21 5 8 ss001

CLASS

B

C

D

28-DAYSTRENGTH TYPE

WATERCEMENTRATIO

MAX.AGGR.SIZE

LOCATION

3000 PSI

4000 PSI

NORMAL 3/4 IN. MISC. CURBSWEIGHT

PER CONC.SPEC. HOUSEKEEPING

PADS, ETC.NORMAL 3/4 IN. SLABS ON GRADE FOUNDATIONS,

BEAMS, GIRDERS, COLUMNS, WALLSWEIGHTPER CONC.SPEC.

4000 PSI LIGHT 3/4 IN. FILL ON METALWEIGHT

PER CONC.SPEC. DECK (SEE

NOTE BELOW)

SECTIONS

ROLLED SHAPRESWIDE FLANGESCHANNELS, ANGLES & OTHER

PLATESCOLUMN BASE PLATESBRACE GUSSET PLATESBEAM SHEAR CONNECTION PLATESCOLUMN CONTINUITY PLATESBEAM STIFFENER PLATESDECK CLOSURE PLATESOTHER

COLD FORMED HOLLOW STRUCTURALSECTION (CIRCULAR HSS)

STAINLESS STEEL SHAPESPLATES AND BARS

BOLTS

MACHINE BOLTS

ANCHOR BOLTS

ANCHOR RODS

THREADED ANCHOR ROD

WELDED SHEAR CONNECTORS

WELDED THREADED STUDS

NUTS FOR BOLTS AND MACHINE BOLTSHARDENED WASHERS

UNHARDENED WASHERSPLAIN WASHERS

TYPE

ASTM A992ASTM A36

ASTM A572, GR 50ASTM A572, GR 50ASTM A36ASTM A572, GR 50ASTM A36ASTM A36ASTM A572, GR 50ASTM A500 GRADE B

ASTM A276

ASTM A325X

ASTM A307

ASTM F1554

ASTM A36

ASTM A572, GR50

ASTM A108, GRADE

ASTM A108, GRADE

ASTM A563ASTM F436

ASTM F844ANSI B18.22.1

1015 THROUGH 1020

1015 THROUGH 1020

BEVELED WASHERS ANSI B18.23.1

ANCHORDIA.1/4"

1/2"3/8"

5/8"3/4"1"

WEDGEEMBEDMENT2"

3 1/2"2 1/2"

4"4 3/4"6"

TEST VALUES:(HARD ROCK OR LIGHTWEIGHT CONCRETE)

ANCHORDIA. (IN)

1/4"3/8"1/2"5/8"3/4"1"

WEDGETENSIONLOAD(LBS)

TORQUELOAD

(FT-LBS)80011002000230037005800

10255080150250

ROD DIA ORBAR SIZE

3/8"1/2"5/8"3/4"7/8"1"

#3#4#5#6#7#8

EMBEDMENT

4"5"6"7"9"11"

5"6 1/2"8"10"12"14"

TEST LOADBASEMATERIAL

1800#3200#5000#7100#9700#12800#

3000#5400#8400#11900#16200#21300#

CONCRETECONCRETECONCRETECONCRETECONCRETECONCRETE

CONCRETECONCRETECONCRETECONCRETECONCRETECONCRETE

GENERAL NOTES

I. GENERAL

1. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE FEBRUARY 2011 EDITION OF THE VASEISMIC DESIGN REQUIREMENTS, H-18-8 AND THE 2009 EDITION OF THEINTERNATIONAL BUILDING CODE AND THE REQUIREMENTS OF THE CONTRACTDOCUMENTS.

2. REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'SINSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATESTPRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESSTHE DOCUMENT DATE IS SHOWN.

3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERECONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TODETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION, SUBJECT TO REVIEW BYTHE V.A. REPRESENTATIVE.

4. DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ONTHE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLYREFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEYOCCUR.

5. THE SEISMIC LOAD RESISTING SYSTEM (SLRS) INCLUDES THE REDUCED BEAM SECTIONSPECIAL STEEL MOMENT FRAMES SHOWN IN SHEET SF102-B & SF103-B, COLLECTOR MEMBERSAS SHOWN IN SHEET SF102-B & SF103-B AND GRADE BEAMS AS SHOWN IN SHEET SB101-B. SEE ALSOOTHER ITEMS NOTED <SLRS>.

6. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADESAND FOR CHECKING DIMENSIONS. NOTIFY THE VA'S REPRESENTATIVE OF ANYDISCREPANCIES AND RESOLVE BEFORE PROCEEDING WITH THE WORK.

7. DO NOT SCALE THE DRAWINGS.PROVIDE MEASURES NECESSARY TO PROTECT THESTRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE, BUT MAY NOT BELIMITED TO, BRACING AND SHORING FOR LOADS DURING CONSTRUCTION. RETAIN AREGISTERED CIVIL ENGINEER WHOM IS PROPERLY QUALIFIED TO DESIGN BRACING,SHORING, ETC. VISITS TO THE SITE BY THE VA'S REPRESENTATIVE WILL NOTINCLUDE OBSERVATION OF THE ABOVE NOTED ITEMS.

8. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONSREPRESENTS THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY.REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THEVA'S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTSWITHOUT WRITTEN DIRECTION FROM THE VA'S REPRESENTATIVE.

9. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF FLOOR, ROOFAND WALL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. COORDINATETHE SIZE AND LOCATION OF OPENINGS ASSOCIATED WITH, BUT NOT LIMITED TO,ELECTRICAL, MECHANICAL AND PLUMBING TRADES. SUBMIT FINAL SIZING ANDLOCATION REQUIREMENTS OF OPENINGS TO THE VA'S REPRESENTATIVE FORREVIEW.

10. REFERENCE DATUM FOR THE ELEVATIONS IS 4470.11 FOR TOP OF EXISTING SLAB PER "THE RENO VERTICAL CONTROL SYSTEM ELEVATION DIRECTORY." PER ORIGINAL STRUCTURAL DRAWINGS TOP OF SLAB IS 4466.6'.

11. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE TOWORK AND MEETING THE REQUIREMENTS OF ALL APPLICABLE JURISDICTIONS.EXECUTE WORK TO ENSURE THE SAFETY OF PERSONS AND ADJACENT PROPERTYAGAINST DAMAGE BY FALLING DEBRIS AND OTHER HAZARDS IN CONNECTION WITHTHIS WORK.

II. FOUNDATION AND SITE WORK

1. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE GEOTECHNICAL CRITERIACONTAINED IN A GEOTECHNICAL REPORT FOR THE NEW CLC BUILDINGDATED NOVEMBER 15, 2011 WITH ADDENDUM DATED APRIL 27, 2012.

2. GROUNDWATER WAS NOT ENCOUNTERED DURING SITE INVESTIGATION; BORINGS WEREDRILLED TO DEPTHS OF 15 FEET.

3. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTERCONSTRUCTION.

4. REMOVE ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH NEWCONSTRUCTION, UNLESS OTHERWISE INDICATED.

5. NOTIFY THE VA'S REPRESENTATIVE IF ANY BURIED STRUCTURES NOT INDICATED, SUCHAS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC., ARE FOUND.

6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES INCLUDINGLAGGING, SHORING, UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION.

7. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TOPLACING CONCRETE AND MAINTAIN EXCAVATION BOTTOM AND SIDES IN A MOIST CONDITION.

8. EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE VA'S SITEREPRESENTATIVE PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY THE OWNER'SSITE REPRESENTATIVE WHEN EXCAVATIONS ARE READY FOR INSPECTION.

9. PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS ATTAINEDFULL DESIGN STRENGTH. BRACE BUILDING AND PIT WALLS BELOW GRADE FROM LATERALLOADS UNTIL ATTACHED FLOORS AND SLABS ON GRADE ARE COMPLETE AND HAVE ATTAINEDFULL DESIGN STRENGTH.

10. MECHANICALLY COMPACT EXCAVATION BACKFILLS IN LAYERS. PROVIDEMINIMUM COMPACTION IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.

III. SUBMITTALS

1. SUBMIT COPIES OF REQUIRED SUBMITTALS TO VA'S REPRESENTATIVE IN ACCORDANCEWITH DIVISION 1 OF THE SPECIFICATIONS.

2. CONCRETE REINFORCING STEEL: A. SUBMIT CERTIFIED MATERIAL CERTIFICATES FOR REINFORCING STEEL SIGNED BY THE MANUFACTURER AND CONTRACTOR.

B. SUBMIT SHOP DRAWINGS FOR FABRICATION, BENDING AND PLACEMENT OF CONCRETE REINFORCEMENT IN ACCORDANCE WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."

3. CAST-IN-PLACE CONCRETE: A. SUBMIT MIX DESIGNS PREPARED, STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF NEVADA FOR EACH CLASS OF CONCRETE. INCLUDE RESULTS OF SLUMP, SHRINKAGE AND COMPRESSION TESTS USED TO ESTABLISH MIX PROPORTIONS. ALSO INCLUDE CERTIFIED MATERIAL CERTIFICATES FOR EACH COMPONENT OF THE MIX.

B. SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS FOR REVIEW.

C. SUBMIT PRODUCT DATA FOR CURING MATERIALS

D. SUBMIT PRODUCT DATA FOR NON-SHRINK GROUT.

4. STRUCTURAL STEEL:

A. SUBMIT MILL CERTIFICATES FOR STRUCTURAL STEEL SHAPES INDICATING STRUCTURALSTRENGTH AND CHEMICAL COMPOSITION FOR EACH HEAT OF STEEL.

B. SUBMIT SHOP DRAWINGS PRIOR TO FABRICATION. INCLUDE AT A MINIMUM ASTMMATERIAL DESIGNATIONS, MEMBER SIZES, SIZES AND TYPES OF WELDS, SIZES ANDTYPES OF BOLTS AND DIMENSIONS.

C. SUBMIT MILL CERTIFICATES FOR FASTENERS AND THREADED RODS.

D. SUBMIT WELDING PROCEDURE SPECIFICATION FOR EACH TYPE OF WELD TO BE USEDAND PRODUCT DATA FOR WELDING ELECTRODES.

E. SUBMIT MANUFACTURERS PRODUCT DATA FOR PRIMER AND FINISH PAINT INCLUDINGCOLOR CHARTS.

5. METAL DECKING:

A. FOR EACH TYPE OF DECKING USED SUBMIT THE FOLLOWING:

1. MANUFACTURER'S SPECIFICATIONS, INSTALLATION INSTRUCTIONS AND ICBOEVALUATION REPORT.

2. CERTIFICATES OF COMPLIANCE OR CERTIFIED MATERIAL CERTIFICATES FOREACH HEAT OF STEEL.

B. SUBMIT MANUFACTURER'S PRODUCT DATA FOR WELDING ELECTRODES.C. SUBMIT MANUFACTURER'S PRODUCT DATA FOR SHEAR CONNECTORS.D. SUBMIT SHOP DRAWINGS SHOWING AT A MINIMUM LAYOUT, GAUGE, FINISH, TYPES OF

DECK PANELS, ANCHORAGE AND FASTENING DETAILS, SUPPLEMENTARY FRAMING, EDGEOF DECK, CLOSURES, CUT OPENINGS, DECK REINFORCEMENT AND OTHERACCESSORIES.

6. MECHANICAL ANCHORS:

A. SUBMIT PRODUCT DATA FOR EACH TYPE OF ANCHOR USED.

IV. FORMWORK

1. DESIGN AND CONSTRUCT FORMWORK IN ACCORDANCE WITH ACI 347 “RECOMMENDEDPRACTICE FOR CONCRETE FORMWORK” AND ACI 301 “SPECIFICATIONS FOR STRUCTURALCONCRETE,” U.O.N.

2. PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL MEMBERS ASREQUIRED TO PREVENT AIR POCKETS AND/OR “HONEYCOMB” UNDER OR AROUND THEEXISTING MEMBERS. CONCRETE CAST WITH AIR POCKETS AND/OR “HONEYCOMB” UNDER ORAROUND THE MEMBERS IS NOT ACCEPTABLE.

3. PROVIDE ¾ INCH X ¾ INCH CHAMFER STRIPS ON ALL EXTERNAL CORNERS OF BEAMS,COLUMNS AND WALLS, UNLESS OTHERWISE NOTED.

4. REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE FOLLOWING:

LOCATION REMOVE FORMS AND SHORES NO SOONER THAN BOTTOM FORMS AND SHORES FOR 7 DAYS, AND F'C = 3500 PSI MINIMUM MILDLY REINFORCED SLABS, BEAMS AND GIRDERS SIDE FORMS FOR BEAMS AND 72 HOURS GIRDERS COLUMNS AND WALLS 72 HOURS FOOTINGS, PILE CAPS, AND 48 HOURS GRADE BEAMS

5. PROVIDE CURING WHERE FORMS ARE REMOVED IN LESS THAN 7 DAYS, INCLUDING BUT NOTLIMITED TO WALLS, COLUMNS, AND UNDERSIDE OF ELEVATED SLABS.

V. REINFORCING STEEL

1. FABRICATE AND PLACE REINFORCING STEEL IN ACCORDANCE WITH ACI 315 “DETAILS ANDDETAILING CONCRETE REINFORCING” AND ACI 301 “SPECIFICATIONS FOR STRUCTURALCONCRETE,” U.O.N.

2. REINFORCING TO CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:

LOCATION TYPE REINFORCING STEEL #7 AND SMALLER ASTM A615, 60 KSI REINFORCING STEEL #8 AND LARGER AND REINFORCING STEEL TO BE WELDED ASTM A706, 60 KSI WELDED STEEL WIRE FABRIC ASTM A185, 70 KSI SMOOTH DOWELS IN SLAB ON GRADE ASTM A36, 36 KSI

3. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT FROM DISPLACING DUE TO FORMWORK, CONSTRUCTION, OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND SUPPORT REINFORCING BY METAL CHAIRS, RUNNERS, BOLSTERS, SPACERS, AND HANGERS AT A MAXIMUM 3-FOOT SPACING.

4. MECHANICAL COUPLERS: LENTON THREADED OR INTERLOCK COUPLERS BY ERICO, ICC ESR-3967, CADWELD BY ERICO, ICC ESR-3967, XTENDER BY HEADED REINFORCEMENT CORPORATION, ICC ESR-2764, OR BARTEC MECHANICAL SPLICE BY DEXTRA, ICC ESR-1705.

LENTON FORM SAVERS BY ERICO, ICC ESR-3967.

NOTE: MECHANICAL COUPLERS TO DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OFTHE BAR AND DEVELOP A MINIMUM OF 10 TIMES THE YIELD POINT STRAIN IN THE CONNECTEDREINFORCING BARS.

5. WELD REINFORCING STEEL IN ACCORDANCE WITH AWS D1.4 USING QUALIFIED WELDERS.

6. TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS OTHERWISE SHOWN.

7. PROVIDE REINFORCING SHOWN OR NOTED CONTINUOUS IN LENGTHS AS LONG AS PRACTICABLE.

VI. CAST-IN-PLACE CONCRETE

1. PROPORTION, MIX, TRANSPORT AND PLACE CAST-IN-PLACE CONCRETE IN ACCORDANCE WITH ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE,” U.O.N.

2. CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHEREREINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT GIVEN, PROVIDEREINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BYTHE OWNER'S REPRESENTATIVE.

3. ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO ¼ INCH AMPLITUDE ANDCLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES. LOCATE CONSTRUCTIONJOINTS AS SHOWN ON THE DRAWINGS. SUBMIT ALTERNATE JOINT LOCATIONS OR JOINTS NOTSHOWN TO THE OWNER'S REPRESENTATIVE FOR REVIEW AND APPROVAL PRIOR TOPROCEEDING WITH THE WORK.

4. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE, ROUGHENCONTACT SURFACES TO ¼ INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, ANDLOOSE PARTICLES.

5. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF ADDITIONAL CONCRETE CURBS AND HOUSEKEEPING PADS NOT SHOWN.

6. CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, UNLESS OTHERWISENOTED:

LOCATION CLEAR COVERCONCRETE PLACED AGAINST EARTH 3 INCHESFORMED SURFACES EXPOSED TO WEATHEROR IN CONTACT WITH EARTH:#6 BARS AND LARGER 2 INCHES#5 BARS AND SMALLER 1 ½ INCHESSLABS ON GRADE (TOP CLEARANCE) 1 ½ INCHESWALL OR SLAB SURFACES NOT EXPOSEDTO WEATHER OR EARTH: #5 & SMALLER ¾ INCH #6 & #7 1 INCH #8,#9, #10 & #11 1 ½ INCHES #14 & #18 2 ½ INCHES

7. CONCRETE TYPES:

NOTE: LIGHTWEIGHT CONC. FOR METAL DECK TOPPING TO HAVE MAX. SDD 120 POUNDS PER CUBIC FOOT.

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

9. CONCRETE FILL THICKNESS SHOWN ON THE FRAMING PLANS ARE MINIMAL THICKNESSES. NOALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE FILL REQUIRED TOCOMPENSATE FOR FRAME, DECK, OR FORMWORK DEFLECTIONS TO MAINTAIN SURFACETOLERANCES SPECIFIED.

10. FINISH SCHEDULE:

A. EXPOSED SLABS IN PUBLIC AREAS: MEDIUM BROOM FINISH

B. EXPOSED SLABS IN NON-PUBLIC AREAS: FLOAT FINISH

C. CONCEALED CONCRETE SURFACES: ROUGH FORMED

D. FORMED SURFACE TO RECEIVE:

1. PAINT: SMOOTH FORMED2. WATERPROOFING: FLOATED3. PLASTER: ROUGH FORMED AND ROUGHENED BY SANDBLASTING.

E. SLABS TO RECEIVE:

1. RESILIENT FLOORING: TROWELED2. CARPET OR MAT: TROWELED3. BUILT-UP WATERPROOFING: FLOATED4. FLUID APPLIED WATERPROOFING: TROWELED5. TOPPINGS AND FILLS: SCRATCHED

F. EXPOSED STAIR FILLS: NONSLIP.

11. NON-SHRINK GROUT, 7000 PSI: EUCLID CHEMICAL COMPANY'S “EUCO-NS”, L&M CRYSTEX,MASTER BUILDERS' “MASTERFLOW 713”, OR FIVE STAR GROUT. WHERE HIGH FLUIDITY ORINCREASED PLACING TIME IS REQUIRED, USE EUCLID CHEMICAL COMPANY'S “EUCO HI-FLOWGROUT” OR MASTER BUILDERS' “MASTERFLOW 928”.

VII. STRUCTURAL STEEL

1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC “SPECIFICATION FORDESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.” WELDEDCONNECTIONS TO CONFORM TO AWS D1.1.

2. STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING UNLESS OTHERWISE NOTED:

3. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153 STRUCTURAL STEELAND FASTENERS THAT ARE PERMANENTLY EXPOSED TO THE WEATHER. REPAIR GALVANIZINGAFTER WELDING IN ACCORDANCE WITH ASTM A780.

4. PRIME AND PAINT STRUCTURAL STEEL NOT HOT-DIP GALVANIZED. PRIOR TO PRIMING ORPAINTING, CLEAN STRUCTURAL STEEL IN ACCORDANCE WITH STEEL STRUCTURES PAINTINGCOUNCIL (SSPC) RECOMMENDATIONS AND AS REQUIRED BY THE PRIMER AND PAINTMANUFACTURERS.

5. IMMEDIATELY AFTER CLEANING, SHOP PRIME STRUCTURAL STEEL AT A RATE TO PROVIDE ADRY FILM THICKNESS OF NOT LESS THAN 2.0 MILS. ALSO PROVIDE TWO COATS OF FINISHPAINT IN THE SHOP AT A RATE TO PROVIDE A DRY FILM THICKNESS OF NOT LESS THAN 2.0MILS PER COAT (4 MILS TOTAL). DO NOT SHOP PRIME OR PAINT MEMBERS OR PORTIONS OFMEMBERS IN CONTACT WITH CONCRETE, SURFACES THAT ARE TO BE FIELD WELDED ORFAYING SURFACES AT SLIP CRITICAL BOLTED CONNECTIONS. STEEL SURFACES THAT ARE TOBE FIELD WELDED SHOULD BE FIELD PRIMED AND PAINTED.

A. STRUCTURAL STEEL PRIMER TO BE MODIFIED ALKYD: TNEMEC CO., INC. “SERIES FD88AZERON,” INTERNATIONAL PROTECTIVE COATINGS “INTERPRIME 298,” OR APPROVEDEQUIVALENT. FINISH PAINT TO BE A DURABLE EXTERIOR GRADE PRODUCT THAT ISCOMPATIBLE WITH PRIMER. VOLATILE ORGANIC COMPOUNDS (V.O.C.) SHOULD NOT EXCEEDAPPLICABLE LOCAL LIMITS SET BY AIR QUALITY REGULATIONS FOR THE CONDITIONS OF THEAPPLICATION IN THE SUBJECT AREA.

7. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETED BUILDINGARE DESIGNATED ARCHITECTUALLY EXPOSED STRUCTURAL STEEL (AESS).

8. ARC-WELDING ELECTRODES/FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX, E7XTXXOR E70XXX MINIMUM AS APPLICABLE. ELECTRODES WITH CHARPY V-NOTCH (CVN) TESTVALUES OF A MINIMUM 20 FOOT-POUNDS AT -20 DEGREES FAHRENHEIT ARE TO BE USED ATTHE FOLLOWING LOCATIONS:

- COMPLETE JOINT PENETRATION WELDS- BEAM TO COLUMN MOMENT CONNECTIONS - INCLUDING FLANGE, WEB, AND CONTINUITY

PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS- BRACE CONNECTIONS - INCLUDING BRACE, GUSSET, BASE PLATES, BEAM STIFFENER PLATES,

AND CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS- WELDS NOTED “CVN” ON THE DRAWINGS

9. WELDERS TO BE CERTIFIED BY AWS AND THE GOVERNING JURISDICTION.

10. WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTEDCONSTRUCTION PROCEDURE ONLY.

11. PROVIDE NATURAL CAMBER UP, UNLESS NOTED OTHERWISE, EXCEPT AT CANTILEVERS. ATCANTILEVERS PROVIDE CAMBER SUCH THAT TIP OF CANTILEVER IS ABOVE FINALELEVATION.

12. SPLICE MEMBERS ONLY WHERE INDICATED.

VIII METAL DECKING

1. METAL DECK TO BE VERCO, VULCRAFT OR BHP WITHOUT SUBSTITUTION. DESIGNATIONS ONDRAWINGS ARE BASED ON VERCO CATALOGUE NUMBERS.

2. METAL ROOF DECK TO HAVE MINIMUM SECTION PROPERTIES SHOWN ON SHEET “TYPICALMETAL DECK DETAILS.”

3. ALL ROOF DECK TO BE GALVANIZED IN ACCORDANCE WITH ASTM A653 COATING CLASS G60.REPAIR DAMAGED COATING.

4. WHERE POSSIBLE, LAYOUT METAL DECK TO SPAN AT LEAST THREE SPANS CONTINUOUSLY.TERMINATE ENDS OVER SUPPORTS EXCEPT AT OPENINGS OR BUILDING EDGES WHEREMETAL DECKS MAY BE CANTILEVERED AS SHOWN.

5. SECURE ROOF METAL DECK TO THE STEEL FRAMEWORK AND TOGETHER AS SHOWN. UNLESSOTHERWISE NOTED ON THE STRUCTURAL DRAWINGS, MINIMUM DECK ATTACHMENT SHALL BEAS FOLLOWS:

1/2” EFFECTIVE DIAMETER PUDDLE WELDS AT 12” O.C. AT TRANSVERSE AND PERIMETERSUPPORTS. 1/2” EFFECTIVE DIAMETER PUDDLE WELDS AT 16” O.C. AT LONGITUDINALSUPPORTS. 3/16” BUTTON PUNCH OR 1-1/2” TOP SEAM WELD AT 36” O.C. AT SIDE LAPCONNECTIONS.

IX. MECHANICAL ANCHORS

1. EXPANSION OR WEDGE ANCHORS INTO CONCRETE: HILTI KB TZ (ICC ESR-1917), SIMPSONSTRONG-BOLT (ICC ESR-1771) OR ITW RED HEAD TRUBOLT (ICC ESR-2427). INSTALL ANCHORSIN ACCORDANCE WITH ICC REPORT.

2. PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TOWEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESSOTHERWISE NOTED.

3. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLELOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERSOR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THEABANDONED HOLE. CONSULT ENGINEER BEFORE PROCEEDING. FILL THE ABANDONEDHOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED ASNOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.

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

5. MINIMUM EMBEDMENT OF ANCHORS, UNLESS OTHERWISE NOTED:

6. ANCHORS WILL BE PROOF-TESTED BY OWNER'S TESTING AND INSPECTION AGENCY.

7. IF ANY ANCHOR FAILS TESTING, REPLACE ANCHOR AND TEST ADDITIONAL ANCHORS OF THESAME CATEGORY NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVE PASS, THENRESUME INITIAL TESTING FREQUENCY.

8. APPLY TEST LOAD BY ANY METHOD THAT WILL EFFECTIVELY MEASURE THE TENSION ONTHE ANCHOR SUCH AS DIRECT PULL WITH A HYDRAULIC JACK, TORQUE WRENCH, ORCALIBRATED SPRING_LOADING DEVICES, ETC.

9. TEST ANCHORS NO SOONER THAN 24 HOURS AFTER INSTALLATION.

10. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHOR BEINGTESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING BY A BASEPLATEOR OTHER FIXTURE. IF RESTRAINT IS FOUND, LOOSEN AND SHIM OR REMOVE THE FIXTUREPRIOR TO TESTING.

11. TEST 25% WEDGE OR SLEEVE ANCHORS PER ONE OF THE FOLLOWING METHODS:

A. HYDRAULIC RAM METHOD: APPLY PROOF TEST LOAD WITHOUT REMOVING THE NUT. IF IT IS NOT POSSIBLE TO TEST WITH THE NUT INSTALLED, REPLACE THE NUT WITH A THREADED COUPLER TO THE SAME TORQUE MEASURED WITH A TORQUE WRENCH, AND THEN APPLY THE LOAD. ANCHOR IS ACCEPTABLE IF NO MOVEMENT IS OBSERVED AT THE TEST LOAD. MOVEMENT MAY BE DETERMINED WHEN THE WASHER UNDER THE NUT BECOMES LOOSE.

B. TORQUE WRENCH METHOD: TEST ANCHORS TO THE TORQUE LOAD INDICATED IN THE TABLE BELOW WITHIN THE FOLLOWING LIMITS:

1. FOR 3/8” SLEEVE ANCHORS, ONE-QUARTER TURN OF THE NUT. FOR OTHER SLEEVE ANCHORS, ONE-HALF TURN OF THE NUT.

X. ADHESIVE ANCHORS AND DOWELS

1. ANCHORS AND DOWELS INSTALLED INTO CONCRETE :HIT HY-150 MAX-SD BY HILTI (ICC ESR 3013), HIT RE 500-SD BY HILTI (ICC ESR-2322), ORSET XP (ICC ESR-2508) WITHOUT SUBSTITUTION.EMBEDMENT DEPTH FOR ANCHORS AND DOWELS IS AS FOLLOWS, UNLESS OTHERWISENOTED. THE TESTING LABORATORY WILL PERFORM TENSION TESTS ON 25% OF ANCHORSAND DOWELS TO THE FOLLOWING TEST LOADS:

2. ANCHORS: ASTM A36 THREADED RODS WITH ASTM A 563 GRADE A NUTS AND ANSI B18.22.1TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS DESIGNATED AS ASTM A193 GRADEB7 THREADED RODS TO USE ASTM A 563 GRADE DH HEAVY HEX NUTS AND ASTM F 436WASHERS.

3. DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.

4. REMOVE GREASE, OIL, RUST, AND OTHER LAITANCE FROM RODS AND DOWELS PRIOR TOINSTALLATION.

5. REPLACE ANCHORS AND DOWELS THAT FAIL DURING TESTING AND RETEST. IF MORE THAN10% OF THE TESTED DOWELS AND ANCHORS FAIL TO ACHIEVE THE SPECIFIED TEST LOAD,TEST 100% OF THE DOWELS AND ANCHORS INSTALLED IN THE LAST 2 DAYS OF ANCHORINSTALLATION.

6. THE DIAMETER OF THE HOLES IS PER THE MANUFACTURER'S INSTRUCTIONS. DRILL HOLESFOR ANCHORS AND DOWELS IN UNREINFORCED BRICK MASONRY WITH A NON-IMPACTROTARY DRILL. PRIOR TO INSTALLING ANCHORS OR DOWELS, WIRE BRUSH HOLES TOREMOVE RESIDUE, BLOW OUT WITH OIL-FREE COMPRESSED AIR, AND ALLOW HOLE TO DRY.

7. PLACE ADHESIVE WITH THE MANUFACTURER'S RECOMMENDED APPLICATION TOOL TO ADEPTH AS SPECIFIED BY THE MANUFACTURER AND TO MINIMIZE THE AMOUNT OF ADHESIVETHAT WILL OVERFLOW OUT OF THE HOLE WHEN THE BAR IS INSERTED. REMOVE EXCESSADHESIVE ON THE ADJACENT SURFACES.

8. INSERT THE ANCHOR OR DOWEL IN THE HOLE WITH A TWISTING MOTION TO THE REQUIREDEMBEDMENT DEPTH. DO NOT PUMP THE ANCHOR OR DOWEL IN AND OUT OF THE HOLE.

9. WEDGE BARS TIGHT AND CENTERED IN THE HOLE WITH WOODEN WEDGES (GOLF TEES) TOHOLD IT IN PLACE UNTIL THE ADHESIVE SETS.

10. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLELOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERSOR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THEABANDONED HOLE. CONFIRM NEW LOCATION WITH ENGINEER. FILL THE ABANDONED HOLEWITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTEDABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.

11. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATINGPLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH ADHESIVE ANCHORS. IFOVERSIZED HOLES REQUIRED IN ORDER TO USE THE STEEL PLATE AS A DRILLING TEMPLATE,CONTRACTOR TO INSTALL 3 INCH SQUARE PLATE WASHERS (MATCH PLATE THICKNESS) ANDWELD ALL ROUND WITH 5/16 INCH FILLET WELD.

XI. STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS

1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE RETAINED BY THECONTRACTOR (SUBJECT TO APPROVAL BY THE V.A.) TO PERFORM THE FOLLOWING TESTS AND INSPECTIONS. SEE SPECIFICATION SECTION 01 45 29 FOR DETAILED REQUIREMENTS. PROVIDEACCESS AND FURNISH SAMPLESTO THE AGENCY AS REQUIRED BY THE CONTRACT DOCUMENTS.

2. IF INITIAL TESTS OR INSPECTIONS MADE BY THE TESTING AGENCY REVEAL THATANY PORTION OF THE WORK DOES NOT COMPLY WITH THE CONTRACT DOCUMENTS,ADDITIONAL TESTS, INSPECTIONS, AND NECESSARY REPAIRS WILL BE MADE AT THECONTRACTOR'S EXPENSE.

3. ITEMS THAT REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE WITH THE REQUIREMENTS OF THE CHAPTER “STRUCTURAL TESTS AND INSPECTIONS” OF THE CODE OF THE GOVERNING JURISDICTION ARE AS NOTED IN THE GENERAL SECTION OF THESE GENERAL NOTES, AND IN ACCORDANCE WITH THE SPECIFICATIONS INCLUDING THE FOLLOWING STRUCTURAL ITEMS:

A. REINFORCING STEEL B. CAST-IN-PLACE CONCRETE C. STRUCTURAL STEEL D. METAL DECKING:

1. OBTAIN AND REVIEW MILL CERTIFICATES.

E. MECHANICAL ANCHORS:

1. VERIFY TYPE OF ANCHOR, ANCHOR DIMENSIONS, CONCRETE TYPE AND COMPRESSIVE STRENGTH, PREDRILLED HOLE DIMENSIONS, ANCHOR SPACING, EDGE DISTANCE, SLAB THICKNESS AND ANCHOR EMBEDMENT

2. PROOF-TEST AS INDICATED IN THE MECHANICAL ANCHORS SECTION OF THESE GENERAL NOTES.

F. ADHESIVE ANCHORS AND DOWELS:

1. VERIFY ADHESIVE SYSTEM, EXPIRATION DATE, CONCRETE TYPE AND COMPRESSIVE OF HOLE AND ANCHOR, ADHESIVE APPLICATION AND ANCHOR EMBEDMENT.

2. PROOF-TEST AS INDICATED IN THE ADHESIVE ANCHORS AND DOWELS SECTION OF THESE GENERAL NOTES.

4. NOTIFY THE ENGINEER AT SIGNIFICANT CONSTRUCTION STAGES 72 HOURS IN ADVANCE AND PROVIDE ACCESS FOR THE FOLLOWING STRUCTURAL OBSERVATIONS:

A. FOUNDATIONS

1. REINFORCEMENT

B. STEEL FRAMING 1. GENERAL 2. MOMENT FRAMES 3. METAL DECKING AND SHEAR CONNECTORS

C. CONCRETE

1. GRADE BEAMS AND TIE BEAMS2. SLABS AND SLABS-ON-GRADE

XII. DESIGN CRITERIA

1. APPLICABLE CODE: VA SEISMIC DESIGN REQUIREMENTS, H-18-8 (FEB. 2011) AND 2009 INTERNATIONALBUILDING CODE

2. FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING CRITERIA:

INDIVIDUAL SPREAD FOOTINGS: ALLOWABLE NET SOIL PRESSURE FOR DL = 2,000 PSF ALLOWABLE NET SOIL PRESSURE FOR DL + LL = 2,000 PSF ALLOWABLE NET SOIL PRESSURE FOR DL + LL + EQ = 2,600 PSF

CONTINUOUS STRIP/ WALL FOOTINGS: ALLOWABLE NET SOIL PRESSURE FOR DL = 2,000 PSF ALLOWABLE NET SOIL PRESSURE FOR DL + LL = 2,000 PSF ALLOWABLE NET SOIL PRESSURE FOR DL + LL + EQ = 2,600 PSF

3. GRAVITY LOADS:

A. DEAD LOADS - VARY BASED ON ACTUAL BUILDING AND EQUIPMENT OPERATING WEIGHTS

B. LIVE LOADS:ROOF 20 PSF (REDUCIBLE)FLOOR 40 PSF (REDUCIBLE)

4. SEISMIC DESIGN:

I = 1.25 FOR OCCUPANCY CATEGORY III

SEISMIC DESIGN CATEGORY - D SITE CLASS - D

SS = 1.503 MAPPED SHORT PERIOD SPECTRAL ACCELERATION S1 = 0.603 MAPPED 1 SECOND PERIOD SPECTRAL ACCELERATION SDS = 1.002 DESIGN SHORT PERIOD SPECTRAL ACCELERATION SD1 = 0.603 DESIGN 1 SECOND PERIOD SPECTRAL ACCELERATION

R = 8.0 FOR SPECIAL STEEL MOMENT FRAMES CD = 5.5 MAX INELASTIC DRIFT LIMIT = 0.05 X STORY HEIGHT PER H-18-8 FOR OCCUPANCY CATEGORY III

5. NON-STRUCTURAL ANCHORAGE & BRACING:

ALL NON-STRUCTURAL ITEMS ARE TO BE ANCHORED AND SEISMICALLY BRACED BY THE CONTRACTOR.DRAWINGS AND CALCULATIONS PREPAIRED BY A STRUCTURAL ENGINEER LICENSED INTHE STATE OF NEVADA ARE TO BE SUBMITTED FOR REVIEW. SEE SPECIFICATIONSECTION 13 05 41 FOR ADDITIONAL REQUIREMENTS.

A. MECHANICAL DUCTWORK B. SUSPENDED PIPING C. FIRE SUPPRESSION PIPING D. SUSPENDED CEILING SYSTEMS E. LIGHTING F. ELECTRICAL BUSWAYS G. CONDUITS H. CABLE TRAYS I. TELECOM WIRES / CABLE TRAYS J. LABORATORY EQUIPMENT K. PARTITION WALLS L. FACADES & GLAZING M. STORAGE RACKS, CABINETS & BOOKCASES

NOTE THAT ANCHORAGE & BRACING CALCULATIONS MUST BE SPECIFICALLY DEVELOPEDFOR THIS PROJECT AND SHALL BE STAMPED/WET SIGNED BY A NEVADA LICENSEDSTRUCTURAL ENGINEER.

6. WIND DESIGN:

OCCUPANCY CATEGORY III IW = 1.25 EXPOSURE B 100 MPH BASIC WIND SPEED

7. DESIGN TEAM

JAMES O. MALLEY PROJECT MENTORWILLIAM GROGAN PROJECT PRINCIPAL

ADAM HUGO-HOLMAN DESIGN ENGINEER

KEN MARTIN PROJECT BIM/CAD SPECIALIST

CALCULATED BASE SHEAR COEFFICIENT V = 0.188W

N. SUSPENDED POCKET DOORS

COUPLERS FOR BEAM AND SLAB BARS AT FORMED CONSTRUCTION JOINTS MAY BE

ITEMS TO BE BRACED INCLUDE:

ADDITIONALLY, REFER TO SHEETS EQ301 & EQ302 IN ARCHITECTURALDRAWINGS FOR EQUIPMENT TO BE BRACED

O. ELEVATOR EQUIPMENT P. PATIENT SUPPORT LIFT RAILS Q. WON DOORS R. ROOFTOP MECHANICAL EQUIPMENT

S. PIPING/ CONDUITS IN SERVICE TUNNEL

C. SNOW LOADS:

Pf = 0.76 Ce Ct IPgCe = 1.0Ct = 1.0 I = 1.2 FOR OCCUPANCY CATRGORY IIIPg = 15 PSF

Pfmin = Ipg

2. DOWELS

3. WALL REINFORCEMENT & BOUNDARY ELEMENTS

4. COLUMN & BEAM REINFORCEMENT

Fire Protection EngineeringAon Fire Protection Engineering Corporation11770 Bernardo Plaza Court | Suite 116 | San Diego, CA 92128t +1.858.673.5845 | f + 1.858.673.5849 | www.aonfpe.comFire Protection | Code | Risk | Life Safety | Security

DEGENKOLB ENGINEERS235 Montgomery Street, Suite 500San Francisco, CA 94104415.392.6952 PHONE415.981.3157 FAX Department of

Veteran Affairs

Project Title

Location

Date Checked Drawn

Drawing TitleArchitects/Engineers

RBB ARCHITECTS INC917 7th St. 2nd Floor Ste. 3

Sacramento, California95814

VA Project No.Consultants Office of

Construction andFacilities

Management

Building No.

Drawing No.Approved Project Director

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Consultants

Revisions Date

654-317

Project No.10980 Wilshire Boulevard

Los Angeles, California90024-3905

310 473 3555310 473 3555

Telephone

Facsimilewww.rbbinc.com

Scale VA Contract No.VA261-P-0933

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PROFES

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NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM

0 3975 KIRMAN AVE., RENO, NV

12" = 1'-0"

VA RENO HEALTHCARE SYSTEM COMMUNITYLIVING CENTER EXPANSION

06/01/2012

GENERAL NOTES

#1017200

SS001KLM

1 Amendment 1 8/22/123 Amendment 3 9/12/12

3

EXISTINGNEWNUMBERANDATADHESIVE ANCHORANCHOR BOLTABOVEADDITIONALADJACENTAGGREGATEALUMINUMALTERNATEAMERICAN NATIONAL STANDARDS INSTITUTEAPPROXIMATEANCHOR RODSARCHITECTURALAMERICAN SOCIETY for TESTING and MATERIALSAMERICAN WIRE GAUGEBETWEENBUILDINGBLOCKINGBEAM, BEAMSBOUNDARY NAILINGBOTTOM OF FOOTINGBOTTOMBEARINGBASEMENTBOTH SIDESCHANNELCAST IN PLACECONTROL JOINTCENTERLINECEILINGCLEARCONCRETE MASONRY UNITCOLUMNCOLLECTORCONCRETECONNECTIONCONSTRUCTIONCONTINUOUSCOUNTERSINKCOMPLETE PENETRATIONCENTERDOUBLEDEMAND CRITICAL WELDDECK or DECKINGDEMOLITIONDETAIL, DETAILSDIAGONALDIAMETERDIMENSION, DIMENSIONSDISTANCEDOWNDITTODOWEL, DOWELSDRAWING, DRAWINGSEXPANSION ANCHOREACHEACH FACEEACH SIDEEACH WAYELECTRICALELEVATIONELEVATOREMBEDMENTEDGE NAILINGEDGE OF CONCRETE PANELEDGE OF SLABEQUALEQUIPMENTEXPANSION JOINTEVERYEXCAVATIONEXPANSIONEXTERIORFAR FACEFOUNDATIONFINISHFLOOR, FLOORSFIELD NALINGFACE OFFACE OF CONCRETEFACE OF CONCRETE PANELFACE OF STUDSFIREPROOFINGFAR SIDEFOOT OR FEETFOOTING, FOOTINGSGAUGEGALVANIZEDGLASS OR GLAZINGGROUNDGRADEGYPSUM BOARDHOLD DOWNHOT DIPPED GALVANIZEDHEADERHIGH POINTHIGH STRENGTH BOLTSHOLLOW STRUCTURAL STEELHEIGHTHOOKSHORIZONTALINSIDE DIAMETERINFORMATIONJOIST, JOISTSJOINTKNOCK-OUTANGLEDEVELOPMENT LENGTHHOOK DEVELOPMENT LENGTHLOW POINTLEVELLONG LEG VERTICALLONG LEG HORIZONTALLOCATIONLONGITUDINAL

LAP SPLICE LENGTHLIGHTWEIGHT CONCRETEMAXIMUMMACHINE BOLTMEZZANINEMECHANICALMECHANICAL, ELECTRICAL, PLUMBING DOCUMENTSMETALMANUFACTURERMINIMUMMISCELLANEOUSMOUNTEDNORTHNEAR FACENOT IN CONTRACTNEAR SIDENOT TO SCALENUMBERNOMINAL (DIAMETER)NORMAL WEIGHT CONCRETEON CENTEROUTSIDE DIAMETEROPPOSITE HANDOPENINGOPPOSITESTANDARD STEEL PIPE W/ # DIA.X-STRONG STEEL PIPE W/ # DIA.XX-STRONG STEEL PIPE W/ DIA.PANEL IDENTIFICATIONPIECE, PIECESPERPENDICULARPANEL JOINTPLATEPARTIAL PENETRATIONPAIRPOINTPARTITIONROUGH OPENINGRADIUSREINFORCING BARREFERENCEREINFORCED or REINFORCINGREQUIREDREVISE or REVISIONROOFINGROLLED STEEL JOISTSEE ARCH DOCUMENTSSCHEDULESECTIONSHEETSHEATHINGSIMILARSLOPESEISMIC LOAD RESISTING SYSTEMSHEET METAL SCREWSLAB ON GRADESPECIFICATIONSPECIFICATIONSSQUARESTAINLESS STEELSTAGGER or STAGGEREDSTANDARDSTIFFENERSTIRRUP or STIRRUPSSTEELSTRUCTURALSUBSTITUTESUSPENDEDSYMMETRICALTOP and BOTTOMTONGUE and GROOVETHICKTHREADEDTHROUGHTOP OFTOP OF STEELTOP OF STRUCTURAL SLABTREADTUBE STEELTYPICALUNLESS OTHERWISE NOTEDUNREINFORCED MASONRYVENTILATEVERTICALVERIFY IN FIELDWIDE FLANGEWITHWITHOUTWOODWORK POINTWEIGHTWELDED WIRE MESHEXTRA HEAVYDOUBLE EXTRA HEAVYEXTRA STRONGDOUBLE EXTRA STRONG

ABBREVIATIONS

(E)(N)#&@A.A.A.B.ABVADDLADJ.AGGR.AL.ALT.ANSIAPPROX.A.R.ARCH.ASTMAWGBET.BLDGBLKGBM, BMSB.N.B.O.F.BOT.BRGBSMTB.S.CC.I.P.C.J.CLCLGCLRCMUCOL.COLL.CONC.CONN.CONSTR.CONT.CSKCPCTRDBL.DCDK, DKGDEMO.DET., DETSDIAG.DIA. or ØDIM., DIMSDIST.DNdoDWL, DWLSDWG, DWGSE.A.EA.E.F.E.S.E.W.ELEC.EL.ELEV.EMBED.E.N.E.O.P.E.O.S.EQ.EQUIP.E.J.EV.EXCAV.EXP.EXT.F.F.FDNFIN.FLR., FLRSF.N.F.O.F.O.C.F.O.P.F.O.S.FP.F.S.FTFTG, FTGSGA.GALV.GL.GRNDGR.GYP. BD.H.D.H.D.G.HDRH.P.HSBHSSHTHK, HKSHORIZ., (H)I.D.INFO.JST, JSTSJTK.O.LldldbL.P.LEV.LLVLLHLOC.LONGIT.

lsLWCMAX.M.B.MEZZ.MECH.M.E.P.MTLMFRMIN.MISC.MTD.NN.F.N.I.C.N.S.N.T.S.NO. OR #NOM.NWCO.C.O.D.O.H.OPNGOPP.P#PX#PXX#.PANEL " "PC., PCS.PERP.P.J.PLPPPPTPTNR.O.R or RAD.REBARREF.REINF.REQ'DREV.RFGRSJS.A.D.SCHED.SECT.SHTSHTGSIM.SL.SLRSSMSS.O.G.SPEC.SPECS.SQ.SSSTAGG.STDSTIFF.STIR.STLSTRUC.SUBST.SUSP.SYM.T&BT&GTHKTHRDTHRUT.O.T.O.S.T.O.SLABTR.TSTYP.U.O.N.URMVENT.VERT., (V)V.I.F.W or WFW/W/OWDW.P.WTWWMX HVY.XX HVY.X STR.XX STR.

REFERENCE SYMBOLS

DETAIL/SECTION

SECTION NUMBER

LINE OF SECTION CUT

DIRECTION OF VIEW

1

S3.1

DETAIL

DETAIL PLAN OR ELEVATION

SINGLE ELEVATION

GRID LINES

LEVEL LINE

WORK POINT

REVISION

CENTER POINT OF CURVE

REFERENCED ELEVATION

METAL DECK & FILL

PLAN SYMBOLS

CONCRETE FILL

FLOOR DEPRESSIONS

SHEAR CONNECTIONS

COLUMNS

SLAB OPENING

BRACED FRAME OR DIANGONAL BRACE

BAR COUPLERS

DRAWING SHEET NUMBER,HYPHEN INDICATES SAMESHEET

1

S5.2

DETAIL NUMBER


LINE OF SECTION CUT

DIRECTION OF VIEW

2

S6.3 AREA OF DETAIL

3

S5.1

AREA OF ENLARGEDPLAN OR ENLARGEDELEVATION

DIRECTION OF VIEW

ELEVATION NUMBER

A1

SECOND FLOOR

EL. 123'-0"

INDICATES HEIGHT ABOVEDATUM

W.P.

WORK POINT OF CONNECTION,POINT WHERE FORCES ARERESOLVED

1REVISION NUMBER-SEE REVISION HISTORY ONTITLE BLOCK OF EACH SHEET

CURVE TO BE LOCATED

RADIUS OF CURVE

CENTER POINT OF CURVE

T.O.W.

EL. 98'-0"

DESCRIPTION OF REFERENCEDPOINT

ELEVATION OF POINTABOVE DATUM

SINGLE ARROW INDICATESEDGE OF DECK

EXTENT TO EDGE OF SLAB OR WALL, TYP.SLAB TYPE, SEE SHEET NOTES FORDETAIL REFERENCE

ORIENTATION OF METALDECK

CONCRETE FILL

CONCRETE SLAB OR WALL

EXTENT TO EDGE OF SLABOR WALL, TYP.

SINGLE ARROW INDICATESEDGE OF CONCRETE

X'-X"

DEPTH OF DEPRESSION ORSTEP IN SLAB

EXTENT OF DEPRESSION INSLAB. S.A.D. FOR DIMENSIONS

TYPICAL SHEAR CONNECTION

WIDE-FLANGE COLUMN, SEECOLUMN SCHEDULE

TUBE COLUMN, SEE COLUMNSCHEDULE

LIMITS OF SLAB OPENING

BRACE ABOVE

MECHANICAL COUPLER SPLICE

REINF. BARS

BEAM DESIGNATIONS

W16X31 [22]

(-4 1/2") <3/4">

BEAM SIZE

INDICATES NO. SHEAR STUDS

TOP OF STEEL RELATIVETO REFERENCE ELEVATION

INDICATES BEAM CAMBER

1

KEY NOTE

SEE LIST OF NOTES ONEACH SHEET

MATERIAL SYMBOLS

PRECAST CONCRETE

STEEL

CONCRETE (NEW)

CONCRETE (EXISTING)

EARTH

ROCK FILL OR GRAVEL

COMPACTED EARTH

SAND

1

S3.1


S#

MOMENT CONNECTIONS

MOMENT RESISTING BEAM-COLUMNCONNECTION SEE DETAILS

BEAM-BEAM MOMENT CONNECTION

BEAM TO BEAM MOMENTCONNECTION PER DETAILS

BEAM PENETRATIONS

TYPE A-1

10"x18" (-8")

VERT.x HORIZ. WEB OPENING

CENTERLINE OF OPENING TO TOP OFSTEEL

WEB OPENING TYPE, SEEDETAILS

BRACE BELOW



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


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PROFES

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NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


1 : 1


06/01/2012

SYMBOLS AND ABBREVIATIONS

#1017200

SS002KLM

3 Amendment 3 9/12/12

3

STD HOOKS & BENDS

90°

180°

90°

TIES & HOOPS

135°

STIRRUPS

BAROFFSET

135°

90°

135°

1

1. DO NOT FIELD BEND REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE.

NOTE:

6

MIN

.12

d

D

D

12d FOR #6

D 6d FOR #3

BEND DIAMETER, D

STD HOOKSBAR SIZE STIRRUPS,

#3 THRU #5 6d

#6 THRU #8

#9 THRU #11

#14 THRU #18

TIES & HOOPS& BENDS

6d

8d

10d

4d

6d

NA

NA

D, TYP.

d, TYP.

THRU #5

THRU #8D

D

DD

D

6d > 3"

4d > 2 1/2"

A BAR SPACING FOR

BAR SPACING FOR BARS SPLICEDBWITH A NON-CONTACT LAP

NON-SPLICED BARS

1 1/2" OR 1 1/2d WHICHEVER

d

MIN. BAR SPACING:

IS LARGER

MAX. BAR SPACING: OR 6"s/5

STIRRUPS,TYP.

FTG REINF.TOP & BOT.

STD. 90° HK,TYP.

STD BAR OFFSET TO LONGIT.BARS AT JOINT

STD 90°VERT. HKS

TYP.STIRRUPS,

TOP & BOT.FTG REINF.

l sTYP.

l sTYP.

PLAN

SECTION A-A

SEE PLAN FORDIMS.

SEE PLAN & DETS.FOR SLAB & REINF.

1

1

A-

A-

1'-0"MIN.

0"0"

0"

BARS INT0

SPLICE LONGITUDINAL

B.0. PIT

EL.=SEE PLAN

SEE PLANS

TYP. T&B REINF.W/ADDL BARS-

1

11

1

SLAB REINF. SEE PLAN

#5 @ 12" O.C.

EL.=SEE KEY PLAN

SAND TYP. (WITH

T.0. SLAB

1

ADDITIONAL BARS ACROSS WIDTHOF GRADE BEAM - MATCH GRADEBEAM BAR SIZE & SPACING

#5 @ 12" O.C.

1

1

1

T.0. G.B.

EL.=SEE PLAN

TYP. REINF. ALL AROUND,SEE PLAN

GRADEBEAM REINF.SEE PLAN

TERMINATE SKINREINF. WITHSTANDARD HOOK(SIM. AT DEPRESSEDSEGMENT)

SUMP PIT PER 5/-(S.A.D. FOR LOCATION)

COMPACTEDAGGREGATE ATRETAINING WALLS)

TYP.,T&B

2'-0"

l s

TYP.

TYP.

1'-6"

MIN.,

2'-0"SQ.

2'-0

"

SEE PLAN

6 3/

8"

3'-0"

U.O.N.GRADE BEAM THICKNESSPER PLAN

NOTE:THIS GENERIC DETAIL IS A SECONDARY DETAIL TO BEUSED ONLY FOR CONDITIONS NOT COVERED IN SPECIFICELEVATOR PIT/GRADE BEAM DETAILS.

CONCRETE REINFORCING DEVELOPMENT & SPLICE LENGTHS

s

d

dh

2'-0" CLRs s

2'-0"CLR

DECKMETAL

CONC. WALL VERT.

BAR LOCATION

MULTIPLY THE ABOVE LENGTHS BY 1.5 FOR EPOXY COATED REINF.

STAGGER EA. SPLICES AS

s = LAP SPLICE LENGTH

d = DEVELOPMENT LENGTH1.NOTES:

f'c > 3ksi

f'c > 3ksi

f'c > 3ksi

LWC

NWC

NWC

4.

3.

#6TYPE

CONCRETE

STRENGTHd

#3s

#4 #5 #7BAR SIZE

#8 #9 #10 #11 #14 #18

REINF., COLUMNS,BEAM BOT. REINF.

CONC. WALL HORIZ.REINF., FTG TOP &SIDE REINF., BEAMTOP & SIDE REINF.

dh = HOOK DEVELOPMENT LENGTH

dh d s dh d s dh d s dh d s dh d s dh d s dh d s dh d s dh d dh d dh

FILL ON22 28 9 29 38 11 36 47 14 43 56 17 63 81 20 72 93 22 81 105 25 91 118 28 101 131 31 121 38 161 50

SLAB-ON-GRADEFOOTING BOT. REINF.

22 1617228 6 29 38 8 36 47 1210 43 56 8163 14 93 16 81 105 18 91 118 2220 101 131 121 38 50

17 1245522 226 829 3628 123310 43 6348 14 72 6216 1881 9170 227820 101 93 38 50

COUPLER OR WELDED SPLICE

2. WHEN SPLICING BARS OF DIFFERENTSIZE, USE LAP SPLICE LENGTH OFLARGER BAR, U.O.N.

't'

SEE PLANS FOR

SAW-CUT 1/8" X 't'/4DEEP CONTROL JTS

VAPOR BARRIER

CAPILLARY BRAKEMATERIAL, SEE GEOTHECHREPORT FOR GRADIATION.

SLAB REINF. AND

UNDISTURBED SOIL -MATERIALS SHOWN HERE AREPRELIMINARY. GEOTECH.REPORT REQUIREMENTSGOVERN

THICKNESS

FOR SUBGRADEPREPARATION SEEGEOTECHNICAL REPORTREFERENCED IN GENERALNOTES SECTION IIGEOTECHNICAL REPORTREQUIREMENTS GOVERN.

NOTES:1. SPACE CONTROL JOINTS AT 10'-0" O.C. MAX IN EACH DIRECTION.

CLR

.'t'/

4 +

1/4"

KEY SCHEDULET D

KEY TYPE #2KEY TYPE #1FOR SLABS, RETAINING WALLS & EXTERIOR

DETS APPLY TO BOTH (H)

SURFACES TO 1/4" AMPLITUDE, MINIMUMROUGHEN ALL CONSTRUCTION JOINT

TYP. FOR WALLS

NOTE:< 8"

8"-16" 1 1/2"

3/4"

D

TO S

UIT

REI

NF.

12"±

12"±

D/2

D

TO S

UIT

REI

NF.

12"±

12"±

T/3T/3

BEVELEDGES 45°

WALLS BELOW GRADE

>16" 2 1/2"AND (V) CONSTR. JOINTS.

12"MIN.

12"MIN.

EQ.EQ.

12"

MIN

.

EQ.

EQ.

PAINTING EXPOSED SIDE OF KEY W/ CURING COMPOUND OR FORM OIL.1. BREAK BOND BET. NEW & PREVIOUSLY POURED S.O.G. BY SPRAYING OR

FOR SLAB THICKNESS,

PREPARATIONREINF., & SUBGRADE

NOTES:

SEE TYP. DETS

TYP. CONSTR. JT KEY.

GREASED DWL @ 12" O.C.3/4"ØX 2'-0" SMOOTH,

2. CONSTR. JOINTS LOCATIONS TO BE SUBMITTED TO THE OWNER'SREPRESENTATIVE FOR APPROVAL.

DO NOT SANDBLAST

11

BULLNOSE EDGES

VAPOR BARRIERCONT. UNDERTHICKENED SLAB

ADDL BARS TOMATCH S.O.G. REINF.

MIN.(SEE NOTE 1)

12"

12"

MIN

.

3" CLR

.

11

T.O. GRADE (S.A.D.)

DO NOT RUN INTOTO MATCH S.O.G REINF.ADDL TOP & BOT. BARS

S.O.G. REINF.INTERSECTING FTGS

SEE TYP. S.O.G. DET. FORSUBGRADE PREPARATION

CONTROL JOINT

PER PLAN

CONT. VAPOR BARRIER TOBOT. OF THICKENED EDGE

(N) CONC. GRADE/TIE BEAMWHERE OCCURS (SEE PLAN)

BOT. OF SLAB

NOTES:1. AT GRIDLINE 'J' & '2.3' IN (E) BLDG. USE 18" WIDE W/ 2-#6 BOTTOM BARS & #4 @12"O.C.2. AT (E) BLDG. COMPACTED FILL PER FOOTING SCHEDULE (SEE GEOTECH REPORT).

CURTAIN WALLWHERE OCCURS(S.A.D.)

'd' < 3"

3" < 'd' < 12"

OF S.O.G.

T.O.SLAB

SLOPE

T.O. SLAB

NATURAL

OF DEPRESSION, TYP.S.A.D. FOR LOC.

EL.=SEEPLANS

21

ADDL BAR TO MATCHSIZE & SPACING

'd', SEE PLANS

PREPARATION, TYP.REINF. AND SUBGRADEFOR SLAB THICKNESS 't',SEE TYP. S.O.G. DET.

PROVIDE #4 LONGIT.@ INSIDE OF ALLBAR BENDS, TYP.

'd', SEE PLANSEL.=SEE

PLANS

sTYP.

't''t'

8"MIN.(SEE

NOTE 1)

't'

1'-0"MIN. (SEENOTE 1)

't'

FOUNDATION WALLWHERE OCCURS(SEE PLAN)

FOUNDATION WALLWHERE OCCURS(SEE PLAN)

NOTES:1. INCREASE OVERLAP DISTANCE TO MATCH WALL THICKNESS (WHERE OCCURS)

B

A

FORMED CONC. SLAB

SLAB ON GRADE

@ 8'-0" O.C. E.W. MAX.INTERMEDIATE WALLS

2. COORDINATE REINF. LOCATIONS TO AVOID INTERFERENCE& LOCATION OF CONCRETE PADS.

1. SEE DRAWINGS BY OTHERS FOR HEIGHT, SIZE, CHAMFERS

#4 @ 12"O.C.,

HIGH DENSITY FOAM FILLNON-COMPRESSIBLE

TYP., 4 SIDES

NOTE:

PLANSEE

4 SIDES#4 @ 12"O.C., TYP.

PLANSEE

SEE PLANSSLAB REINF.

#4 @ 12"O.C., E.W.

SLAB REINF.SEE PLANS

3. AT (E) CONC., USE #4 ADHESIVE DWLS @ 12"O.C.WITH INSTALLATION OF EXP. ANCHORS IF USED.

ROUGHEN SURFACE TO1/4" MIN. AMPLITUDE

1/4" MIN. AMPLITUDEROUGHEN SURFACE TO

8'-0" MAX.

2'-0"2'-0"TYP.

8'-0" MAX.

6"

8"

TYP.

2'-0

"M

AX.

2'-0"TYP.

EQ.

2" MIN

.

6"M

AX.

2"

'W'

1'-6

" MAX

(S.M

.D.)

'W'

2'-0

"M

AX.

2'-0"

2'-0"

MIN

.M

IN.

2"

LOCATIONS, DIMENSIONS, CHAMFERS & INSERTS.1. SEE ARCH. & MECH. DWGS FOR CURBNOTES:

PER TYP. WALLCORNERS & ENDS

#4@12" O.C., E.F.CONT. HK @

#4 CONT.-

DETAIL

HK @ CORNERS &ENDS PER TYP. WALL

T.O.C.

#4 @ 12" 0.C.

MIN. AMPLITUDE. IF NOT

EL., SEE PLAN

SEE PLAN

FORMED CONC.SLAB OR S.O.G.

4" < 'W' < 10"A

10" < 'W' < 24"B

2. COORDINATE REINF. LOCATIONS TO AVOID INTERFERENCE W/ INSTALLATION OF EXP. ANCHORS IF USED.3. AT ELEVATED SLAB/DECK INSTALL SUPPORT BEAM UNDER CURB - SEE ARCH. & MECH. DWGS FOR ADDITIONAL ALIGNMENT CRITERIA. ASSUME W10x26 (VERIFY WITH ENGINEER) U.O.N. IN PLAN.

PLACED MONOLITHIC

180° HK NOT REQD@ CURBS W/ 'W' < 6"

ROUGHEN SURFACE TO 1/4"

1/4" MIN. AMPLITUDE.ROUGHEN SURFACE TO

IF NOT PLACEDMONOLITHIC

SEE PLAN

EL., SEE PLANT.O.C.

DET

TYP.#4@12"O.C., FORMED CONC.

SLAB OR S.O.G.

SEE NOTE 3.

SEE NOTE 3.

N.T.S.1 HOOKS & BENDS

N.T.S.2 BAR SPACING IN CONCRETE

N.T.S.4

FOOTING REINFORCING - CORNERS& INTERSECTIONS

N.T.S.5 SUMP PIT

N.T.S.6 ELEVATOR PIT AT GRADE BEAM

N.T.S.12

REINFORCING DEVELOPMENT &SPLICE LENGTHS

N.T.S.7

SLAB ON GRADE CONTROL JT &SUBGRADE PREPARATION

N.T.S.8

CONSTRUCTION JOINTS IN CONCRETEWALLS & SLABS

N.T.S.10

SLAB ON GRADE CONSTRUCTIONJOINT

N.T.S.11

SLAB ON GRADE AT FREE EDGES(U.O.N.)

3/4" = 1'-0"13 SLAB ON GRADE DEPRESSION

N.T.S.14 HOUSEKEEPING PAD

N.T.S.15 CONCRETE CURBS



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

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e ha

lf in

ch =

one

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thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

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Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

TYPICAL CONCRETE DETAILS

#1017200

SS010KLM


3

REINF. PER PLAN

REINF. PER PLAN

T.O. SLABEL.: SEE PLAN

NOTE:1. COORDINATE SIZE & LOCATION OF SLAB OPNG FOR

ELEV. JACK & ALL INSERTS W/ ELEV. CONTRACTOR.

2. SEE ARCH. DWGS FOR WATERPROOFING.

S.O.G. SUBGRADE PREPARATIONSEE TYP. DETAIL

SHORE (E) SOILAS REQD

CONST. JOINT KEYSEE TYP. DETAIL

SLAB-ON-GRADE

12"

2"CLR

4'-0

"

s

12"

l

3. THIS GENERIC DETAIL IS A SECONDARY DETAIL TO BE USED ONLY FOR CONDITIONS NOT COVERED IN SPECIFIC ELEVATOR PIT/GRADE DETAILS.

EXTEND TO FOUNDATIONWALLS WHERE OCCURS-HOOK SLAB BARS TOFARSIDE OF FOUNDATIONWALL

PROVIDE LEANCONC. BELOW PIT& ABOVE G.B.

REINF.

FTG BOT.

SLOPE IF REQDBY SOIL CONDITIONSTD 90°

HK, TYP.

FTG BOT.REINF.

REINF.

FTG TOPREINF.

3"CLR.

'D'2"CLR.

3" CLR

s

s

2'-0"

3"CLR.

'D'

12"

12"

2" CLR

.

MIN.

TYP.

MAX

.

MAX

.

TYP.

l

l

FTG TOP

TYP. WALL REINF.

2" CLEAR MAX.

TO END OF HK1" CLEAR MIN.

STD 90° HKS

2-ADDL TRIM BARS TOMATCH VERT. WALLREINF., TYP.,U.O.N.

TERMINATE W/ 90° STDHKS TURNED VERT.

STD 90° HK, ROTATE TOPROVIDE MIN. CLEARANCE

DOUBLE CURTAIN REINF. AT WALL

l s

ls2" CLR

4"

12" #4@12"O.C. TYP.

#4@12"O.C.EW

METAL DECK

12"

CONC. CURB ASREQ'D. PER 15/SS010

REINF.

STEEL BM. ATEDGE OF PADPER PLAN

S.A.

D.

NOTE:1. CONSULT STRUCTURAL ENGINEER BEFORE LOCATING EQUIPMENT PAD ON ELEVATED SLAB.

TYPICAL

MECH. CURB AS REQ'D PERVENDOR. ANCHOR TO CONC.AS NOTED IN SHEET SS001SECTION XII/5

2. SEE 14/SS010 FOR CONSTRUCTION OF PAD AND MORE INFO.

3"

MIN.

s

2'-0"MIN.EQ.

EQ.

FILL BLOCK-OUT WITH CONC. NO SOONER THAN28 DAYS AFTER PLACING SLAB ON GRADE.

ALT. DIAMOND SHAPEBLOCK-OUT W/ CORNERSALIGNING W/ S.O.G.CONTROL JOINTS

INTERRUPTED SLABREINF., TYP.

STL. COL.PROVIDEEXPANSIONJOINT MATERIALAROUND COL.SEE SPECS.

CONST. KEYJOINT NOT REQ'D.

PLACE ADD'L. BARSEQ. TO SIZE & NO.OF INTERRUPTEDSLAB REINF. SPLITEQUALLY TO EACHSIDE OF COLUMN,(1) MIN. EA. SIDE

ADD'L. #4 DIAG.AT (4) SIDES @MID-HEIGHT OF SLAB

2" CLR TO EDGEOF BLOCK-OUT, TYP.

SLAB BLOCK-OUT

SLABC.J., TYP.

NOTE:

EQ

.

8"MIN.

8"MIN.

1"CLR.

CONT. T & BADD'L. #4

SIM. @ WALL,WHERE OCCURS(SEE PLAN).

SLAB(E) CONC.

FILL HOLE W/ GREASE

SEE PLANCONC. SLAB

11

3/4" x 2'-0" SMOOTHDWLS. @ 18" O.C.

DWLS. PARALLEL TO EA.OTHER.

IN 13/16"Ø HOLES. SET

SUBGRADE PREPARATION,SEE 7/SS010

SHORE EXCAVATIONAS NECESSARY

12"

MIN

.

SPECIFICATIONSEE CONC.

MIN

. CLR

.C

OV

ER

dh

MIN

. CLR

.C

OV

ER

SEE SECTIONS AND DETAILS FOR SIZE & SPACING OF REINF.

TYP. BAR OFFSET1:6 MAX. BEND

FOR REINF. NOTESCONC. WALL, SEE DETAIL 'A'

INDICATED

DN. W/ STD. 90° HK.HK HORIZ. REINF.

HOOPS @ SPACING

VERT. BOUNDARY REINF.

CONC. WALL

CROSS TIES @SPACING INDICATED,ALT. LOCATIONS OF90° HK. END FOREND

A

BNON-THICKENED

BOUNDARY

NOTE:

THICKENED BOUNDARY

2" MIN.3" MAX.

CLR.

s

6"M

IN.

PLAN AND

TYP. DETAIL

S.O.G., SEE

DEPTH, D=3/4"

KEY TYPE 1, TYP.

#6 DWLS. W/ STD.90° HK., SPACING TOMATCH S.O.G. REINF.WHERE (E) CONC. WALLOCCURS, USE ADHESIVEDOWELS. EMBED 2/3 WALLTHICKNESS.

1:1 SLOPE

CONCRETE WALL

SLAB ON GRADE

TO WALL

d

3" CLR. MAX.ALL SIDES

't'2"

4" d

24" MIN.SEE NOTE 3

't'

2" CLR

.

2" CLR

.4"

48" MIN.d

TRIM REINFORCING SCHEDULE

PLAN ELEV.

DOUBLE CURTAIN

PLAN ELEV.

SINGLE CURTAIN

A

AA

A

A

TRIM REINF.SEE SCHED.

OPEN

DIAG. REINF., SEESCHED. (OMIT DIAG.AT FOUNDATION)

TYP. WALL REINF.

TRIM REINF.

180° HK. TURN TOPROVIDE MIN. CLR.

STD. HK. ROTATE TOPROVIDE MIN. CLR.

TYP. WALL REINF.

1" CLR. MIN. (TO2" CLR. MAX.

END OF HKS. ONLY)

DIAGONAL REINF.

t > 16" (2) #8

6" < t < 9"

9" < t < 12"

WALL THICKNESS 't'

12" < t < 16"

(2) #6

(2) #5

MIN. TRIM REINF.

(2) #7

#7

#5

#5

#5

PROVIDE STD. HK.AT END OF WALL OREDGE OF OPNG.

TRIM REINF.

NOTES:

l

l

l

1. SCHED. REINF. APPLIES TO ALL OPENINGS, UNLESSOTHERWISE SHOWN.2. MIN. TRIM REINF. TO BE LARGER OF TYP. WALL REINF. ORSIZE SHOWN IN SCHED.3. AT SERIES OF OPENINGS WHERE PIER OR SPANDEREL IS

NARROWER THAN THREE TIMES d, RUN TRIM REINF.CONT.4. MAY OMIT DIAGONALS IF THE LARGEST OPENING DIMENSIONIS LESS THAN 3'-0"5. DETAILS IS NOT REQUIRED FOR OPENINGS SMALLER THANTHE WALL THICKNESS OF 12", WHICHEVER IS SMALLER.6. COORDINATE OPENING LOCATIONS AND SIZES W/ OTHER

TRADES INCLUDING BUT NOT LIMITED TO ARCHITECTURAL,MECHANICAL, ELECTRICAL, AND PLUMBING.

l



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

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ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

TYPICAL CONCRETE DETAILS

#1017200

SS011KLM

N.T.S.1 ELEVATOR PIT

N.T.S.2 STEP FOOTING (U.O.N.)

N.T.S.3

WALL REINFORCING AT CORNERSAND INTERSECTIONS

N.T.S.4 MECHANICAL EQUIPMENT PAD DETAIL

N.T.S.5 SOG BLOCKOUT

3/4" = 1'-0"7

SLAB ON GRADE @ ABUTTINGCONCRETE

3/4" = 1'-0"9 WALL BOUNDARY REINFORCING

1" = 1'-0"8 S.O.G. TO WALL CONNECTION

1" = 1'-0"13 WALL REINFORCING AT OPENINGS


3

BEAM SEGMENT, TYP.

PLAN

ELEVATION

PLAN

ELEVATION

PLAN

ELEVATION

A

A

A

DETAIL A

EXAMPLE 2.W/ [23] STUDS SPECIFIEDON PLAN

EXAMPLE 3.W/ [4] [3] [7] STUDS SPECIFIEDON PLAN

1. MIN. NO. OF STUDS REQUIRED PER SEGMENT

3. FOR DECK PERPENDECULAR OR SKEWED TO

2. FOR DECK PARALLEL TO BEAM UNIFORMLY

NOTES:

16" MAX. FROM OFEXAMPLE 1.

STEP C: AFTER A STUD HAS BEEN PLACED IN

STEP B: PLACE ONE HALF OF REMAINING STUDS

STEP A: PLACE STUDS IN ALTERNATE TROUGHS

O.C. OTHERWISE USE THE FOLLOWING METHOD: SEGMENT FOR SPACING GREATER THAN 2'-0" EQUALLY ALONG THE LENGTH OF BEAM BEAM, PLACE REQUIRED NO. OF STUDS

SEE STUD PLACEMENT DET. FOR MORE INFO. SEGMENT NO CLOSER THAN 4 1/2" O.C., SPACE STUDS ALONG CENTERLINE OF BEAM

W/ [9] STUDS SPECIFIED

OF BEAM IS SHOWN AS [...] ON FRAMING PLANS.

ON PLAN

[9]

CL BEAM

EA. TROUGH, PLACE A SECOND STUD

SEE EXAMPLES 1, 2 & 3.

UNTIL THE PLAN SPECIFICATION [...] SIM. FOR THREE STUDS PER TROUGH PER TROUGH STARTING AT EA. END.

STARTING AT THE END SUPPORT. AT EA. END IN THE REMAINING TROUGHS

HAS BEEN MET.

SUPPORT OR FACE OF

STARTING AT EA. END.

COL., TYP. EA. END

[4] [3]

[23]

CL BEAM

EXAMPLE 1.

[7]

SIM. TO

EXAMPLE 1.SIM. TO

14'-0" SPAN

14'-0" SPAN

14'-0" SPAN NOTES:

THIS SIDE OFDEFORMATION,

CL BM(NOT CL

TYP.

STL BM

MTL DECK

1. PLACE STUDS AS CLOSE ASPOSSIBLE TO CENTERLINE OF

2. WHERE DOWN TROUGHS HAVE ADEFORMATION AT THE CENTERLINE,SEE ABOVE & STUD LAYOUT DETAIL.

LOCATE STUD

OF BM

N.T.S.

LOCATE STUDTHIS SIDE OFDEFORMATION,TYP.

DOWN TROUGH.

SEGMENT)

B

B

AA

'L'3"MAX.FLOOR FRAMING (12'-0"MAX.)

3"TYP.

'S'

'S2'

6'-0

"M

AX.'D

'

'L''S'

'A'

'B'

'D'

A SMALL OPENINGS B FRAMED OPENING

'A' OR 'B' GREATER THAN 4D & 32", WHERE D IS MAX. OF ADJACENT

2. DETAIL A APPLICABLE ONLY TO OPENINGS SATISFYING ALL OF THE FOLLOWING:

NOTES:

'D' ≤ 16" (DIM. PERPENDICULAR TO DECK SPAN)

OPENINGS (DIMENSIONS TO ADJACENT OPENINGS).

'L' ≤ 2'-0" (DIM. PARALLEL TO DECK SPAN)

3. HOLES UP TO 6" MAX. IN BOTH DIRECTIONS MAY OMIT TRIM REINF.

SECTION B-B

C8

1. DETAIL B APPLICABLE TO ALL OPENINGS.

1'-6" & DECK ISCONT. OVER BM

'S' IS LESS THANMAY OMIT C6 IF

SECTION A-A

@ ENDSFOR CONN. FRAMINGSEE TYP. DET.

TYP. SHEAR

SEE SLAB EDGE &MTL DECK PARALLELTO BEAM TYP. DET.

PLACEMENT

AS REQD IF OPENGCUT PRIOR TO CONC.

PROVIDE SHORING

1 1/2"MIN.

SPAN DIRECTIONMTL DECK

STL FRAMINGBELOW

FRAMING (SEE PLAN)

FRAM

ING

(SEE

PLA

N)

FRAM

ING

(SEE

PLA

N)IF 'S2' IS

MAY OMIT C8

LESS THAN

C8X

11.5

C8X11.51'-0"

OF DECKWEBS

C8X11.5C8X

11.5

ADDL TRIMBARS SEEREINF. @ MTLDECK SLABOPNGS &DEPRESSIONSTYP. DET. 11/-(SIM.)

ADDL TRIMBARS, TYP.

STUD

'L'3"MAX.

FLOOR FRAMING (9'-0" MAX)

3"

'S'

'S2'

'D'

'L''S'

'A'

'B'

'D'

6'-0

"

MAX

.

SECTION B-B

SECTION A-A

B

BAA

B FRAMED OPENINGA ANGLE REINF.

'A' OR 'B' GREATER THAN 4D & 32", WHERE D IS MAX. OF ADJACENT

2. DETAIL A APPLICABLE ONLY TO OPENINGS SATISFYING ALL OF THE FOLLOWING:

NOTES:

'D' ≤ 2'-0" (DIM. PERPENDICULAR TO DECK SPAN)

OPENINGS (DIMENSIONS TO ADJACENT OPENINGS).

'L' ≤ 2'-0" (DIM. PARALLEL TO DECK SPAN)

1. DETAIL B APPLICABLE TO ALL OPENINGS.

TYP.

0'-6" & DECK ISCONT. OVER BM

'S' IS LESS THANMAY OMIT C6 IF

FRAMINGFOR CONN. TO

SEE TYP. DETAIL

1 1/2"MIN. FLUTEEA.TYP.

SPAN DIRECTIONMETAL DECK

STEEL FRAMINGBELOW FRAMING (SEE PLAN)

FRAM

ING

(SEE

PLA

N)

FRAM

ING

(SEE

PLA

N)IF 'S2' IS

MAY OMIT C8

LESS THAN

C6X

8.2

C6X8.21'-0"

PAST 4 WEBS E.S. OFOPENING, MIN.

L 2X2X3/16, EXTEND

THIS ANGLEMAY OMIT

IF 'S' ≤ 0'-6"

C6X8.2

C6X

8.2

LOCATE C6 UNDERFULL FLUTE OF DECKCLOSEST TO OPENING

3/4x1 1/2

TYPE A TYPE B

TYPE DTYPE C

5/16 3-12

1/8 1-12

1"

1 1/2"

1/2"MIN.

MIN.

1"

1"

2"

5"

15/1

6"

2"MIN.

AS REQD, TYP.FORM EDGE

DETAILS FOR REINF.

MAX. FROM ENDS ALTERNATELY,ANCHOR WELDED @ 24" O.C., 6"#4 x 2'-0" DEFORMED BAR

SEE TYP. EDGE

5/16

3/8" THK. BENT PLOR EDGE ANGLE,SEE PLAN

1/4" BENT PL

BENT PLOR EDGEANGLE, SEEPLAN

ANGLE, SEEOR EDGE

PLAN

BENT PL

CLOSURE

5/8"ØX 2 1/2"STUD @ 24"O.C.

USE WELDED A706 REINF.

#4X3'-6" DEFORMED BARANCHOR WELDED @ 24"O.C.,6" MAX. FROM ENDSALTERNATELY, USEWELDED A706 REINF.

CL

1'-0"MAX.

1'-0"MAX.

1'-0"MAX.

6'-0"MAX.

EQ.

EQ.

sTYP.

STD. 180° HK. @INTERRUPTEDT & B SLAB

(1) #5 x 6'-0" @EA. CORNER

3" MAX. CLR.

PROVIDE 1/2 OF INTERRUPTEDREINF. @ EA. SIDE OF OPNG.

TYP.

@ 3" O.C. MIN. (2) BARS EXCEPTNONE REQ'D. IF NO REINF.INTERRUPTED

AT EDGE OF SLAB LOCATIONS, HOOK REINF. INTO OPPOSITEFACE OF WALL OR BEAM.

CENTER OF SLAB

OPP. FACEOF BM. OR WALL

OPNG. TYP.REINF. @

1.

NOTE:

l

SLAB OPENINGOR DEPRESSION(SEE PLAN)

2" M

IN.

CONCRETE TOPPING SLAB PER PLAN

1. MIN. I = 1.203 In-NOTES: - 4

METAL DECK PER PLAN

2. MIN. S = 0.767 In 3

MATCH OR EXCEED SECTIONPROPERTIES FOR SPECIFICITEMS NOTED ON DRAWINGS

3.

1" CLR

VARIES-SEE PLAN

'L', 2'-0" MAX.s

2"MIN.

PLATE

ADDL 1-#4CONT., U.O.N.

CONT.10 GA.CLOSURE

SLABREINF.,

IF 'L'>0'-10", PROVIDETEMPORARY SUPPORTFOR A MIN. OF 7 DAYSAFTER CONC. PLACEMENT

1" CLEARROTATE HOOKAS REQD

1-12

SEEPLAN

ADDL #6 @ 12" O.C. W/STD 180° HOOK WHEN 'L' > 1'-0"

l

EA.FLUTE

1-#4, CONT.

16 GA.EDGEFORM

18 GA.END CLOSURE(TYP.)

SLABREINF.,

ROTATE HKAS REQD

1" CLEAR

U.O.N.

MTL DECK CONT.OVER EDGE BM

SEEPLAN

NOTE:

SHORE CANTILEVER FOR 7-DAYS MIN.

ADDL #7 @ 12" O.C. (EQ.SPACED BETWEENREINFORCEMENT) W/STD 180° HOOK WHEN 'L' > 1'-0"

1" CLR

VARIES-SEE PLAN s'L', 2'-6" MAX.

l

3"M

IN.

3"M

IN.

3"MIN.

TYPICALA

PERIMETER COLUMNB

CORNER COLUMNC

TYP.

6'-0" MAX.

X

TYP.

TYP.

1. PROVIDE DECK CLOSURES PER TYP. DETAIL.

NOTES:

BEAM

COLUMN

5/16

COL. IN EITHER

L 3x2x1/4(LLH), TYP.

BEAM TYP.

PIPEPENETRATION

2. DETAILS SIMILAR AT PERIMETER COLUMNS & INTERIOR

DIRECTION

C6X8.2

1

1

COLUMNS WITHOUT BEAMS FRAMING FOUR SIDES.

NOTES:

1. ADD C6 AS SHOWN @ PIPE PENETRATION IF X≤3'-0".IF X>3'-0" SEE TYP. OPNG DET. FOR REQD FRAMING.

COORDINATE WITHARCHITECTURALWALL DETAILS

1. PROVIDE DECK CLOSURES PER TYP. DETAIL.

NOTES:

7/16

COL. IN EITHER DIRECTION

L 3x2x1/4(LLH), TYP.

BEAM TYP.

COORDINATE WITHARCHITECTURALWALL DETAILS

7/16TYP.

5/16

NOTES:1. AT PERIMETER SUPPORT ANGLES PROVIDE WELDED STUDS AS NOTED FOR FRAMING BEAMS IN MAIN PLANS.

EL.: SEE PLANT.O. FLR

STL BEAM PER PLAN

CONC. OVER METALDECK PER PLAN

WELDS PER PLAN

ROOFING, S.A.D.

METAL DECKPER PLAN

1 1/2" 1 1/2"



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

TYPICAL METAL DECK DETAILS

#1017200

SS020KLM

N.T.S.7 STUD PLACEMENT (U.N.O.)

N.T.S.5 COMPOSITE DECK OPENING REINFORCING (U.O.N.)

N.T.S.6 NON-COMPOSITE DECK

N.T.S.10 EDGE ANGLE

N.T.S.11

TYPICAL CONCRETE FLOOR OPENINGS/MOMENT FRAME COLUMN SC2

N.T.S.8

TYPICAL METAL DECK PROPERTIES(U.O.N. IN PLAN)

N.T.S.9 SLAB EDGE PARALLEL TO DECK

N.T.S.12 SLAB EDGE PERPENDICULAR TO DECK

N.T.S.14 METAL DECK SUPPORT @ COL.

N.T.S.15

CONC. / METAL DECK - METALDECK INTERFACE


1

3

1 1/4" TYP.1" @ 3/4"Ø BOLTS

TYP. BEAM SPLICEAS REQ'D.

3/4" PL. x (bf + 1" MIN.)

(4) 3/4"Ø @ bf ≤ 4 1/2"A325 BOLTS

(4) 7/8"Ø TYP.

SHEAR PL.STIFF. PL. OR

PL, SEE TYP. DET.E.S. OR FULL DEPTH SHEARFULL DEPTH 3/8" STIFF. PL.

INTERIOR

SECTION A-A

PERIMETER

ASIM.

A

AA

1/4TYP.

1/2"

bf

1/2"

MIN

.TY

P.

SEEPLAN

PLANNOTE:

SEE TYP. BM TO BM CONNECTIONSFOR INFO. NOT SHOWN.

1.

O

'O'

(3 1/2" MAX.)BOLT CLEARANCEAS REQD FOR

FOR 'R'>3/16& ' '>30° PJP,

PREP. PL AS REQD

FOR <30°

('t'-1/8)

'F'+'R'

'F'

'R'

'F'

FOR 'R'<3/16

1 1/2"MIN.

'R'

't'

O

CHANNELS, TUBES, & OTHER MISCELLANEOUS SHAPES.

USED ONLY WHERE NOTED.

3. SCHEDULE BASED ON NOMINAL DEPTH OF WIDE FLANGE BEAMS,

DIAMETER. SHORT SLOTTED HOLES IN SHEAR PL MAY BE

NOTES:1. BOLT HOLES TO BE STD HOLES 1/16" GREATER THAN BOLT

2. BOLTS TO BE FULLY PRETENSIONED W/ HARDENED WASHERS, U.O.N.

(3)-7/8" Ø 5/16"3/8"12" THRU 14"

16" THRU 18"

27"

21"

24"

1/2"

1/2"

1/2"

1/2"

(7)-7/8" Ø

(6)-7/8" Ø

(5)-7/8" Ø

(4)-7/8" Ø

3/8"

3/8"

3/8"

3/8

BEAM CONNECTION SCHEDULE

NOMINAL MEMBER

LESS THAN 8"

8" THRU 10"

DEPTH THICKNESS

3/8"

('t')

3/8"

SHEAR PLA325-X U.O.N.

(2)-7/8" Ø

(2)-7/8" Ø

FASTENERSSIZE('F')

5/16"

5/16"

WELDREMARKS

('N')

MARKEDOR NOTED

A

B

C

1 1/

2" 1"MIN.TYP.

3/4"

'N' BOLTS

BMS ON BOTH SIDES OF COL.1. SIMILAR CONDITIONS APPLY FOR

NOTES:

3/4" CAP PL

BOLTS 'N' & PL THICKNESS 't',2. FOR WELD SIZE 'F', NUMBER OF

WF OR HSS COL.

AT ROOF

PLAN @ SKEWED CONN.

TYPICAL

ALIGN PL W/ WEB U.O.N.ON PLAN. SEE SKEWEDBM TO BM CONN. DETAIL

MAX.

SEE BOLTED BM CONNECTION

FOR INFO NOT SHOWN

PL THICKNESS, 't'

SHEAR PLATESLOTTED THRUTOP OF COL.

'F''F'

5/165/16

5/16

3"

1/2" MIN.1 3/4" MIN.

1 1/

2" T

YP.

TYP.

3" MAX.

EQ.

SCHEDULE 5/-.

PL. RADUIS

WELDED TO PL.NO BM. FLANGE'X' < 3" &ACCEPTABLE IFSLOPING PL.

PL. THICKNESS

PL. THICKNESS

PL. THICKNESS

WF COLUMN

f=1/4"+ 't 'OF BM

CUT PL. FLUSH W/COL. FLANGE, TYP.

wf

PL. THICKNESS=1/4"+ 't ' OF BM.=1/4"+ 't '

PL. THICKNESS

OF BM .

OF BM., TYP.=1/8"+ 't 'w

f='t ' OF BM., TYP.

WF COLUMN

NOTED ON PLAN OR1.

ELEVATION B-BNOTES:

SECTION C-C

PLAN A-A

A A

C C

B

B

C

C

B

B

FLANGE, TYP.TO TOP BM.BOT. PL.

BOT. PL. TOBOT. BM.FLANGE, TYP.

3 SIDES

t-1/16

5/16

5/16

5/8 t

t/2

5/8 t

5/8 t5/8 t

t -1/16

COLUMN FLGE.TO BM. BOT.FLANGE, TYP.

BACK-UPBAR TO COL.FLANGE

AFTER ROOT ISCLEANED & INSPECTED

REMOVE BACK-UPBAR & BACK GOUGE

3 SIDESTYPICAL

TYP.

3 SIDESTYP.

t/2

BACKUP BAR TO COL.FLANGE @ CP WELD

T & B PL.'s, TYP.@ TWO CONN.

T & B PL.'s, @ ONEWAY CONN. ONLY, TYP.

BACK-UPBAR TO COL.FLANGE

T & BPL's, TYP.

5/16

5/161/2" MAX.TYP.

1/2" MAX.TYP.

5"

'X'

'k'

'k'+1.5"

5"

3"TYP.

NOTE:1. SEE 14/SS511 FOR REDUCED BEAM SECTION MOMENT FRAME BEAM CONNECTIONS.

OUTSIDE OF DBL. PL.STIFFENER PL .PLATE, PLACEWHERE DBLR.

2" TYP.

2-5/8" DIA. A325ERECTION BOLTS (TYP.)CONTRACTOR TO VERIFYADEQUATE.

2" TYP.


'k ' OF COL.+1/2",MIN.

5/16

EA.FLGE

5/16

'F'

'F'

'F'

'F'

5/16

5/16

4 1/2" @'bf'>11"

3" MAX.1 3/4" MIN.

3"EQ.

TYP.

1 1/

2"

1/2" MIN.

1" MIN.TYP.

3/4" MAX.

1 1/

2"TY

P.

3" @'bf'<11"

'bf'

2. FOR WELD SIZE 'F', NUMBER OF BOLTS 'N' & PLTHICKNESS 't', SEE BOLTED BM CONNECTION

1. SIMILAR CONDITIONS APPLY FORBMS ON BOTH SIDES OF COL.

NOTES:TYPICAL

STIFF. PLTO COL.FLANGE,TYP.

A

3/4" PL, TYP.

'N' BOLTS

THICKNESS

WF COL.

't'= PL

AT ROOFB

3/4" CAP PL

SEE SKEWED BM TOBM CONNECTION FORDET. INFO. NOT SHOWN

C PLAN @ SKEWED CONN.

1

C.P. IFONE SIDE ISINACCESSIBLE

W.P.,U.O.N.ON PLAN

SCHEDULE 5/-

3/8" PL. EA.SIDE OF WEB

EL.: SEE PLANT.O. FLR

3/8" PL. EA.SIDE OF WEB

(4 TOTAL)7/8"Ø BOLTS

TYP.5/16

TYP.5/16

5/16

5/16

'dt'/4

1 1/8" MIN.TYP.

'db'

/4

'db'

'dt'

FOR INFORMATION NOT SHOWN.

f

1. SEE TYPICAL BEAM TO COLUMN MOMENT CONNECTION

CONNECTED BM.THICKNESS OF MOMENTOF LARGEST FLGECAP PL. THICKNESS =1/4"+'t '

NOTE:

SECTION B-B

A

A

B

B

SECTION A-A

PL., TYP.FLANGE TO CAPBM. TOP

5/165/16COL. WEB & FLG.

TO CAP PL.

1"TYP.

3"TYP.

NOTED ON PLAN OR2.


1/2" MAX.TYP.

2" TYP.

1/2" MAX.TYP.

2" TYP.


3" MAX.

1 1/2" MIN.

1/2" MIN.

1 1/

2"TY

P.

3" TYP.

1"MAX.

'F'

'F'

EXTEND PL. & ADD2ND ROW OF BOLTSTO ACHIEVE 'N'SPECIFIED IN CONN.SCHEDULE. (2) BOLTSAS SHOWN

MEMBER 'B'

1 1/2" MIN. @ STD. HOLES

MEMBER 'A'

'N' BOLTS 'k' OF MEMBER'A' + 1/2" MAX.

1 3/4" MIN @ HORIZ. SLOTTED HOLES

PL. THICKNESS, 't'

1. SIMILAR CONDITIONS APPLY FOR BEAMS ON BOTH SIDES OF MEMBER 'A'.

4. IF MEMBER 'B' < 8", SEE BM TO BM CONN.-MEMBER 'A' > MEMBER 'B'.3. SHORT SLOTTED HOLES IN SHEAR PLATE MAY BE USED.

2. FOR WELD SIZE 'F' NUMBER OF BOLTS 'N' AND PLATE THICKNESS 't',SEE BOLTED BEAM TO BEAM CONNECTION SCHEDULE 5/-.

5. BASE PARAMETERS IN CONNECTION SCHEDULE ON DEPTH OFMEMBER 'B'.

NOTES:

MEMBER 'B' > 8"

1 3/4" MIN @ HORIZ. SLOTTED HOLES


PL. THICKNESS 't'

SHORT SLOTTED HOLES IN SHEAR PLATE MAY BE USED.

1.

2.

3.

MEMBER 'B' < 8"

MEMBER 'A'

'N' BOLTSNOTES:

DETAIL APPLIES TO TWO SIDED CONNECTIONS AS SHOWN, IFBEAM FRAMES ONE SIDE ONLY OR X > 4", USE FULL DEPTH BEAMTO BEAM CONNECTION DETAIL, SEE 2/-.

FOR WELD 'F', NUMBER OF BOLTS 'N', AND PLATE THICKNESS 't',SEE BOLTED BEAM CONNECTION SCHEDULE 5/-.

"X"

1 3/4"MIN.

3" TYP.

1/2" MIN.

1 1/2"MIN.

3"

3" MAX.

4"

3" MAX.

1 1/

2"M

IN.

1 1/

2"

'F'

'F'

CONT. PL. THICK= tOF BEAM, LENGTHOF PLATE TO MATCHBEAM WIDTH @ EA.SIDE OF STIFFENERPLATE.

f

SEE TYP. BM. TOBM. CONN. DETAIL,TYP.

BEAM SIZEPER PLAN

BACKINGPL. TO

BEREMOVED

5/16BACKINGPL TO

BM. FL.

REMOVEBACKUP

BAR ANDBACK

GOUGE

5/16

AFTERROOT IS

CLEANEDAND

INSPECTED1/4

1/4TYP.

PERP. BEAMPER PLAN

SEE TYP. BM TO BM.CONN. DETAIL FORNO. & SIZE OF BOLTS

ft



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

TYPICAL STEEL DETAILS

#1017200

SS030KLM

N.T.S.1 SEATED WF TO HSS COLUMN

N.T.S.4 SKEWED BEAM TO BEAM CONNECTION

N.T.S.5 BOLTED BEAM CONNECTION SCHEDULE

N.T.S.6

WF TO STRONG-WAY WF OR HSS COLUMNCONNECTIONN.T.S.

12

TYPICAL BEAM TO COLUMNMOMENT CONNECTIONS U.O.N.(NOTE: AT MF1 CONNS. - SEE 14/SS511)

N.T.S.7

TYPICAL BEAM TO COLUMNWEAK-WAY CONNECTIONS

N.T.S.10 STACKED BEAM CONNECTION

N.T.S.15

BEAM TO COLUMN MOMENTCONNECTION AT ROOF

1" = 1'-0"2 BM TO BM A≤B

N.T.S.3 BEAM TO BEAM CONNECTION DETAIL

1" = 1'-0"13

ONE-SIDED BEAMTO BEAM MOMENT CONN.


3

PL

WEB PERPENDICULAR WEB PARALLEL

A

A

PLAN VIEW B PLAN VIEW

B

A

B

DC

FULL DEPTH CONN. FOR FRAMING MEMBERS OTHER DIRECTION

't ' THK. PL

't ' THK. PLf

FOR INFO NOTSHOWN SEE WEBPARALLEL DET.

f

1/2" PL

f

4-7/8"∅BOLTS

NOTE: 5/165/16

5/16

5/16

TYP't -1/8'

EQ. 3" EQ.

1"

EQ.

3"EQ.

'd'

'k'

TYP.

2" 2"

3"2"

MIN.

TYP.

MIN. 1"

3"2" MIN.

TYP.

1"

1"

'd'

3/4 'd'

't 'f

MIN.

BACKINGBAR TOREMAIN

5/16

BACKINGBAR TOGIRDER

NOTED ON PLAN

WF BMWF GIRDER

TYPICAL BM TO BMCONNECTION W/ SHORTHORIZ. SLOTTED HOLES

'd '

/2 4"

'd ' MIN.TYP.

EQ.

EQ.

b

b

2. SUBMIT BEAM PENETRATIONS NOT SPECIFICALLY LOCATED ON THESTRUCTURAL DWGS FOR APPROVAL.

BEAM FLANGE WIDTHLENGTH TO MATCHEXTRA STRONG PIPE,

NOTES:

OPENINGREINFORCED

OPENINGUNREINFORCED

1. COORDINATE BEAM PENETRATION LOCATIONS WITH OTHER DISCIPLINES.

CL

2 'd 'b

SUPPORTED BM

COL.

SPAN/4

UNREINFORCEDPENETRATIONS

SYM.

REINFORCEDPENETRATIONSNO

PENETRATIONS

BM

1/4

1/4

'd '

MAX

.

MAX

.

b

3'd ' MIN.b

CL OF PLATE & COL.

TOP OF FTG

1 1/2" NON-SHRINKGROUT

1"Ø ANCHOR BOLTS

PL HOLEIN STD OVERSIZED BASE

TIGHT DOUBLE NUT

W/ WASHER, TYP.

3"x3"x3/8"PL WASHERW/ STD HOLE

PL 1" THK.

PLAN A-A

A A

5/16

1/4 18"

18"

2"TYP.

1'-0

"4"

T

'b '

'bf '-1 1/2"

'bf '=SMALLER FLANGEWIDTH OF BEAMS

'bf '+1 1/2"

'b '-1 1/2"

2x'bf '

2x'bf ' 2x'bf '

2x'bf '

2x'bf ' 2x'bf '

'bf '-1 1/2"

'b '=SMALLER FLANGEWIDTH OF BEAMS

'b '+1 1/2"

'b '+1 1/2"

'tf '-1/8"& 1/4" MIN.

@ 4 SIDES,TYP.1/4

1/4

@ 4 SIDES,TYP.

TYP.

@ 4 SIDES,

't '-1/8"

& 1/4" MIN.

f

'tf '-1/8"& 1/4" MIN.

BOT. FLANGE PL.SLOT @ DEEP BM.

RADUIS CORNER,TYP.

THICKNESS OF THICKERFLANGE 'tf '

'tf ' x 'bf 'TOP PL. THICKNESS

f

NO WELD TOSUPPORTING BM.TOP FLANGE

('b '-1 1/2")

25/16

SUPPORTING BM.

SEE TYP. BM. TOBM CONN. DET.

5/16 2


TOP PL. THICKNESS


MAINTAIN 1/2" CLR.DIST. AROUND FLANGEPL., RAD. CORNERS

1/4" PL. @2'-0"O.C. MAX.& 0'-6" MAX.FROM ENDS

1/4" PL. @ 24" O.C.MAX. & 0'-6" MAX.FROM ENDS

L 3x3x5/16FOR LENGTHOF TOPCOVER PL.

SUPPORTING BM.

A

A

f

1/4

1/4

B BEAM WITH VARYING DEPTH

NOTES:1. FLANGE PL. TO BE ASTM A572, GR. 50.2. NO ERECTION BOLTS ALLOWED IN FLANGE PLATES.3. NOTED ON PLAN.

ELEVATION

1/4

1/4


MAINTAIN 1/2" CLR.DIST. AROUND FLANGEPL., RAD. CORNERS

SUPPORTING BM.


TOP PL. THICKNESS1/4" PL. @ 24" O.C.MAX. & 0'-6" MAX.FROM ENDS


RADUIS CORNER,TYP.

BOT. PLATE THICKENSSTO MATCH FLANGETHICKNESS 'tf '

f

ELEVATION

C STEPPED BEAMS

ELEVATION

A BEAM WITH SAME DEPTH


f

RADUIS CORNER,TYP.

SECTION A-A

SECTION A-A

SECTION A-A

f

'tf ' x 'bf '

('bf '-1 1/2")

'tf ' x 'bf '

('bf '-1 1/2")

BOT. PLATE THICKENSSTO MATCH FLANGETHICKNESS 'tf '

f



4. WHERE SPLICE PLATE PASSES THROUGH BEAM WEB, SEAL SLOT BOTH SIDES WITH FILLETWELD - SIZE OF FILLET WELDS TO BE tw-1/16"5. FOR ONE-SIDED BEAM-TO-BEAM MOMENT CONN. SEE 13/SS030

HSS BEAM

HSS BEAM

L3X3X5/16 BOTH SIDESOF HSS BEAM - MATCHHEIGHT OF HSS

5/16

TOP & BOTT.

WF OR HSS BEAM

HSS COLUMN

L4X4X1/2 LENGTHEQUAL TO HSS WIDTH 5/16

5/16TYP.

1/4

1/43 SIDES

1/2" STIFFENER EA. SIDE

ALIGN CENTER LINES OF COLUMN WEBS.

SPLICE ONLY WHERE INDICATED IN STRUCTURALDRAWINGS.

WEB THICKNESS 'tw'

EL: SEE COL.SCHEDULE

T.O. SPLICE

1.

2.

NOTE:

5/16

5/16C.P.

'tw'-1/8

DROPPED SUPPORTBEAM, SEE PLAN

C4x4.5, TYP

S.A.

D.

DEPRESSEDSLAB

S.A.D.

S.A.D.

TYPICALFRAMINGBEAM

TYP.1/2"

DROPPED SUPPORTBEAM, SEE PLAN

1/4TYP.

1/4 2-12

BOTHSIDES(TYP.)

A

A

A SECTION

2ND FLR.S.A.D.

NOTE:WHERE D<6", DROP TYP. FRAMINGBM AND PROVIDE WT FILLER BM ON TOPOF FLANGE SEE 1/SS031 FOR MORE INFO.

D

12" MAX., TYP.3" MIN.

SHORT HORIZ.SLOTTED HOLESTYP.

SEE TYP. WFTO WEAK WAY COLUMNCONN. DETAIL FORADDITIONAL INFO.

PL THICKNESS = tf

~

PL THICKNESS = tf

TYP. BOLTED BEAMCONN. W/ SHORT HORIZ.SLOTTED HOLES, TYP.

A WEAK WAY COLUMN B STRONG WAY COLUMN

5/16

5/16

5/16

t -1/16"

5/16

NOTED ON PLAN

TYP.CVN

C.P., BACKINGBAR TO REMAINCVN TYP. BACKING

BAR TO COL.CVN TYP.

BACKING BAR TO COL.

CVN TYP.

C.P., BACKINGBAR TO REMAINCVN TYP.

f

t -1/16"f

NOTE:t = LARGEST BEAM FLANGE THICKNESS EA. SIDEf

H < 3" WT3X10H < 5" WT5X11H < 8" WT8X13H < 10" WT10.5X22H < 20" WT20X74.5H < 26" W27X146

TRIM WEB OF WT OR WTO ACCOMODATECHANGE IN ELEVATION

3/8" STIFFENER E.S. @5'-0" MAX. O.C. AND@ END OF WT OMITIF H < 2"

WF BEAM, SEE PLAN

HEADED STUD

H

5/16 2-6

5/16 2-6

5/163 SIDES TYP.

COLLECTOR BEAM PER PLAN

PL 1 1/2"X9"

CONTINUOUS FLOOR BEAM PER PLAN

CUT METAL DECK TO INSTALL PL.SEE DET. 14/SS020 FOR INFO. NOTSHOWN

5/8 12

WELD PL TOCOLLECTORFLANGE, TYP.

C6 SUPPORT PERDET. 14/SS020

FULL HEIGHT 3/8"STIFFENER PL., TYP.

3/16

C6 WEB TOSTIFF. PL.TYP.

WELD FULL HEIGHT STIFF.PL. TO TOP & BOT. BM. FLG& TO BM. WEB, TYP.

NOTED ON PLAN

C6 TOPFLG. TOBM FLG.,TYP.

NOTES:1. BEAM-TO-BEAM CONN. PER 2 & 3/SS031 (NOT SHOWN FOR CLARITY)



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012


#1017200

SS031KLM

N.T.S.2 ROUND HOLE PENETRATION IN BEAM WEB

N.T.S.3 GRAVITY STEEL POST BASE DETAIL (HSS SIM.)

N.T.S.6 BM TO BM MOMENT CONNECTION

N.T.S.7 HSS TO HSS BEAM CONNECTION

N.T.S.8 HSS COLUMN CONNECTION

1" = 1'-0"9 FRAME COLUMN SPLICE

3/4" = 1'-0"10 DEPRESSED SLAB

1" = 1'-0"14 DRAG CONNECTION DETAIL

1 1/2" = 1'-0"13 NON-FRAME TRANSFER GIRDER

1" = 1'-0"12 BEAM TO BEAM DRAG CONNECTION

1" = 1'-0"1 WT SHIM

N.T.S.15

COLLECTOR PLATEAT BEAM-BEAM CONN.


1

3

1 1/2"MIN.

2 1/2" MAX.

1 1/

2"T

YP

.3"

TY

P.

EQ

.

1 1/2"MIN.

1/2" MIN.

'F'

'F'

'X' < 'd2'/4

'X' > 'd'/4

SEE WF TO WEAK-WAYWF COL. CONN. DET.

MEMBER 'A' W/DEPTH 'd1'

MEMBER 'B' W/DEPTH 'd2'

WF COL.

IF X > 'd1'/4, EXTENDTAB PL. TO LOWESTSET OF CONTINUITYPL's. DRILL THEN CUTSLOT TO FIT TABAROUND CONT. PL.WHERE CONTINUITYPL's DO NOT OCCURBELOW. ADD STIFFAS SHOWN

CONTINUITY PL. FOR TYP.BM MOMENT CONN. INOTHER DIRECTION

PL. THICKNESS, 't'

'N' BOLTS

NOTE:FOR WELD SIZE 'F', NUMBER OF BOLTS 'N' & PL. THICKNESS 't',SEE BOLTED BM. CONNECTION SCHEDULE ON SHEET SS030

'tf'

WEB THICKNESS 'tw'

1. ALIGN CENTERLINES OF COLUMN WEBS.2. PROVIDE ERECTION AIDS AS NEEDED.

T.O. SPLICE

NOTE:

EL.: 4'-0"ABOVET.O.S.

5/16" MIN.f't '/2

'tw ' x 5/81/4" MIN.

TYP.

TYP.

1. FOR WELD SIZE 'F', NUMBER OF BOLTS 'N', AND PLATETHICKNESS 't', SEE BOLTED BEAM CONNECTION SCHEDULE(FOR LARGER BEAM)

2. HORIZ. SHORT SLOTTED HOLES IN SHEAR PLATE MAY BE USED.

UNEQUAL DEPTH BEAMS

SAME DEPTH BEAMS

NOTE:SEE TYPE 'A' FORINFO. NOT SHOWN

1 1/2" 3"

3" TYP.

6"

MAX.'A''t 'w

'F''F'

1 3/4" MIN. @ HORIZ. SLOTTED HOLES

1 3/4" MIN. @ HORIZ. SLOTTED HOLES


'N' BOLTS

PL. THK 't'1/2" MIN.1" MAX.

1 1/2" MIN.

'N' BOLTS


'k' + 1/2" MAX.

A

BNOTES:



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012


#1017200

SS032KLM

1" = 1'-0"1

WF TO WEAK-WAY WF GRAVITY CONN.WITH CONTINUITY PLATES IN OTHERDIRECTION

N.T.S.2 GRAVITY COLUMN SPLICE DETAIL

3/4" = 1'-0"3 BOLTED BEAM SPLCE


3

F

H

(E) 10" CONC.SHEAR WALL

WALL FOOTING, WF1,TYP.

(E) 4" THCK. CONC.S.O.G. W/ W.W.F.REINF.

(E) CONC.FOOTING, BELOWTYP.

(N) CONC. WALL W3CENTERED ON BOUNDARYCOLUMNS, TYP. U.O.N.

W3

W3

E23 E22 E21 E20 E19

EF

EG

EHFOOTING F2

(E) CONC. FOUNDATION WALLBELOW FIRST FLOOR SLAB, TYP.

S.A

.D.

17'-0

" ±

CC1A

CC2

CC1A

CC2CC1A

6

SS201

S.A.D.

16'-0" ±

<+60.51><+61.51>

<+60.51><+61.51>

<+

60.5

1>

<+

60.5

1>

<+

60.5

1>

<+

61.5

1>

<+

61.5

1><

+62

.51>

<+61.51><+62.51>

<+61.51><+62.51>

SS

SS

SS

<+60.51>

<+

60.5

1>

<+

61.5

1>

<+60.51>

MATCHLINE(SEE SB101-B)

MATCHLINE(SEE SB101-B)

12

SS201

<+

60.5

1>

<+62.51>

FULL HT. CONC.PILASTER- SEE15/SS502 FORDETAILS

EJ

G

12

SS202

6

SS202

EXTENT OFSLAB DEMO,SEE ARCH. DEMOPLAN

S.A

.D.

<+62.51>

SLAB S1,TYP.

FOR FOUNDATIONWALLS/PIERS AT NEWSTRUCTURE, SEESB101-B (NOT SHOWN HEREFOR CLARITY)

15

SS202

(E) CONC. FTG.(TYP.)

7

SS011

TYP.

7

SS011

TYP.

3

3 FOOTING F2

5

TYP.

CC1A

4TYP.

1

S.A.D.

16'-0"±

CC1A

CC1A

CC1

S.A.D.

10'-6"±

2

2

2

POUR (N) FOOTINGON TOP OF (E) FOOTING,TYP.

EQ

.

S.A

.D.

6'-0

"±

S.A

.D.

6'-0

"±E

Q.

W4

EQ

EQ

SLAB S1

WIDEN (E) FTG.TO MATCH (E) COLUMNFOOTING WIDTH ATGRIDLINE 'EH'

EXTENT OF SLAB DEMOSEE 7/SS011 FORINTERFACE CONDITION(TYP.)

2

2

J

8

SS501

S.A.D.

<+60.51><+60.51>

TYP.

. .

SEE ARCH. PHASINGDRAWINGS

SLAB S1, TYP.

<+

61.5

1><

+62

.51>

6

3

3WF1

WF2

8

SS011TYP. AT (E)CONC./FDN. WALL

(E) CONC. COL. TO BEREMOVED-SEE DEMODWGS. SHORE (E) ROOFFRAMING AS NECESSARYDURING CONSTRUCTIONOF (N) WALLS/SPANDREL

11

SS010SLAB EDGE(SIM.)

FOOTING WF2

W3: 12" THICK CONC. SHEAR WALL FROM (E)ROOF TO FOUNDATION. REINF. W/ 2 LAYERS#5@12"O.C., E.W./ E.F.FOR ALIGNMENT S.A.D.<SLRS>.

W4: 10" THICK CONC. PIER WALL FROM (E) ROOF TOFOUNDATION. REINF. W/ 2 LAYERS #5@12"O.C.E.A. WAY, E.F.

S1: 6" THICK SLAB ON GRADE W/ #4@ 12" O.C.EA. WAY. TURN DOWN 12" UNDERSIDE OFSLAB TO TOP OF FOUNDATION WALLS.

CC1: 18" x 18" CONC. PILASTER AT END OF(N) SHEAR WALL. REINFORCE PER DETAIL 1/SS502.<SLRS>

CC1A: SAME AS PER CC1. TIE INTO (N) SLAB WITH4-#6 BARS (IN-LIEU OF SLAB BARS) FROM (N)/(E)SLAB INTERFACE TO BACK FACE OF COL. W/STANDARD HOOK.

CC2: 18" x 18" CONC. COLUMN. REINFORCE PERDETAIL 1/SS502

WF1: 3'-0" WIDE x 2'-0" DEEP w/ 5-#6 BARS TOP & BOT.w/ #4 TIES @ 8" O.C. ALTERNATE HAIRPIN

END-FOR-END. EXTEND MAIN REINFORCING BARSTO FAR SIDE OF INTEGRAL (N) SPREAD FOOTINGSWHERE OCCURS.

WF2: 3'-0" WIDE x 3'-0" DEEP WALL FOOTING. FOR ADD'L.INFO SEE WF1.

F2: 5'-0" x 5'-0" x 2'-0" THK CONC. FTG. w/ 2 LAYERS OF#6 @ 9" O.C.

: STEP IN FOOTING

<+#> : ELEVATION OF BOT. OF (N)/ (E) FOOTING - FOR (E)FOOTING, V.I.F.

: (E) REINFORCED CONCRETE WALL - SEE EXISTINGDRAWINGS DATE JUNE 17,1981 FOR MORE INFORMATION-VERIFY IN FIELD.

: (N) REINFORCED CONCRETE WALL

: (N) REINFORCED CONCRETE COLUMN

LEGEND

S S

SLOPED SLAB PER ARCH/MECH. DWGS. @SLOPE PROVIDE 8" THICKENED SLAB/ WADDITIONAL 2-#4 BARS @ CREASE LINES.BEND SLAB BARS TO FOLLOW SLOPE ASNECESSARY.

KEY NOTES:

1

LOCATIONS/EXTENTS UNDERPINNING TO BEDESIGNED & INSTALLED BY THECONTRACTOR PER PHASING PLAN, S.A.D.ASSUME 2'-0" DEPTH OF UNDERPINNING @(E) FOOTINGS. SEE DEDUCT ALTERNATIVE #16 BELOW. POTENTIAL EXTENT OF UNDER-PINNING TO EXTEND ALONG ENTIRE LINE OF(E) BUILDING DEMO.

2

COURTYARD SLAB KEYWAY INTOBUILDING ENTRANCES - SEE CIVILDRAWINGS FOR COURTYARD SLAB

3

DOWEL (N) CONC. SLAB INTO (E) CONC.WALL PER 7/SS011.

4

DOWEL (E) CONC. FOOTING INTO (N)CONC. FOOTING PER 7/SS501 AT ALL(E)/(N) FOOTING INTERFACES.

5

PROVIDE DOWELS TO (E) WALL SIMTO DOWELS SHOWN ON 12/SS201.HOOK DOWELS INTO COLUMN.

6

ALT #16. IF SOIL CONDITIONS ARE AS PER GEOTECHNICALREPORT AND UNDERPINNING IS NOT REQUIREDTHEN ITEM IS TO BE REMOVED.

DEDUCT ALTERNATIVES:



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

FOUNDATION - FIRST FLOOR PLAN (EXISTING BUILDING)

#1017200

SB101-AKLM

3/16" = 1'-0"1

FOUNDATION - FIRST FLOOR PLAN(EXISTING BUILDING)


3

1 2 3 4 5 62.4

A

B

D

E

G

F

H

SC3 COLUMN, TYP. OF 4

T1 TIE BEAM, TYP.

GB1GB1

GB1 GB1GB1

GB1

GB1 GB1

GB1

GB1

GB1 GB1 GB1 GB1

GB1

GB1

GB

1G

B1

GB

1G

B1

GB

1

GB

1

GB

1G

B1

GB

1G

B1

GB

1G

B1

GB

1

29' - 11" 11' - 8 1/4" 13' - 2 1/2" 27' - 11" 15' - 0 3/8" 23' - 8 3/8"

SLAB S1,TYP.

BOTTOM OF FOOTINGELEV. = ± 57.0', TYP.

GB1

GB

2

GB

2

GB2

GB2

GB2

GB

2GB

2G

B2

GB

2

GB

2

GB

2

GB2

GB2

(SIM.)

8' - 0"

P1 (SIM.)

TYP.

P2

(T

YP

.)

P1 (T

YP.)CRACK CONTROLJOINTS PER 7/SS010

S.A.D.3' - 1 1/4"

5

SS201

<+60.51>

<+62.51>

<+62.51>

<+62.51>

<+62.51>

<+

63.5

1>

<+

60.5

1>

<+

62.5

1>

<+

62.5

1>

<+

63.5

1>

<+62.51>

SF1122

ELEV.PIT

(E) CONC. WALL

(N) CONC. WALLS AT(E) BUILDING NOTSHOWN FOR CLARITY(SEE 1/SB101-A)

(N) CONC. WALL AT(E) BUILDING NOTSHOWN FOR CLARITY(SEE 1/SB101-A)

MATCHLINE(SEE SB101-A)

MATCHLINE(SEE SB101-A)

SLAB DEPRESSION,S.A.D., TYP.

(E) WALKWAY OVER(E) CONC. UTILITYTUNNEL

EJ

11

SS201

5

SS202

14

SS202

SS

SS

1

TYP.SS503

1

SF1111

<+

63.5

1><

+61

.51>

<+

60.5

1>

<+61.51>

<+61.51>

<+61.51>

<+60.51>

<+

62.5

1>

SF1113

<+

60.5

1>

F1 FOOTING, TYP.REPLACE TYPICAL SLAB REINF.W/ #6@12"O.C. PERPENDICULARTO PERIMETER WALL

STEAM TUNNEL,SEE CIVIL DWGS,

EL: S.C.D.

GB1

SF1121

SS

SS

S S

S S

SS

C

13' -

1 1

/4"

12' -

10

3/4"

16' -

5 1

/2"

9' -

0"9'

- 0"

16' -

5 1

/2"

12' -

10

3/4"

2

2

2

<+

63.5

1>

<+63.51>

<+63.51>

<+

61.5

1>

(E) CONC. WALL

3

3

3

33

3

3

3

3

3

3

3

3

3

RECUMBENT BATH(S.A.D.)

(E) CONC. WALL

<+60.51>

SC

1

SC

1

SC

1

SC4

SC2

SC2SC2

SC1

SC2

SC2

SC2

SC1SC1

SC2

SC2

SC2

SC2

SC2

SC2

SC2SC2

SC2SC2

SC2

SC2

SC2

4

SC2

SC2

SC3

SC3SC3

SC3

SC2

SC4

DEDUCTALTERNATE #10

W3

W3

W1 W

2

W2

W2

W1

W2

W1W1W1

W2 W2

W2

W2

W3 W3 W3 W3 W3

W2

W2

W1

W1W1W1

W1 W1

W1

W1

W1

W3

W3

W3

W2

W2

W2

W2

W2

W2

W1

W1

W1

W4

W4 W

2

6

5

W1

FOR EXTENT OFEXTERIOR SLABSEE CIVIL DRAWINGS

W2

W1

W2

3

3

3

3

3

3

3

3

3

3

33

3

3

GB2

GB2

6

@ EXT. STAIRS

OPENING IN (E) CONC.WALL, S.A.D.

1

1

7

6

@ EXT. STAIRS

8

TY

P.

2' -

0"

TY

P.

2' -

0"

TYP.

2' - 0"

EXTENT OF THICKENEDSLAB AT ARCH. FINS(TYP.) EXTEND BOTTOMBARS TO G.L. '6', EXTENDTOP BARS TO FAR SIDEOF FOOTING.

5

SS202SIM.

11

SS201 SIM.

14

SS202 SIM.

GB

2

W1

<+61.51>

GB

2

5

SS202 SIM.

P2-TYP. OF 4 AT VESTIBULEEXTEND TO BLDG. FDN. WALLSAT WEST SIDE OF VESTIBULE.HOOK DOWN 3'-0" AT WALL EXT.FACE & EXTEND 6'-0" FROM INSIDEFACE OF WALL

F1: 6'-0" x 6'-0" x 3'-0" DEEP FOOTING W/2 LAYERS OF #6@ 9" O.C. EACH WAY/ TOP & BOTT.

GB1: 6'-0" WIDE x 3'-0" DEEP GRADE BEAMSEE 1/SS501. <SLRS>

GB2: 4'-0" WIDE x 2'-0" DEEP TIE BEAM W/SEE 2/SS501

S1: 6" THICK SLAB ON GRADE W/ #4@ 12" O.C.EA. WAY. TURN DOWN 12" UNDERSIDE OFSLAB TO TOP OF FOUNDATION WALLS.AT EDGE OF SLAB TO FOUNDATION WALLS,PROVIDE DOWELS TO MATCH VERT. WALLREINF. INTO SLAB.

S3: 12" CONC. SLAB WITH 12" THICKENED DOWNTURN @ CONNECTION TO WALL

SC1: W10x49 GRAVITY COLUMN ON TOP OF PIERPER 6/SS503

SC2: W36x302 MOMENT FRAME COLUMN EMBEDDEDIN PIER PER 1/SS503 <SLRS>

SC3: HSS 8x8x1/2 VESTIBULE COLUMN ON TOP OFPIER PER 6/SS503.

SC4: HSS 6x6x1/4 STAIRCASE COLUMN TO SIT ONTOP OF SLAB AND TO SPAN TO UNDERSIDEOF BEAM.

P1: 6'-0" LONG x 2'-6" WIDE CONC. PIER FROMBOTTOM OF SLAB TO TOP OF FOUNDATION.SEE 1/SS503

P2: 2'-0" x 2'-0" CONC. PIER FROM BOTTOM OFSLAB TO TOP OF FOUNDATION.SEE 6/SS503

W1: 12" THICK FOUNDATION WALL W/ 2 LAYERS#8 @ 12" O.C. VERTICAL, 2 LAYERS #6 @ 8" O.C.HORIZONTAL. DOWEL VERTICAL BARS TOBOTTOM OF FOUNDATION & S.O.G.

W2: 10" THICK FOUNDATION WALL WITH #8 @ 12" O.C.E.W., E.F. DOWEL VERTICAL BARS TO BOTTOMOF FOUNDATION AND S.O.G.

W3: ± 2'-2" THICK FOUNDATION WALLS (S.A.D.) W/2 LAYERS #9 @ 12" O.C. VERTICAL, 2 LAYERS#6 @ 8" O.C. HORIZONTAL, DOWEL VERTICALBARS INTO BOTTOM OF FOUNDATION AND SLABON GRADE. LAP THESE DOWELS 6'-0" (FROMCOLUMN LINE) WITH SLAB REINF. LOCATE INSIDEFACE 6" FROM GRIDLINE. REPLACE TYPICALSLAB REINF. W/ #6@12"O.C. PERPENDICULARTO PERIMETER WALL.

W4: FOUNDATION WALL W/ #8@12"O.C., E.W., E.F.DOWEL VERT. REINF. INTO BOTTOM OF FOUNDATION& S.O.G. THICKEN WALL TO FACE OF ELEV. PIT.WALL THICKNESS AS REQ'D. TO MATCH INSIDEFACE OF ELEV. PIT (S.A.D.)

: LOCATION OF STEP FOOTING @ GRIDLINE 4,G, D, & A.LOCATE STEP AR MIDPOINT BETWEEN COLUMN C

<+#> : ELEVATION OF BOT. OF (N)/(E) FOOTING-FOR (E)FOOTING, V.I.F.

<SLRS>: DESIGNATED ELEMENTS OF THE SEISMIC LOADRESISTING SYSTEM

LEGEND

SS

L

1

1

PROVIDE THICKENED 12" SLAB BENEATHRECUMBENT BATH AND ARCH. FINS. W/ 2LAYERS #6 @ 12"O.C. E.W. PREPARESUBGRADE AS FOR TYP. FOOTINGS.

ARCHITECTURALLY EXPOSED CONCRETEFINISH.

MOMENT FRAME SLAB COLLECTOR PLATE,SEE DETAIL 2/SS503. PROVIDE FULLPENETRATION WELD TO COLUMN FLANGE

AT CONNECT. OF STEAM TUNNEL TO FND.WALLS EXTEND TUNNEL REINF. TO FARSIDE OF FDN. WALLS & GRADE BEAM PERDETAILS 4/SS010 & 3/SS011

PROVIDE THICKENED 8" SLAB ABOVESTEAM TUNNEL W/ #6 @ 12"O.C. @ T&B,E.W. HOOK TOP BARS INTO FARSIDE OFFOUNDATION WALLS, IN LIEU OF TYP.SLAB BARS.

SEE CIVIL DRAWINGS FOR EXTENTS OFSLAB AND DOWELLING OF EXTERIORSTAIR TO STRUCTURAL SLAB.

EXTEND FACE OF PIER 7 INCHES FROMEACH FACE OF POST. ADD 4-#6 VERT.BARS TIE INTO MAIN PIER W/ #4@12"O.C.(REDUCE TO 4" O.C. FOR FIRST 18" BELOWPOST BASE)

LOCATION OF STEAM TUNNEL PER CIVILDWGS. PROVIDE 12" WIDE x 24" DEEPCONC. HEADER BEAM OVER WALLOPENING W/ 3-#7 LONG. BARS @ T&B & #4TIES @ 8" O.C. EXTEND BEAM 24" PAST EA.END OF OPENING.

KEY NOTES:

1

2

3

4

5

6

7

8ALT #10. DEDUCT VESTIBULE INCLUDING ALL DECK,BEAMS, COLUMNS AND FOUNDATIONS. TOINSTALL LATER, EPOXY DOWEL REINFORCINGBARS TO (E) FOUNDATION, FOUNDATION WALLSAND SLAB TO MATCH TYPICAL REINFORCING.

DEDUCT ALTERNATES:

1. FOR GRID DIMENSIONS AND LOCATIONS, S.A.D.

2. GRID DIMENSIONS SHOWN HERE PROVIDED BY ARCH. S.A.D. TO CONFORM GRID LOCATIONS.

SHEET NOTES:



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

FOUNDATION - FIRST FLOOR PLAN (NEW BUILDING)

#1017200

SB101-BKLM

3/16" = 1'-0"1

FOUNDATION - FIRST FLOOR PLAN(NEW BUILDING)


1

3

1 2 3 4 5 62.4

A

B

D

E

G

F

H

C

EQ

EQ

EQ EQ EQ

EQ

EQ

EQ EQ EQ

CONTROL JOINTPER 7/SS010 (TYP.)



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


3/16" = 1'-0"


06/01/2012

CONTROL JOINT PATTERN

#1017200

SB101-CAuthor

3/16" = 1'-0"1 CONTROL JOINT PATTERN


3

G

E23 E22 E21 E20 E19

EF

EG

EH

(E) CONC. WALLBELOW, TYP.

(E) TYPICALCONC. JOISTS6" WIDE x 15 1/2" DEEP

(E) 16" WIDE x 24" DEEPCONC. BEAM, TYP.

(N) CONC. WALLBELOW, TYP.


(E) DIST. RIB, TYP.

(N) COLUMNBELOW


(E) 24" WIDE x 15 1/2" DEEPCONC. BEAM, TYP.

SLAB S2E

COLL-1

COLL-1

(E) OPENING IN CONC.WALL BELOW, V.I.F.

6

SS201

12

SS201

1

1 1

1

3

2

6

SS202

12

SS202

EH @ JOIST,TYP.

@ SLAB,SIM.

@ JOIST@ SLAB,TYP.

2

4

(E) SOLARIUMWALL

(E) STL. POSTS & HEADERTO BE REMOVED(SEE DEMO DRAWINGS)

7

SS502

4

SS502

13

SS50213

SS502

4

SS502

MATCHLINE(SEE SF102-B)

MATCHLINE(SEE SF102-B)

15

SS202

5 5

3

SS502

SIM.

6

6 6

66

6

SS502

6

3

SS502

TYP.

O.H.

TYP.

3

SS503

TYP.

5

SS502

B1, ALIGN W/(N) COL. C

(N) CONC. WALLBELOW. DOWEL TO (E)CONC. PERIMETER BEAMW/ #6x3'-0" LONG @12"O.C.,12" EMBED W/ EPOXY.

J

B1

B1B1

B1

B1

EQ

EQ

L

7

SS503TYP.

B1

15

SS502

(N) CONC. SPANDRELBEAM BELOW.

11

SS502

2

COLL-1: (N) 12" WIDE CONC. BLOCKING & BEAM- NETDEPTH 16" BELOW (E) BOTTOM SLAB.

S2E: EXISTING 3 1/2" CONC. SLAB WITH W.W.F. REINF.

B1: (N) 24" DEEP x 12" WIDE CONC. BEAM.(24" BELOW BOT. OF (E) JOIST)

LEGEND

KEY NOTES:

JOISTS TO BE CUT AND SUPPORTED BY NEW WALL/BEAM.

BEAMS TO BE CUT AND SUPPORTED BY NEW WALL/BEAM.

EXTEND TOP PORTION OF CONC. WALL TO(E) PERIMETER WALL - SEE ELEVATION

(E) SOLARIUM SOFFIT. EXTEND DOWN TO (E)SLAB-ON-GRADE WITH (N) MTL. STUDS PRIORTO DEMO OF SOUTH PORTION OF SOLARIUM.

INSTALL SHEET METAL X-BRACING TO MATCHORIGINAL CONDITION. AT SOLARIUM SOUTH WALLCLOSURE - 4 INCH WIDE x 12 GAGE SHEET METALSTRAPS WELDED TO END GUSSET PLATES. <SLRS>

PERP. SUPPORT BEAM, DEPTH TO MATCH (E) ADJACENTBEAMS, SEE DETAIL 6/SS502 FOR ADD'L. INFO.

1

2

3

4

5

6

1. WHEN DRILLING/ CORING THROUGH EXISTINGCONCRETE COMPLY WITH REQUIREMENTS OFGENERAL NOTES SHEET SS001.

2. AT LOCATIONS WHERE (E) CONC. ROOF JOISTS/BEAMSDEMO'D. VERIFY (E) REBAR SIZE/LOCATION. SCAN ALONGLENGTH OF AFFECTED MEMBERS TO DETERMINE REBARCUTOFF LOCATIONS. SAMPLE & TEST (E) CONC. AT 3LOCATIONS & MAIN REINFT. AT 3 LOCATIONS. REPORTALL FINDINGS TO V.A. & ENGINEER WITHIN 30 DAYS OFDEMO.

SHEET NOTES:



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

FRAMING PLAN - ROOF PLAN (EXISTING BUILDING)

#1017200

SF102-AKLM

3/16" = 1'-0"1

FRAMING PLAN-ROOF PLAN(EXISTING BUILDING)


1

1

1

3

1 2 3 4 5 62.4

A

B

D

E

G

F

H

MF1

<SLRS>

MF1

<SLRS>

MF

1

<S

LRS

>

SLAB S2

EXTERIOR OFBLDG.

13' -

1 3

/8"

12' -

10

5/8"

16' -

5 3

/8"

9' -

0"

25' -

5 3

/8"

12' -

10

5/8"

29' - 11" 11' - 8 1/4" 13' - 2 1/2" 27' - 11" 15' - 0 3/8" 23' - 8 3/8"

SLAB OPENINGFOR ELEVATOR

MF1

<SLRS>

4" SEISMICSEPARATION-SHEET NOTE 2

4" SEISMICSEPARATION-SHEET NOTE 2

LOW ROOF SLAB

FACE OF BLDG.WALL, ABOVE(S.A.D.)

4" SESIMICSEPARATION-SHEET NOTE 2

1

B2 (LOW)

B2 (LOW)

B2

(LO

W)

B2 (LOW)

B2

(LO

W)

B2

(LO

W)

W18X50

W30X116 <SLRS> W30X116 <SLRS>



W30

X11

6 <

SLR

S>

W30X116 <SLRS>

W30

X11

6 <

SLR

S>

W18X50

W18

x76

<3/

4">

W18

x76

<3/

4">

W18

X50

W18

X50

W18

x76

<3/

4">

W18

x76

<3/

4">

W30

X11

6 <

SLR

S>

W18X50

W30X116 <SLRS>

W18X50

W18X50

W30X116 [SLRS]

W30X116 <SLRS>

W18X50

W18

X50

W18X50 W18X50

W18X50 W18X50 W18X50

W18X50 W18X50 W18X50 W18X50

W18

X50

W30X116 <SLRS>

W30X116 <SLRS>

W18X50 W18X50 W18X50

W18X50

W18X50

W18X50 W18X50 W18X50 W18X50

W18X50 W18X50 W18X50

C10

x15.

3

W18X50

W18

X50

W18

X50

EQ

EQ

W18X50 W18X50 W18X50 W18X50

MF1

<SLRS>

MF1

<SLRS>

MF1

<SLRS>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

W14x30

W14

x30

W14

x30

(LO

W),

TY

P.

(LO

W),

TY

P.

(LOW), TYP.

W14x30

(LOW), TYP.

11

SS201

14

SS202

MATCHLINE(SEE SF102-A)

MATCHLINE(SEE SF102-A)

TY

P.

EQ

TY

P.

EQ

2

5

SS201

5

SS202

BR1

BR1

BR1

BR1

BR1 BR1

BR1BR1

BR

1

BR

1

BR

1

BR

1

STAIR STRINGER, S.A.D.,TYP.

STL. POST BELOW

BR1

BR1

BR1

BR1

COLUMN,BELOW

BR1

BR1

BR

1

BR

1

BR

1

BR

1

BR

1

BR

1

BR

1

BR

1

BR

1

W10

x26

BR

1

BR1

W18

x50

BR1

(LOW)

10

SS031

SF1123

SF1112

SF1114

SF102-B2

VESTIBULE ROOF,BELOW, S.A.D.

LOCATE W10xABOVE LIFT SUPPORTTRACKS, TYP. S.A.D.FOR ADD'L INFO.

BR

1

3 TYP. AT SC2

4

C

5

8

7

8

7

8

8

8

DEDUCTALTERNATE#10

9

TYP.

SIZE TO MATCHBR1, TYP.

W18X50

B2

(LOW)

B2

1

B2 (LOW)

W30

X11

6 <

SLR

S>

TYP.

6

10

12

W18X50

W18

X50 W

18X

50

W18X50

11

TYP.

36″

C10

x30

C10

x30

TYP.

EQ

TYP.

EQ

11

W18

X50

SLAB OPENING

BR

1B

R1

BR

2

PLB

1

PLB1PLB1

PLB1 PLB1 PLB1

PLB1

PLB

1

PLB

1

PLB

1

PLB

1

PLB1

PLB1

PLB

1P

LB1

BR

2B

R2

BR

2B

R2

BR

2

BR

2B

R2

BR

2

B2

B2

PLB

1 PLB

1

PLB

1P

LB1

PLB

1P

LB1

BR

2

BR

2

BR

2

B2

PLB1

PLB1PLB1PLB1

PLB1PLB1PLB1

PLB1

PLB

1

PLB

1

PLB

1

PLB

1P

LB1

W18

X50

C12x25 C12x25 C12x25 C12x25

EQ EQ EQ

PLB

1

W18x50CANTILEVER

W18x50CANTILEVER

SEE ONSF103-B

5

5

SS202 SIM.5

5

5

5 5 55

5555

11

SS201SIM.

14

SS202

SIM.

B2

5

SS202

SIM.

SEE ONSF103-B

5

(LOW)

B2

W18X50

13 TYP.

TYP.

TYP.

B2: W18X50 GRAVITY FRAMING BEAMS


BR1: MOMENT FRAME BRACING BEAM W21X44. LOCATE BEAM PER 14/S511. ADD L6x3X1/2 BOTH SIDES OF SHEAR PL. W/ 2-7/8" DIA. A325 BOLTS @ 3" O.C. CONNECT EACH

TO BR1 BOTTOM FLANGE WITH 3-7/8"Ø A325 BOLTS @ 3"O.C. (3" FROM END OF COPE 1 3/4" EDGE CLEARANCE)

BR2: W21x44 BRACING BEAM

S2: 18GA. W3 VERCO FORMLOK DECK (OR EQUIVALENT) W/ 3 1/4" LWC TOPPING ( 6 1/4" TOTAL DEPTH) W/ #4@ 12" W/ (5)-1/2" EFFECTIVE DIAMETER PUDDLE WELDS PER 6" WIDE SECTION AT TRANSVERSE SUPPORTS, 5/8" EFFECTIVE DIAMETER PUDDLE WELDS @ 8"O.C. AT PERIMETER AND LONGITUDINAL SUPPORTS, AND 1 1/2" TOP SEAM WELDS @ 12"O.C. AT SIDELAP CONN.

S3: 18 GA x 1 1/2" DEEP TYPE 'B' DECK, W/ (5)-1/2" EFFECTIVE DIAMETER PUDDLE WELDS PER 6" WIDE SECTION AT TRANSVERSE SUPPORTS, 5/8" EFFECTIVE DIAMETER PUDDLE WELDS @ 8"O.C. AT PERIMETER AND LONGITUDINAL SUPPORTS, AND 1 1/2" TOP SEAM WELDS @ 12"O.C. AT SIDELAP CONN.

SC1: W10X49 GRAVITY COLUMN

SC2: W36X302 MOMENT FRAME COLUMN

MF1: REDUCED BEAM SECTION W30X132 MOMENT FRAMEBEAM

PLB1: PATIENT LIFT SUPPORT BEAM W10x26.S.A.D. FOR ALIGNMENT.

<SLRS>: DESIGNATED ELEMENTS OF THE SEISMIC LOAD RESISTING SYSTEM

: COLLECTOR CONN. PER 14/SS031 & 15/SS031

: RBS MOMENT CONN. PER 14/SS511

: MOMENT CONN. PER 12/SS030 & 13/SS030

<#> : INDICATES REQUIRED CAMBER. NO CAMBER REQUIRED WHERENONE SHOWN.

(LOW): SEE

LEGEND

1

1. USE 3/4"Øx5" LONG WELDED NELSON STUDS@ 12" O.C. ALONG LENGTH OF ALL STEEL BEAMS.DO NOT INSTALL ALONG PROTECTED ZONES OFMF1 BEAMS. RELOCATE STUDS ALONG REMAININGBEAM LENGTH AND REDUCE SPACING ASNECESSARY.

2. SEISMIC SEPARATIONS ARE NET SEPARATIONOF FINISH MATERIALS ACROSS THE JOINT(MINIMUM)

3. AT SLAB OPENINGS PROVIDE CURBS WHEREINDICATED IN ARCH./MECH. DRAWINGS PER15/SS010.

SHEET NOTES:

6

G

DECK S3

COLUMNS BELOW, TYP.

S.A.D. FOR ELEVATION

EDGE OF SLAB

B3

B3

B3

B3 B3

TYP. @ ALL ROOFBMS. TO COL. @VESTIBULE

3

SS512

B3

SLOPE, S.A.D.

SET FRAMING BEAM 8" LOW WITH WELDED WT. ABOVE PERDETAIL 1/SS031. @ LOW ROOF SLAB DO NOT PROVIDE WT.

LOCATE SUPPORT BM'S BELOW RECUMBANT BATHSUPPORT POINTS. S.A.D. FOR LOCATION.

ONLY APPLICABLE WHERE SC2 WEB IS PERP. TO DECKSPAN. PROVIDE ANGLES BELOW SLAB TO SUPPORT FREEEDGE OF DECK.SEE 6A/SS020 FOR ADD'L INFO.

ADDITIONAL REINF. TO BE PLACED AROUND ALL MOMENTFRAME COLUMNS SC2, SEE 11/SS020

DEPRESSED SLAB TYP. AT 12 BATHROOM LOCATIONS. S.A.D.FOR DIM. & LOCATION. FRAME AROUND EACH LOCATION ASSHOWN FOR TYPICAL CASE.

Wx BEAM ALIGNED WITH PATIENT LIFT TRACK - S.A.D. FORALIGNMENT

VERTICAL FIN PER ARCH. DWGS.

OUTRIGGER SUPPORTS FOR SUNSHADE. S.A.D. FORSUNSHADE DETAILS. FAB WELDED 4 INCH WIDE x 16"DEEP BOX FROM PL. 3/8" THK. W/ PJP WELDS. SEE DETAIL7/SS512.

SEE DETAIL 1/SS511 TYPICAL BOTTOM FLANGE STIFFENER@ PERP. GRAVITY BEAMS TO SC2 COLUMNS.

SEE ARCH. DRAWINGS FOR CONN. BETWEEN (E) WALLBELOW AND STL. BEAM. SEE DETAIL 1/AE940. SEE GEN.NOTES FOR INSTALL. OF EXP. ANCHORS AND STEELCHANNELS.

STAIR LANDING BEAM - FOR LOCATION S.A.D. - TO BEVERIFIED BY STAIR DESIGN/ BUILDER.

W18x50 WON DOOR SUPPORT BEAM. LOCATION AND SUPPORTDETAILS PER DESIGN/BUILD. S.A.D.

KEY NOTES:

1

2

3

4

5

8

7

6

9

10

11

12

13

AT LOCATIONS WHERE INTERSECTING BM FLANGESCONFLICT W/ EACH OTHER, CROP BEAM FLANGE@ WEAKWAY CONN. OVER 12 INCH LENGTH,TAPERED FROM 1 INCH AT BEAM END TO 0 INCHAT 12 INCHES FROM BEAM END.

KEY NOTES CONT'D:ALT #10. DEDUCT VESTIBULE INCLUDING ALL DECK, BEAMS, COLUMNSAND FOUNDATIONS. TO INSTALL LATER, EPOXY DOWEL `REINFORCING BARS TO (E) FOUNDATION, FOUNDATION WALLSAND SLAB TO MATCH TYPICAL REINFORCING.

DEDUCT ALTERNATES:



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

FRAMING - SECOND FLOOR PLAN (NEW BUILDING)

#1017200

SF102-BKLM

3/16" = 1'-0"1

FRAMING - SECOND FLOOR PLAN(NEW BUILDING)

3/8" = 1'-0"2 VESTIBULE ROOF PARTIAL PLAN

DEDUCT ALTERNATE #10 (SEE SB101-B)


1

1

1

1

1

1

1

3

1 2 3 4 5 62.4

A

B

D

E

G

F

H

3-#7 BARSFROM 'B' TO 'F'

3-#7 BARSFROM 'A' TO 'F'

3-#7 BARSFROM 'G' TO 'A'

3-#7 BARS FROM 'F'TO 'B' (CONTINUE 2BARS TO COL.AT GL. 'A')

2 TYP.

1 TYP.

CLR, TYP.

3" MAX.

3-#7 BARSFROM '1' TO '6'


3-#7 BARS FROM '2.4'TO MF COL EAST OF '5'

3-#7 BARS FROM'D' TO 'G'


s sl l

3-#7BARS


3-#7 BARS FROM STAIRWELLEDGE OF SLAB TOSTAIRWELL EDGE OF SLAB

EDGE OF SLABEDGE OF SLAB,TYP.

SLAB DEPRESSION, TYP.

C

FOR DECK OPENING& REINF. SEE SHEETSS020 (TYP.)

3-#7 BARS AT2 LOCATIONSAS SHOWN




2-#7

1. SETS OF 3-#7 BARS SHOWN TO BEPLACED @ 3"O.C. WITH OUTMOSTPERIMETER BAR 3" FROM INSIDEEDGE OF COLUMN.

SHEET NOTES:

2. 3-#7 BAR SETS PARRALLEL WITHBOTTOM LAYER OF TYPICAL SLAB BARSTO BE INSTALLED IN SAME PLANE ASTYPICAL BARS (TOP ELEVATION OF BARSALL NOMINALLY EQUAL)

3. 3-#7 BAR SETS PARRALLEL WITH TOPLAYER OF TYPICAL SLAB BARS TO BEINSTALLED IN SAME PLANE AS TYPICALBARS (BOTTOM ELEVATION OF BARSALL NOMINALLY EQUAL)

4. ENSURE CONCRETE CLEAR COVERPER GENERAL NOTES IS SATISFIEDFOR ALL SLAB REINF.

(1)-#5x6'-0" @ EA. CORNER OF SLABDEPRESSIONS. SEE DETAIL 11/SS020FOR ADDITIONAL REQUIREMENTS FORINTERRUPTED REINF.

KEY NOTES:

1

WHERE CORNER BARS INTERRUPT ADDBARS, BEND CORNER BAR PARALLELWITH ADD BARS.

2



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

ADDITIONAL REINFORCING -SECOND FLOOR (NEWBUILDING)

#1017200

SF102-CKLM

3/16" = 1'-0"1

ADDITIONAL REINFORCING - SECONDFLOOR (NEW BUILDING)

DO NOT PROVIDECORNER BAR ATTHIS LOCATION.


3

1 2 3 4 5 62.4

A

B

D

E

G

F

H

SLAB S2 <SLRS>

EXTERIOR OFBLDG.

COLUMNBELOW, TYP.

COLUMN BELOW,TYP.

SP1 POST, TYP.

13' -

1 3

/8"

12' -

10

5/8"

16' -

5 3

/8"

9' -

0"

25' -

5 3

/8"

12' -

10

5/8"

29' - 11" 11' - 8 1/4" 13' - 2 1/2" 27' - 11" 15' - 0 3/8" 23' - 8 3/8"

SLAB OPENINGFOR ELEVATOR

5

SS201




W30

X11

6 <

SLR

S>

W18

X50

W30X116 <SLRS>

W30

X11

6 <

SLR

S>

W18X50

W18

x76

<3/

4">

W18

X50

W18

x35

W18

x76

<3/

4">

W30

X11

6 <

SLR

S>

W18X50

W30X116 <SLRS>

W18X50

W18X50

W30X116 <SLRS>

W30X116 <SLRS>

W18X50

W18

X50

W18X50 W18X50 W18X50

W18X50 W18X50 W18X50

W18X50 W18X50 W18X50 W18X50

W18

X50

W30X116 <SLRS>

W30X116 <SLRS>

W18X50 W18X50 W18X50 W18X50 W18X50

W18X50 W18X50 W18X50 W18X50

W18

X50

W18X50

W18X50 W18

X50

W18

X50

MF1 <SLRS>

MF1

<SLRS>

MF

1

<S

LRS

>

MF1 <SLRS>

W18X50

W18X50 W18X50 W18X50

MF1

<SLRS>

MF1

<SLRS>

MF1

<SLRS>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

M

F1

<S

LRS

>

W18X50 W18X50

11

SS201

1

5

SS202

SF1124

BR

1

BR

1

BR

1

BR

1

BR

1

BR

1

BR

1

BR

1

BR1

BR1 BR1

BR1

BR1BR1

BR1

BR1

BR1BR1

BR1

BR1

BR1 BR1 BR1

BR

1

BR

1

BR

1

BR

1 BR

1

BR

1

BR

1

BR

1

BR1

4

SS011

TYP.

MECHANICALEQUIP. ABOVE

W18

x76

<3/

4">

1

W18

x76

<3/

4">

W18X50

W18

x50

W18X50 W18X50

C

2TYP.

COLUMNABOVE

COLUMNABOVE

POST SP1

ABOVE

POST SP1

ABOVE

POST SP1

ABOVE

POST SP1

ABOVE

POST SP1

ABOVE

POST SP1

ABOVE

POST SP1

ABOVE

W18

X50

W18X50 CANTILEVER

W18X50

3

3

SIZE TO MATCHBR1, TYP.

COLUMNABOVE

W21

X44

TYP.

36″

W18X50

W18X50 W18X50 W18X50 W18X50 W18X50 W18X50

TYP.

EQ

TYP.

EQ

14

SS202

SLAB OPENING, PROVIDE CONC.CURB PER MECH. DWGS. SIM. TO15A/SS010, TYP.

4

4

1

BR

1

W18X50

RAISED CONC. PAD TOBE PROVIDED AT ROOFELEVATOR VESTIBULES.A.D. FOR ADDITIONALINFO & THICKNESS. SEE14/SS010 FOR PAD

PLB1

PLB1PLB1

PLB1

PLB1

PLB1

PLB

1

PLB

1P

LB1

PLB

1

PLB

1

PLB

1 PLB1

PLB1

PLB

1

PLB

1 BR

2

BR

2

BR

2

BR

2B

R2

BR

2B

R2

BR

2

BR

2

BR

2B

R2

BR

2

PLB

1P

LB1 P

LB1

PLB

1

W18

x50

W18

x50

W18

x50

W18X50

W18

x50

PLB1

PLB1PLB1

PLB1PLB1

PLB1

PLB

1

PLB

1

PLB

1

PLB1

PLB1 PLB

1

PLB

1

C12x25 C12x25 C12x25

W18x50CANTILEVER

W18x50CANTILEVER5

5

C12x25

EQ EQ EQ

W18

x50

S.A.D.

PLB

1 C12

x25

5

ELEVATOR

SF1125

CANOPY ABOVEPER 1/SF104-A

5

SS202SIM.

11

SS201SIM.

14

SS202SIM.

5

SS202SIM.

PLB

1

PLB

1


BR1: MOMENT FRAME BRACING BEAMW21x44. LOCATE BEAM WITHIN 6"FROM END OF RBS COPE SECTION.

BR2: W21x44 BRACING BEAM.

S2: 18GA. W3 VERCO FORMLOK DECK(OR EQUIVALENT) W/ 3 1/4" LWC TOPPING( 6 1/4" TOTAL DEPTH) W/ #4@ 12" W/ (5)-1/2"EFFECTIVE DIAMETER PUDDLE WELDS PER 6" WIDE SECTION AT TRANSVERSE SUPPORTS, 5/8" EFFECTIVE DIAMETER PUDDLE WELDS @ 8"O.C. ATPERIMETER AND LONGITUDINAL SUPPORTS,AND 1 1/2" TOP SEAM WELDS @ 12"O.C. AT SIDELAPCONN.

SC1: W10x49 GRAVITY COLUMN

MF1: REDUCED BEAM SECTION W30X132MOMENT FRAME BEAM

SP1: HSS 4x6x1/2 STEEL POST FOR ARCH.EYEBROW. S.A.D. FOR ADD'L INFO.

PLB1: PATIENT LIFT SUPPORT BEAM W10x26S.A.D. FOR ALIGNMENT.

<SLRS>: DESIGNATED ELEMENTS OF THESEISMIC LOAD RESISTING SYSTEM

: COLLECTOR CONN PER 14/SS031 & 15/SS031

: LRBS MOMENT CONN. PER 14/SS511

: MOMENT CONN. PER 12/SS030 & 13/SS030

< >: INDICATES REQUIRED CAMBER.NO CAMBER REQUIRED WHERE NONESHOWN.

: EDGE OF MECHANICAL UNIT. FOR EXACTLOCATION SEE MECH. DWGS. SEE 4/SS011FOR EQUIPMENT PAD AND ROOF SLAB.

LEGEND

PROVIDE ADD'L SUPPORT BEAMSTO MATCH TYP. FRAMING BEAMBELOW ROOF TO SUPPORT HVAC UNIT.

KEY NOTES:

1

SEE DETAIL 1/SS511 TYPICAL BOTTOMFLANGER STIFFENER @ PERP. GRAVITYBEAMS TO SC2 COLUMNS.

2

TYPICAL GRAVITY COLUMN TO STOP ATROOF LEVEL AND PENTHOUSE COLUMNTO SIT ON TOP OF GRAVITY COLUMN.SEE DETAIL 4/SS512

3

W18x50 WON DOOR SUPPORT BEAM.LOCATION AND SUPPORT DETAILS PERDESIGN/BUILD, S.A.D.

4

CONNECT PERIMETER CHANNELS TOOUTER FACE OF COLUMN-SEE TYP. BEAMSPLICE DETAIL 3/SF103-B FOR CONN.PLATE (SIM.) BOLTED TO CHANNEL,WELDED TO COL. TRUNCATE LEDGEANGLES SHOWN IN 14/SS020.

5

1. USE 3/4"Øx5" LONG WELDED NELSON STUDS@ 12" O.C. ALONG LENGTH OF ALL STEEL BEAMS.

2. SEISMIC SEPARATIONS ARE NET SEPARATIONOF FINISH MATERIALS ACROSS THE JOINT(MINIMUM)

3. AT SLAB OPENINGS PROVIDE CURBS WHEREINDICATED IN ARCH./MECH. DRAWINGS PER15/SS010.

SHEET NOTES:

ALT #11. DEDUCT ELEVATOR STOP TO ROOF ANDPENTHOUSE.STOP ALL COLUMNS @ ROOF LEVELAND PROVIDE CONTINUOUS ROOF SLAB OVERELEVATOR.

DEDUCT ALTERNATES:



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

FRAMING PLAN - ROOF PLAN (NEW BUILDING)

#1017200

SF103-BKLM

3/16" = 1'-0"1

FRAMING PLAN - ROOF PLAN (NEWBUILDING)


1

1

3

1 2 3 4 5 62.4

A

B

D

E

G

F

H

3-#7 BARSFROM 'A' TO 'F'

3-#7 BARSFROM 'A' TO 'F' 3-#7 BARS

FROM 'G' TO 'A'

3-#7 BARSFROM 'F' TO 'A'



3-#7 BARSFROM '2.4' TOMF COL EASTOF '5'

3-#7 BARSFROM 'D' TO 'G'



3-#7 BARS '1' TO '6'

EDGE OF SLAB

C



FOR DECK OPENING& REINF. SEE SHEETSS020 (TYP.)

1. SETS OF 3-#7 BARS SHOWN TO BEPLACED @ 3"O.C. WITH OUTMOSTPERIMETER BAR 3" FROM INSIDEEDGE OF COLUMN.

SHEET NOTES:

2. 3-#7 BAR SETS PARRALLEL WITHBOTTOM LAYER OF TYPICAL SLAB BARSTO BE INSTALLED IN SAME PLANE ASTYPICAL BARS (TOP ELEVATION OF BARSALL NOMINALLY EQUAL)

3. 3-#7 BAR SETS PARRALLEL WITH TOPLAYER OF TYPICAL SLAB BARS TO BEINSTALLED IN SAME PLANE AS TYPICALBARS (BOTTOM ELEVATION OF BARSALL NOMINALLY EQUAL)

4. ENSURE CONCRETE CLEAR COVERPER GENERAL NOTES IS SATISFIEDFOR ALL SLAB REINF.



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

ADDITIONAL REINFORCING -ROOF PLAN (NEW BUILDING)

#1017200

SF103-CKLM

3/16" = 1'-0"1

ADDITIONAL REINFORCING -ROOFPLAN (NEW BUILDING)


3

1 2 3 4 5 62.4

A

B

D

E

G

F

H

13' -

1 3

/8"

12' -

10

5/8"

16' -

5 3

/8"

9' -

0"

25' -

5 3

/8"

12' -

10

5/8"

29' - 11" 11' - 8 1/4" 13' - 2 1/2" 27' - 11" 15' - 0 3/8" 23' - 8 3/8"

FOR MECHANICAL UNITLOCATION S.M.D. SEE 4/SS011FOR MECH. EQUIP. PAD

HS

S6x

4x1/

2

HSS6x4x1/2

HSS6x4x1/2

CANOPY FRAMING ALIGNEDWITH TOP OF CANOPY. S.A.D.FOR CLADDING/ SHADINGMATERIALS.

TYP.

HS

S6x

4x1/

2

HSS6x4x1/2

TY

P.

C

LOWER ROOF @PENTHOUSE, S.A.D.

TYP.

8

SS512

SLAB OPENINGBELOW (TYP.)

SF1126

SF1125

DEDUCT ALTERNATE #11

ALT #11. DEDUCT ELEVATOR STOP TO ROOF ANDPENTHOUSE.STOP ALL COLUMNS @ ROOF LEVELAND PROVIDE CONTINUOUS ROOF SLAB OVERELEVATOR.

DEDUCT ALTERNATES:



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

FRAMING PLAN - PENTHOUSE ROOF/ MECH. UNIT(NEW BUILDING)

#1017200

SF104-AKLM

3/16" = 1'-0"1

PENTHOUSE LEVEL / ROOF CANOPY(NEW BUILDING)


3

5 6

A

B

UP

DESIGN/BUILD STAIRSBY OTHERS, S.A.D.

LANDING BEAM ABOVEPER DESIGN/BUILDSTAIR DESIGN

C12X20.7 STRINGERS,TO BE DESIGNED BYOTHERS

STEAM TUNNEL PERCIVIL DRAWINGS

SEE DETAIL 4/SS503FOR STRINGER ANCH., TYP.

PROVIDE 2-#4 DIAG.BARS @ EA. FACE @ EA.CORNER OF OPENING.BEND INTO SLAB & BOT.OF FTG. AS REQ'D.

6" 6"

6" 6"

6" MIN.P2 SIM.PER PLAN

P2 SIM.

PER PLAN

MODIFIED POST BASETO SUIT-SEE 3/SS031(SIM.) LOCATE BASEPLATE ON TOP OFS.O.G.

1 2

A

B

UP

HSS COL. BASEPLATE TO SITON S.O.G.

LANDING BEAM ABOVE PERDESIGN/BUILD STAIR DESIGN

DESIGN/ BUILD STAIRSBY OTHERS, S.A.D.

C12X20.7 STRINGERSTO BE DESIGNED BYOTHERS

SEE DETAIL 4/SS503FOR STRINGER ANCH.,TYP.

6"

6"

P2 SIM

.

PER PLA

N

5 6

A

B

DOWN

NOTE:SEE 1/- FOR ADD'L INFO.

C12X20.7 STRINGERS,TO BE VERIFIED BYSTAIR DESIGN/BUILDER

S.A.D.

S.A

.D.

1 2

A

B

DOWN

NOTE:SEE 3/ - FOR ADD'L INFO.

C12X20.7 STRINGERS,TO BE VERIFIED BYSTAIR DESIGN/BUILDER

S.A.D.

CONN. BEAM TOMF. COL. AT B/1PER TYP. CONN.DETAIL.

S.A

.D.



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


3/8" = 1'-0"


06/01/2012

STAIR PARTIAL PLANS

#1017200

SF111KLM

3/8" = 1'-0"1 STAIR #2 - FIRST FLOOR

3/8" = 1'-0"3 STAIR #1 - FIRST FLOOR

3/8" = 1'-0"2 STAIR #2 - SECOND FLOOR

3/8" = 1'-0"4 STAIR #1 - SECOND FLOOR


3

5

G

H

4'-0" BELOW FINISHEDSLAB ON GRADE

S3: 12" THICK CONC. SLAB WITH 12" THICKENED DOWN TURN @ CONNECTION TO WALL

SLAB S3

NOTES:1. SEE 1/- FOR ADD'L INFO.

PROVIDE 12"THICK CONC.WALL AROUNDPOCKET WITH12" THICK BASE

2'-0"x2'-0"x8'-0" DEEP POCKETFOR HYDRAULIC RAM.MODIFY DEPTH AS NECESSARYPER VENDOR REQUIREMENTS

5

G

H

SEISMIC GAP

HSS 6x6x3/8 (TYP. OF 2) FORELEV. RAIL ATTACHMENT PERELEVATOR SUPPLIER.CALCULATIONS SUBMITTALTO CONFIRM MEMBER SIZE ISADEQUATE AND PROVIDE ALLNECESSARY CONNECTIONDETAILS TO BUILDINGSTRUCTURE.

SLAB OPENING FORELEV. PIT PER 6/SS010& 1/SS011 WALL THICKNESS& REINF. PER WALL TYPEW2, TYP.

NOTES:1. SEE OVERALL PLANS FOR ADD'L INFO NOT NOTED.

RIGID FOAM PERMANENTFORM BETWEEN CONC.WALLS. TYP. BOTH SIDES OF PIT

6"MIN., TYP.

6"

PIT WALLS PER 1/S5011AS REQ'D. FOR PIT DIMENSION

P2 SIM.

PER PLANP2 SIM.

PER PLAN

5

G

H

STL. COLUMN TOSIT ON WIDE FLANGEBM.

LOW

BM

.

LOW

BM

.

NOTES:1. SEE 1/- FOR ADD'L INFO.2. SEE SF102-B & S.A.D. FOR "LOW BM" INFO.3. SEE DETAIL 1&2/SS512 FOR ROD BRACING.

LOW BM.

Wx TO STOP @SECOND FLOOR

HSS POST, ABOVE AND BELOW,EA. SUPPORT BEAM. ELEVATORSUPPLIER. CALCULATIONSSUBMITTAL TO CONFIRMMEMBER SIZE IS ADEQUATEAND PROVIDE ALL NECESSARYCONNECTION DETAILS TOBUILDING STRUCTURE.

SEISMIC GAP.

LOW BM.

1"Ø RODBRACING, TYP.

W10

x49

5

G

H

DESIGN/BUILDELEVATOR RAILS

ADD'L #4 SLABBARS @ EA.SIDE OF COL.@ ALL FOURSIDES OF OPENING

W10x49 PENTHOUSECOLUMNS TO SIT ONWIDE FLANGE BMS.

NOTES:1. SEE 1/- FOR ADD'L INFO.2. SEE 3/- FOR BRACING INFO.

W18x

MF1

W18x

W18x

W18x

BR

1

W18

x

W18

x

W10x49 COLUMNTO SIT ON WIDEFLANGE BM.

W18x

W10x49 COLUMNSTO SIT ON CAP PL.OF COLUMN BELOW

STOP ALL COLUMNS FROMBELOW AND PROVIDE CAPPL., PENTHOUSE COLUMNSTO SIT ON TOP OF CAP PL.

1"Ø ROD BRACING, TYP.

W18x

EQ

EQ

CO

L. O

FF

SE

T

S.A

.D. F

OR

5

G

H

ROD BRACING,BELOW, TYP.

COLUMNS CONTINUE UPTO UPPER PENTHOUSEROOF.

COLUMNS STOP@ LOWER PENTHOUSEROOF LEVEL

NOTES:1. SEE 1/- FOR ADD'L INFO.2. SEE SF103-B FOR LEGEND3. SEE 3/- FOR ROD BRACING INFO.

B2

B2

B2

B2 B2

1"Ø RODBRACING, TYP.

SLAB S2

B2

B2

B2

S.A

.D.

5

G

H

COLUMNS BELOW, TYP.

EXTENT OFPENTHOUSE, S.A.D.

HOIST BM. PER ELEV.SUPPLIER-CALCULATIONS/DETAILS TO BE INCLUDEDWITH ELEVATOR SUBMITTAL

ROD BRACINGBELOW, TYP.

NOTES:1. SEE 1/- FOR ADD'L INFO.2. SEE SF103-B FOR LEGEND3. SEE 3/- FOR ROD BRACING INFO.

1

SS030SIM.

SLAB S2

B2

B2

B2

B2



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


3/8" = 1'-0"


06/01/2012

ELEVATOR PARTIAL PLANS

#1017200

SF112KLM

3/8" = 1'-0"2 ELEVATOR - BOTTOM OF PIT

3/8" = 1'-0"1

ELEVATORFIRST FLOOR PARTIAL PLAN

3/8" = 1'-0"3

ELEVATORSECOND FLOOR PARTIAL PLAN

3/8" = 1'-0"4

ELEVATORROOF LEVEL PARTIAL PLAN

3/8" = 1'-0"5

ELEVATOR LOWERPENTHOUSE ROOF PARTIAL - PLAN

3/8" = 1'-0"6

ELEVATOR UPPERPENTHOUSE ROOF PARTIAL - PLAN


3

E21 (E) CONC. SLABOVER ROOF JOISTS

(N) CONC. FTG.

(N) CONC. SUPPORTBM, TYP.

EL: S.A.D.

1ST FLOOR

EL: S.A.D.

2ND FLOOR

EL: SEE PLAN,V.I.F.

B.O.F.

CONCRETEWALL PER PLANEXTEND HORIZ.BARS TO.

SS50213

SIM. SS50213

SIM.

NOTE:1. SIZE, LOCATION & NUMBER OF (E) CONC. JOISTS/BEAMS MAY VARY FROM THOSE SHOWN HERE - V.I.F.

SS30114

B D E

CONC. PILASTER,TYP.

CONC. GRADE BEAM

B.O.F.SEE PLAN

2

SS503

3

SS511 TYP.

TYP.

SS5118

SS51114

TYP.

TYP.

1ST FLOOREL: S.A.D.

2ND FLOOREL: S.A.D.

ROOFEL: S.A.D.

11

11

C

SS30113

FOUNDATION WALL/REINF. (TYP.)

SS03015

TYP. SIM.SEE NOTE 1

F

NOTE1. USE 15/SS030 FOR CONSTRUCTION OF

CAP PLATE, FOR ALL OTHER INFO SEE 14/SS511

3 4

EL: SEE PLAN,V.I.F.

B.O.F.

SS51114

TYP.

CONC. PILASTER,TYP.

CONC.GRADE BEAM

EL: S.A.D.

1ST FLOOR

EL: S.A.D.

2ND FLOOR

EL: S.A.D.

ROOF

3

SS511

SS5118

2

SS503

TYP.

TYP.

TYP.

SS30115

SS03015 TYP. SIM.

SEE NOTE ON5/-

FOUNDATION WALLREINF. (TYP.)

EL: SEE PLAN,V.I.F.

B.O.F.

EL: S.A.D.

1ST FLOOR

EL: S.A.D.

2ND FLOOR

(E) CONC. WALLCONCRETEWALL PER PLAN

(E) CONC.FOOTING

(E) CONC. WALL

(E) CONC SLAB& ROOF JOISTS

E19E20

SIM.

DEMO WESTSIDE OF (E) FTG.

O.H., SIM.

SS50213

SS30213

l

#4 EPOXY DOWELTO MATCH WALLBARS W/ 6"EMBED

SS50215

s




Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


1/4" = 1'-0"


06/01/2012

BUILDING ELEVATIONS

#1017200

SS201KLM

1/4" = 1'-0"6

CONCRETE SHEAR WALL ELEVATION -GRIDLINE J

1/4" = 1'-0"5

MOMENT FRAMEELEVATION-GRIDLINE 5

1/4" = 1'-0"11

MOMENT FRAME ELEVATIONGRIDLINE 'E' (GRIDLINE C SIM.)

1/4" = 1'-0"12

CONCRETE SHEAR WALL ELEVATION -GRIDLINE H.2


3

2 3 42.4

CONC. PILASTER,TYP.

CONC. GRADE BEAM

3

SS511

TYP.

TYP.SS5118

SS51114

ROOFEL: S.A.D.

2ND FLOOREL: S.A.D.

1ST FLOOREL: S.A.D.

B.O.F.EL: SEE PLANV.I.F.

TYP.

2

SS503TYP.

SS30113

11

FOUNDATION WALL/REINF. (TYP.)

FOUNDATIONS SIM. AT GL. 'G'.FOR INTERSECTION OF ELEVATORFDNS. SEE PLAN.

SIM. ATGL. 'A'

43 AT LINE 'G'

AT LINE 'G'

SS03015 TYP. SIM.

SEE NOTE 1ON 5/-

B D E F

CONC. PILASTER,TYP.

CONC. GRADE BEAM

2

SS503

3

SS511 TYP.

TYP.

SS5118

SS51114

TYP.

TYP.

ROOFEL: S.A.D.

2ND FLOOREL: S.A.D.

1ST FLOOREL: S.A.D.

B.O.F.EL: SEE PLANV.I.F.

SS30115

C

SIM.

SS03015

SS03015

TYP. SIM.SEE NOTE 1

SS51114

SIM.

NOTE:1. USE 15/SS030 FOR CONSTRUCTION OF CAP PLATE, FOR ALL OTHER INFO SEE 14/SS511

SIM.

G EH(E) CONC. SLABAND ROOF JOISTS

CONC. SUPPORTBEAM

CONC. SLAB

CONC. FOOTING

CONCRETE WALL W/#5 @ 12" O.C. EA. FACEVERT. AND CONT. #4 @24"O.C. EA. FACE HORIZ.

SIM.

EL: S.A.D.

1ST FLOOR

EL: S.A.D.

2ND FLOOR

EL: SEE PLAN,

B.O.F.

V.I.F.

SS50213

SS30214


E23 (E) CONC. SLABOVER ROOF JOISTS

(E) CONC.FOOTING

CONCRETE WALLW/ #5 @ 12" O.C.EA. FACE VERT.AND CONT. #4 @24"O.C. EA. FACEHORIZ.

EL: S.A.D.

1ST FLOOR

EL: SEE PLAN

B.O.F.

EL: S.A.D.

2ND FLOOR

(E) CONC.WALL

V.I.F.

SS50215

SS50213

SIM.

SS30215


1ST FLOOR0"

2ND FLOOR15' - 0"

E23(E) ROOFING& JOIST, S.A.D.

SS50215

(N) METALX-BRACINGPER PLAN,TYP.

(N) METAL STUDPER PLAN(E) CONC. FOOTING

(N) CONC. SPANDRELPER PLAN



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


1/4" = 1'-0"


06/01/2012

BUILDING ELEVATIONS

#1017200

SS202KLM

1/4" = 1'-0"14

MOMENT FRAME ELEVATION -GRIDLINE A

1/4" = 1'-0"5

MOMENT FRAME ELEVATION -GRIDLINE 2

1/4" = 1'-0"6

CONCRETE SHEAR WALL ELEVATION -WEST OF GRIDLINE E22

1/4" = 1'-0"12

CONCRETE SHEAR WALL ELEVATION -SOUTH OF GRIDLINE G

1/4" = 1'-0"15

SOLARIUM CLOSURE WALL - SOUTHOF GRIDLINE G


3

B D E F

EQ EQ

B.O.F.EL: SEE PLANS V.I.F.


PERP. GRADE BEAM(GB1) BEYOND, SEEDETAIL 1/SS501 FORMORE INFO.

PERP. GRADE BEAM(GB2). SEE DETAIL2/SS501 FOR MOREINFO.

FRAME COL. BASE,SEE 8/SS511, TYP.


NOTES:1. GRADE BEAM REINF. & COLUMN BASE REINF. NOT SHOWN FOR CLARITY2. ALL NORTH-SOUTH LONG. REINF. TO BE OUTSIDE OF EAST-WEST REINF.3. ALL TIE REINF. TO RUN THROUGH INTERSECTION OF G.B.

W36x STEEL COLUMN,PER PLAN

CONC. PIER,TYP.

TYPICAL TIEREINF.


d

ADD'L DOWELS TO MATCHWALL REINF., @ EA. FACE,HOOK INTO GRADE BEAM,TYP.

FOUNDATION WALLREINF, PER PLANS,TYP.

GRADE BEAMREINF.

l

PERP. GRADE BEAM(GB1) BEYOND. SEE DETAIL1/SS501 FOR MORE INFO.

TYP.

sl

1,TYP.

1, TYP.

MIN.,TYP.

3' - 0″

2' - 0″ 2' - 0″

LOCATE START OFSTEP @ EDGE OF PERP.G.B., TYP.

E22 E21


TYPICAL TIEREINF.

CONC. SHEAR WALLPER PLANS

l

SHEAR WALL REINF.,SEE PLANS

SHEAR WALL ENDBOUNDARY, TYP.

(E) PERP. TIE BEAM& REINF. BEYOND

NOTE:1. SEE 13/- FOR ADD'L INFO. AND NOTES

ADD'L DOWELS TOMATCH WALL REINF.@ EA. FACE, HOOKINTO G.B., TYP.

1,TYP.

1, TYP.

l


TYPICAL WALL FOOTINGREINF. PER PLAN

s

TYP.

s

2' - 0″2' - 0″

3 4

B.O.F.EL: SEE PLANS V.I.F.TYPICAL TIE

REINF.

FOUNDATION WALLREINF., SEE PLANS

ADD'L DOWELS TOMATCH WALL REINF.@ EA. FACE, HOOKINTO G.B., TYP.

NOTE:1. SEE 13/- FOR ADD'L INFO. AND NOTES.

PERP GRADE BEAM (GB2)SEE DETAIL 2/SS501 FORMORE INFO, TYP.

CONC. PIER, TYP.

W36x STEEL COLUMN,PER PLAN

FRAME COLUMN BASE,SEE 8/SS511, TYP.

TYPICAL GRADE BEAM REINF.



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

DETAILS

#1017200

SS301KLM

1/2" = 1'-0"13

GRADE BEAM DETAIL ALONGGRIDLINE '5'

3/4" = 1'-0"14

GRADE BEAM DETAIL ADJACENT TOGRIDLINE 'EH'

1/2" = 1'-0"15

GRADE BEAM DETAIL ALONGGRIDLINE 'E'


3

BASEMENT-3' - 0"

5 6

l

PERP. GRADE BEAM (GB2) ,SEE DETAIL 2/SS501 FORMORE INFO, TYP.

EQ EQ

(E) CONC. WALL& FOOTING, TYP.

PROVIDE #6 EPOXY DOWELW/ 6" MIN. EMBED @ TOP & BOT.OF FOOTING @ ALL LONG. REINF.

PROVIDE #4 EPOXY DOWEL W/6" MIN. EMBED @ SAME LOCATION ASSHEAR REINF. (3 LOCATIONS) @ BOTHENDS OF (N) FOOTING, TYP.


FOOTING REINF.,SEE PLANS

TYPICAL TIE REINF.

TYPICAL WALL REINF.ADD'L. DOWELS TOMATCH WALL REINF.@ EA. FACE. HOOK INTOGRADE BEAM, TYP.

CONC. SHEAR WALL CONC. BOUNDARYELEMENTS, TYP.

3' -

0"

SAWCUT WEST SIDEOF (E) FOOTING TOFULL DEPTH OF (N)FOOTING.

PROVIDE CORES THRU (E)WALL & FOOTING FORCONT. FOOTING REINF.DO NOT CUT OR DAMAGE(E) REBAR. PROVIDE EPOXYIN CORES.

NOTES:1. SEE 13/SS301 FOR ADD'L INFO. AND NOTES.

s

TYP.

sl

6"

sl

6"

E19E20

GF H EH

2' -

0"

2' - 0" 2' - 0"

l

PERP. WALL FOOTINGGRADE BEAM PERP.BEYOND, SEE PLAN.

EDGE OF PERP.GRADE BEAM

TYPICAL TIE REINF.

TYPICAL WALL REINF.ADD'L. DOWELS TOMATCH WALL REINF.@ EA. FACE. HOOK INTOGRADE BEAM, TYP.

1, TYP.

1, TYP.

B.O.F.EL: SEE PLAN V.I.F.

d

3' -

0"

TYPICAL FOOTINGREINF., TYP.

l

TYP. FOOTINGREINF.

B.O.F.EL: SEE PLAN V.I.F.

NOTES:1. SEE 13/SS301 FOR ADD'L INFO. AND NOTES

PERP. GRADE BEAM (GB1)BEYOND, SEE DETAIL 1/SS501FOR MORE INFO.

PERP. GRADE BEAM (GB1)SEE DETAIL 1/SS501 FORMORE INFO.

sl

s

AT ADJACENT GRADE BEAMSALONG GL. 'F' ADD #8@12"O.C.

2 2.4E23

3' -

0"

l

CONC. BOUNDARYELEMENTS, TYP.

DOWEL TOP & BOT. FOOTINGREINF. INTO (E) FOOTING,6" MIN. EMBED USING EPOXY.


TYPICAL FOOTINGREINF.

TYPICAL TIE REINF.

ADD'L. DOWELS TOMATCH WALL REINF.@ EA. FACE. HOOK INTOGRADE BEAM, TYP.CONC.

SHEAR WALL

dEQEQ

TYP. WALL REINF.

NOTES:1. SEE 13/SS301 FOR ADD'L INFO. AND NOTES

PERP. GRADE BEAM (GB1) BEYOND,SEE DETAIL 1/SS501 FOR MORE INFO.

PERP. WALLFOOTING BEYOND,SEE PLAN, REINF. OFFOOTINGS & G.B.OVERLAP.

TYP.

sl

PROVIDE #4 EPOXY DOWEL W/6" MIN. EMBED @ SAME LOCATION ASSHEAR REINF. (3 LOCATIONS) @ BOTHENDS OF (N) FOOTING, TYP.

6"

AT ADJACENT GRADE BEAMS ALONGGRIDLINE '2.4' ADD #8@12"O.C.



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


3/4" = 1'-0"


06/01/2012

DETAILS

#1017200

SS302KLM

3/4" = 1'-0"13

GRADE BEAM DETAIL SOUTH OFGRIDLINE 'EH'

3/4" = 1'-0"14

GRADE BEAM DETAIL WEST OFGRIDLINE 'E22'

3/4" = 1'-0"15

GRADE BEAM DETAIL SOUTH OFGRIDLINE 'G'


3

GB

DE

PT

H P

ER

PLA

N

G.B. WIDTH PER PLAN

12"

TY

P.

7-#9

7-#9

2-#6 EACH SIDE(SKIN REINF.)

3-#4 @ 8"O.C.

11

GRADE BEAM WHEREOCCURS

SLAB-ON-GRADEPER PLAN

STEEL FRAME COL/BASEWHERE OCCURS (SEE PLAN)

#9@12"O.C. OVER10'-0" LENGTHCENTERED ONCOLUMN.

DE

PT

H P

ER

PLA

N

WIDTH PER PLAN

5-#9

5-#9

#4 + @ 8"O.C.

ALTERNATE TIESEND-FOR-END

12"

TY

P.

1

1

REINF. PER PLANS(HOOK ENDS)

GRADE BEAM REINF. NOTSHOWN FOR CLARITY

TIE BEAM REINF.CONT. THRU SPREADFOOTING (TYP.)

BLOCK OUT FORSTEEL COLUMN


SE

E P

LAN

FOOTING WIDTHPER PLAN

12"

TY

P.

GB2 STIRRUPSPER OTHER DETAILS- REDUCE SPACING TO6 INCHES OVER SPLICELENGTH

TYP. GRADE BEAMREINFORCEMENT- STIRRUPS NOT SHOWNFOR CLARITY (CONT.THROUGH JOINT AND

WHERE GB2 DOES NOT OCCUR ATFAR SIDE OF GRADE BEAM HOOK TIE-BEAM BARS INTO FAR SIDE OF GRADEBEAM WITH STANDARD HOOK.

11

GB2 (BOTH SIDES OFGRADE BEAM WHERE OCCURS)

HOOK AT FAR SIDE)

GRADE BEAM PER PLAN(TIE BEAM

WHEREOCCURS, SIM.)

s s

2"

GB2 REINF.ll

ADD #7 BARS TO MATCHSPACING OF GB HOOP BARSOVER 7'-0" LENGTH @COLUMN.

12"

TY

P.

S.A.D.

S.A

.D.SLAB-ON-

GRADEPER PLAN

1

1

STL. POST WHEREOCCURS (SEE PLAN)

FOR BASEDETAILSSEE 3/SS511

(S.A.D.)T.O. GRADE

REINF. TOP & BOT.PER 1/-

FOUNDATION WALL/PIER PER PLAN

CONSTRUCTIONJOINT

GRADE BEAM WHEREOCCURS PER PLAN

EAST-WESTGRADE BEAMREINF.

STEEL FRAME COL/BASEWHERE OCCURS (SEE PLAN)

BLOCK OUT FORSTEEL COLUMN


1

1

NORTH SOUTH GRADEBEAM, WHERE OCCURS

CONTINUE STIRRUPS ACCROSS WIDTHOF NORTH-SOUTH PER PENDICULARGRADE BEAM / TIE BEAM

PERPENDICULAR NORTH-SOUTH GRADEBEAM REINFORCEMENT (CONT.) ANDSTIRRUPS WHERE OCCURS

12"

TY

P.

1" CLR.TYP.

NOTES:1. SEE TYPICAL GRADE BEAM FOR REINF. INFO NOT SHOWN.

CONC. WALL ,WHERE OCCURS(REBAR NOT SHOWNFOR CLARITY)

WALL FOOTINGPER PLAN

(E) CONC. FOOTING

EQ

EQ

EQ

(E) FOOTINGREINF.

4-#6 DOWELS INTO (E) CONC.FOOTING W/ 12" MIN. EMBEDUSING EPOXY. PROVIDE STD.HOOK @ (N) WALL FOOTING.

WALL REINF.PER PLAN

EXCAVATION SHORING ASREQD' TO BE DESIGNED/INSTALLED BY CONTRACTOR

_

(N) CONC. PIER ,PER PLAN.

(E) CONC.FOOTING

WIDTH

TO MATCH(E) FOOTING

WITH BEYOND

4-CONT. #6 DOWELLEDINTO (E) FTG. W/ 12"MIN. EMBED USINGEPOXY.

#6 @12" O.C.

TO MATCH(E) ADJ. FTG.

#6 DOWELS TO MATCHPIER REINF. SPACING W/ 12"EMBED W/ EPOXY.

sl

6"6"

+

2 ROWS #6 EPOXYANCHORS @ 12"O.C.PER ROW W/ 12" EMBED

TYP. GRADE BEAM

REINFORCEMENT

TYP. GRADE BEAM

REINFORCEMENT

1-#6 EACH SIDE

+ +

1. ADD ROW OF BARS TO MATCH BARS AT BOTTOM OF GRADE BEAM.BARS TO BE CONTINUOUS WITH LENGTH TO ACHIEVE LAP SPLICEWITH BOTTOM BARS PAST EACH END OF EMB. PLATE.

2. TIE REINF. SIZE/SPACING TO MATCH TYP. GRADE BEAM DETAILS.

PER NOTE 2 SEE NOTE 2

STEEL PLATE ATCOL. LOCATION

SEE NOTE 1

NOTES:

- SEE 8/SS511

PER 1/-

WHERE BAR IS INTERRUPTEDBY BASE PLAE PROVIDE 2-ADD'LBARS (1 @ EA. SIDE) W/ LAPS ATEA. SIDE OF COL CL.



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

DETAILS

#1017200

SS501KLM

N.T.S.1 GRADE BEAM REINF. DETAIL (GB1)

N.T.S.2 GRADE BEAM REINF. DETAIL (GB2)

N.T.S.3 SPREAD FOOTING DETAIL

N.T.S.5

GRADE BEAM GB2 INTERFACE WITHGRADE BEAM GB1

N.T.S.4 EXTERIOR GRADE BEAM DETAIL

N.T.S.6 GRADE BEAM INTERSECTION REINF. DETAIL

3/4" = 1'-0"7

(E) FOOTING TO (N) FOOTINGCONNECTION

3/4" = 1'-0"8 (N) PIER TO (E) FOOTING CONN.

N.T.S.9

GRADE BEAM DETAIL AT BRACEDFRAME COL.


3

CL

CL

8-#8 LONGITUDINALBARS

#4 HOOP TIES@ 6" O.C.ALTERNATE TIE HOOKSEND-FOR-END.

EXTEND HORIZ. WALLREINF. TO FAR SIDE OFCOL. W/ STANDARDHOOK, TYP.

CONC. WALLWHERE OCCURS

CONC. WALLWHERE OCCURS(SEE PLAN)

NOTES:1. DOWEL MAIN REINF. TO BOTT. OF FOOTING WITH STANDARD HOOK. EPOXY DOWEL INTO SLAB/BEAM/ JOIST ABOVE TO 2/3 (E) CONC. THICKNESS WITH EPOXY ADHESIVE.

+ +

12″

8" MIN.

SEE COREDETAIL 9/SS502(E) CONC.

SLAB

2-#5 DOWELS x20" LONGPLACE CENTERED INCONC. JOISTS, MATCHLOCATION. SEE NOTE1 FOR SIM. CONDITION

#5 STIRRUPS OFTOP BARS

(E) CONC. JOISTSBEYOND

CONT. #9COLL. BAR

PROVIDE COUPLERAS REQUIRED TOMAINTAIN CONT. COLL.

CONT. COLL. BAR

(E) CONC. SLAB& ROOF JOISTS

PROVIDEEPOXY @CORES THRUJOISTS, TYP

#5 BARS2 @TOP,2 @ BOT.

TY

P.

10"

MIN

.

SECTION A-A

A

A

SECTION

NOTES:1. @ SIM CONDITION: IN LIEU OF 2-#5 DOWELS PROVIDE 4-#5 DOWELSx60" LONG, 2 TOP & 2 BOT., TO MATCH TYP. REINF. LOCATIONS.

24″

12″

(E) CONC. SLABAND ROOF JOISTS

SEE COREDETAIL 9/SS502

4-CONT. #5 BARS@ SIM. SEE NOTE

#5 STIRRUPS @ 12" O.C.@ TWO LOCATIONS w/ STD90º HOOK AT BOT. END.& 135º AT TOP

4-#8 BARS @TOP & BOT.

#9 CONT. COLLECTOR BAR

#5 STIRRUP @12" O.C.

JOIST ORPERP. BEAMWHERE EXISTS.

NOTES:1. @ SIM, #5 BARS TO BE 20" LONG @ TOP AND CENTERED

IN (E) JOIST, BOT. BARS TO BE DELETED.

4″

3"

(E) CONC. SLAB

MIN

.

8"

EQEQ

CONCRETEBEAM/COLL.

FILL UP COREHOLE w/ CONC. MIXFOR BEAM BELOW, TYP.

#4 DOWEL w/ HOOK

NOTE:PLACE CORES @ MAX.24" O.C. w/ 1 MIN. CORE PERBEAM BETWEEN (E) JOISTS

11

CHIP OUT (E) CONC.

TYP.

(E) CONC.ROOF JOISTS

(E) CONC. SLABBEYOND

NOTE:SEE DETAIL 4/- FOR ADD'LINFO NOT NOTED.

CONT. COLL.BAR

8

SS502

CONC. COLUMNREINF NOT SHOWNFOR CLARITY

TOP AND BOT. SUPPORT BEAMREINF. TO HAVE STDD HOOK INTOCOLUMN SEE 4/- FOR ADD'L INFO.

(E) CONC. SLAB ANDROOF JOISTS

CONC. COLLECTOR BEAM.SEE 3/- FOR ADD'L INFO.

TOP & BOT. COLL.BM. REINF. TO HAVESRD. HOOK INTOCOLUMN

1

SS502

DOWEL THROUGH (E) CONC.JOISTS & INFILL BETWEEN PER 8/-ALONG LENGTH OF (N) CONC. WALL

NOTE:1. SCAN (E) CONC. MEMBERS TO AVOID CUTTING (E) REINF.2. @ SIM. , DELETE DRAG BAR STL. ANGLE AND FULL HT. PILASTER.

(E) CONC. SLAB ANDROOF JOISTS

(E) CONC.WALL

NOTCH (E)WALL TO ALLOWINSTALLATIONOF CONC. BM.

E23

4-#4 EPOXYDOWELS (2TOP & 2 BOT.)HOOK INTOCONC. BM.

EPOXY SETCOLLECTOR BAR8" EMBED

A A

4

SS502

SIM.

1'-0″

6″

#4 @ 6" O.C.-ALT HOOK END FOREND, REDUCE SPACINGTO 3" O.C. W/ IN THETOP 24" OF PILASTER

2 ROWS #6 EPOXYSET ANCHORS @ 12" O.C.PER SET - REDUCE SPACINGTO 8" FOR FIRST 4 SETS OFANCHORS T&B.

3-#8 BARS

(E)CONC.WALL

A-A

TYP.

6″

10'-0" MIN.

L3x3x1/4

(N) SOLARIUMMETAL STUDSPER PLAN, TYP.

2-1/4"Ø SMS@ EA. STUD

sl

PILASTER

12"

12"

#8 DRAG BAR

(N) CONC. BM,WHERE OCCURS

(N) CONC. COLUMN, REINF.NOT SHOWN FOR CLARITY

(N) CONC. BM.

4-#4 DOWELS INTOCOLUMN W/ STD HOOKLOCATION TO MATCHTYPICAL BARS IN BM.

#4 DOWELS SIMILAR TOTHOSE SHOWN IN SECTION(4 TOTAL; 2 TOP & 2 BOT.)

SEE COREDETAIL 9/SS502

SECTION

A-A

(E) JOIST

4-CONT #4 BARS

A(E) CONC. SLAB &JOISTS

#4 TIE @ 12" O.C.

_ DEPTH TO MATCH(E) JOIST

#4 DOWELS @ T&BW/ 1/2" THK x3" SQ. PL.PROVIDE DOWELS @12" O.C. & 6" FROM EA.END OF SUPPORT.

16" MAX.

12" MIN.

A

.

?

(E) CONC SLAB &ROOF JOISTS

SEE CORE DETAIL9/SS502

1-#5 BAR

#6 DOWEL EPOXYDOWEL @24"O.C. W/STD. HOOK AT END.MAINTAIN 2" CLR.FROM EXT. CONC.FACE TYP.

4-#8 BARS @TOP & BOT.

CONT. #9COLLECTORBAR

#5 STIRRUP @12"O.C.

COUPLER AS REQ'DTO MAINTAIN CONT.BAR. TYPICAL

STIRRUPS

BOT. OF BEAM BOT. OF BEAMCONT. REINF.

TYPICALSTIRRUPS

(E) CONC. SLAB& ROOF JOISTS

BARS TO PROVIDE dh HOOK, TYP.l

CORE PER9/SS502 AT EACHJOIST BAY

(E) CONC. JOISTAND SLAB

(N) CONC. WALLSEE PLAN, REINF.NOT SHOWN FORCLARITY, TYP.

24″

TYP.

sl

CONC. SPANDRELWIDTH TO MATCHADJ. WALL

#4 TIES @ 6"O.C.

4-#6 BARS @T&B OFSPANDREL



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

DETAILS

#1017200

SS502KLM

1 1/2" = 1'-0"1 COLUMN CC1 & CC2 - SECTION

1 1/2" = 1'-0"3 COLLECTOR SECTION

1 1/2" = 1'-0"4

SUPPORT BEAM PARALLEL TO JOISTS@ SLAB

1 1/2" = 1'-0"9 CORE DETAIL

1 1/2" = 1'-0"7

SUPPORT BEAM PERP TO JOIST@ JOIST

1 1/2" = 1'-0"13 COLUMN-BEAM CONNECTION

3/4" = 1'-0"15

SUPPORT BEAM - PILASTER CONN.DETAIL

1" = 1'-0"6

SUPPORT BEAM PERP. TO JOIST @SLAB

1 1/2" = 1'-0"5

SUPPORT BEAM PARALLEL TO JOIST@ JOIST

1 1/2" = 1'-0"8 SUPPORT BEAM

1/2" = 1'-0"11 (N) SPANDREL DETAIL


1

3

TYP.

EQ

TYP.

EQ

FOUNDATION WALLAND REINF. PER PLAN.END REINF. w/ STD HOOKSINTO PIER, TYP.

12-#8 VERTICAL BARS,BEND BARS INTO SLABDROP AND G.B. @ TOP& BOT. SET DOWELS PRIORTO CONC. POUR.

#5 HORIZ. REINF. @ 6" O.C.

MOMENT FRAME COLUMNPER PLAN

CONC. PIER, PERPLAN

3-3/4"Ø x 0'-6" LONGWELDED NELSON STUDS@ 12" O.C. ALONGEMBEDDED LENGTH OFCOLUMN FLANGES, TYP.

TYP.

2" MIN.

FOUNDATION WALLWHERE OCCURS(SEE PLANS)

#5 SEISMIC HOOKS @ 6"O.C.(4 PER LAYER AS SHOWN)-WELD TO COL. WEB ASSHOWN

5/16TYP.

s (TYP.)l

#5@6"O.C. EACHSIDE OF COL. WELDTO COL. WEB ASSHOWN FOR HOOKS

SLAB DROP,SEE PLAN

FOUNDATION WALL

1"Ø ANCHOR RODx 24" LONG w/ 4"x4"x1/2"THICK PL WASHER AND DBL.NUTS. LOCATE ANCHORS@ 12" O.C. ALONG PLATEw/ 1ST ANCHOR 12" MAX.FROM COL. FLANGE.

6"x1" THK x 6'-6" LONGPLATE w/ CJP WELDTO COLUMN FLANGE,BOTH SIDES OFCOLULMN WHEREOCCURS.

STEEL MOMENTFRAME COLUMNBEYOND

CONC. SLAB ANDREINF. SEE PLAN

CONC. PIER BEYONDdl

12″

FOUNDATIONWALL, TYP.PER PLAN

FOUNDATION WALLWHERE OCCURS

WALL REINF.PER PLAN

8-#8 BARS, BEND BARS@ TOP & BOT. INTO SLABDROPS AND GRADE BEAMRESPECTIVELY

#5 HOOPS @ 4" O.C.ABOVE FOUNDATIONPROVIDE 3 ADD'L.HOOPS @ 4"O.C. INTOFOUNDATION.8-#8

STL. COL.PER PLAN

CONC. WALL PER PLAN(CENTERED ON PIERWHERE SHOWN)

2 ROWS 3/4" DIA. x 30" LONGWELDED NELSON D2L STUDS@12"O.C. PER ROW OVERHEIGHT OF CONC. WALL.

CONC. PIERPER PLAN

4-#5 EPOXY DOWELS THRU(E) JOIST W/ 1/2" THK x 3" SQ.PL. EXTEND DOWELS INTO COLL.W/ STD. HOOK.

DOWEL COLLECTOR BARTHRU (E) JOIST SIM. TO #5BARS ABOVE & BELOW

(E) CONC.WALL

SEE DETAIL 3/SS502FOR ADDITIONAL INFO.

(E) CONC. SLAB & JOISTS

1'-0"

THICKEN SLAB 2'-0" PASTSTRINGER EA. SIDE

STAIR STRINGER, S.A.D.

S.O.G. PER PLAN

ADD'L. (2) #41

1

#4 @ 12" O.C.

BARS TO MATCHSLAB REINF.

ANCHOR BOLT CENTEREDIN 3" LONG SLOT PARALLELTO STRINGER

PROVIDE NEOPRENE PADBELOW ANGLE.

ANGLE WELDEDTO STRINGER

TY

P.

d

#5 DOWEL INTOCONC. SUPPORTBM W/ STD. HOOK

3- FULL HT.#5 BARS

14″

1″ADD'L FULLHT. #5 BAR

#4 TIES @6" O.C. FULLHT. OFPILASTERTYP. WALL

REINF.

10" THK.CONC.WALL

6″

#5 EPOXY DOWELS,2 @ EA. SIDE OF BM.W/ STD. HOOK & 6" MIN.EMBED.

CONC. SUPPORTBM, SEE 7/SS502

SECTION

A-A

TYP. WALLREINF.

l

AA

3″



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

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one

foot

one

inch

= o

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ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

DETAILS

#1017200

SS503KLM

3/4" = 1'-0"1 COLUMN PIER DETAIL (P1)

1" = 1'-0"2 COLUMN SLAB COLLECTOR

1" = 1'-0"6 COLUMN PIER DETAIL (P2)

1 1/2" = 1'-0"3 COLLECTOR END CONNECTION

3/4" = 1'-0"4 STAIR STRINGER FOOTING

1" = 1'-0"7

BM. SUPPORT TO WALL W/ PILASTERDETAIL


3

'k'

'e'

PROTECTED ZONE

1 1/

2" M

AX.

TYP.

'X'

'e'

'C'

'k'+1.5"

'C'

5/16BAR TOCOL., TYP.

5/16

NOTCH TOUGH

BACK-UP

REMOVE BACK-UPBAR & BACK GOUGETYP.

AFTER ROOT ISCLEANED & INSPECTED,TYP.

5/16

BACK-UP BAR TOCOL., TYP.ALL STIFFENERS

BACK-UP BAR TOREMAIN, TYP.ALL STIFFENERS

BACK-UP BARTO REMAIN, TYP.

5/8 t (5/16" MIN.)TYP.

C.P. BM. WEB TOCOL. FLGE, TYP.FINAL WELD METAL

B

'R''R

'

= 't ' OF LARGESTPL. THICKNESS

BM FLG., TYP.f

WF BM, TYP.

SLOPING PL.ACCEPTABLE IF'X' < 3"

'C'

RBS DIMENSION SCHEDULE

SEE PLAN. PROVIDE FULLBRACE BEAM CONN., TYP.

DEPTH STIFF. PL. BOTH

BEAM 'e' 'R'

RADUIS PL.

GRIND END OFCUT TO PROVIDESMOOTH TRANSITION

A

WF COLUMN

ELEVATION A-A

PLAN B-B

A

B

5/8 t (5/16" MIN.)

12" MAX.2" MIN.

NOTES:1. NO SHEAR STUDS, WELD OR OTHER ATTACHMENT W/ IN THE PROTECTED ZONE

WEB & FLANGES. EXCEPTION: PUDDLE WELDS FOR METAL DECK ARE ACCEPTABLE2. UNLESS NOTED OTHERWISE ALL DETAILING AND WELDING FOR RBS CONNECTIONS

IS TO FOLLOW CHAPTER 3 AND 5 OF AISC 358.3. PAINT THE PROTECTED ZONE OF THE BEAM YELLOW & ADD SIGNAGE AS SHOWN.4. ALL WELDS SHOWN ARE TO USE WELD METAL CONFORMING TO "DC" OR "CVN"

DESIGNATION AS SPECIFIED.5. SEE TABLE FOR RBS DIMENSIONS.6. PROVIDE ACCESS HOLES PER SECTIONS J1.6 AND M2.2 OF 2005 AISC SPECIFICATION.7. NOTED ON PLAN8. @ ROOF LEVEL SEE 15/SS030 FOR CAP PLATE INSTALLATION.

2.50"MF1 18" 30"

DOUBLER PLTHICKNESS 'P',SEE DETAIL 15/-FOR ADD'L INFO.

'P'

3/4"

f

f

PROTECTED ZONEPROTECTED ZONESIDES OF BEAM

APPLY SIGNAGE TOBOTH SIDES OF BEAMWEB & AT TOP/BOTTOMFLANGE.

. . DIMENSIONS TO BE DETERMINEDBY CONTR. AND SPECIFIED IN SHOPDRAWINGS.

ANCHOR RODS ANDPLATE PER BASE PLATEDETAIL 3/-

1 #4 SEISMIC TIE @ 6" O.C.FULL HT OF GRADE BEAMALT. HOOKS END-FOR-END.

MIN. 1 1/2" MAX. 2" THK.NON-SHRINK GROUT

2" C

LEA

R

4-EQ. SPACED#9 x 5'-4" LONGw/ STD. HOOKBOTH ENDS

DOUBLE NUT@ END OF BASEPLATE ROD

1 1/2" THICKEMBEDDED PL.

BOTTOM OFGRADE BEAM

BOTTOM LAYEROF GRADE BEAMREINF.PL 5/8" x 4"

STIFFENERS

1 1/2"

#4 CLOSEDTIES @ 3" O.C.

SHEAR KEY,TYP.

TOP OFGRADE BEAM

SECTION A-A

28″

20″

3/8

A A

WIDE FLANGECOLUMN

STIFFENERS

ANCHOR RODS

NOTE: SEE 3/- FOR ADDITIONAL INFORMATION

3

SS511

3-2" DIA. GROUT HOLES

3-2" DIA. GROUT HOLES

12″ 10" 10" 12″

6" 10" 12″ 10" 6"

4"6"

6"4"

4-1 3/4"x 8" x 20" LONGSHEAR KEYS AT U/SOF BASE PLATE(ASTM A572 GR 50)

6-1 1/2"Ø A354 GRD BDTHREADED RODS IN STD.OVERSIZE BASE PL HOLE

2" THK.BASE PL.

2"Ø GROUT HOLEW/ WELD OR WELDEDCOVER PL AFTERGROUTING

PL 3/4"x3"x0'-3"WASHER W/ STD.HOLE

5/16TYP.

CJP(TYP.)

SHEARKEYS

CJP

5/16

COLUMNPER PLAN

SINGLE SIDE

PL TO COL. WEBPP @ CONTINUITY

'P'

'P'-1/16

STIFFENER PLATESEE 14/SS511

CVN

WEB DOUBLER PL.SEE COL. SCHED.

CVN, C.P.TYP. E.S.

MOMENTFRAMECOLUMN

TYP. T&B

EQ

EQ

EQ

EQ

Wx MOMENTFRAME PER PLAN

BOTTOM FLANGEOF PERP. BM.

BEAM ONOPPOSITESIDE, WHEREOCCURS

STIFF. PL. PERTYPICALDETAILS, 9/SS030

DOUBLER PLATEPER MF DETAILS.

3"

3"

3/4" THK.WEDGE

'F'

'F'PER TYP.DETAILS

TYP.

1/4"

1/4"STIFF.PL TODBLR.

PL.

1/4"

1/4"

A-A

A A



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

DETAILS

#1017200

SS511KLM

1" = 1'-0"14

RBS BEAM TO COLUMN MOMENTCONNECTION

1 1/2" = 1'-0"8

EMBEDDED ANCHORAGE AT FRAMECOLUMN

1 1/2" = 1'-0"3 BASE PLATE DETAIL

3/4" = 1'-0"15 WEB DOUBLER PLATE DETAIL

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

BOTTOM FLANGE STIFENER OF PERP.GRAVITY BMS.


1

1

3

EQ.

EQ.

BM PER PLAN

1/2" PL.

TURNBUCKLE AS REQD.

BRACE PER PLAN

#3 CLEVIS

CL

1/4" STIFF PL. CENTEREDABOVE GUSSET PL., BOTHSIDES

T.O. SLAB

T.O. SLAB,WHERE OCCURS

1/4 6" MIN.

1/4

1/4

1/43 SIDES

ROD WHEREOCCURS

4" MAX.

2" M

IN.

DECK ORIENT. VARIES

CJP,4 SIDES

CJP

CJP, T&B, TYP.

5/8" STLPL, 50 ksi

Wx BEAM,PER PLAN

STL. PL OPP. TOP & BOTT. BM. FLANGES

~

HSS 8x8x1/4COL. STUB

HSS COLUMN,PER PLAN

FOR ROOFING, S.A.D.

A A

ELEVATION

SECTION A-A

NOTE:1. SLOPE CONNECTION AND CONTINUITY PLATE AS NECESSARY TO MATCH SLOPE OF STEEL BEAMS S.A.D. FOR SLOPE.

SEE NOTE 1

SLOPE, S.A.D.

SEE NOTE 1

1/4" STIFF. PL. EA SIDECENTERED AT EDGE OFPL.

4" M

IN.

BEAM PER PLAN

ROD PER PLAN

1/4PL TO COL. WF

1/4

1/4 PL. TO WFBM & COL.

1/4

1/43 SIDESAT WF

BM

4" MIN.

COLUMN PERPLAN

1/43 SIDES

1/2" THK PL.

3/8" THK FULL DEPTHSTIFFENER PL.

NOTE:1. SIM. WHERE COLUMN IS CONTINUOUS

TYP.1″

3"EQ. EQ.

TY

P.

EQ

.

TY

P.

EQ

.

4-7/8" ØBOLTS

PENTHOUSECOLUMN PERPLAN

t THK PLf

tf

BM PER PLAN

T.O.S.@ ROOF

GRAVITY COLUMNPER PLAN

ELEVATION

5/16

5/16TYP.A A

A-A

3"

TYPICAL FULL DEPTHSHEAR TAB

1/4 2"

TYP. @ T&B &BOTHS SIDESOF SHEAR TAB

OUTRIGGER SUPPORTPER PLAN

FULL PEN. WELD, T&BTO CONTINUITY PL.

3/8" THKCONTINUITY PL.BOTH SIDESOF TAB

TYPICAL FULLDEPTH SHEARTAB.

TYPICAL MOMENTFRAME BEAM(DO NOT DAMAGE WEB)

6" M

AX

.3"

MIN

.

TYPICAL FULL DEPTH SHEARTAB, BOTH SIDES OF OUTRIGGER@ COLUMN REMOVE SHEARTABS AND SPAN CONTINUITYPLATE TO COLUMN FLANGES

1/4

1/4TYP.

ELEVATION

A A

A-A

CONNECTSTEEL PIPESBETWEENOUTRIGGERMEMBERS, S.A.D.

S.A.D.

2ND FLOOR

S.A

.D.

W-BEAM PER PLAN MOM. CONN.TO BEAM PER 13/SS030, MOM. CONN.TO COL. (WHERE OCCURS)PER 12/SS030

3 1/2"

B-B

A-A

ELEVATION

HSS BM STOPSWHILE Cx's EXTEND

C6x13 @ EA. SIDE OFHSS POST, TAPER @END PER ARCH.

HSS BEAM

HSS 6x4x1/4

C6x

3/4" THK FULLDEPTH SHEARTAB

3" MAX.2" MIN.

1/4" THK. PL.

HSS LONG. BEAMTYP.

5"

WT5x8.5, TAPER@ END PER ARCH.

1/4 2"

BOTH SIDESOF PL.

1/2 3"T&B TYP.

3/16

1/4 6"TYP.

Wx BEAM PER PLAN(COL. WHERE OCCURS)

HSS POST PER PLAN

2-1/2"Ø BOLTSTHRU POST ANDC6x ON OPPOSITESIDE.

HSS BEAMPER PLAN

SLOT HSS BEAM

WT6x2.55/16

BOTHSIDES

OF HSS

5/16 4"

T&B OFC6x

(TYP.)

5/16 3"

T&B BOTHSIDES OF FIN.

1/4

1/4 6"TYP.

1/4

@ T&B,BOTHSIDES

OF TAB,TYP.

A

A

B

B

@ INTERIORSUPPORTS

STIFFENER PLATE

6"

8"x1/2" THK. CONN. PL.

BASE PER 1/SS030(SIM.) CONN. TOPOST W/ CJP WELD

3/4"

S.A.D. S.A.D.

METAL WALLPANELS, S.A.D.

HSS6x4x3/8, TYP.

HSS6x4x3/8

S.A

.D.

S.A

.D.

ROUND HSS5x3/8"

METAL STUDFRAMING, S.A.D.

3/8

BOTHSIDES

OFHORIZ.

HSS,TYP.

3/8

3/8

BOTHSIDES

OFHORIZ.

HSS,TYP.

3/8TYP.

3/8TYP.



Veteran Affairs

Project Title

Location

Date Checked Drawn






Management

Building No.


one

eigh

th in

ch =

one

foot

one

quar

ter

inch

= o

ne fo

otth

ree

eigh

ths

inch

= o

ne fo

oton

e ha

lf in

ch =

one

foot

thre

e qu

arte

rs in

ch =

one

foot

one

inch

= o

ne fo

oton

e an

d on

e ha

lf in

ch =

one

foot

thre

e in

ches

= o

ne fo

ot0

48

160

48

04

04

06"

20

26"

06"

16"

Consultants

Revisions Date

654-317



310 473 3555310 473 3555

Telephone



1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

987654321

310 473 3555310 473 3555

Telephone


ID D

OC

UM

EN

TS


#B0584015.00

PROFES

SIO

NAL


NEVADANo. 215 8

STRUCTURALCIVIL /

GROGANWILLIAM


As indicated


06/01/2012

DETAILS

#1017200

SS512KLM

N.T.S.2 ROD BRACE DETAIL @ BEAM

1" = 1'-0"3

VESTIBULE BEAM TO COLUMNCONNECTION

N.T.S.1 ROD BRACE DETAIL @ BM COL. CONN.

1" = 1'-0"4

GRAVITY COL. TOPENTHOUSE COL. CONNECTION

3/4" = 1'-0"7 SUNSHADE OUTRIGGER DETAIL

1" = 1'-0"8 ROOF EYEBROW DETAIL

3/4" = 1'-0"6 FIN DETAIL


1

1

3

21 5 8 ss001

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