUAL OF STEEL CONSTRUCTION".

2. ALL STEEL FABRICATION SHALL BE PERFORMED BY A LICENSED FABRICATOR.

3. ALL STRUCTURAL STEEL SHALL BE ERECTED PLUMB AND TRUE TO LINE. TEMPORARYBRACING SHALL BE INSTALLED AND SHALL BE LEFT IN PLACE UNTIL OTHER MEANS ISPROVIDED TO ADEQUATELY BRACE THE STRUCTURE.

4. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL (UNO):

5. EXCEPT AS OTHERWISE NOTED, ALL BOLTS SHALL BE HIGH STRENGTH BOLTS.

6. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONOF THE "AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".SLIP CRITICAL BOLTS (SC) SHALL BE USED FOR ALL "LATERAL FORCE RESISTING SYSTEM"(LFRS) MEMBER STEEL-TO-STEEL CONNECTIONS. TIGHTEN SLIP CRITICAL BOLTS USING ONEOF THE FOLLOWING: TWIST-OFF BOLTS, TENSION CONTROL CALIBRATED WRENCH ORDIRECT TENSION INDICATORS. HIGH STRENGTH BOLTS NOT IN THE LFRS MAY BE INSTALLEDHAND TIGHT.

7. ALL CONNECTIONS NOT SHOWN SHALL CONFORM TO THE "AISC MANUAL OF STEELCONSTRUCTION" AND SHALL BE SUBMITTED ON SHOP DRAWINGS FOR REVIEW BY SEORPRIOR TO FABRICATION.

8. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL STEEL FORENGINEER OF RECORD'S REVIEW BEFORE FABRICATION. SHOP DRAWINGS SHALL INCLUDEWELDING PROCEDURES, TESTING PROGRAMS FOR WELDING AND HIGH STRENGTHBOLTING, COATING MATERIAL, ERECTION SEQUENCE.

9. ANCHOR STUDS, SHEAR STUDS, AND DEFORMED ANCHORS.

A. SHALL BE MANUFACTURED BY NELSON STUD WELDING COMPANY OR APPROVED EQUAL, AND WELDED (IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS BY CERTIFIED WELDERS) SO AS TO FULLY DEVELOP THE TENSILE CAPACITY OF THE CONNECTOR.

B. HEADED STUDS (SHEAR AND ANCHOR) SHALL BE MADE OF MATERIAL CONFORMING TO (ASTM) A-108-07-T. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 50 HEADEDBOLT. U.N.O.

C. DEFORMED ANCHORS SHALL BE MADE OF MATERIAL CONFORMING TO THE CURRENT VERSION OF ASTM 496.

10. BOLTS WITH UPSET THREADS ARE NOT ALLOWED. USE THE APPROPRIATE NUT ANDWASHER TYPE FOR THE SPECIFIED BOLT. NUTS SHALL CONFORM TO ASTM A563, HOTFORGED.

11. ALL STEEL COLUMNS SHALL BE MILLED EACH END TO FIT FLUSH WITH BASE PLATE, CAP OREND TO END.

12. ALL STRUCTURAL STEEL AND MISCELLANEOUS STEEL PERMANENTLY EXPOSED TO THEELEMENTS SHALL BE HOT DIP GALVANIZED AFTER FABRICATION UNLESS A WEATHER PROOFCOATING IS SPECIFIED BY THE ARCHITECT UNO. STAINLESS AND WEATHERING STEELS AREEXCEPTED WHERE SPECIFIED.

13. ALL ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL COMPLY WITH AISCCODE OF STANDARD PRACTICE, SECTION 10.

14. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, WELDED STUDS OR OTHER ITEMS NOTSHOWN IN THESE DRAWINGS. WHERE STEEL IS EMBEDDED IN CONCRETE OR MASONRY,PROVIDE HOLES AS REQUIRED FOR PASSAGE OF CONTINUOUS REINFORCING BARS WHEREINDICATED ON DRAWINGS. DO NOT CUT HOLES IN STRUCTURAL STEEL WITHOUT PRIORAPPROVAL OF SEOR.

15. PLACE NON-SHRINK OR DRYPACK GROUT UNDER ALL BASE PLATES AND ALLOW TO CUREBEFORE APPLYING LOADS. SEE STRUCTURAL CONCRETE NOTES FOR GROUT INFORMATION.

16. ALL STEEL TUBES SHALL BE CAPPED AT ENDS.

17. UNLESS OTHERWISE NOTED ON DRAWINGS:

A. ALL BOLTS SHALL BE 3/4" DIAMETER.B. ALL BOLTED CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS EXCEPT

PURLIN, GIRT, AND DOOR FRAME CONNECTIONS WHICH MAY USE MACHINE BOLTS.C. ALL CONNECTIONS SHALL HAVE A MINIMUM OF TWO BOLTS OR EQUIVALENT WELD

CAPACITY.D. GUSSET PLATES SHALL BE 3/8" MIN. THICKNESS, UNLESS OTHERWISE NOTED.E. PROVIDE DIRECT TENSION-INDICATING (DTI) WASHERS AT ALL BOLTED CONNECTIONS.

STRUCTURAL STEEL GRADES:

A. ALL WIDE FLANGE SECTIONS ASTM A992

B. SQUARE OR RECTANGULAR HOLLOWSTRUCTURAL SECTIONS (HSS)

ASTM A500, GRADE

B (Fy=46 KSI)

C. ROUND HOLLOW STRUCTURALSECTIONS (HSS)

ASTM A500, GRADE B

(Fy=42 KSI)

D. PIPESASTM A53 TYPE E OR

S, GRADE B, (Fy=35 KSI)

E. PLATES, ANGLES, CHANNELS & TEES ASTM A36

F. MACHINE BOLTS (MB) ASTM A307

G. HIGH STRENGTH BOLTS (HSB) ASTM A325 TYPE N

H. WELDED HEADED STUDS ASTM A108

I. THREADED RODS FOR ANCHOR BOLTS ASTM F1554, GRADE 36

WELDING OF STRUCTURAL STEEL1. WELDING PROCEDURES, ELECTRODES AND WELDER QUALIFICATIONS SHALL CONFORM TO

THE STRUCTURAL WELDING CODE-STEEL, AMERICAN WELDING SOCIETY (AWS), D1.1 AND THEAISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".

2. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AWS STANDARD QUALIFICATIONTESTS, AND SHALL BE CERTIFIED FOR THE WORK THEY ARE PERFORMING.

3. PROJECT WELDING SHALL BE PERFORMED ONLY IN ACCORDANCE WITH WELDINGPROCEDURE SPECIFICATIONS (WPS) SUBMITTED BY THE CONTRACTOR AND REVIEWED BYTHE SEOR AND PROJECT WELDING INSPECTOR. THE WPS SHALL BE IN ACCORDANCE WITHAWS D1.1-D1.4 CURRENT EDITION.

4. WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED PER AWS D1.1 USING E70XXELECTRODES UNLESS OTHERWISED NOTED.

5. WELDING OF REINFORCING BARS SHALL BE PERFORMED PER AWS D1.4 USING E90XXELECTRODES.

6. WELDING OF METAL DECK AND LIGHT GAGE STEEL SHALL BE IN ACCORDANCE WITH AWS D1.3.

7. ALL FULL PENETRATION WELDS SHALL BE ULTRA-SONIC TESTED PER AWS D1.1.

8. ALL GROOVE OR BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS. ALL EXPOSEDBUTT WELDS SHALL BE GROUND SMOOTH.

9. ALL EXPOSED WELDS ON ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALLCOMPLY WITH AISC CODE OF STANDARD PRACTICE, SECTION 10.

10. FIELD WELDS HAVE BEEN INDICATED WHERE THEY ARE EXPECTED TO OCCUR. THECONTRACTOR SHALL DETERMINE THE ACTUAL FIELD WELDING NECESSARY TO COMPLETETHE PROJECT AND INCLUDE ALL ASSOCIATED COSTS WITHIN THE BASE BID.

11. WHERE WELDS ARE DESIGNATED AS DEMAND CRITICAL, THEY SHALL BE MADE WITH A FILLERMETAL CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT-LBAT -20°F AND 40 FT-LB AT 70°F. SEE AISC 341-10 SECTION A3.4b FOR ADDITIONALREQUIREMENTS.

12. ALL WELDS WITHIN MEMBERS DESIGNATED AS PART OF THE LATERAL FORCE RESISTINGSYSTEM (LFRS) SHALL CONFORM TO THE DETAILING, MATERIALS, WORKMANSHIP, TESTING,AND INSPECTION REQUIREMENTS PER AWS D1.8.

13. CONTINUOUS INSPECTION IS REQUIRED FOR FIELD WELDING OF STRUCTURAL ANDREINFORCING STEEL.

ABADDLADJAFFAMSLAPPROXARCHARCH'TASTM

ANCHOR BOLTADDITIONALADJACENTABOVE FINISH FLOORABOVE MEAN SEA LEVELAPPROXIMATE(LY)ARCHITECTURALARCHITECTAM SOCIETY OF TESTINGMATERIALS

BBBCBETBLBLDGBMBOTBPBRGBRKTBSBSMTBVLBWBN

BACK TO BACKBOTTOM CHORDBETWEENBASE LINEBUILDINGBEAMBOTTOMBASE PLATEBEARINGBRACKETBOTH SIDESBASEMENTBEVELEDBOTH WAYSBOUNDARY NAILING

CCJCJPCL

CLRCMUCOLCONCCONSTCONTCONT'DCONXCUCY

COMPRESSIONCONSTRUCTION JOINTCOMPLETE JOINTPENETRATIONCENTERLINECLEAR OR CLEARANCECONCRETE MASONRY UNITCOLUMNCONCRETECONSTRUCTIONCONTINUOUSCONTINUEDCONNECTIONCUBICCUBIC YARD

DDBADBLDETLDIADIAGDIMDLDNDPDRWGDWL

DEPTHDEFORMED BAR ANCHORDOUBLEDETAILDIAMETERDIAGONALDIMENSIONDEAD LOADDOWNDAMP PROOFINGDRAWING(S)DOWEL

EEFEJELECELEV,ELEQEQUIPEWEXISTEXPEXTEN

EASTEACH FACEEXPANSION JOINTELECTRICALELEVATIONEQUALEQUIPMENTEACH WAYEXISTINGEXPANSIONEXTERIOREDGE NAILING

FABFDFDNFFFF ELFINFSFTFTG

FABRICATIONFLOOR DRAINFOUNDATIONFINISH FLOORFINISH FLOOR ELEVATIONFINISH(ED)FAR SIDEFOOTFOOTING

GAGALVGB

GAGE OR GAUGEGALVANIZEDGRADE BEAM

HEEHORIZHPHTHSHSS

HOOK EACH ENDHORIZONTALHIGH POINTHEIGHTHEADED STUDHOLLOW STEEL SECTION

IDIFININT

INSIDE DIAMETERINSIDE FACEINCHINTERIOR

JTJST

JOINTJOIST

KKOKSI

KIPS (1000 LBS)KNOCKOUTKIPS PER SQUARE INCH

LB,#LDLDGLHLHELLLLHLLVLONGLPLWLWCLW

POUNDDEVELOPMENT LENGTHLANDINGLEFT HANDLOW HYDROGEN ELECTRODELIVE LOADLONG LEG HORIZONTALLONG LEG VERTICALLONGITUDINALLOW POINTLONG WAYLIGHTWEIGHT CONCRETELONG WAY

MATLMAXMECHMEP

MEZZMFRMIDMINMISCMSMT

MATERIALMAXIMUMMECHANICALMECHANICAL, ELECTRICAL,PLUMBINGMEZZANINEMANUFACTURE(R)MIDDLEMINIMUMMISCELLANEOUSMIDDLE STRIPSTRUCTURAL TEE CUT FROMMISCELLANEOUS STEEL

N/ANFNICNONOMNSNTS

NOT APPLICABLENEAR FACENOT IN CONTRACTNUMBERNOMINALNEAR SIDENOT TO SCALE

OAOCODOFOPNGOPPOPP HNDOPT

OVERALLON CENTEROUTSIDE DIAMETEROUTSIDE FACEOPENINGOPPOSITEOPPOSITE HANDOPTIONAL

PCCPCFPERPPGPLPLUMBPREFABPRELIMPRMLDPROJPSFPTPVCPVT

PRECAST CONCRETEPOUNDS PER CUBIC FOOTPERPENDICULARPRESTRESSED GIRDERPLATEPLUMBINGPREFABRICATEDPRELIMINARYPREMOLDEDPROJECTIONPOUNDS PER SQUARE FOOTPOINTPOLYVINYL CHLORIDEPAVEMENT

RRADRDRE:REINFREMREQDREVRHRJRNDRORW

RIGHT, RISERRADIUSROOF DRAINREFERREINFORCING (-ED,-MENT)REMINDERREQUIREDREVISIONRIGHT HANDRUSTICATION JOINTROUNDROUGH OPENINGRETAINING WALL

SSC

SCHSECTSHTSIMSJSLSLRS

SPASPECSPLSQSSSTDSTIFFSTIRSTLSTRSTRUCTSWSYM

SOUTHSHEARCONNECTORSSCHEDULE(D)SECTIONSHEETSIMILARSAW JOINTSLOPESEISMIC-LOAD-RESISTINGSYSTEMSPACESPECIFICATION(S)SPECIALSQUARESTAINLESS STEELSTANDARDSTIFFENERSTIRRUPSTEELSTRUCTURALSTRUCTURALSHEAR WALLSYMMETRICAL

TT/T/CONCT/FDT/FTGT/SLABT&BTEMPTHKTHRDTOSTRDTRANSTSTSWTYP

TOP, TENSIONTOP OFTOP OF CONCRETETOP OF FLOOR DRAINTOP OF FOOTINGTOP OF SLABTOP AND BOTTOMTEMPERATURETHICKNESSTHREADEDTOP OF STEELTREAD(S)TRANSVERSESTRUCTURAL TUBINGTOP SEAM WELDTYPICAL

UNO

USGS

UNLESS NOTEDOTHERWISEUNITED STATESGEOLOGICAL SURVEY

VERTVIF

VERTICALVERIFY IN FIELD

WW/W/OWPWPJWT

WWF

WEST, WIDTH, WIDE FLANGEWITHWITHOUTWORK POINTWEAKENED PLANE JOINTWEIGHT, STRUCTURAL TEECUT FROM WIDE FLANGEBEAMWELDED WIRE FABRIC

YD YARD

STRUCTURAL ABBREVIATIONS(ALL ABBREVIATIONS SHOWN ARE NOT NECESSARILY USED IN THE DRAWINGS)

1. DESIGN, FABRICATION AND ERECTION OF COLD-FORMED STEEL FRAMING SHALLCONFORM TO THE SPECIFICATIONS AND STANDARD OF THE AMERICAN IRON AND STEELINSTITUTE (AISI), AS CONTAINED IN THE "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION, INCLUDING ALL APPLICABLEAMENDMENTS.

FRAMING MEMBERS AND ACCESSORIES SHALL CONFORM TO:

A. 16 GAGE AND HEAVIER: ASTM A1003, GR. 50-GALVANIZED: ASTM A 653, GR. 50.

-PAINTED: ASTM A 570, GR. 50.B. 18 GAGE AND LIGHTER: ASTM A1003, GR. 33

-GALVANIZED: ASTM A 653, GR. 33.-PAINTED: ASTM A 570, GR. C

C. STEEL PLATES (3/16" AND THICKER): ASTM A36.

2. COLD FORMED JOISTS AND STUDS SHALL CONFORM TO THE SECTION PROPERTIESTABLE OF STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) ICBO ER-4943P.

3. STUD WALL FRAMING AND CONNECTIONS SHALL BE AS SHOWN IN "COLD-FORMEDSTEEL DETAILS" BY SSMA UNLESS SPECIFICALLY DETAILED.

4. SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS AND SPECIFICATIONS TO THESEOR FOR REVIEW PRIOR TO FABRICATION.

5. ALL COLD-FORMED STEEL FRAMING SHALL BE ERECTED PLUMB AND TRUE TO LINE.TEMPORARY BRACING SHALL BE INSTALLED AND LEFT IN PLACE UNTIL OTHER MEANS ISPROVIDED TO ADEQUATELY BRACE THE STRUCTURE.

6. ALL COLD-FORMED STEEL FRAMING SHALL BE BRACED AS REQUIRED BY SECTION D3 OFTHE AISI SPECIFICATION.

7. SPLICE OF AXIALLY LOADED STUDS OR BRACES ARE NOT PERMITTED.

8. FRAMING COMPONENTS SHALL BE CUT SQUARELY OR TO THE EXACT ANGLE TO TIGHT FITTHE ABUTTING MEMBERS. MEMBERS SHALL BE HELD FIRMLY UNTIL PROPERLYFASTENED.

9. LATERAL BRIDGING SHALL BE INSTALLED AT 4'-0" O.C. MAX. U.N.O. AND IN A MANNER TOPROVIDE RESISTANCE TO BOTH MINOR AXIS BENDING AND ROTATION. BRIDGING ISREQUIRED WHEN WALL BOARD IS NOT PROVIDED ON EITHER SIDE.

10. FASTENING OF COMPONENTS SHALL BE BY WELDING OR SELF-DRILLING SCREWS, WIRETYING OF COMPONENTS IS NOT PERMITTED.

11. WELDING OF COLD FORMED FRAMES SHALL CONFORM TO AWS D1.1 AND D1.3. WELDINGSHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE TYPE OF WELDS. WELDINGRODS SHALL CONFORM TO THE FOLLOWING:

A. 18 GAGE AND LIGHTER: E60XXB. 16 GAGE AND HEAVIER: E70XXC. LIGHT GAGE TO STRUCTURAL STEEL: E70XX LOW HYDROGEN

LIGHT GAGE STEEL FRAMING

12. TRACK SHALL BE UNPUNCHED WITH GAGE TO MATCH STUDFRAMING, U.N.O.

13. UTILITY PUNCHOUT HOLES IN STUDS SHALL BE LOCATEDAWAY FROM CONNECTIONS.

14. SCREWS SHALL BE WAFER HEAD SELF DRILLING/SELF-TAPPING STEEL SCREWS INSTALLED AND TIGHTENED INACCORDANCE WITH THE SCREW MANUFACTURERSSPECIFICATIONS. SCREWS SHALL PROVIDE A MINIMUMPENETRATION THROUGH THE JOINED MATERIALS OF NOTLESS THAN 3 EXPOSED THREADS.

(LIGHT GAGE STEEL FRAMINGCONT)

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STRUCTURAL OBSERVATIONS1. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE ENGINEER OF RECORD.

2. VISUAL OBSERVATIONS WILL BE PERFORMED AT THE DISCRETION OF THE OWNER, ARCHITECT,SEOR, AND AS REQUIRED BY THE BUILDING OFFICIAL IN ACCORDANCE WITH THE BUILDINGCODE.

3. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO NOTIFY THE STRUCTURALENGINEER AS TO WHEN EACH MAJOR PHASE OF CONSTRUCTION IS READY FOR OBSERVATIONA MINIMUM OF FIVE (5) WORKING DAYS IN ADVANCE. DELINQUENT NOTIFICATION MAY REQUIREDEMOLITION OF COVERING MATERIALS TO FACILITATE OBSERVATION.

4. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THEPROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUTSUBSTANTIAL EFFORT OR UNCOVERING OF THE WORK INVOLVED. AT A MINIMUM, THEFOLLOWING ELEMENTS REQUIRE STRUCTURAL OBSERVATION:

5. THE STRUCTURAL OBSERVER SHALL PREPARE AN OBSERVATION REPORT DOCUMENTING ALLDEFICIENCIES OBSERVED. THE REPORT SHALL BE SENT TO THE CONTRACTOR FORCORRECTIVE ACTION.

6. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THESPECIAL INSPECTIONS REQUIRED BY CHAPTER 17 OF THE IBC OR THESE DOCUMENTS.

7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT REINFORCEMENT, WELDS,CONNECTIONS, ETC. ARE VISIBLE FOR OBSERVATION WHEN THE SEOR IS ON SITE AND FORANY SCHEDULING DELAYS DUE TO NONCOMPLIANT ITEMS FOUND DURING THE OBSERVATION.

• FOUNDATION REBAR AND ANCHORS - PRIOR TO POUR OF CONCRETE• STRUCTURAL FRAMING - AFTER ERECTION AND PRIOR TO CLOSING IN• RAISED FLOOR SLABS AND REBAR - PRIOR TO POUR OF CONCRETE• COMPLETION OF THE STRUCTURAL SYSTEM

TABLE 1705.4.1

LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

CONTINUOUS PERIODIC IBC SECTION

- ART. 1.5

COMPLIANCE WITH REQUIRED INSPECTIONPROVISIONS OF THE CONSTRUCTION DOCUMENTSAND THE APPROVED SUBMITTALS SHALL BEVERIFIED.

VERIFICATION OF f'm PRIOR TO CONSTRUCTIONEXCEPT WHERE SPECIFICALLY EXEMPTED BYTHIS CODE.

AS MASONRY CONSTRUCTION BEGINS, THEFOLLOWING SHALL BE VERIFIED TO ENSURECOMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR.

b. CONSTRUCTION OF MORTAR JOINTS.

c. GRADE AND SIZE OF PRESTRESSING TENDONSAND ANCHORAGES

d. LOCATION OF REINFORCEMENT, CONNECTORS,PRESTRESSING TENDONS AND ANCHORAGES.

e. PRESTRESSING TECHNIQUE

PRIOR TO GROUTING, THE FOLLOWING SHALL BEVERIFIED TO ENSURE COMPLIANCE:

a. GROUT SPACE IS CLEAN.

b. GRADE, TYPE, AND SIZE OF REINFORCEMENTAND ANCHOR BOLTS, AND PRESTRESSINGTENDONS AND ANCHORAGES

c. PLACEMENT OF REINFORCEMENT AND ANCHORBOLTS, AND PRESTRESSING TENDONS ANDANCHORAGES

d. PROPORTIONS OF SITE-PREPARED GROUT ANDPRESTRESSING GROUT FOR BONDED TENDONS

e. CONSTRUCTION OF MORTAR JOINTS.

DURING CONSTRUCTION THE INSPECTIONPROGRAM SHALL VERIFY:

a. SIZE AND LOCATION OF STRUCTURALELEMENTS.

b. TYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING OTHER DETAILS OF ANCHORAGE OFMASONRY TO STRUCTURAL MEMBERS, FRAMESOR OTHER CONSTRUCTION.

c. WELDING OF REINFORCING BARS.

d. PREPARATION, CONSTRUCTION ANDPROTECTION OF MASONRY DURING COLDWEATHER (TEMPERATURE BELOW 40°F) OR HOTWEATHER (TEMPERATURE ABOVE 90°F).

e. APPLICATION AND MEASUREMENT OFPRESTRESSING FORCE

f. PLACEMENT OF GROUT AND PRESTRESSINGGROUT FOR BONDED TENDONS IS IN COMPLIANCE

OBSERVATION PREPARATION OF GROUTSPECIMENS, MORTAR SPECIMENS, AND/ORPRISMS

1.

2.

3.

4.

5.

6.

VERIFICATION AND INSPECTION

X

FREQUENCY OF INSPECTION REFERENCE FOR CRITERIA

TMS 402/ACI530/ASCE 5

TMS 602/ACI530.1/ASCE 6

- X

- X

- X

- X

- X

- X

-

- X

- X

-

-

-

-

-

-

-

-

-

-

-

- X -

-

-

-

-

-

-

-

SEC. 1.16

SEC. 1.16

SEC. 1.16.4.3,1.17.1

ART. 1.4B

ART. 2.1, 2.6A

ART. 3.3B

ART. 2.4B,2.6H

ART. 3.2D, 3.2F

ART. 3.2E,3.4, 3.6A

ART. 3.3F

- XSEC. 2104.3,

2104.4-

ART. 1.8C,1.8D

- X - - ART. 3.6B

- X - - ART. 3.4, 3.6A

- X - - ART. 3.6B

ART. 2.4, 3.4

- X - ART. 2.6B,2.4G.1.b

- -ART. 3.5,

3.6C

- X - -

ART. 1.4B.2.a.3,1.4B.2.b.3,1.4B.2.c.3,

1.4B.3, 1.4B.4

-

- - ART. 3.3B

-

X

- -

-

-X

TABLE 1705.6

REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODIC DURING TASK LISTED

-VERIFY MATERIALS BELOW SHALLOW FOUNDATIONSARE ADEQUATE TO ACHIEVE THE DESIGN BEARINGCAPACITY.

VERIFY EXCAVATIONS ARE EXTENDED TO PROPERDEPTH AND HAVE REACHED PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING OFCOMPACTED FILL MATERIALS.

VERIFY USE OF PROPER MATERIALS, DENSITIES ANDLIFT THICKNESSES DURING PLACEMENT ANDCOMPACTION OF COMPACTED FILL.

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

1.

2.

3.

4.

5.

X

- X

- X

X -

- X

TABLE 1705.3

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE

- ACI 318: 3.5, 7.1-7.7 1910.4

AWS D1.4ACI 318: 3.5.2

-

1904.2.1, 1910.2,1910.3

ACI 318: CH. 4, 5.2-5.4

ASTM C172ASTM C31

ACI 318: 5.6, 5.8

1910.10

1908.5, 1909.1ACI 318: 8.1.3, 21.2.8

1909.1ACI 318: 3.8.6, 8.1.3, 21.2.8

1910.6, 1910.7,1910.8

ACI 318: 5.9, 5.10

1910.9ACI 318: 5.11-5.13

INSPECTION OF REINFORCING STEEL, INCLUDINGPRESTRESSING TENDONS, AND PLACEMENT.

INSPECTION OF REINFORCING STEEL WELDING INACCORDANCE WITH TABLE 1705.2.2, ITEM 2b.

INSPECTION OF ANCHORS CAST IN CONCRETE WHEREALLOWABLE LOADS HAVE BEEN INCREASED ORWHERE STRENGTH DESIGN IS USED.

INSPECTION OF ANCHORS POST-INSTALLED INHARDENED CONCRETE MEMBERS.

VERIFYING USE OF REQUIRED DESIGN MIX.

AT THE TIME FRESH CONCRETE IS SAMPLED TOFABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS, ANDDETERMINE THE TEMPERATURE OF THE CONCRETE.

INSPECTION OF CONCRETE AND SHOTCRETEPLACEMENT FOR PROPER APPLICATION TECHNIQUES.

INSPECTION FOR MAINTENANCE OF SPECIFIEDCURING TEMPERATURE AND TECHNIQUES.

INSPECT FORMWORK FOR SHAPE, LOCATION ANDDIMENSIONS OF THE CONCRETE MEMBER BEINGFORMED.

1.

2.

3.

4.

5.

6.

7.

8.

9.

VERIFICATION AND INSPECTION

-

-

-

-

X

X

-

X

X

X

X

X

-

-

X

ACI 318: 6.1.1 -- X

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STRUCTURAL TEST AND INSPECTION PROGRAM (IBC CHAP. 17)

AISC 360-10 TABLE N5.4-1INSPECTION TASKS PRIOR TO WELDING

INSPECTION TASK PRIOR TO WELDING QC QA

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

(1)

P P

PP

(2)

AISC 360-10 TABLE N5.4-3INSPECTION TASKS AFTER WELDING

INSPECTION TASK AFTER WELDING QC QA

WELDS CLEANED

SIZE, LENGTH, AND LOCATION OF WELDS

WELDS MEET VISUAL ACCEPTANCE CRITERIA- CRACK PROHIBITION- WELD/BASE METAL FUSION- CRATER CROSS SECTION- WELD PROFILES- WELD SIZE- UNDERCUT- POROSITY

ARC STRIKES

K-AREA

BACKING REMOVED AND TABS REMOVED (IF REQUIRED)

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

(1)

O O

PP

P P

PP

PP

PP

PP

AISC 360-10 TABLE N5.6-2INSPECTION TASKS DURING BOLTING

INSPECTION TASK DURING BOLTING QC QA

FASTENER ASSEMBLIES OF SUITABLE CONDITION, PLACED IN ALL HOLES ANDWASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THEPRETENSIONING OPERATION

(1)

O O

OO

AISC 360-10 TABLE N5.6-3INSPECTION TASKS AFTER BOLTING

INSPECTION TASK AFTER BOLTING QC QA

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS

(1)

P P

(1) REFER TO AISC 360-10 CHAPTER N FOR ADDTIONAL INFORMATION.(2) P=PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.(3) O=OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.AISC 360-10 TABLE N5.4-2

INSPECTION TASKS DURING WELDING

INSPECTION TASK DURING WELDING QC QA

USE OF QUALITY WELDERS

CONTROL AND HANDLING OF WELDING CONSUMABLES- PACKING- EXPOSURE CONTROL

NO WELDING OVER CRACKED TACK WELDS

WPS FOLLOWED- SETTINGS ON WELDING EQUIPMENT- TRAVEL SPEED- SELECTED WELDING MATERIALS- SHIELDING CAS TYPE/FLOW RATE- PREHEAT APPLIED- INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)- PROPER POSITION (F, V, H, OH)

(1)

O O

OO

(3)

O O

O O

AISC 360-10 TABLE N5.6-1INSPECTION TASKS PRIOR TO BOLTING

INSPECTION TASK PRIOR TO BOLTING QC QA

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

PER-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNELOBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

(1)

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SCALE: 1" = 60'-0"

NORTH

PM553 CONTROLLED FACILITY 3SEE SHEET S-2.02 PM553 SECURED CONTROLLED FACILITY 2

SEE SHEET S-2.03

PM365 CONTROLLED FACILITY 1SEE SHEET S-2.01

SCALE: N.T.S.SCALE: 1" = 60'-0" S-2.00S-3.01

SITE PLAN (FOR REFERENCE ONLY) 1

HANGER 365HANGER 553

PM365SEE SHEET S-2.04A

PM365SEE SHEET S-2.04B

D

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1S-3.01

3S-3.01

2S-3.01

5S-3.03

4S-3.03

1S-3.03

2S-3.03

3S-3.03

1

S-9.15

1

S-9.15

1

S-9.15

2

S-9.15

2

S-9.15

6" CONC SLABW/ #5 @ 16" O/C

EA WAY W/ 2"CLEAN SANDOVER 10 MILMOISTURE

BARRIER OVER4" CLEANGRAVEL

WF-2

WF

-2

WF-2WF

-2W

F-2

.5

WF-2

WF-2.5

4

S-9.15

S S

G1'

TYP@PIT

REINF. (E) CMUWALL WITH (N)SHOTCRETE(THKNESSTBD)

D'

C'

E1'

E2'

74' -

5"

5' -

3"

20' -

11"

9"

5' -

10"

8' -

0"

16' -

2"

13' -

1"

4' -

5"

40'

TYP.3" SEISMIC JOINT

-4'-0''

35' - 6"

HSS6X6X1/2HSS6X6X1/2

6S-3.03

7S-3.03

D'1

2'-0' 'THK FTG

FOR CMUWALL

HSS6X6X1/2

HSS6X6X1/2

D

E

G

H

41

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

W16X26

C12X25

C12X

25

C12X25

C12X25

W16X

40

C12X25

C12X

25

C12X

25

C12X25

C12X25

C12X

25

C12X25

C12X

25

W16X

40

EXTENT OF ROOF

5S-3.03

4S-3.03

1S-3.03

2S-3.03

3S-3.03

D1

G1'

D'

C'

E1'

E2'

40'

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

5

S-9.12

5

S-9.12

2

S-9.17

TYP3" SEISMIC JOINT

W16X

40

6S-3.03

7S-3.03

D'1

W12X

22

W12X

22

AHU-1OP.WT.=1500 LBS

W12X22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

W12X

22

D1

C12X

25

W12X

22

D'

E1'

E2'C12X25

C12X25

C12X25

W16X26

BELOWHSS6X6X1/2

BELOWHSS6X6X1/2

W12X22D'1W12X22

BELOWHSS6X6X1/2

BELOWHSS6X6X1/2

4S-3.03

1S-3.03

2S-3.03

D2

C12X25

D'

E1'

E2'

CURTAINWALL BYOTHERS

CURTAINWALL BYOTHERS

CONTHSS6X6X1/2

CONTHSS6X6X1/2

6S-3.03

7S-3.03

D'1

W16X26

W12X

22

W12X22

CONTHSS6X6X1/2

CONTHSS6X6X1/2

W12X22

NORTH

1111

CCCC

BBBB

AAAA

55554444333322221111

DDDD

5555444433332222

-

FDYD1740

NA

VA

L F

AC

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RIN

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MA

ND

SW

DIV

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE


A/E INFO

DE

PA

RT

ME

NT

OF

TH

E N

AV

YN

AV

AL F

AC

ILIT

IES

EN

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RIN

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MA

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AL B

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E V

EN

TU

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UN

TY

- P

OIN

T M

UG

U, C

A

NA

VA

L B

AS

E V

EN

TU

RA

CO

UN

TY

PO

INT

MU

GU

, CA

SD


SY

MD

ES

CR

IPT

ION

DA

TE

AP

PR

E-2

C/D

HA

NG

AR

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SEAL

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FAX (949) 224-7501

SHEET NOTES

60

% D

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Pro

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o.: B

124-1

290

1/8" = 1'-0"

9/2

8/2

015 1

0:5

8:2

5 P

M

S-2.01

PM

365 C

ON

TR

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D F

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xxxxxxxx

SCALE: 1/8" = 1'-0" S-2.01S-3.01

1FOUNDATION PLANSCALE: 1/8" = 1'-0" S-2.01S-3.01

2ROOF FRAMING PLAN

SCALE: 1/8" = 1'-0" S-2.01S-3.01

4FRAMING @ ELEVATOR ROOF

SCALE: 1/8" = 1'-0" S-2.01S-3.01

3

FRAMING @ ELEVATORLANDING

1. FOR GENERAL NOTES, SEE S-1.01 SERIES.

2. FOR TYPICAL DETAIL, SEE SHEETS S-9.01 TO S-9.13.

3. SEE ARCHITECTURAL DRAWINGS FOR CONCRETE SLAB ON GRADE ELEVATIONS,DEPRESSIONS, SLOPES, OPENINGS, CURBS, DRAINS, TRENCHES, PADS, SLABEDGE LOCATIONS; OVERALL WALL DIMENSIONS, AND LOCATION OF OPENINGS NOTINDICATED ON STRUCTURAL DRAWINGS.

4. PIPES, CONDUITS OR SLEEVES SHALL NOT BE EMBEDDED IN SPREAD FOOTINGSOR WITHIN THE TOP OR BOTTOM THIRD OF CONTINOUS FOOTINGS UNLESSSPECIFICALLY DETAILED IN STRUCTURAL DRAWINGS.

5. SEE SHEETS S-9.09 TO S-9.11 FOR INTERIOR METAL STUD WALL CONSTRUCTION.

6. INDICATES STEEL DECK DIRECTION. REFER TO DETAIL 1/S-9.06 FOR MORE INFORMATION.

7. S S INDICATES STEPPED FOOTING. REFER TO DETAIL 7/S-9.02 FOR MORE INFORMATION.

WALL FOOTING SCHEDULE

MARKDIMENSION REINFORCEMENT

WIDTH DEPTH LONG SHORT

WF-2 2'-0" 24"

WF-2.5 2'-6" 24"

#5 @ 12" O/C #5 @ 12" O/C

#5 @ 12" O/C #5 @ 12" O/C

8. INDICATES 8" CMU WALL, U.N.O.

9. FOR TYPICAL BEAM TO BEAM CONNECTIONS, SEE DETAILS ON DETAIL 1/S-9.12.

10. FOR ROOF SLOPES, REFER TO ARCH DRAWINGS.

G

J

3S-3.02

2S-3.02

1S-3.02

41

7" 58' - 1" 1' - 11"

1

S-9.15

1

S-9.15

1

S-9.15

5

S-9.15

(E) CMU WALL

6" CONC SLAB W/ #5 @16" O/C EA WAY W/ 2"CLEAN SAND OVER 10

MIL MOISTURE BARRIEROVER 4" CLEAN GRAVEL

WF

-2

SF-6.5

WF-2

H'

G'

0' 3'

TY

P

3"

SE

ISM

IC J

OIN

T

1' -

2"

32' -

2"

6"

33' -

10"

(E) WALL TO INFILL

60' - 7"W

F-2

G

J3

S-3.02

2S-3.02

1S-3.02

41

W16X

26

W16X

26

W16X

26

W16X

45

W16X

26

W16X

26

W16X

26

C12X

25

W16X40W16X40

C12X

25

C12X25

BELOWHSS6X4X1/2

D1

W12X22

W12X22

W12X22

W12X22

W12X22

W12X22

H'

G'

0' 3'

EXTENT OF ROOF

5

S-9.12

5

S-9.12

2

S-9.17

TY

P.

3"

SE

ISM

IC J

OIN

T


W12X22

W12X22 W12X22

W12X22

W12X22 W12X22 W12X22 W12X22 W12X22 W12X22 W12X22 W12X22

0 8' 16' 24'2' 4'

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

0 8' 16' 24'2' 4'


NORTH

1111

CCCC

BBBB

AAAA

55554444333322221111

DDDD

5555444433332222

-

FDYD1740

NA

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MA

ND

SW

DIV

ISIO

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE


A/E INFO

DE

PA

RT

ME

NT

OF

TH

E N

AV

YN

AV

AL F

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IES

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U, C

A

NA

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L B

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TU

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CO

UN

TY

PO

INT

MU

GU

, CA

SD


SY

MD

ES

CR

IPT

ION

DA

TE

AP

PR

E-2

C/D

HA

NG

AR

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DIT

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SEAL

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1/8" = 1'-0"

9/2

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8:2

6 P

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S-2.02

PM

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SHEET NOTES

SCALE: 1/8" = 1'-0" S-2.02S-3.01

FOUNDATION PLAN 1

SCALE: 1/8" = 1'-0" S-2.02S-3.01

ROOF FRAMING PLAN 2




WF-2 2'-0" 24"

WF-2.5 2'-6" 24"

#5 @ 12" O/C #5 @ 12" O/C

#5 @ 12" O/C #5 @ 12" O/C

SPREAD FOOTING SCHEDULE



SF-6.5 6'-6" 24" #5 @ 12" O/C #5 @ 12" O/C



3. SEE ARCHITECTURAL DRAWINGS FOR CONCRETE SLAB ON GRADE ELEVATIONS,DEPRESSIONS, SLOPES, OPENINGS, CURBS, DRAINS, TRENCHES, PADS, SLABEDGE LOCATIONS; OVERALL WALL DIMENSIONS, AND LOCATION OF OPENINGSOT INDICATED ON STRUCTURAL DRAWINGS.




7. S S INDICATES STEPPED FOOTING. REFER TO DETAIL 7/S-9.02 FOR MOREINFORMATION.




G

J6

S-3.02

5S-3.02

4S-3.02

31 34

1

S-9.15

1

S-9.15

1

S-9.15

5

S-9.15

(E) CMU WALL

6" CONC SLAB W/ #5 @16" O/C EA WAY W/ 2"CLEAN SAND OVER 10

MIL MOISTURE BARRIEROVER 4" CLEAN GRAVEL

WF

-2

WF

-2

WF-2

SF-6.5

H'

G'

TY

P

3"

SE

ISM

IC J

OIN

T

31' 34A'

1' -

2"

32' -

2"

6"

33' -

10"

1' - 9" 58' - 3"1' - 0"

61' - 0"

(E) WALL TO INFILL

(E) WALL TO INFILL

G

J6

S-3.02

5S-3.02

4S-3.02

31 34

W16X40 W16X40

C12X

25

W16X

26

W16X

26

W16X

26

W16X

40

W16X

26

W16X

26

W16X

26

C12X

25

C12X25

BELOWHSS6X4X1/2

D1

H'

G'

EXTENT OF ROOF

W12X22

W12X22

W12X22

W12X22

W12X22

W12X22

5

S-9.12

2

S-9.17

5

S-9.12

TY

P3"

SE

ISM

IC J

OIN

T

31' 34A'


W12X22 W12X22

W12X22W12X22

W12X22 W12X22 W12X22 W12X22 W12X22 W12X22 W12X22 W12X22

NORTH

1111

CCCC

BBBB

AAAA

55554444333322221111

DDDD

5555444433332222

-

FDYD1740

NA

VA

L F

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ILIT

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RIN

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MA

ND

SW

DIV

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE


A/E INFO

DE

PA

RT

ME

NT

OF

TH

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A

NA

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TU

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TY

PO

INT

MU

GU

, CA

SD


SY

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ION

DA

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C/D

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1/8" = 1'-0"

9/2

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UR

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SCALE: 1/8" = 1'-0" S-2.03S-3.01

FOUNDATION PLAN 1

SCALE: 1/8" = 1'-0" S-2.03S-3.01

ROOF FRAMING PLAN 2




WF-2 2'-0" 24"

WF-2.5 2'-6" 24''

#5 @ 12" O/C #5 @ 12" O/C

#5 @ 12" O/C #5 @ 12" O/C

SPREAD FOOTING SCHEDULE



SF-6.5 6'-6" 24" #5 @ 12" O/C #5 @ 12" O/C



3. SEE ARCHITECTURAL DRAWINGS FOR CONCRETE SLAB ON GRADE ELEVATIONS,DEPRESSIONS, SLOPES, OPENINGS, CURBS, DRAINS, TRENCHES, PADS, SLABEDGE LOCATIONS; OVERALL WALL DIMENSIONS, AND LOCATION OF OPENINGS NOTINDICATED ON STRUCTURAL DRAWINGS.




7. S S INDICATES STEPPED FOOTING. REFER TO DETAIL 7/S-9.02 FOR MORE INFORMATION.




A

C

B

D

E

F

G

H

J

K

A2

E9

A1

4441 42 43 45 46 47 48 49 50 51 52 53

2S-3.01

20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0"

220' - 0"

1S-3.05

1S-3.06

H'

6S-3.03

7S-3.03

(N) 11'' THK CONC SLAB ON GRADEW/ #5@12''O/C E.W TOP+BOTTYP.

6

S-9.15

(N)CHAINLINK FENCE

TYP

1111

CCCC

BBBB

AAAA

55554444333322221111

DDDD

5555444433332222

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE


A/E INFO

DE

PA

RT

ME

NT

OF

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A

NA

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L B

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INT

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SD


SY

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DA

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AP

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1" = 10'-0"

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HA

NG

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365 -

CR

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SCALE: 1" = 10'-0" S-2.04AS-3.01

1FOUNDATION PLAN

MA

TC

H L

INE

: S

EE

SH

EE

T S

-2.0

4B

A

C

B

D

E

F

G

A1

54 55 56 57 58 59 60 61 62 63 64 65

1S-3.07

(N) 11'' THK CONC SLAB ON GRADEW/ #5@12''O/C E.W TOP+BOTTYP.

6

S-9.15

(N)CHAINLINK FENCE

TYP

1111

CCCC

BBBB

AAAA

55554444333322221111

DDDD

5555444433332222

-

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DIV

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE


A/E INFO

DE

PA

RT

ME

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OF

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AV

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U, C

A

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UN

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PO

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MU

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, CA

SD


SY

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DA

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AP

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HA

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365 -

CR

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SCALE: 1" = 10'-0" S-2.04BS-3.01

1FOUNDATION PLAN

MA

TC

H L

INE

: S

EE

SH

EE

T S

-2.0

4A

A

C

B

D

E

F

G

H

J

K

A2

E9

A1

4441 42 43 45 46 47 48 49 50 51 52 53

1

S-3.04

(E)

W33X

141

(E)

W33X

141

(E)

W33X

141

(E)

W33X

141

(E)

W33X

141

(E)

W33X

141

(E) O.W. STEEL JOIST (TYP)

RUNWAY TRACKFOR CRANE


(E) O.W. STEEL JOIST(TYP)

(E)

WF

BE

AM

(TY

P)

RUNWAY TRACKLATERAL BRACING

TYP


TYP

RETROFIT COLAT EA. W33X141REFER TODETAILFORADDT'L INFOTYP@ GRIDE-43,E-45,E-47,E-49E-51,E-53,E-55,E-57E-59,E-61,E-63

1

S-3.04

(E)MTLDECK

(N)OPENING


(N)OPENING

(N)OPENING

(N)OPENING


RETROFIT (E) BEAMTO SUPPORT(N) MECH EQUIPMENT

1111

CCCC

BBBB

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55554444333322221111

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5555444433332222

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

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SATISFACTORY TO

APPROVED

ACTIVITY

DATE


A/E INFO

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xxxxxxxxSCALE: N.T.S.SCALE: 1" = 10'-0" S-2.05AS-3.01

ROOF FRAMING PLAN 1

MA

TC

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: S

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SH

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T S

-2.0

5B

A

C

B

D

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F

G

H

J

K

A1

54 55 56 57 58 59 60 61 62 63 64 65

(E)

W33X

141

(E)

W33X

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(E)

W33X

141

(E)

W33X

141

(E)

W33X

141

(E) O.W. STEEL JOIST (TYP)

(E) O.W. STEEL JOIST(TYP)

(E)

WF

BE

AM

(TY

P)


TYP


TYP



RETROFIT COLAT EA. W33X141REFER TODETAILFORADDT'L INFOTYP@ GRIDE-43,E-45,E-47,E-49E-51,E-53,E-55,E-57E-59,E-61,E-63

1

S-3.04

(E)MTLDECK


(N)OPENING

(N)OPENING

(N)OPENING

(N)OPENING

(N)OPENING

1111

CCCC

BBBB

AAAA

55554444333322221111

DDDD

5555444433332222

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SCALE: N.T.S.SCALE: 1" = 10'-0" S-2.05BS-3.01

ROOF FRAMING PLAN 1

MA

TC

H L

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SH

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T S

-2.0

5A

F.F.0' - 0"

41

2A

S-9.04

2C

S-9.04

2C

S-9.04

(V)

(H)

40'

F.F.0' - 0"

2A

S-9.04

2C

S-9.042C

S-9.04

(V)

(H)

G1'C' D'1

F.F.0' - 0"

41

2A

S-9.04

2B

S-9.04

2B

S-9.04

2C

S-9.042C

S-9.04

2C

S-9.042C

S-9.04

2C

S-9.04

(V)

(H)

40'

1111

CCCC

BBBB

AAAA

55554444333322221111

DDDD

5555444433332222

-

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xxxxxxxx

GENERAL NOTES KEY NOTES

SCALE: 1/8" = 1'-0" S-3.01S-2.01

1ELEVATION ASCALE: 1/8" = 1'-0" S-3.01S-2.01

ELEVATION C 3

SCALE: 1/8" = 1'-0" S-3.01S-2.01

2ELEVATION B

8''SOLID GROUT CMUH: #4 @ 24''O.C.V: #5 @ 8''O.C.



F.F.0' - 0"

2A

S-9.04

2C

S-9.04

2C

S-9.04

(V)

(H)

0' 3'

F.F.0' - 0"

2A

S-9.04

2C

S-9.04

2C

S-9.04

2B

S-9.04

2C

S-9.042C

S-9.04

(V)

(H)

H' G'

F.F.0' - 0"

2C

S-9.04

2A

S-9.04

2C

S-9.04(V)

(H)

H'G'

F.F.0' - 0"

2A

S-9.04

2C

S-9.04

2C

S-9.04

(V)

(H)

31' 34A'

F.F.0' - 0"

2A

S-9.04

2C

S-9.04

2C

S-9.04

(V)

(H)

H' G'

F.F.0' - 0"

2A

S-9.04

2C

S-9.04 2C

S-9.04

2C

S-9.04

2C

S-9.04

2B

S-9.04

(V)

(H)

H'G'

0 8' 16' 24'2' 4'


0 8' 16' 24'2' 4'


1111

CCCC

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AAAA

55554444333322221111

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

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SCALE: 1/8" = 1'-0" S-3.02S-2.02

ELEVATION F 3

SCALE: 1/8" = 1'-0" S-3.02S-2.02

2ELEVATION ESCALE: 1/8" = 1'-0" S-3.02S-2.02

1ELEVATION D

KEY NOTES

SCALE: 1/8" = 1'-0" S-3.02S-2.03

ELEVATION I 6

SCALE: 1/8" = 1'-0" S-3.02S-2.03

5ELEVATION HSCALE: 1/8" = 1'-0" S-3.02S-2.03

4ELEVATION G







MEZZANINE LEVEL17' - 11 1/2"

F.F.0' - 0"

41

2C

S-9.04

2C

S-9.04

2A

S-9.04

#4 @ 24"O/C (H)

#6 @ 8"O/C (V)

#5 @ 8"O/C (V)

8" SOLID GROUT CMU


F.F.0' - 0"

41

2C

S-9.04

2C

S-9.04

2A

S-9.04

#4 @ 24"O/C (H)

#5 @ 8"O/C (V)

8" SOLID GROUT CMU


F.F.0' - 0"

41

2C

S-9.04

2C

S-9.04

2B

S-9.04

2D

S-9.04

2A

S-9.04

2B

S-9.04

2B

S-9.04

2C

S-9.04

2C

S-9.04

(V)(H)

2D

S-9.04


F.F.0' - 0"

2C

S-9.04

2C

S-9.04

2A

S-9.04

#4 @ 24"O/C (H)

#6 @ 8"O/C (V)

#5 @ 8"O/C (V)

8" SOLID GROUT CMU

D'1

EFG E9


F.F.0' - 0"

(E) CMU WALL

(N) OPENING

(N) OPENING

D'E1'E2'

REINF. (E) CMU WALL WITH(N) SHOTCRETE(THICKNESS TBD)

D'1

F.F.0' - 0"

41

HSS6X6X1/2 HSS6X6X1/2

W16X26

HSS4X4X3/8 BRACE

HSS4X4X3/8 BRACE

W16X26

E9

F.F.0' - 0"

E1' E2'

HSS6X6X1/2

W12X22

HSS6X6X1/2

W12X22

HSS4X4X3/8 BRACE

HSS4X4X3/8 BRACE

1111

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SCALE: 1/8" = 1'-0" S-3.03S-2.01

2ELEVATION KSCALE: 1/8" = 1'-0" S-3.03S-2.01

4ELEVATION MSCALE: 1/8" = 1'-0" S-3.03S-2.01

1ELEVATION JSCALE: 1/8" = 1'-0" S-3.03S-2.01

3ELEVATION L

SCALE: 1/8" = 1'-0" S-3.03S-2.01

5ELEVATION N - (E) CMU WALL

GENERAL NOTES KEY NOTES


SCALE: 1/8" = 1'-0" S-3.03S-2.01

6ELEVATION J1SCALE: 1/8" = 1'-0" S-3.03S-2.01

7ELEVATION J2

A E GA1

T.O. STEEL43' - 0 1/2"

F.F.0' - 0"

T.O. STEEL MEZZ17' - 7"

(E) W12X65

(E) W14X87

(E) W33X141

(E) W14X87

W14X84

3' - 0" 80' - 0" 30' - 0"

113' - 0"

(E)WF BM

LATERAL BRACETBD

RUNWAY TRACK BMTBD

1

S-9.17

(E)W14X53

LATERAL BRACETBD

RUNWAY TRACK BMTBD

D'C' E1' E2'

G'

SEE

(E)

FOR STIFFENING

D'1

VERTICAL RODTBD

VERTICAL RODTBD

1111

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SCALE: N.T.S.SCALE: 1/8" = 1'-0" S-3.04S-2.05A

CRANE ELEVATION 1


F.F.0' - 0"

4441 42 43 45 46 47 481

S-3.04

MA

TC

H L

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: S

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2/S

-3.0

6 F

OR

CO

NT

INU

AT

ION

(N) OPENING

(E) TO INFILL

(E) TO INFILL

(N) OPENING

(N) OPENING

(E) TO INFILL

(N) OPENING

(E) TO INFILL

(E) OPENING

(E) OPENING

(E) OPENING

1111

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BBBB

AAAA

55554444333322221111

DDDD

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SCALE:

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SCALE: 1/8" = 1'-0" S-3.05S-2.01

1ELEVATION 1 NEW


2. FOR TYPICAL SAW CUT REFER TO DETAIL 1/S-9.14.

3. REFER TO DETAIL 3/S-9.14 AT (E) WALL TO BE INFILLED.

4. REFER TO DETAIL 5/S-9.14 AT (N) OPENINGS IN WALL.


F.F.0' - 0"

49 50 51 52 53 54 55 56 57

MA

TC

H L

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: S

EE

2/S

-3.0

5 F

OR

CO

NT

INU

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MA

TC

H L

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: S

EE

2/S

-3.0

7 F

OR

CO

NT

INU

AT

ION

(E) TO INFILL

(E) TO INFILL

(E) TO INFILL (E) TO INFILL

(E) TO INFILL

(N) OPENING (N) OPENING (N) OPENING(N) OPENING

(E) OPENING

(E) OPENING (E) OPENING

1111

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55554444333322221111

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SCALE:

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SCALE: 1/8" = 1'-0" S-3.06S-2.04A

1ELEVATION 2 NEW






F.F.0' - 0"

57 58 59 60 61 62 63 64 65

MA

TC

H L

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: S

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2/S

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6 F

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(E) TO INFILL

(N) OPENING

(E) TO INFILL (E) TO INFILL

(E) TO INFILL

(E) TO INFILL

(N) OPENING (N) OPENING

(N) OPENING

(N) OPENING

(E) OPENING

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SCALE: 1/8" = 1'-0" S-3.07S-2.04B

1ELEVATION 3 NEW





b

b

90° BEND

135° BEND

INSIDE BEND DIAM D, TYP

90°HOOK

A

B

C

NOTES:1. L - HOOK DEVELOPMENT LENGTH.2. L - DEVELOPMENT LENGTH.3. SEE BUILDING CODE AND ACI LATEST VERSION FOR ALLREQUIREMENTS NOT NOTED.4. FOR LIGHTWEIGHT CONCRETE MULTIPLY L AND L VALUES SHOWNBY 1.3.5. "TOP" BARS ARE HORIZONTAL WITH MORE THAN 12'' OF FRESHCONCRETE CAST BELOWBARS. ALL OTHER BARS ARE "BOT" BARS.6. STD HOOK L DOES NOT ACCOUNT FOR THE EFFECT OF TIES.CONFINED HOOK L MAYBE USE WHERE ACI 318-11 12.5.3b-c APPLIES.7. VALUES SHOWN ABOVE ARE FOR GRADE 60 (FY=60KSI)REINFORCEMENT.8. SPLICE LENGTHS SHOWN ARE FOR CLEAR SPACING NOT LESS THAN2D CONCRETE COVER NOT LESS THAN D9. FOR EPOXY-COATED REINFOCEMENT, SEE BUILDING CODE.

dh

d

dh d

dh

dh

b b

FINISHED BENDDIAMETER D IN

INCHESBAR SIZE

#9

#10

#11

#14

#18

9 1/2"

10 3/4"

12"

24"

18 1/4"

STANDARD HOOKS

b

b

INSIDE BENDDIAM D, TYP

90° HOOK

180° "U" HOOK

b JOINT FACE @STD HOOK,OUTSIDE OF TIE@ CONFINED HOOK

2" MIN SIDECOVER IS REQ'D

FOR STRAIGHTBAR EMBED,USE

DEVELOPMENTLENGTH Ld

D

135° &90° HOOK

ECLOSED TIE / HOOP

FROUND HOOP

CONTACTSPLICE

NON-CONTACTSPLICE

1:6 MAX SHOPBEND ALLOWED

GLAP SPLICES

BARSIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

6

8

10

12

14

16

18

20

22

l7

22

28

33

48

55

62

70

78

22

29

36

43

63

72

81

91

101

BOT

22

29

36

43

63

72

81

91

101

28

37

131

118

105

93

81

56

47

6

7

9

10

12

14

15

17

19

15

19

24

29

42

48

54

61

67 87

79

70

62

54

37

31

25

1919

25

31

37

54

62

70

79

87

24

32

40

48

70

80

91

102

113

6

6

9

8

11

12

14

15

17

13

17

22

26

37

43

48

54

60

17

22

28

33

49

55

63

70

78

17

22

28

33

49

55

63

70

78

22

29

36

43

63

72

81

91

101

#3

#4

#5

#6

#7

#8

#9

#10

#11

#3

#4

#5

#6

#7

#8

#9

#10

#11

STD

HOOK

Ldh (in)

DEVELOPMENT

LENGTH L d (in)

6

6

8

10

11

13

14

16

18

6

6

7

8

10

11

12

14

15

6

6

7

6

9

10

11

12

14

CONFINED HOOKLdh (in)

CLASS B LAP

SPLICE Ld (in)

BOTTOP TOP

STD & CONFINED HOOKS

(NON-STIRRUP/TIE)

CAP / CROSS TIE

BEAM TIE / STIRRUP

STIRRUP & TIE HOOKS

(#8 & SMALLER ONLY)

b

b

b

b

dh

b

d

b

3000 P

SI N

WC

4000 P

SI N

WC

5000 P

SI N

WC

DIM

EN

SIO

NIN

G

DE

TA

ILIN

G

d

12DB(>#5)6DB (#3,#4,#5)

6d (#6,#7,&#8)4d (#3,#4,&#5)

6d

d

2 1/2''MIN4d MIN&

COVER2''MIN

MIN

12d

d

LENGTH L

MIN HOOK EMBED

8d (#9,#10&#11)6d (#8&SMALLER)

d

6''M

AX

1/2

''MIN

CLASS B TYP

SPLICE LENGTH L

WELD LENGTH PERSCHEDULE

WELD LENGTHPER SCHEDULE

STEEL PLATE

AFLARE V-GROOVE WELD

BSINGLE V-GROOVE WELDWITH SPLIT PIPE BACKING

CHIP OR GRIND ROOTTO SOUND METALBEFORE WELDING

SECOND SIDE

C DOUBLE BEVEL GROOVE WELD

DFLARE BEVEL GROOVE WELD

NOTES:1. WELDING SALL BE WITH LOW HYDROGEN ELECTRODESE90XX AND SHALL CONFORM TO AWS-D1.4.2. ALL WELDING SHALL BE SBJECT TO CONTINUOUSINSPECTION3. REINFORCING BARS TO BE WELDED SHALL MEET THEREQUIREMENT OF ASTM A706.

#3 3"

#4

#6

#5

#7

#8

#9

#10

4"

5"

6"

3"

3"

5"

6"

MIN WELD LENGTH

WELD SCHEDULE

BAR SIZE

ECOMPLETE JOINT PENETRATION

GROOVE WELD

60°

1/8''.

1/8''MAX

D

1/1

6''.

1/8''. 1/8

''.

45°

MA

X1/8

''.

1/8''.

D

1/8''.

1/8

''.

45°

1/16''.

D/5

D

CJP

CJP

THIS CORNER DETAIL FORBARS OF NEAR CENTER OFWALL OR FT'G

SINGLE LAYER - BARS ONE FACE OR CENTER

DOUBLE LAYER (2) #5

TYPICAL CONTINUOUSBAR SPLICE. U.N.O. ONPLANS OR DETAILS

#5 MIN

#5 MIN#5 MIN

(2) #5

2"CLR

B

18''MIN

CLASS"B"12D

2''C

LR

2''C

LR

12D

2''C

LR

12DB

B

12D

B

18''MIN

CLASS"B"

12D 12DBB

6''.

18''MIN

CLASS"B"

SLAB UNDERLAYMENTPER PLAN ANDGEOTECHNICAL REPORT

FINISH GRADEPER ARCH

SEE ARCH FORNOSING AND TREADDETAILING,TYP

CONC SOGPER PLAN

#4 @ 12"OC CONT, TYP

TYP SLAB REINFPER PLAN

#4 @ 12"OC

(2) #4 CONT

T.O.CONC(SEE ARCH)

T.O. CONC(SEE ARCH)

SEEARCH

T

2'0''LAP

3''C

LR

10"

1' M

IN

AR

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SE

E

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IN

EQ

EQ

TRENCH DRAINSEE PLAN FOR

LENGTH

#3 @ 18"OCW/ 18" HKS

(2) #4 TOP & BOTAS SHOWN

1' - 0"

AS REQD

2"

PLA

NP

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3''C

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5"

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SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.01

TYP REINF DETAILS AND DEVELOPMENT LENGTHS 1

SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.01

TYP REINFORCING BAR WELDING 2

SCALE: 3/4" = 1'-0" S-9.01

3REINF BAR SPLICES WALLS, CONT FTGS

SCALE: 3/4" = 1'-0" S-9.01

4STAIR ON GRADE

SCALE: 3/4" = 1'-0" S-9.01

5TYP TRENCH DRAIN

#4 DOWEL W/ STD HOOK @18"OC OR #3 DOWEL DRILL&EPOXY @ 12"OC

OPTIONAL CONST JT, CLEAN& MOISTEN PRIOR TO POUR

CONC SLABW/ 4" MIN

THICKNESS

OPTIONAL CONST JT ROUGHENTO 1/4" AMPLITUDE MOISTEN

PRIOR TO POUR

#3 DOWELS @ 12"OCAROUND PERIMETER W/STANDARD HOOK ORDRILL & EPOXY W/ HILTIHY-150 (ICC ER #5193)EMBED AS SHOWN

(2) #4 CONT

3/4" CHAMFERUNO

ANCHORAGEPER PLAN

#3 @ 12"OC EA WAYW/ OPTIONALLAP SPLICE

HOUSEKEEPING PAD

BCONCRETE CURB

A

CONC SLABW/ 4" MIN

THICKNESS

3/4" CHAMFER UNO

T

8''MAX

4''MIN

1' M

AX

4''

MIN

3''M

IN2/3

T

PER PLAN

TYP1 1/2'' CLR

TY

P1 1

/2''

CLR

6''M

AX

4 BOLT 03''MIN OR

3''M

IN2/3

T

#4 BARS @ 12"OC EWAT TOP & BOTTOM

1/2" NEOPRENE FILLEREXP JOINT ALL AROUNDAT INTERIOR CONDITION

EXTERIOR SLABOR FINISHGRADE

CONC EQUIPMENT PAD

INTERIOR SLAB ON GRADE

ANCHORAGEPER PLAN

DIMENTION PER PLAN

(4) BOLT DIA4''CLR MIN OR

1'6

''MIN

8''

MIN

UN

OC

UR

B A

S R

EQ

D

2''

CLR

NOTE:THE CONTRACTOR MAY SUBMIT REQUEST TO LOWER FOOTINGS UP TO 48" IF THEDEPTH AND LOCATION OF PIPE OR CONDUIT DO NOT COMPLY WITH THIS DETAIL.DO NOT PROCEED WITHOUT SEOR APPROVAL.

FIN FLR

BOT OF FTGPER PLAN

NO PIPES OR CONDUIT MAYBE LOCATED BELOW THISLINE AT ANY FOOTING UNO

NO PIPES OR OTHER OBJECTSARE ALLOWED IN FTG UNLESSSPECIFICALLY SHOWN ONSTRUCTURAL PLANS

PIPE OR CONDUITPER PLANS, TYPICAL

STRUCTUREPER PLAN

212

1

9''.

NO EXCAVATION SHALL EXTENDBELOW THIS LINE WITHOUTAPPROVAL BY SOILS ENGINEER.

BACKFILL AND COMPACTPER SPECIFICATIONS ANDGEOTECHNICAL REPORT

BOTT OF FTG

21

1

2

9"

1'6''MIN

10'0''.

EXCAV

TRENCH

NOTE:THE CONTRACTOR SHALL BE RESPONSIBLE FORSHORING OR OTHERWISE MAINTAINING THE SIDES OF THEEXCAVATION FROM CAVE-INS UNTIL ALL BACKFILL ISCOMPLETED PER SPECIFICATIONS AND GEOTECHNICALREPORT.

CONSTRUCTION JOINT (CJ)

SMALL RADIUS TOOL@ EXPOSED JOINTS

SAWCUT (SC) WITHIN24 HOURS OF

CONCRETE POUR

UNDERLAYMENT PER PLANAND GEOTECHNICALREPORT,TYPICAL

1ST POUR 2ND POUR

SAWCUT CONTROL JOINTSAT 15' 0" OC MAX EA WAYPERPENDICULAR TOCONSTRUCTION JOINTS

STRUCTURAL SLAB ON GRADESHALL BE CONTINUOUSLYPOURED IN STRIPS NOT TOEXCEED 60 FEET x 120 FEET

NOTES:1. SEE ARCHITECTIRUAL PLANS FOR LOCATIONS OF VISUALLY EXPOSED CONTROL JOINTS.2. FOR POURING SEQUENCE OTHER THAN THAT SHOWN ON THESE PLANS, SUMIT SHOP

DRAWINGS TO SEOR FOR REVIEW 7DAYS PRIOR TO POUR.

CONSTRUCTIONJOINTS BETWEENPOUR STRIPS

SC OR CJ EACH WAY, TYPICAL

EDGE OF SLAB,WALL OR OPENING

TRANSVERSECONSTRUCTIONJOINT

CONSTRUCTION JOINT

SAWCUT CONTROL JOINT

SLAB PER PLAN

RE-ENTRANT CORNER

A

B

C

D

CJ

CJ

CJ

SC

SC

SC

SC

SC

SC CJ

3/4''DIA. X 24''PLAIN STELLROD @ 24''OC (WRAP ONEEND W/ BLDG PAPER).TYP @MID- DEPTH OF SLAB

1'0''.

WID

TH

PO

UR

ST

RIP

T/4

T

S S

NOTES:1. FOR FTG REINFORCING SEE PLANS AND DETAILS.2. VERTICAL WALL DOWELS SHALL EXTEND TO BOTTOM OF FOOTING.3. TRANSVERSE STEEL NOT SHOWN FOR CLARITY.4. TWO STEPS ARE SHOWN, DETAIL FOR SINGLE STEP OR ADDITIONALSTEPS IS SIMILAR.

LOCATION OFSTEP INDICATEDON PLAN:

REINFORCING TOMATCH LONGITUDINAL

TOP BAR WHEREOCCURS,TYP

90° BEND, TYPICAL

B.O.FOOTINGPER PLAN

"D"M

IN

1'-6"M

AX

"S"

"D"

UNO,TYPLAP SPLICE

MIN

"S"

MIN

2 "S"

"D"

LIGHTPOLE ANDANCHOR BOLTSPER LIGHTPOLEMANUFACTURER

(6) #5 VERT W/#3 TIES @ 6"OC

(3) TIES AT TOP 5"

3/4'' CHAMFER

2" MAX NON-SHRINK GROUT

2'0''DIA.CLR

3''MIN

3''C

LR

2' -

6"

5'6

''MIN

2' -

6"

LIG

HT

PO

LE

HE

IGH

T18'0

''MA

X

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SCALE: 3/4" = 1'-0" S-9.02

TYP CONC PAD AND CURB 1

SCALE: 3/4" = 1'-0" S-9.02

3TYP ISOLATED EQ PAD

SCALE: 3/4" = 1'-0" S-9.02

4TYP PIPE AT PAD FOOTING

SCALE: 3/4" = 1'-0" S-9.02

5

TYP EXCAVATION PARALLELTO FOOTING

SCALE: 3/4" = 1'-0" S-9.02

TYP SLAB ON GRADE CONTROL JOIST 6

SCALE: 3/4" = 1'-0" S-9.02

7TYP STEPPED FOOTINGSCALE: 3/4" = 1'-0" S-9.02

8TYP LIGHTPOLE FOUNDATIN

NOTES:1. FOOTINGS POURED AGAINST EARTH ARE SUBJECT TO APPROVAL OF GEOTECHNICAL ENGINER.2. FOOTING WIDTHS SHALL NOT BE MORE THAN 4" WIDER THAN SHOWN ON PLAN.3. FORMWORK NOT PERMITTED BELOW GRADE UNLESS FULLY FORMED.4. FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO NEAT EXCAVATIONS PROVIDED THE FOUNDATION TRENCH WALLS ARE STABLE AS DETERMINED BY THE GEOTECHNICAL ENGINEER. THE MINIMUM FORMWORK SHOWN ON THE DRAWINGS IS MANDATORY TO ENSURE CLEAN EXCAVATIONS IMMEDIATELY PRIOR TO AND DURING THE PLACING OF CONCRETE.5. CONT CLEAN-OUT STAKES NOT PERMITTED IN THE FTG AREA.6. AFTER CONCRETE HAS SET, REMOVE LAITANCE AND SCUM.

CUT BACK SPALL

NEAT CUT TRENCH

MINIMUM FORMWORK(UNLESS FULLY FORMED)

CONTINUOUSCLEAN-OUT

2X PLANKINGTYP

6"

MIN

3 1

/2"

MIN

CL CURB

CLEAN AND INTENTIONALLYROUGHEN TO A MINIMUMAMPLITUDE OF +/- 1/4"

2x12 TYP

CUT BACK SPALL

NEAT CUT TRENCH

ON DWG +2''MIN

FOOTING WIDTHSHOWN

ON DWG +2''MIN

FOOTING WIDTHSHOWN

NOTES:1. FOOTINGS POURED AGAINST EARTH ARE SUBJECT TO APPROVAL OF GEOTECHNICAL ENGINERR.2. FOOTING WIDTHS SHALL NOT BE MORE THAN 4" WIDER THAN SHOWN ON PLAN.3. FORMWORK NOT PERMITTED BELOW GRADE.4. FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO NEAT EXCAVATIONS PROVIDED THE FOUNDATION TRENCH WALLS ARE STABLE AS DETERMINED BY THE GEOTECHNICAL ENGINEER. THE 2x12 SHOWN IS MANDATORY TO ENSURE CLEAN EXCAVATIONS IMMEDIATELY PRIOR TO AND DURING THE PLACING OF CONCRETE.5. STAKES NOT PERMITTED IN THE FOOTING AREA.

NOTES:1. CONTRACTOR SHALL COORDINATE ALL PIPELOCATIONS WITH BUILDING FOUNDATIONREQUIREMENTS.2. IF REQUIREMENTS AS SHOWN CANNOT BEMET, STEP FOOTING PER TYPICAL 'STEPPEDFOOTING' DETAIL.3. REFERENCE CBC SECTION 1805A.4.7

PIPE TRENCH SHALL BELOCATED SO THAT FTGWILL NOT BEUNDERMINED

NO PIPES TO BE PLACEDWITHIN THIS HEIGHT

INSIDE DIA. OF METAL SLEEVESHALL BE 2" MIN LARGERTHAN OUTSIDE DIA. OF PIPE

PIPE

PLACE CONC FILL AROUNDSLEEVES BEFORE POURINGFTG PADS. FILL SHALL BE SAMEWIDTH AS FTG AND FULL WIDTHOF THE PIPE TRENCH.

NO EXCAVATION ALLOWEDBELOW THIS LINE

TO BE POURED AGAINSTUNDISTURBED SOIL

POUR JOINT

POUR JOINT

BACKFILL PERSPECIFICATIONS

NO PIPE SHALL PASSTHROUGH THE FTG INTHIS REGION

FTG SHALL BE STEPPED SOTHAT THIS DIM DOES NOTEXCEED 3'-0" IN ANY CASE

SECTION

21

9"

A-A

2'0

''MA

X.

1'6''MIN

2'-6''MIN

TYP

1'6''MIN

2''M

INM

IN

4''.

1' -

4"

MIN

6''.

A-A

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APPROVED

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SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.03

FOOTING POURED AGAINST EARTH 1

SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.03

PIPE TRENCH FOOTING DETAIL 2

AREINFORCEMENT CENTERED IN CMU BLOCK

BREINFORCEMENT AT EDGE OF CMU BLOCK/MULTIPLE BARS

DSTRAIGHT DEVELOPMENT

CSTD HOOKS

EDGE BAR/MULT BARS

90° HOOK

180° "U" HOOK

POINT AT WHICH BARMAY BE CONSIDEREDFULLY DEVELOPED

SINGLE BARCTR'D

48DB

(IN)

BARSIZE

#3 5

STDHOOKLE (IN)

72DB

(IN)

POINT AT WHICH BARMAY BE CONSIDEREDFULLY DEVELOPED

VERT SECT HORIZ SECT

SINGLE LAYER OFBARS EACH DIRECTION

LAP SPLICE BARS ASSHOWN TO MAINTAIN

CONSTANT EDGEDIST., WIRE IN PLACE

SINGLE BAR PER CELLIN EACH DIRECTIONSHOWN, DO NOTCOUNT SPLICE ASMULT BARS

UNO ON PLANS, VERT BARSARE TO BE CTR'D, HORIZBARS TO BE TOWARDINTERIOR FACE

VERTICAL BAR ONOUTSIDE FACE, UNO

LAP SPLICE BARS ASSHOWN TO MAINTAIN

CONSTANT EDGEDISTANCE, WIRE IN PLACE

SPLICE AND DEVELOPMENTLENGTH PER "SINGLE BAR,CTR'D IN BLOCK" PERSCHEDULE, UNLESS MULTIPLEBARS OCCUR IN SAME CELLOR COURSE IN SAMEDIRECTION

SPLICE AND DEVELOPMENTLENGTH PER "EDGE BAR /MULT BARS" AS SHOWN INSCHEDULE

BOND UNIT SHOWN

VERT SECT HORIZ SECT

#4#5#6#7#8#9

78

10121315

18

243036424854

27

364554637281

18

364554637281

18

364554637281

LAP SPLICE & DEVELOPLENGTH LD (IN) UNO

ALL C

MU

UNO

EQ

UNO

EQ

2.5''CLR@BARS>#52''CLR@#5,#4,#3

PARALLEL BARS1''MIN CLR BTWN

BTWN BARS & CMU1/2''MIN CLR

L

DEVELOPMENT LENGTH

D

BD

E

B

LENGTH L

MIN HOOK EMBED

DD

B

NOTES:1. VALUES SHOWN ARE FOR GRADE 60 REINF DEVELOPED IN CMU.2. REFER TO TYPICAL REINFORCEMENT DETAILS FOR INFO NOT SHOWN, AND FOR DEVELOPMENT IN CONCRETE.3. LAP SPLICES OF REINFORCEMENT WITH WORKING STRESS LEVELS HIGHER THAN 80% FS SHALL BE 72D LONG, OTHERWIDE 48D SPLICES SHOWN ON THIS SCHEDULE AND THESE PLANS ARE BASED ON THIS RULE.

B B

#4 TO MATCH VERTBAR SPACING, TYPUNO ON PLANS

REINF MAT:SINGLE DOUBLE

STD 180° OR 90°HOOK INTO WALL,ALT DIR OF HOOK

(2) #5 UNOON PLANS

SEE "A" FORINFO NOT NOTED

REINF: MAX OPNG:(2) #5 5' 0"(2) #6 7' 0"(2) #7 10' 0"

#4 TO MATCH HORIZSPACING, TYP UNO

STD 180° OR 90°HOOK DOWN

SEE NOTE #8

REINF MAT:SINGLE

DOUBLE

FULL HOOPW/ 135° BEND

U-BEND, ALIGNW/ HORIZ

SEE "C" FOR INFO NOT NOTED

#3@8" OC, TYP UNO, CONT2'-0" ABV & BELOW OPNG

EXTEND LINTEL AND SILL BARS 48D MINIMUM PAST EDGE OF OPENING.NOTES:1.SEE PLANS FOR TYPICAL AND ADDITIONAL REINFORCEMENT.2.FOR OPENINGS 36" OR LARGER IN WIDTH USE FULL HEIGHT JAMB BARS. EXTEND TO TOP OF WALL AT UPPER/SINGLESTORY, 48D MIN PAST FLOOR AND INTO FOOTING.3.AT OPENINGS LESS THAN 36" IN WIDTH, EXTEND JAMB BARS 48D PAST EDGE OF OPENING.4.FOR MINOR OPENINGS THAT DO NOT INTERRUPT TYPICAL REINF, ARE NO LARGER THAN 24" SQ, AND ARE AT LEAST 24"FROM ADJACENT OPENINGS OR WALL EDGE, NO ADDITIONAL REINF IS REQ'D UNO ON PLANS.5.USE A TYPICAL LAP SPLICE UNO ON PLANS.6.WHERE FULL EXTENSION IS NOT POSSIBLE, EXTEND BARS AS FAR AS POSSIBLE AND USE A STD HOOK.7.EXTEND LINTEL AND SILL BARS 48D MINIMUM PAST EDGE OF OPENING.8.AT FULL HEIGHT JAMB BARS, THE WEB AND SHELL MAY BE REMOVED TO FACILITATE INSTALLATION. THE CONTRACTORSHALL ENSURE THAT GROUTING WILL NOT BE COMPROMISED IF THIS OPTION IS USED.

WALL ELEVATION

SEE NOTE #6

JAMB TYP, SEE "C"AND NOTE #2

LAP SPLICE,TYPICAL,SEE NOTE #5

LINTEL TYP,SEE "B"

MULTI-STORYCONDITION

STACKED OPENING

JAMB EXTENSION,TYP, SEE NOTE #2

SMALL OPENING,SEE NOTE #3

MINOR OPENING,SEE NOTE #4 FOOTING EMBED,

TYPICAL, SEENOTES #2

JAMB EXTENSION,TYP, SEE NOTE #2

TOP OF WALL,SEE "A"

SILL TYP,SEE "A"

PIER,SEE "D"

LINTEL & SILL,TYP, SEE NOTE #7

*MIN LINTEL DEPTH = 2' 8" UNO

(1) #5

(2) #5 UNOON PLANS

TOP OF WALL & SILLELEVATION SECTION

AJAMB PLAN SECTION

C

PIER PLAN SECTIOND

LINTEL ELEV SECTIONB

REINF MAT:SINGLE DOUBLE

(1) #5U-BEND REINF MAT:

SINGLE

DOUBLEU

NO

2'8

''MIN

TYP UNO2 1/2''CLR

SP

LIC

E

LA

P

LAP SPLICE

SP

LIC

E

LA

P

5T MAX

3T MIN

TT

CONTROL JOINT, LOCATIONPER PLANS AND NOTES

POTENTIALCRACK LOCATION

TERMINATE EVERY OTHERHORIZ BAR AT JOINT, EXCEPTFOR ROOF AND FLOOR CHORDBARS AND LINTEL BARS

PROVIDE #5 VERT (MIN)EACH SIDE OF JOINT OR(2) #6 @ 12" CMU

BACKER ROD

RAKED OR CONCAVE JOINT,FILL WITH SEALANT

STACKED BOND AT CELLADJACENT TO JOINT

OPEN-ENDEDBOND UNITSSHOWN FORCLARITY

EXPANSION JOINT, LOCATIONPER PLANS AND NOTES

USE CLOSED ENDEDBLOCKSAT JOINT

TERMINATE ALT HORIZBARS AT JOINT, NOEXCEPTIONS

PROVIDE #5 VERT (MIN)EACH SIDE OF JOINT OR(2) #6 @ 12" CMU

BACKER ROD

RAKED OR CONCAVEJOINT, FILL WITH SEALANT

STACKED BOND AT CELLADJACENT TO JOINT

OPEN-ENDED BONDUNITS SHOWN FORCLARITY

NO GROUT IN JOINT

NOTE:DO NOT SUBSTITUTE EXPANSION JOINTS FOR CONTROL JOINTS. EXPANSIONJOINTS PROVIDE COMPLETE STRUCTURAL DISCONTINUITY, USE ONLYWHERE SPECIFICALLY NOTED ON THE PLANS.

(2) #5 VERT, MIN

ONE LAYER OF REINFORCING

TWO LAYERS OF REINFORCING

#5 VERT,MIN

STD HOOK INNERBARS AT CORNER

NOTE:LAP SPLICES MAY BE USED ATBENT CORNER BARS UNO ONPLANS, TYPICAL

FACE SHELL MAY BEREMOVED W/ OPENEND UNITS FULLHEIGHT AT WALLINTERSECTIONS,TYPICAL

FACE SHELL MAY BEREMOVED W/ OPENEND UNITS FULLHEIGHT AT WALLINTERSECTIONS,TYPICAL

BOND UNITS SHOWNFOR CLARITY

B

B

(2) #5 VERT, MIN

LAP SPLICE

48D

LAP SPLICE

48DB

LAP SPLICE

48D TYP

LAP SPLICE

48DB

....

1111

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DES DRW CHK

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SCALE: 3/4" = 1'-0" S-9.04

TYP CMU REINF DETAILS & DEVLOPMENT LENGTHS 1

SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.04

TYP MIN REINF FOR MASONRY OPENINGS 2

SCALE: 3/4" = 1'-0" S-9.04

3

TYP CMU WALL CONTROLJOINT

SCALE: 3/4" = 1'-0" S-9.04

4

TYP CMU WALL EXPANSIONJOINT

SCALE: 3/4" = 1'-0" S-9.04

5CONC MASONRY WALL INTERSECTION

BOLT DIAMETER + 2" MINOPENING IN CMU FACE

GROUTED CMU WALLPER PLANS

BOLT EXTENSION AS REQ'DTO FULLY ENGAGE NUT &WASHERS, TYPICAL

HEX HEADED A307 BOLT(UNO) GROUTED IN PLACEIN FACE OF WALL

EMBEDMENT SHALL BE THESMALLER OF 10XDIAM OR(WIDTH - 1.5")

10XDIAM EMBEDMENT UNO

HEX HEADED A307 BOLT(UNO) GROUTED INPLACE IN TOP OF WALL

NOTE:UNLESS DETAILED ON THESE PLANS, DONOT PLACE BOLTS IN FACE OF WALL < 12DIAM FROM OPENINGS OR EDGES WITHOUTAPPROVAL FROM SEOR

EQ EQ

.

CLR1.5''MIN

.

. .

MINIMUM EMBEDMENT TABLE

DIAMETER OF BOLTS IN INCHES 1/2 5/8 3/4 7/8 1 1 1/8

EMBEDMENT IN INCHES 4 5 6 7 8 9

BOLT

GROUT1''C

LR

NOTE:1. BOLTS CAST-IN MASONRY SHALL BE GROUTED IN PLACE WITH 1" OFGROUT BETWEEN BOLT AND MASONRY.2. BOLTS SHALL BE A307 HEADED MACHINE BOLTS OR A36 ROD W/TACKWELDED HEX NUT.3. CONTRACTOR SHALL ONLY USE "DRILL-IN" BOLTS IN PLACE OF CAST-INBOLTS SHOWN ON STRUCTURAL DRAWINGS WHEN TYPE AND EMBEDMENTDEPTH ARE APPROVED BY THE STRUCTURAL ENGINEER, AND THECONTRACTOR WILL PAY FOR ANY REQUIRED TESTING OF "DRILL-IN" BOLTS.

1111

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NAVFAC DRAWING NO.

DES DRW CHK

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APPROVED

ACTIVITY

DATE


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SCALE: 3/4" = 1'-0" S-9.05

1

TYP HEADED BOLTGROUNTED IN CMU WALL

SCALE: 3/4" = 1'-0" S-9.05

2BOLTS IN CONC MASONRY

A AT BOUNDARIES PARALLEL TO DECK

CLOSURE PLSEE NOTE

B AT BOUNDARIES PERPENDICULAR TO DECK

B3

B1 B2 B3

SIDE LAPPER

3

-

SECTION

CL SPLICE

D1LAP SPLICE D2BUTT SPLICE

CL SPLICE

D3CONT. DECK

DAT INTERIOR BEAMS PERPENDICULAR TO DECK

CAT INTERIOR BEAMS PARALLEL OR SKEWED TO DECK

PERPENDICULAR TO DECK

EAT INTERIOR STRUT

PARALLEL OR SKEWED TO DECK

FAT INTERIOR BOXED BEAM

NOTE:DO NOT SPLICE DECK AT STRUT MEMBER

PERPENDICULAR TO DECK PARALLEL OR SKEWED TO DECK

NOTE:DO NOT SPLICE DECK AT BOXED BEAM MEMBER

* NOTE: ALL WELDS CAN BE SUBSTITUTED BY #12 SELF DRILLING TEK SCREWS

NOTES:1.SEE METAL DECK NOTES ON SHEET S-1.022.ALL DECK SHALL HAVE 2 1/2" MIN BEARING ON END SUPPORT, 1 1/2" MINBEARING ON SIDE SUPPORT TYP., U.N.O.3.TSW REFERS TO TOP SEAM WELD. SEE DETAIL 3/-.4.VSC REFERS TO VERCO SIDELAP CONNECTION.5.SEE DETAIL 4/- FOR WELDING PATTERN.6.ALL STEEL DECK SHALL BE GALVANIZED, U.N.O.7.NO LOADS OF ANY KIND SHALL BE HUNG FROM ROOF DECK UNLESSSPECIFICALLY DETAIL ON STRUCTURAL DRAWINGS.8.ALL PUDDLE WELDS SHALL HAVE AN EFFECTIVE FUSION AREA AT LEASTEQUIVALENT TO 3/8" X 1" LONG OR 3/4" IN DIAMETER. PUDDLE WELDMAY BE OMITTED WHERE LOCATION COINCIDES WITH SHEAR STUDSWELDED THROUGH METAL DECK.9.SEE DETAIL 2/S-9.07 WHERE THE SLOPE OF THE METAL DECK REQUIRESBENT PLATE

SYMBOLMETAL DECKDESIGNATION

GAGECONC.FILL &REINF.

METAL DECK ATTACHMENT TOSUPPORT DECK TO

DECK SIDELAP

ATTACHMENT

SHEARTRANZ

II

DECK PROPERTY

AT BOUNDARY DECKPERPENDICULAR TO

SUPPORT

AT BOUNDARYDECK

PARALLELTO SUPPORT

I (IN4) +S(IN3) -S(IN3)

D1VERCO

B-FORMLOCK20

3 1/2"LTWTCONC.

7 PUDDLEWELDS

PER PANEL

PUDDLEWELDS @ 12"

O/CTSW @ 6" O/C NO 0.219 0.230 0.237

BOUNDARYWELD PERSCHEDULE


BRG1 1/2''MIN


BOUNDARYWELD PERSCHEDULEBRG

1 1/2''MIN

1/8 2-6

AT DECKSPLICEWHEREOCCURS*

BRG1 1/2''MIN

BRG1 1/2''MIN

1/8 2-6@12''O/C*

@12''O/C*

TYP2''MIN

@12''O/C*

@12''O/C*

2 1/2'' BRG

"D"

1/8 1-12

PERSCHED

NOTE:CLOSURE PL. THKAROUND INT OPENINGSU.N.O- 16GA FOR "D" = 3" MAX- 16GA FOR "D" = 3" MAX- 10GA FOR "D" = 8" MAX

PERSCHED

B3

D2 VERCOB-FORMLOCK

204 3/4"LTWTCONC.

7 PUDDLEWELDS

PER PANEL

PUDDLEWELDS @ 12"

O/CTSW @ 6" O/C NO 0.219 0.230 0.237

3/16" DIA BUTTONPROTRUDES NOTICEABLYINTERLOCKING UNITS @12''O.C.

WELD CLINCH FIRST TO GETCONTACT OF LIPS - 1 1/2''LONG WELD MUST ENGAGETOP OF INNER LEG PERSCHEDULE

CLINCH FIRST TO GET CONTACTOF LIPS - 1 1/2'' LONG WELDMUST ENGAGE TOP OF INNERLEG AND HAVE FUSION TOP ANDBOTTOM

EFFECTIVE MINIMUM 1/2'' DIAOR 3/8''x1'' LONG (NO WELDWASHERUSED)

A ROOF DECK PUDDLE WELD B DECK PLUG WELD

THROUGH 3/8'' DIA HOLEIN 14 GA WELD WASHER

C BUTTON PUNCH D TOP SEAM E SIDE SEAM WELD

WELDS TO SUPPORT

SIDE LAP FASTENING

4 - WELD PATTERN

7 - WELD PATTERN

4 - SCREW PATTERN (#12 SCREWS)

7- SCREW PATTERN (#12 SCREWS)

IF OPENINGS ARE CLOSER OR LARGERTHAN SHOWN, REINFORCE DECK PERTYP OPENINGS IN METAL DECK DETAIL

DE

CK

WE

BS

DO

NO

T C

UT

THRU TOP FLUTE4''DIA MAX

THRU BOTTOM FLUTE2''DIA MAX

BUT NOT LESS THAN 12'' EA WAY6 DIA OF LARGER OPENING

1111

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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CHIEF ENG/ARCH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE


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SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.06

TYP METAL DECK DETAILS AND SCHEDULE 1

SCALE: 3/4" = 1'-0" S-9.06

3TYP METAL DECK WELDING

SCALE: 3/4" = 1'-0" S-9.06

4TYP METAL DECK WELDING/SCREW PATTERNS

SCALE: 3/4" = 1'-0" S-9.06

5PIPE PENETRATIONS AT DECK WITHOUT FILL

CONSTRUCTION JOINT CLEAN ANDINTENTIONALLY ROUGHEN SURFACETO A MIN AMPLITUDE OF PLUS ORMINUS 1/4"

KEYS 12" LONG X DEPTHOF CONC OVER DECK AT 48"

NOTE:SLAB REINF CONT THRU JOINT.

REINF NOT SHOWNFOR CLARITY

CONC FILLPER PLAN

REINF PER PLAN

PLAN

A-A

SECTION A-A

1"

PE

R P

LA

N

SLA

B T

HIC

KN

ES

S

OMIT THESE BARS ALONGSIDES OF OPENING'SSMALLER THAN 12"

NOTES:1.PROVIDE (2) #4X5' 0" AT ALL RE-ENTRANT CORNERS AND AT ALL OPENINGS GREATERTHAN 6' 0" SUCH AS ELEVATOR, STAIR OPENINGS AND AIR SHAFTS.2.ALL OPENINGS LARGER THAN 2' 0" SQ REQUIRE PERIMETER SUPPORT AND ARE TO BEAPPROVED BY STRUCTURAL ENGINEER.

SEE NOTE 1

#4 TYP

PLAN

1 1

/2''T

YP

2'6''MIN

2'6''MIN

2'6''MIN

1 1/

2''TYP

3/16 RIDGE PL

RIDGE OR HIPBM SEE PLAN

ROOF BMSEE PLAN

AT RIDGE

AT SLOPED PLATE AT EAVE

T.O.S.

3/16 BENT PLCONT

ROOF BM

3/16 BENT PLCONT TYP.

T.O.S.

3/16 BENT PLCONT

T.O.S.2 11/16"

MIN

3/161 1/2-12

TYP

TYP5/16''.

3/161 1/2-12

5/1

6''.

3/161 1/2-12

5/16''.

3/161 1/2-12

3/161 1/2-12

1/4

''.

3/161 1/2-12

MIN2 11/16''.

NOTE:X=8" MAX, WHERE X>8, SEE 12/-

ELEVATOR SILL ANDCONNECTION BYGENERALCONTRACTOR

CONCRETE FILL OVERMETAL DECK SEE PLAN

CL BEAM

1/2" BENT PLATE (OR1/2" ANGLE) W/ 3/4"DIAx 5" NELSON STUDANCHORS @ 12" OC

FOR DECKORIENTATIONSEE PLAN

STEEL BEAMSEE PLAN

3/4

'' C

LR

3/16 4-12

4''MIN 4''MIN

'X'

4''.

WELDED STUDWHERE OCCURS

DECK PARALLEL

DECK PERPENDICULAR

CONC FILLFLOOR DECK

ADDL (2) #4 CONT

L4X3X1/4" (LLV) @ 11'-0"OCMAX ALIGN W/ "OPP BEAM"AND LOCATE AT EDGE FORMSPLICE AND TERMINATION

1/2"DIA NELSONDEFORMED BAR ANCHOR@ 16" OC LAP W/ REINF

1/2"DIA NELSONDEFORMED BARANCHOR @ 16"OCLAP W/ REINF

L4X3X1/4" (LLV) @ 11'-0"OCMAX ALIGN W/ "OPP BM" &LOCATE AT EDGE FORMSPLICE AND TERMINATION

2" MIN BEARINGAT DECK

CONC FILLFLOOR DECK

10GA EDGE FORM

(3) #4 CONT

EOD


CLOSURE PL

CONC FILLFLOOR DECK

"OPP BEAM"

1/4" CONT BENT PL

REINFPER PLAN

REINFPER PLAN


CLOSURE PL

CONC FILL FLOOR DECKDIRECTION PER PLAN

REINFPER PLAN

CURTAIN WALLPER ARCH

1/4" CONTBENT PL

(1) #4 CONT

CLOSURE PL

CONC FILL FLOOR DECK

REINF PER PLAN

10GA EDGE FORM

(1) #4 CONT

EOD

REINF PER PLAN

#4 @ 16"OC180° HOOK

36"

CONC FILL FLOOR DECK


STEEL BM

REINFPER PLAN

EXTERIOR WALLPER ARCH

10GA EDGEFORM

EOD

10GA EDGE FORM

(1) #4 CONT

EOD

STEEL BM

#4 @ 16"OC180° HOOK

42"

"OPP BEAM"

STEEL BM

#4 @ 16"OC180° HOOK

36"

#4 @ 16"OC180° HOOK

42"

STEEL BM

1 5

/16"

CLR

1/8 3-12

1 5

/16''C

LR

4''MIN

BEARING2 11/16''MIN

1''0''MAXEOD PER PLAN

OR AISCMIN

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1 5

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OR AISCMIN

1'' .

BEARING2 11/16''MIN

1/8 3-12

>1',1'6''MAXEOD PER PLAN

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/16''C

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3/16 3-123''MIN

BEARING2 11/16''MIN

1'0''MAX

EOD PER PLAN 2'0''MIN

1/8 3-123''MIN

BEARING2 11/16''MIN

1'0''MAX

EOD PER PLAN

1 5

/16''C

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>12'',1'6''MAX

EOD PER PLAN

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/16''C

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#4 EA SIDE OF PAD, EXTEND24" EA SIDE PAST OF CURB

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SCALE: 3/4" = 1'-0" S-9.07

4TYP CONST JOINT AT DECK WITH CONC FILL

SCALE: 3/4" = 1'-0" S-9.07

5TYP SLAB ON METAL DECK OPENING

SCALE: 3/4" = 1'-0" S-9.07

2TYP SLOPED DECK TO BEAM DETAILSCALE: 3/4" = 1'-0" S-9.07

3EDGE CLOSURE AT ELEV SOLL SUPPORT

SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.07

EDGE OF CONC FILL DECK (EOD) AT FLOOR/ROOF 1

SCALE: 3/4" = 1'-0" S-9.07

6EQUPMENT PAD

WELDED STUDSWHERE OCCURS

NOTE:AT LOCATIONS WHERE CLEARANCE 'X' TO STUD IS LESS THAN 1 1/2", PROVIDECLOSURE BELOW HIGH FLUTES ONLY AND PLACE STUDS ADJACENT TO LOWFLUTES.

BM PER PLAN

18 GA CLOSURE PLSEE NOTE

METALDECKSEE PLAN

GIRDERFILLERAS REQD

CL BM

GRID

#4 x 5'-0" @ 18"OC

HOOK ENDS OFADD'L BOT BARSWHERE OCCURS

SLAB REINFSEE PLAN

SE

E P

LA

N

'X' 2''MIN

2''MIN 2 11/16''MIN

3/4DIA 6

NOTES:1. SEE MECH DWGS FOR ADDITIONAL INFORMATION.2. SEE PLAN FOR MECH EQUIPMENT LOCATIONS.

SEE MECH DWGSFOR ATTACHMENT

BEAM/GIRDERPER PLAN

MECH. UNIT CURBPER MECH DWGS

BEAM PER PLAN,WHERE BEAM /SIZENOT SHOWN PROVIDEW12X22 TYP

A/C UNIT/MECH'L EQUIPMENT(MAX OPERATINGWEIGHT 2000 LBS)

3/8" BENT PLPER 4F/-.(TYP.)

CURB TO BENT PL.ATTACHMENT PER 1/M-502

INSULATION PER ARCHT'L

BEAM PER PLANWHERE OCCURS FRAMING BEYOND

MTL DECKPER PLAN

3/16

3/16PL TOBM TYP

SEE MECH DWGSFOR ATTACHMENT

MECH. UNIT CURBPER MECH DWGS

3/8" BENT PLPER 4F/-.(TYP.)

BEAM PER PLAN,WHERE BEAM /SIZENOT SHOWN PROVIDEW12X22 TYP

FRAMING BEYOND

INSULATIONPER ARCHT'L

MTL DECKPER PLAN

BEAM/GIRDERPER PLAN

CURB TO BENT PL.ATTACHMENT PER 1/M-502

LEVEL FOR MECH.CURB ATTACHMENT

NOTES:1. SEE MECH DWGS FOR ADDITIONAL INFORMATION.2. SEE PLAN FOR MECH EQUIPMENT LOCATIONS.

A/C UNIT/MECH'L EQUIPMENT(MAX OPERATINGWEIGHT 2000 LBS)

3/16

3/16BENT PLTO BM

TYP

A

B

1/2" MAX

C

D

E F

D

E

C

OPENING GREATER THAN 18" TO 60"

METALDECK TYP

WF BEAMPER PLANTYP

NOTES:1. FRAMING AROUND DECK OPENINGS TO BE FURNISHEDAND INSTALLED BY STRUCTURAL STEEL CONTRACTOR.2. PROVIDE CONT BENT PLATE ALL AROUND OPENINGSAT ROOF EXHAUST FAN, DUCT & PIPE PENETRATIONS,GRAVITY RELIEF VENT, & WHERE SHOWN ON MEP DRAWINGS.

3/4" DIA PUDDLEWELD EA FLUTE

L3x3x1/4 ALLAROUNDOPENING TYP.ANGLE IS NOTREQ'D FOROPENING WHEREONLY ONE VERTLEG OF DECK ISCUT

OPENING UP TO 18"

METAL DECKTYP

3/8" BENT PLx3 1/2" LONG

C6x8.2U.N.O

WF BEAM

TYP CHANNEL/WF BM CONN

7"

4"

C6x8.2U.N.O

C6x8.2U.N.O.

TYP CHANNEL / CHANNEL CONNECTION

3/8" STEEL PLATEW-2 7/8" DIA BOLTS

CL

TYP ANGLE / ANGLE CONN

L3x3x1/4 U.N.O.

TYP BENT PL / ANGLECONN AT ROOF

3/8" BENT PLALL AROUNDSEE NOTE #2

3/8" STIFF PL@3'-0" O.C.(6" END DIST)

L3x3x1/4 ORC6x8.2 U.N.O.

INSULATION

C6x8.2

1'6

''MA

X

TYP

2'0''MIN 1'6''MAX

1/4

3/16

3/16

3/16

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3/16 3-12

1/2''MAX

2xBOLT DIA3''.

.

TY

P

2xB

OLT

DIA

1/4

NOTES:1. SEE MECHANICAL DOCUMENTS FOR BALANCE OF INFORMATION.2. SEE DETAIL 2/- FOR STEEL ANGLE SIZE AND CONNECTION.

SEE "4/-" FORCLOSURE PLATE

EXHAUST FAN OR HOODSEE MECH DWGS

PRE-FAB CURB PERMANUFACTURER

FILLER AND NAILERPER MFR

INSULATION

SEE DETAIL 2/-

OPENING

3/16 4

PRE-FABCURB TO

PL EASIDE

2 1

/2''M

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INSULATION

2-#8X1/2''SELF-TAPPINGSCREW

STEEL STRAP 3"WIDE X 4" LONG X12GA(MIN), BENDTO ALIGN W/ WIRE

BRACING WIRE

STEEL DECKPER PLAN

HANGER WIRE-TIE TO#3 REBAR W/ 3 WRAPSAROUND REBAR ANDONE WRAP AROUND WIRE

#3 X 12"REBAR

STRUCTURALSTEEL MEMBER

CEILING CLIP W/SHOT-IN ANCHOR

STEEL STRAP

@ STEEL BEAMS

@ STEEL ROOF DECK

INSULATIONSTEEL DECKPER PLAN

INSULATION ORCONC. PER PLAN

STEEL DECKPER PLAN

METAL DECKHANGER FORROD HANGER

STEEL BEAMCLAMPFOR RODHANGER

ROD HANGER

ROD HANGER

STRUCTURALSTEEL MEMBER

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SCALE: 3/4" = 1'-0" S-9.08

1METAL DECK TRANSITION

SCALE: 3/4" = 1'-0" S-9.08

2TYP MECH EQUIP PAD TO METAL DECK

SCALE: 3/4" = 1'-0" S-9.08

3

TYP MECH EQUIP PAD TO METAL DECK @SLOPE

SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.08

TYP FRAMING AT OPENINGS IN STEEL DECK 4

SCALE: 3/4" = 1'-0" S-9.08

5

TYP EXHAUST FAN& INTAKEHOOD ANCHORAGE

SCALE: 3/4" = 1'-0" S-9.08

6

TYP WIRE CONNECTION TOSTEEL FRAMING

SCALE: 3/4" = 1'-0" S-9.08

7

TYP ROD HANGER CONN TOSTEEL FRAMING

MTL. ROOF PANEL

CONT. TRACK TOMATCH STUD SIZEAND GAGE

WALL PERPENDICULAR TO PURLIN

WALL/BRACE PARALLEL TO PURLIN WALL/BRACE PARALLEL TO BEAM

(2) #10 SCREWS @EA PURLIN

METAL BUILDINGPURLIN

STUDS PERSCHEDULE

L3x3x16 GA CONT.ANGLE EA SIDE

MTL. ROOF PANEL

CONT. TRACK TOMATCH STUD SIZEAND GAGE

METALBUILDINGPURLIN

STUDS PERSCHEDULE

4"x16 GA STUD @32" OC,BEND WEB BACK 2" &ATTACH TO PURLIN W/(2) #10 SCREWS EA END

MTL BUILDINGBEAM

STUDS PERSCHEDULE

0.157" DIA SHOTPIN @ 16" OCSTAGGERED

(2) #10 SCREWEA STUD

CONT "SLIP-TRACK" TOMATCHSTUD SIZE& GAGE

MTL. ROOF PANEL

METAL BUILDINGPURLIN

STUDS PERSCHEDULE

BRACE PERPENDICULAR TO PURLIN

(3) #10 SMS

-

TYP.

--

-

-

--

-

-

-

-

-

-

-

-

BOTTOM OFSUPPORT

DBL. STUDS (MIN.) @JAMBS OF ALLOPENINGS TYP. U.N.O.PROVIDE 4 STUDS @JAMBS OF ADJACENTOPENINGS

WALL STUDBRACING WHEREREQUIRED SEE

BOTTOM TRACKSPLICE PER(WHERE REQ'D)

T/ CONC. LAB ORCONC. CURBWHERE OCCURS

SILL WHEREOCCURS

PROVIDE 1-BAY OF BLKG. EA.SIDE OF OPENINGS TOP,BOTTOM AND MID-HEIGHT SEE

DUCT OPENINGWHERE OCCURS

METAL STUDS PERSCHEDULE, TYP.

CABINETS OREQUIPMENT

LINE OF CONT. BLOCKING@ MID HEIGHT OF WALL

BACKING FOR CABINETSOR EQUIPMENTANCHORAGE, TYP. SEE

1. SEE WALL TYPES ON SHEET A-2.1 - A-2.2 AND SHEET A-8.0 FOR SIZE AND GAGE OF STUDS.

2.

NOTES:

TOP TRACKSPLICE PER(WHERE REQ'D)

ALL LOW VELOCITY SHOT PINS ARE HILTI X-U SHOT PINS (0.157" SHANK DIAMETER)UNLESS NOTED OTHERWISE. INSTALL PER THE REQUIREMENTS OF ICC-ES REPORT #2269.

203

8

15

8

15

11

19

12

11

7

16

7

TYP.

3. BRIDGING SHALL BE INSTALLED ON WALL FACES WITHOUT SHEATHING AND WHERESHEATHING DOES NOT CONTINUE TO THE TOP OF WALL.

4

-18

8

4'0''MAX 14'0''MAX 4'0''MAX

SPACING PER SCHEDULE

6"x16 GA. CONT.NOTCHED STUD.ANCHOR BACKINGTO 3 STUDS MIN.

(3) #10 S.M.S. TYP.

NOTE:

USE #10 S.M.S. WHEN ATTACHINGITEMS TO BACKING, U.N.O.

-

20 GA.x11/2" CONT.STRAP W/ (1) #10S.M.S. SCREW TOEA. STUD

CL. OF BRACING

STUD BLOCKING @ EA.END OF WALL & @8'-0" O.C. MAX. SEEDET.

METAL STUD

SPLICE WHERE REQ. @CL. OF BLOCKING

(8) #10 S.M.S. TO BLKG.

19

PIECE OF TRACK ORSTUD TO MATCH WALLSTUD GAGE. CUT WEB@ FLANGES & BENDWEB UP

METAL STUD

(2) #10S.M.S.

METAL STUDS

PIECE OF TRACK ORSTUD SAME GAUGE ASSTUDS

ALT. WELDED CONNECTION

SCREWED CONNECTION

1/8 1

TYP.EA.END

CUT WEB @ FLANGES& BEND WEB DOWN

12 GA.x3" STRAP @3'-0"O.C. EA. SIDEW/ #10 SMS TOEA. STUD

(1) #10 SMS EA. SIDE

(2) #10 SMS

JAMB STUDS

16 GA. CONT. TRACK

AT BOTTOM TRACK

AT TOP TRACK

(3) #10 SCREWSAT EA. SIDE

TYP. TRACKANCHORAGE

(3) #10 SCREWSAT EA. SIDE

24" LONG STUDSECTION TOMATCH TRACKGAGE

(2) STUDS BACKTO BACK AT SPLICE

3''MAX 3''MAX

1' - 0" 1' - 0" -

-

T/CONC. SLABOR CURB

CONT. TRACK TOMATCH STUDGAGE

BOTTOM TRACKANCHORAGE, SEEDET.

STUD BRACINGPER, TYP.

OMIT STRAP BRACINGON ANY PORTION OFWALL COVERED BYGYP. BOARD. REFERTO ARCH FORLOCATIONS

4

TOP OF SUPPORT

16

CONT. BLOCKING ATGYP. BOARD EDGE TOMATCH STUD GAGE.

(3) #10 SMS

-18

BRACING PERSCHEDULE

1

1±

BRACING SCHEDULE

WALL TYPE BRACE BRACE HT. (AFF) MAX BRACE LENGTH

R1 6" x 18 GA @ 16" O.C. 30'-0" 12'-0"

1A, 1B 27'-0" 15'-0"6" x 18 GA @ 16" O.C.

4'0

''MA

X

TY

P

4'0

''MA

X

(2) #10 S.M.S. @12" O.C., TYP.

600S162-54

MTL. STUDSPER WALL TYPESHEET A-8.0

CONT. TRACK TOMATCH STUD GAGEW/(2) #10 S.M.S. EA.STUD

T/CONC. SLABOR CURB

CONT. TRACK TOMATCH STUDGAGE W/ (2) #10S.M.S. EA. STUD

0.157"Øx11/4" EMBED.HILTI X-U SHOT PIN @16"O.C. MAX., U.N.O.

-

ADDITIONAL STUD @OPENINGS GREATERTHAN 4'-0"

DOUBLE STUDS

FOR FASTENINGSTUDS, SEE DET.

15

12 GA.x3" STRAP @ 3'-0"O.C. EA. SIDE W/ #10SMS TO EA. STUD

(3) #10 SMS EA. END

JAMB STUDS

BOXED STUDHEADER

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SCALE: 1/4" = 1'-0" S-9.09

TOP OF WALL/BRACE DETAILS 18

SCALE: N.T.S. S-9.09

METAL STUD WALL ELEVATION - TYPICAL 2

SCALE: 3/4" = 1'-0" S-9.09

20

TYP. BACKING AT METALSTUDS

SCALE: 3/4" = 1'-0" S-9.09

16TYP. METAL STUD BRACING

SCALE: 3/4" = 1'-0" S-9.09

19TYP. METAL STUD BLOCKINGSCALE: 1" = 1'-0" S-9.09

15

TYP. TRACK TO JAMBCONNECTION

SCALE: 1" = 1'-0" S-9.09

7TYP. TRACK SPLICE DETAILSCALE: 1" = 1'-0" S-9.09

3TYP. WALL SECTION

SCALE: 1" = 1'-0" S-9.09

12

TYP. BOXED HEADERSECTION

SCALE: 1" = 1'-0" S-9.09

4

TYP. STUD TO TRACKCONNECTION

SCALE: 1" = 1'-0" S-9.09

8TYP. JAMB STUDS

SCALE: 1" = 1'-0" S-9.09

11

TYP. BOXED HEADER TOJAMB

TOP TRACK STUDS

1 1/2"x18GA STRAP TYP.

CONT. BENT PL

NOTE:1 1/2"x18GA STRAP IS NOT REQUIRED WHEN "H" ISLESS THAN 3'-0".

DIAG STRAP

#10 SMS EA STUD

STUD FLANGE

DIAG STRAP

TRACK

#10 SMS

WALL ELEVATION

B C

BTYP

C TOP & BOT. TYP.

A

"H"

3@#10 SMS

STUD

CEILING JOIST

BRACING PER4

-

SUSPENDED METALSTUD PER

X

-

16GA BENT PL CONTWITH #10 SMS EALEG EA STUD/JOIST

IN-PLANE BRACINGPER 1

-

. 2''2''

.

3@#10 SMS

METAL STUDWALL ASOCCURS

SUSPENDED STUD& BRACE PER 4

-

CANT JOISTAS OCCURS

JOIST PER7

-

2

-

BRACE NOTREQ'DIF L2<4'-0"

2

-

TYP.

4"x16GA TRACKW/ #10 SMS TOEA. STUD

7

-

7

-

4"x16GA TRACKW/ #10 SMSTO EA. STUD

2'6''MAX

PER SCHED

L1

PER SCHED

L2

CL

IN-PLANEBRACINGPER

1

-

1

1

SUSPENDSTUDS PER

4"x16GA STUD(400S162 -43)@4'-0"O.C. W/ 3-#10 SMS EAEND(NOT REQ'D IF CLG/SOFFIT OCCURS & "L" < 4'0")

MTL STUDWALL ASOCCURS

CLG/SOFFIT FRAMINGAS OCCURS, SEE 2

-

4"x16GASTUDS@16"O.C.

6

-

"L"

7'0

''MA

X

.

#10 SMS @ 8" OCAT EA FLUTE

#10 SMS ATEA STUD.TYP

SUSPENDEDSTUD

WALL PERPENDICULAR TO DECK FLUTES

WALL PARALLEL TO DECK FLUTES

STEEL DECK

CONT 16 GA PLOVER 3 FLUTES

SUSPENDEDSTUD

#10 SMS ATEA STUD.TYP

NOTE:1. FOR METAL DECK W / CONCRETE , REPLACE #10 SMS TO HILTC X-CW / 1" MIN. EMBED POWER DRIVEN FASTENER

STEEL DECK

A

B

(1/16)1 1/2-16

TYP ATBOTHSIDES

OFTRACK

(1/16)1 1/2-16

TYP ATBOTHSIDES

OFTRACK

1

PL 1'-6"x3/16"(MAY BEOMITTED WHERE ANGLEALIGNS W/ LOW FLUTE)

600L150-68x1'-6"

3 - #10 SMS

DIAGONAL BRACE

PARALLEL TO DECK FLUTES

SECTION"1"

STEEL DECK

600L150-68

3-#10 SMS

DIAGONAL BRACE

2 #10 SMSEA FLUTE

PERPENDICULAR TO DECK FLUTES

NOTE:1. FOR METAL DECK W / CONCRETE , REPLACE #10 SMS TO HILTCX-C W / 1" MIN. EMBED POWER DRIVEN FASTENER

STEEL DECK 4 #10 SMS

B

A

INTERIOR METAL CEILING JOIST SCHEDULE

NOMINALSIZE

SSMA PRODUCTIDENTIFICATION

Ixx(IN )4

Sxx(IN )3 SPACING

(IN)MAXIMUM

SPAN

3 5/8"x20GA

4"x18GA

6"x18GA

8"x18GA

362S162-33

362S162-43

400S162-43

600S162-43

800S162-43

0.551

0.710

0.892

2.316

4.633

0.304

0.392

0.446

0.772

1.158

16

16

16

16

16

8'-6"

10'-0"

10'-4"

12'-0"

14'-0"

NOTES:1. JOIST AND TRACK DESIGNATIONS ARE BASED ON STEEL STUD MANUFACTURER'S ASSOCIATION(ICC ER-3064P).2. DESIGN LOADS: DEAD LOAD = 6 PSF , LIVE LOAD = 10 PSF

3. SEE TYP. CEILING JOIST FRAMING DETAIL

4. PROVIDE IN-PLANE AND OUT-OF-PLANE BRACING PER

3

-

1

-

STUD

BLKG.SIMPSON L30 @ 3 5/8'' OR 4''JOIST(2-#10SMS PER LEG)L50 @ 6" JOIST,(3-#10SMS PER LEG)L70 @ 8" JOIST,(4-#10SMS PER LEG

TRACKJOIST

JOIST AT WALL W/ #10SMS EA STUD(TRACKTO STUD)

JOIST INTO WALL

STUD

BLKG.

JOIST PARALLEL TO WALL

JOIST

BLKG.@24"

JOIST ATWALL W/ #10SMS EA STUD.

A B

1/16

TRACK TOSTUD

3 5/8"x18GA

1111

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SCALE: 3/4" = 1'-0" S-9.10

1IN-PLANE BRACING

SCALE: 3/4" = 1'-0" S-9.10

2SOFFIT CONNECTIONS

SCALE: 3/4" = 1'-0" S-9.10

3INTERIOR CELING FRAMING

SCALE: 3/4" = 1'-0" S-9.10

4STUD BRACING

SCALE: 3/4" = 1'-0" S-9.10

5DETAIL_1

SCALE: 3/4" = 1'-0" S-9.10

6DETAIL_2

SCALE: 3/4" = 1'-0" S-9.10

7

METAL CEILING JOISTSCHEDULE

METAL STUD

SLIDE CLIP

STEEL WASHERS

(2)#10 SDSTS EASLIDE CLIP TOMETAL STUD

SLOT

"Z" PURLIN

"T" TRACK

SECTION PROPERTIES

NOTES:

1. ALL STEEL 54 MILS AND THICKER (16 GA AND THICKER) SHALL BE MINIMUM YIELD STRENGTH FY = 50KSI, COMPLYING WITH ASTM A653 SS GRADE 50 OR ASTM A1011 SS GRADE 50. STEEL 43 MILS ANDTHINNER, (18 GA AND THINNER) SHALL BE MINIMUM YIELD STRENGTH FY = 33 KSI, COMPLYING WITHASTM A653 SS GRADE 33 OR ASTM A1011 SS GRADE 33, GALVANIZED COATING SHALLCOMPLY WITH ASTM A924.

2. STUD AND TRACK DESIGNATIONS PER STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), ICC ER-4943P.

3. PROVIDE SECTIONS HAVING PROPERTIES MEETING OR EXCEEDING ABOVE TABULATED GROSS SECTIONPROPERTIES, ICC ER-5912 SECTIONS ACCEPTABLE.

"S" STUD

0.5000 IN FOR W = 1.62 IN0.625 IN FOR W > 2.00 IN

SPECIFIEDFOR THISPROJECT

MEMBERDESIGNATION

DESIGNTHICKNESS IN

REFERENCEGAUGE NO.

SECTIONPROPERTIES

AREA IN 2 Ixx IN 4 Iyy IN 4

* 250S137-54 0.0566 16 0.316 0.318 0.080

400S162-54 0.0566 16 0.433 1.098 0.159

400S200-54 0.0566 16 0.500 1.292 0.287

400S200-68 0.0713 14 0.622 1.581 0.349

400S250-54 0.0566 16 0.566 1.509 0.515

400S250-68 0.0713 14 0.696 1.834 0.630

600S200-33 0.0346 20 0.379 2.075 0.209

600S250-54 0.0566 16 0.670 3.819 0.562

600S250-68 0.0713 14 0.836 4.686 0.688

800S250-54 0.0566 16 0.783 7.465 0.614

800S250-68 0.0713 14 0.976 9.209 0.752

1000S250-68 0.0713 14 1.116 15.683 0.799

1200S250-68 0.0713 14 1.256 24.388 0.836

400T150-33 0.0346 20 0.242 0.622 0.051

400T200-54 0.0566 16 0.452 1.269 0.182

400T200-68 0.0713 14 0.569 1.617 0.227

600T150-33 0.0346 20 .0311 1.590 0.057

600T200-68 0.0713 14 0.712 3.990 0.254

600T200-97 0.1017 12 1.015 5.773 0.354

800T200-68 0.0713 14 0.854 7.786 0.272

800T200-97 0.1017 12 1.218 11.212 0.379

1000T200-68 0.0713 14 0.997 13.292 0.284

1200T200-68 0.0713 14 1.422 19.087 0.397

400Z250-54 0.0566 16 0.566 1.544 1.079

400Z250-68 0.0713 14 0.696 1.819 1.288

600Z250-54 0.0566 16 0.680 3.910 1.079

600Z250-68 0.0713 14 0.836 4.662 1.288

800Z250-54 0.0566 16 0.794 7.628 1.079

800Z250-68 0.0713 14 0.976 9.176 1.289

1000Z250-68 0.0713 14 1.116 15.641 1.289

087F125-27 0.0283 22 0.104 0.013 -

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

"F" FURRINGHAT

CHANNEL

DESIGNATION AS FOLLOWS:

600 S 250 - 54

MATERIAL THICKNESS, "T" (E.G. 54MILS = 0.054 IN)FLANGE WIDTH, "W" (E.G. 250 X1/100 = 2.50 IN)SECTION TYPE (S=STUD, Z=ZEEPURLIN AND T=TRACK)MEMBER DEPTH, "D" (E.G. 600 X1/100 = 6.00 IN)

SCHEDULE (SSMA ER-4943P)

MINIMUM RETURN, TYP.

MATERIAL THICKNESS, TYP.

FLANGE WIDTH

DE

PT

H, T

YP

.

MINIMUM RETURN

2 1/2" MIN

1 1/4".

1/2".

DE

PT

H

CONT MTL TRACK

(2)#10 SDSTS EA CHANNELTO CLIP ANGLE, TYP

METAL STUD

SEE SCHEDULE ON THISSHEET FOR METAL STUD &TRACK SIZES

COLD-ROLLED CHANNELCONT

CLIP ANGLE, DEPTH = 80%OF STUD DEPTH (D)

(2)#10 SDSTS EA CLIPANGLE TO MTL STUD, TYP

DEFLECTION G

AP

1' 6

" M

AX

D

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1

FULL HEIGHT CURTAIN WALLDEFLECTION CLIP

SCALE: 3/4" = 1'-0" S-9.11

TYP COLD-FORMED STEEL MEMEBER PROPERTIES 6

SCALE: 3/4" = 1'-0" S-9.11

4

DEFLECTION TRACKASSEMBLY SINGLE TRACK W/COLD - FORMED CHANNEL

K

WF BM EASIDE WHEREOCCURSSEE PLAN

3/8" PL TOP&BOT MIN

CONN PERSCHEDULE

(N) BOLTS PERSCHEDULE TYP

BEAM ONE SIDE

BOLTS PER CONNSCHEDULE (N)

SHEAR PLATE TP PERCONN SCHEDULE

FOR ITEMS NOT SHOWNOR NOTED SEE "BEAMONE SIDE"

NOTES:1. 5/16" MIN FOR COLUMN FLANGES GREATER THAN 3/4" THICK2. PL 1/2" & THICKER SHALL BE GAS OR SAW CUT3. ALL BOLT HOLES SHALL BE STD HOLES UNO.

BEAM TO COL WEB BEAM TO COL FLANGE

WF COL

NOTES:1. USE STANDARD BOLT HOLES2. PROVIDE FULL-DEPTH CONN PL WHENCONNECTING TO LFRS BEAMS

BM PERPLAN

BEAM EACH SIDE

TYP WF BEAM TO WF BEAM

WF BM & GIRDER CONNECTION SCHEDULE

(N)A325N BOLTS

UNOWF BM

(L)MIN PLATE /

WELD LENGTH

(TP)MIN PLATETHICKNESS

(TW)MIN WELD

THICKNESS

W8

W10

W12

W14

W16

W18

W21,24

W27

W30

W33

(2) 3/4"DIA

(2) 3/4"DIA

(3) 1"DIA

(3) 1"DIA

(4) 1"DIA

(5) 1"DIA

(6) 1"DIA

(7) 1"DIA

(8) 1"DIA

(9) 1"DIA

5 1/2"

6"

9"

9"

12"

15"

18"

21"

24"

27"

3/8"

3/8"

3/8"

3/8"

3/8"

1/2"2

1/4"

1/4"

1/4"

1/4"

1/4"

3/8"

3/8"

3/8"

3/8"

3/8"

TOP OF COLWHERE OCCURS

ONE-SIDED CONNECTIONOCCURS WHERE OPPOSITEBEAMS ARE OFFSET BY 12"OR MORE

3/8" STIFFENER PLTHIS SIDE WHEREBEAM IS 21" ORDEEPER

BM

EXTEND SHEARPL AT ALL LFRSGIRDERS GIRDER

SEE NOTEBM BOLT & SHEAR PL

PER SCHEDULE

GIRDER

BEAM

NOTE:WHERE NUMBER OF REQUIRED BOLTS PER PLAN ORSCHEDULE ARE MORE THAN NUMBER OF BOLTS THATFIT AT ONE ROW, USE MAXIMUM BOLTS AT FIRST ROW &BALANCE IN SECOND ROW (2 BOLTS MIN AT SECONDROW).

DROP BEAM OR DEEPER BEAM THANGIRDER CONNECTION

CONN PERSCHEDULE

1/2"2

1/2"2

1/2"2

1/2"2

CL BOLTS

3''TYP(TW)

ALLSIDES

TYP PERCONN

SCHED

1 3

/4''M

IN

(TW)

PERSCHED

3''T

YP

1 3

/4''T

YP

2''.

1 3/4''.

1''MAX1/2''MIN

1''MAX1/2''MIN

(TW)

STIFF PLTO CPL

FLANGES& WEB

TYP PERSCHED

(TW)

3 SIDESPER

SCHED

(TW)

ALLSIDES

TYP PERCONN

SCHED K

K

1''MAX1/2''MIN

1/2''CLR

1 3/4'' . . 2''

1 3

/4''M

IN

1 3

/4''M

IN

3''T

YP

1 3

/4''M

IN

3/8" STIFF PLEA SIDE, TYP

COL CAP PL X BMWIDTH" OR COL WIDTH+1/2"C (WHICHEVER ISGREATER) AND SAMETHICKNESSN AS BMFLANGE (3/4" MIN)

NOT ALL ITEMS SHOWNFOR CLARITY

(2) 3/4"DIA A307BOLTS @ STD GA

SHEAR PL TP &BOLTS PERCONNSCHEDULE

COL PER PLANCOL PER PLAN

WF BM PER PLAN

3"

(TW)

2''RETURN

SEECONN

SCHED

3/16TYP

1/4TYP

1 1/2''TYP

1 1/2''TYP

1/2'' .

1 1/2''TYP

1 1/2''TYP

2''.

1 3/4''.

1/2''GAP2'' MIN

PER PLAN

GIRDER,SEE PLAN

BM WHEREOCCURS

# OF 1"DIA. A325SCCLASS "A" BOLTS PERCONN SCHEDULE INEACH ROW

1/2" PL

CL COL

CL COL

BM, SEE PLAN

1/2" PL BMSEE PLAN



1/2" PL

BM, SEE PLAN

1/2" PL TOP AND BOT, TYP

BM, SEE PLAN

BM, SEE PLAN

CL COL

3/83 SIDES

3/83 SIDES

TYP1/2''MAX

1/4

WELDSTIFF TO

PL, TOPAND BOT

1/4

3 SIDESWELD PL

TO COL1/4

PL TP COLWEB

TYP1/2''MAX

. 2"

3"TYP1 3/4''TYP

A-A

PLATE &CONN.PERDET.5/S-511

ADDT'L (3)#5 @ 8" O.C.@ A.B. EMBEDMENT

CMU PERPLAN

STL. BEAMPER PLAN

(2) #4

PLATE SCHEDULE

NO. OFBOLTS/SIZE

WF BMPLATE

LENGTH

W12

W16

W18

(4) 3/4"DIA16"

24"

32"

(6) 3/4"DIA

(8) 3/4"DIA

1/2''THK PLATE.NO. OF BOLTSAND LENGTHPER SCHEDULE.

10''.

4''.

8''.

8''.

4''.

A-A

2" MINBEARING TYP.

2" MINBEARING TYP.

4

-

CL PANEL JOINT

CL BEAM

CL BEAM

SEE STEEL BEAM CONN

SCHEDULE

CMU WALL

PL TO CHANNEL3 SIDESTYP.1/4

ELEVATION TYPICAL @ PANEL

SEE PLAN FOR DECKORIENTATION

(2) 3/4"DIAAB TYP.

SPLICE PLATE3/4"X7"X12"

(2) 3/4"DIA AB @ 24" O/CWHEN NO BEAM PRESENT, TYP

(8) 3/4"DIA AB@ FLOORJOIST, TYP

SECTIONA-A

WHEREOCCURS

(2) #4 CONT@ A.B.

COPE TOP ANDBOTTOM FLANGEOF C12X (8" LAG)

WALL OPENING

ELEVATION TYPICAL @ OPENING

CHANNEL SPLICING

WALL OPENING

ELEVATION @ OPENING W/ JOIST

CONT.CHANNELPER PLAN

CL BEAM

(2) 3/4"DIA ABW/ 5" MINEMBED, TYP

CONT CHANNELPER PLAN(4) 3/4"DIA

AB TYP

CONC PERPLAN

TYP6''MIN

TYP

6''MIN

1/4TYP

EQ EQ

10''TYP

8''.

2'0''MAX 8''. 4''. 4''. 8''.8''. 4''. 4''. 8''. 2'0''MAX

2''.

6''.

4''.

8" 8"

1111

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SCALE: 3/4" = 1'-0" S-9.12

TYP BM TO COL AND BM TO BM CONN 1

SCALE: 3/4" = 1'-0" S-9.12

2BM TO TOP OF COLSCALE: 3/4" = 1'-0" S-9.12

BM CONNECTION W/ TWO ROWS OF BOLTS 3

SCALE: 3/4" = 1'-0" S-9.12

4

WF BEAM TO CMU WALLCONNECTION

SCALE: 3/4" = 1'-0" S-9.12S-2.01

BEAM TO CMU CONNECTION 5

STEEL BEAMPER PLAN

1" RADIUSMIN, TYP

CJP TYP

1/2"TYP

SKEWED WF BEAMWHERE OCCURS

WF BEAMWHEREOCCURS

FOR KNIFE PLATE SIZE &BOLTS SEE CONNECTIONSCHEDULE

PERPENDICULAR WF NOTSHOWN FOR CLARITY

WHERE OCCURSCL HSS COL

WHERE OCCURS1/4" CAP PL

1/4

FOR KNIFE PLATE SIZE & BOLTSSEE CONN SCHEDULE

PERPENDICULAR WF NOTSHOWN FOR CLARITY

WF BEAMWHEREOCCURS

CL HSS COL

SEE CONNSCHEDULE

WT4X15.5

WHERE OCCURS

A-A

1/4

B-BA-A

C-C

1/4

WF BEAMWHEREOCCURS

WF BEAMWHEREOCCURS

1/2" MIN1" MAX

1/4

C-C

B-B

A-A

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1OPTIONAL SPLICE DETAIL

SCALE: N.T.S.SCALE: 3/4" = 1'-0" S-9.13

TYP BEAM TO HSS COL 2

CHIP OUT CORNER ASREQUIRED FORSQUARE OPENING

CORE 6" DIAMETER HOLEIN EACH CORNER OFOPENING PRIOR TOSAWCUTTING OPENING

EXISTING CONCRETEOR MASONRY

(N) OPENING IN EXISTINGCONCRETE OR MASONRY

SAWCUTOPENING

DO NOT OVER CUT CORNERSSAWCUT ONLY TO COREDHOLES

NON-SHRINKGROUT

DOWELS INTO (E) CMUTO MATCH WALL REBARS

W/ HILTI HIT HY-150 EPOXYW/ SPECIAL INSPECTION TYP

(6" MIN EMBED)

(N) CONCBLOCK TOMATCH (E) WALL

(E) CMU WALL

#5 @ 16" O/C E.W.TYP

Ld TYP

EMBED MIN6''TYP

FIE

LD

ME

AS

UR

E 2''±

2''±

Ld M

IN

16

8LAP

2' - 8"

3

8"

2

7

1

8

8

1' -

0"

8"

6

4

32

7

8

5

7

7

6"

1' -

0"

.

3

1"

CLR

4

6

2

1

6

2

7

88"8"

1" CLR43

SECTION A

SECTION B

SECTION D

SECTION C

B

C

D

C

C

LEGEND

1

2

3

4

5

6

7

8

REMOVE EXISTING WALL BY SAW CUTTING PERIMETER FULL DEPTH

WHERE EXISTING CELLS ARE NOT GROUTED, DRILL HOLES IN(E) WALL AND SOLIDLY GROUT THIS PORTION

DRILL HOLE AND INSTALL #4 DOWEL W/ SIMPSON SET-XP EPOXY

#3 DOWELS @ 16"O/C AT (E) WALL

1 1/2" DRYPACK

GROUT

(E) WALL

(1) #5 CONT

180 DEGREE HOOK W/ 1 1/2" I.D. BEND

OPENING

WALL ELEVATION

SHORE EXISTING ADJACENTCONST. UNTIL 28 DAYS AFTERGROUTING AND DRYPACKINGHAS BEEN PLACED

1111

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1

TYP SAW CUT OPENINGFIGURE

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3

TYP CMU INFILL AT EXISTINGOPENING

SCALE: 3/4" = 1'-0" S-9.14

TYP CUT OPENING IN CMU WALL 5

FGELEVATION

LONG REINFPER SCHEDULE

TRANSVERSE (SHORT)REINF PER SCHEDULE

#4 BARS SPACING TOMATCH SLAB BAR SPACING

DOWELS TO MATCHWALL VERT. REINF.

WALL REINF.PER PLAN

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CONCRETE

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CL OF WALL & FTG

S.O.G, SEE PLANFOR REINF

LAP SPLICE

PE

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PER SCHEDULE

FTG WIDTH

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PER PLANCMU WALL

LONG REINFPER SCHEDULE

TRANSVERSE (SHORT)REINF PER SCHEDULE

#4 BARS SPACING TOMATCH SLAB BAR SPACING

DOWELS TO MATCHWALL VERT. REINF.

WALL REINF.PER PLAN

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CONCRETE

CL OF WALL & FTG

T.O. S.O.GELEVATION

TYP3" CLR

PER SCHEDULE

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PE

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(1) #4 CONT.

FINISH PERARCH

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.

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TY

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WIDTH PER PLAN

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CMU WALL PER PLAN

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A A

COLUMN SIZE

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1

SECTION AT EXT. CMU WALLFOOTING

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2

SECTION AT INT. CMU WALLFOOTING

SCALE: 3/4" = 1'-0" S-9.15

3

SECTION AT METAL STUDFTG

SCALE: 3/4" = 1'-0" S-9.15S-2.01

4PIT DETAIL

SCALE: 3/4" = 1'-0" S-9.15S-2.01

5HSS COLUMN TO FOOTING

SCALE: 3/4" = 1'-0" S-9.15S-2.04A

6

DETAIL-AIR SUPPLY ATUTILITY PIT

1/4TYP

TYP

1/4" CLOSURE PLT&B

3/4" PL (TYP)

(E) W14X84

STEEL BEAM PER PLAN

1" DRY PACK

SEE ADDT'LREINF. ONELEVATION

NOTE:NO WET SET OFPLATE IS ALLOWED

POCKET SHALL BE SOLIDGROUTED AFTER INSTALL

BEAM WIDTH +4''

3/4'' THK X BEAMWIDTH +2'' X 7''BEAM PL.W/ 5/8''DIA. X 12'' LONGSTUDS@ 4'' O.C.(TOTAL 2 STUDS)

3/16TYP

1/4

1/4

3/16 3

1/2'' STEEL PL. X 7 1/2''WIDE(CONT)W/ 5/8''DIA. X 12 STUDS@16''O.C.

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SCALE: 1 1/2" = 1'-0" S-9.17S-3.04

1COLUMN REINFORCEMENT

SCALE: 3/4" = 1'-0" S-9.17S-2.01

2DETAIL

(E)W33X141 AT 40'-0''OC

SUSPENTION FITTINGTOP AND BOTTOM(BY CRANE SUPPLIER)


RUNWAY TRACK BEAM

SPLICE ANGLES ANDPLATES AS REQ(BY CRANE SUPPLIER)

LONGITUDINAL SWAYBRACING AT 12'0''OCOCNNECTED TO TOPFLANGE OF (E) W33(BY CRANE SUPPLIER)

B-B

FLECIBLE SUPPORT FORRUNWAY TRACK BEAMAT 40' SPACING(BY CRANE SUPPLIER)

CL SPLICE ANDW33 GIRDER ABOVEAT 40' SPACING

B - B

BEAM STIFFNERSAS REQUIRED(BY CRANE SUPPLIER)


FLECIBLE SUPPORT FORRUNWAY TRACK BEAMAT 40' SPACING(BY CRANE SUPPLIER)


RUNWAY TRACK BEAM(BY CRANE SUPPLIER)

VIEW A - A

A-A

LATERAL SWAY BRACING(BY CRABE SUPPLIER)FOR RUNWAY TRACK BMCONNECTED TO (E)W33 BM AT 40'0''OC

1

1

1

1

1

1

(E) W33X141BOTTOM FLANGE

2MAX

1

B-B

A-A

VIEW B-B

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CRANE DETAIL 1

vcaeng.comvcaeng.com/ftp/jacobs/from_vca/2015-09-28-60%design... · 1. the contractor shall verify...

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