RRMM - McKenzie Construction Corporation D. Tyler...ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES...

GENERAL NOTES:

1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL,CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS, AND THE SPECIFICATIONS. THECONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES,HANGERS, INSERTS, ANCHORS, HOLES, AND ADDITIONAL ITEMS TO BE PLACED OR SET IN THESTRUCTURAL WORK.

2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF THE VIRGINIACONSTRUCTION CODE, 2009 EDITION.

3. THE WORK OUTLINED IN SPECIFICATION SECTION 014100 IS SUBJECT TO SPECIAL INSPECTIONSAS DESCRIBED IN THE TECHNICAL SPECIFICATIONS.

4. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING REQUIRED TO ERECTAND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERALBRACING ARE IN PLACE.

5. BEFORE PROCEEDING WITH WORK WITHIN THE EXISTING STRUCTURE THE CONTRACTOR SHALLBECOME FAMILIAR WITH THE EXISTING STRUCTURAL CONDITIONS. THE SHORING AND BRACINGSHOWN IS A PARTIAL AND SCHEMATIC REPRESENTATION OF THAT REQUIRED. THECONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ERECTION OF ALL SAFEGUARDSNECESSARY TO PROTECT EXISTING STRUCTURE.

6. THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, AND OTHERREQUIREMENTS NECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEWPORTIONS OF THE NEW STRUCTURE TO THE EXISTING. THE CONTRACTOR SHALL MAKE ALLMEASUREMENTS NECESSARY FOR FABRICATION AND ERECTION OF STRUCTURAL MEMBERS.DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT.

7. PORTIONS OF THE STRUCTURE NOT ALTERED AND NOT AFFECTED BY THE ALTERATION HAVENOT BEEN DESIGNED TO COMPLY WITH THE CODE REQUIREMENTS OF THE NEW STRUCTURE.

8. DESIGN CRITERIA:

FOUNDATION NOTES:

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONSIN THE GEOTECHNICAL ENGINEERING SERVICES REPORT PREPARED BY ENGINEERINGAND TESTING SERVICES, INC, DATED OCTOBER 14, 2011.

2. FOUNDATIONS HAVE BEEN DESIGNED FOR A NET ALLOWABLE SOIL BEARING PRESSUREOF 2500 PSF.

3. PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS SHALL BEINSPECTED BY THE SPECIAL INSPECTOR TO EXPLORE THE EXTENT OF LOOSE, SOFT,EXPANSIVE, OR OTHERWISE UNSATISFACTORY SOIL MATERIAL AND TO VERIFY DESIGNBEARING PRESSURE. DIRECTION FOR CORRECTIVE ACTION WILL BE PROVIDED WHEREREQUIRED.

4. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST MASONRY OR CONCRETEWALLS UNLESS WALLS ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BYTEMPORARY CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.

5. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONTROL OF GROUNDWATERAND SURFACE RUNOFF THROUGHOUT THE CONSTRUCTION PROCESS. INUNDATION ANDLONG TERM EXPOSURE OF BEARING SURFACES WHICH RESULT IN DETERIORATION OFBEARING SHALL BE PREVENTED.

6. FOUNDATIONS SUPPORTING PRECAST WALL PANELS SHALL NOT BE PLACED UNTILFOUNDATION DESIGN HAS BEEN VERIFIED AGAINST FINAL REACTIONS FROM PRECASTMANUFACTURER. REFER TO "PRECAST CONCRETE PANEL NOTES" ON SHEET S405.CONTRACTOR SHALL PROVIDE UNIT COSTS FOR POSSIBLE FOUNDATION REDESIGN.

7. ALL EXCAVATION WORK AT PUMP STATION SHALL BE DONE IN STRICT COMPLIANCEWITH SAFETY REQUIREMENTS OF OSHA 29 CFR 1926 - SUBPART P. THE CONTRACTORIS SOLELY RESPONSIBLE FOR DESIGNING AND CONSTRUCTING STABLE, TEMPORARYEXCAVATIONS AND SHALL SHORE, SLOPE OR BENCH THE SIDES OF THE EXCAVATIONSAS REQUIRED TO MAINTAIN STABILITY OF BOTH THE EXCAVATION SIDES AND BOTTOM.THE CONTRACTOR'S RESPONSIBLE PERSON, AS DEFINED IN 29 CFR PART 1926, SHALLEVALUATE THE SOIL EXPOSED IN THE EXCAVATIONS AS PART OF THE CONTRACTORSSAFETY PROCEDURES. IN NO CASE SHALL SLOPE HEIGHT , SLOPE INCLINATION OREXCAVATION DEPTH, INCLUDING UTILITY TRENCH EXCAVATION DEPTH, EXCEED THOSESPECIFIED IN LOCAL, STATE AND FEDERAL SAFETY REGULATIONS.

8. PRIOR TO PLACING FOUNDATION CONCRETE AT PUMP STATION, ALL FOUNDATIONEXCAVATIONS SHALL BE INSPECTED BY THE OWNER'S TESTING AGENCY TO EXPLORETHE EXTENT OF LOOSE, SOFT OR OTHERWISE UNSATISFACTORY SOIL MATERIAL ANDTO VERIFY DESIGN BEARING PRESSURE. THE OWNER'S TESTING AGENCY SHALLREPORT FINDINGS TO THE STRUCTURAL ENGINEER OF RECORD AND DIRECTION FORCORRECTIVE ACTION WILL BE PROVIDED WHERE REQUIRED.

9. NO BACKFILL SHALL BE PLACED AGAINST CONCRETE WALLS UNTIL WALLS HAVEATTAINED AT LEAST 85% OF DESIGN STRENGTH AS DETERMINED BY FIELD CUREDCYLINDERS. BACKFILL SHALL BE PLACED IN UNIFORM LIFTS AND COMPACTED SUCHTHAT NO UNBALANCED LOADS OCCUR.

CAST-IN-PLACE CONCRETE NOTES:

1. CONCRETE SHALL BE IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE (ACI) 301, AND 318.

2. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL OBTAIN 28 DAY COMPRESSIVE STRENGTHS ASFOLLOWS:

A. SLAB-ON-GRADE .........................................................................3,500 PSIB. SUPPORTED FLOOR SLABS ......................................................4,000 PSIC. CONCRETE NOT OTHERWISE NOTED......................................3,000 PSI

3. CONCRETE AT PUMP STATION SHALL BE NORMAL WEIGHT AND SHALL OBTAIN A 28 DAYCOMPRESSIVE STRENGTH OF 5,000 PSI WITH A MAXIMUM WATER/CEMENT RATIO OF 0.45.

4. REINFORCING MATERIALS SHALL BE AS FOLLOWS:

A. REINFORCING BARS - ASTM A 615, GRADE 60, DEFORMED.B. WELDED REINFORCING BARS - ASTM A 706, GRADE 60.C. WELDED WIRE REINFORCEMENT - ASTM A 185, WELDED STEEL WIRE REINFORCEMENT;

PROVIDE SHEET TYPE, ROLL TYPE IS NOT ACCEPTABLE.

5. ALL REINFORCING STEEL AND EMBEDDED ITEMS SUCH AS ANCHOR RODS AND WELD PLATESSHALL BE ACCURATELY PLACED AND ADEQUATELY TIED AND SUPPORTED BEFORE CONCRETE ISPLACED TO PREVENT DISPLACEMENT BEYOND PERMITTED TOLERANCES.

6. CONCRETE COVER TO REINFORCING STEEL SHALL CONFORM TO THE MINIMUM COVERRECOMMENDATIONS IN ACI 318-05, UNLESS THE DRAWINGS SHOW GREATER COVERREQUIREMENTS.

7. LAP CONTINUOUS REINFORCING STEEL AS FOLLOWS, UNLESS OTHERWISE NOTED:

#6 BARS AND SMALLER...............................................50 BAR DIAMETERS#7 BARS AND LARGER.................................................62 BAR DIAMETERS

PRECAST ARCHITECTURAL AND STRUCTURAL (PUMP STATION) CONCRETE NOTES:

1. PRECAST CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE (ACI)"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318-08. FOR THE PUMPSTATION PRECAST CONCRETE SHALL BE IN ACCORDANCE WITH "CODE REQUIREMENTS FORENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES AND COMMENTARY" ACI 350-06 AND ACI350, 4R-04.

2. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY THE PROFESSIONAL ENGINEER REGISTERED INTHE STATE OF VIRGINIA RESPONSIBLE FOR THE DESIGN OF PRECAST CONCRETE, INCLUDINGDESIGN LOADINGS AND REACTIONS APPLIED TO THE SUPPORTING STRUCTURE. INCLUDE ASUMMARY OF THE CONTROLLING LOAD CASES FOR EACH LOCATION.

3. IN ADDITION TO THEIR OWN DEAD WEIGHT AND THE DEAD LOADS SHOWN OR INDICATED IN THEDRAWINGS, PRECAST MEMBERS SHALL BE DESIGNED TO SUPPORT THE LOADS INDICATED IN THEGENERAL NOTES, IN THE SPECIFICATIONS, AND ON SHEET S405.

4. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL OBTAIN A MINIMUM 28 DAY COMPRESSIVESTRENGTH OF 5,000 PSI.

5. REINFORCING MATERIALS SHALL BE AS FOLLOWS:

A. REINFORCING BARS: ASTM A 615, GRADE 60, DEFORMED.B. PRESTRESSING TENDONS SHALL COMPLY WITH ASTM A 416 GRADE 250 OR 270,

UNCOATED, 7-WIRE STRESS-RELIEVED STRAND.

6. CONNECTION DETAILS SHOWN ARE SCHEMATIC ONLY. ALL CONNECTIONS, INCLUDINGCONNECTIONS AT BASE OF WET WELLS AND VALVE VAULTS, SHALL BE DEVELOPED BY THEPRECAST MANUFACTURER TO SUIT THE SPECIFIED LOADS. CONNECTIONS SHALL ACCOUNT FORTHERMAL MOVEMENT AND CREEP OF PRECAST MEMBERS. DETAIL ALL CONNECTIONS ON SHOPDRAWINGS.

CLASSIFICATION OF BUILDING:CATEGORY

LIVE LOADS:SLAB ON GRADEROOFCLASSROOMSOFFICESPARTITION ALLOWANCESTORAGEMECHANICAL SPACELIBRARYCORRIDORS (SECOND FLOOR)STAIRWAYSPUMPHOUSE SLAB-ON-GRADE/FLOOR GRATINGPUMPHOUSE ROOF

SNOW LOADS:GROUND SNOW LOADFLAT-ROOF LOADRAIN-ON-SNOW SURCHARGE LOAD (AT FLAT ROOF)IMPORTANCE FACTORTHERMAL FACTOREXPOSURE FACTOR

WIND LOADS:BASIC SPEEDEXPOSURE CATEGORYIMPORTANCE FACTOR (Iw)INTERNAL PRESSURE COEFFICIENTSCOMPONENT AND CLADDING PRESSURES:

WALLS, ZONE 5 (10 SF)ROOF, ZONE 3 (10 SF)

SsSmsSds

S1Sm1Sd1

0.133%g0.213%g0.142%g

0.052%g0.125%g0.083%g

100mph (ASCE-7-05 EDITION)C

1.15±0.18

42 PSF-48 PSF

10 PSF11 PSF5 PSF

1.11.00.9

100 PSF20 PSF40 PSF50 PSF15 PSF

100 PSF150 PSF150 PSF

80 PSF100 PSF100 PSF

16 PSF

Ill

LIVE LOAD REDUCTION OF THE UNIFORMLY DISTRIBUTED FLOORLIVE LOADS HAS BEEN UTILIZED.

LIVE LOADS - CONCENTRATED:FLOORSROOFSGRATINGS

1000#300#300#

UNLESS OTHERWISE NOTED, CONCENTRATED LOADS ARE APPLIEDUNIFORMLY OVER 2'-6" x 2'-6" AREA.

SEISMIC LOADS:SEISMIC DESIGN CATEGORYIMPORTANCE FACTOR (Ie)SPECTRAL RESPONSE ACCELERATIONS:

SITE CLASSIFICATIONANALYSIS PROCEDURE:

BASIC STRUCTURAL SYSTEMTYPICAL:

AT PUMP STATION:

RESPONSE MODIFICATION COEFFICIENT (R)SEISMIC RESPONSE COEFFICIENT (Cs)

B1.25

DEQUIVALENT LATERAL FORCE

PROCEDURE

ORDINARY PRECASTSHEARWALLS, INTERMEDIATE

REINFORCED MASONRYSHEARWALLS AND ORDINARY

STEEL MOMENT FRAMESINTERMEDIATE REINFORCED

MASONRY SHEARWALLS3

0.0591

LATERAL DESIGN CONTROLLING LOADS:

214 KA

BUILDING AREA SEISMICBASE SHEAR

BCD

110 K

132 K41 K

135 K94 K

118 K25 K

146 K114 K

170 K60 K

EAST / WESTWIND BASE SHEAR

NORTH / SOUTH

CONCRETE MASONRY NOTES:

1. CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE AMERICANCONCRETE INSTITUTE (ACI) 530.1, "SPECIFICATION FOR MASONRY STRUCTURES", 2005 EDITION.

2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C 90 AND SHALL BE MADE WITHLIGHTWEIGHT AGGREGATE. MINIMUM NET AREA COMPRESSIVE STRENGTH OF MASONRY UNITSSHALL BE 1,900 PSI AT 28 DAYS.

3. COMPRESSIVE STRENGTH OF MASONRY SHALL BE DETERMINED BY THE UNIT STRENGTH METHODAS SET FORTH IN ACI 530.1. THE NET AREA COMPRESSIVE STRENGTH OF MASONRY, F'm, SHALL BE1,500 PSI AT 28 DAYS.

4. MORTAR SHALL BE TYPE M OR S AND SHALL COMPLY WITH TABLE 2103.8 (1) OF THE BUILDING CODE.AGGREGATE FOR MORTAR SHALL COMPLY WITH ASTM C 144. AGGREGATE FAILING TO COMPLY WITHASTM C 144 GRADATION REQUIREMENTS MAY BE USED PROVIDED THE MORTAR CAN BE PREPAREDTO COMPLY WITH THE PROPERTIES SHOWN IN TABLE 2103.8 (2) OF THE BUILDING CODE. .

5. GROUT SHALL COMPLY WITH ASTM C 476, AND SHALL BE PROPORTIONED TO OBTAIN A 28 DAYCOMPRESSIVE STRENGTH OF 2,000 PSI.

6. REINFORCING STEEL SHALL COMPLY WITH ASTM A 615, GRADE 60. SHOP FABRICATE REINFORCINGBARS WHICH ARE SHOWN TO BE BENT OR HOOKED.

7. ALL BOND BEAMS, REINFORCED CELLS AND CELLS WITH EXPANSION BOLTS, EMBED PLATES OROTHER ANCHORS AND ALL CELLS BELOW GRADE SHALL BE GROUTED SOLID. GROUT PROCEDURESHALL COMPLY WITH ACI 530.1.

8. PROVIDE REINFORCING BARS OF THE GIVEN SIZE AND SPACING SHOWN. LAP CONTINUOUSREINFORCING STEEL 72 BAR DIAMETERS UNLESS OTHERWISE NOTED. MECHANICAL SPLICES MAY BEPROVIDED FOR ALL BARS AT CONTRACTOR'S OPTION.

9. PROVIDE ONE VERTICAL BAR EACH SIDE OF ALL OPENINGS AND CONTROL JOINTS, AND ATCORNERS AND INTERSECTIONS OF ALL MASONRY WALLS, BOTH BEARING AND NON-BEARING WALLS.SHOW CONTROL JOINT LOCATIONS ON THE REINFORCING STEEL SHOP DRAWINGS.

10. ALL NON-BEARING MASONRY WALLS SHALL BE REINFORCED WITH #4 VERTICAL BARS AT 40 INCHESON CENTER, TYPICAL UNLESS OTHERWISE NOTED. 6" WIDE NON-BEARING MASONRY WALLS SHALLBE REINFORCED WITH #4 VERTICAL BARS AT 32" ON-CENTER. ALL NON-BEARING MASONRY WALLSSHALL BE BRACED PER "TYPICAL NON-BEARING MASONRY PARTITION DETAILS".

11. PROVIDE REINFORCING STEEL DOWELS OF THE SAME SIZE AND SPACING AS VERTICALREINFORCING FROM THE SUPPORTING STRUCTURE. DOWELS SHALL HAVE STANDARD ACI HOOKS.LAP LENGTH FOR DOWELS FROM FOUNDATION NOT OTHERWISE NOTED MAY BE 48 X BARDIAMETER. DOWELS LOCATED BELOW WINDOWS AND AT FIRE PORTALS SHALL HAVE 72x BARDIAMETER LAP.

12. PROVIDE STANDARD 9 GAGE LADDER TYPE HORIZONTAL JOINT REINFORCING IN CMU WALLS AT 16INCHES ON CENTER AND IN TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS,EXTENDING A MINIMUM OF 2 FEET BEYOND THE JAMB ON EACH SIDE OF THE OPENING, EXCEPT ATCONTROL JOINTS.

13. PROVIDE HORIZONTAL BOND BEAMS WITH CONTINUOUS REINFORCING AS SHOWN IN THESECTIONS AND DETAILS. DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTSEXCEPT FOR THE BOND BEAMS AT BEARING ELEVATIONS.

14. DO NOT LOCATE CONTROL JOINTS WITHIN TWO FEET OF STEEL BEAM BEARING LOCATIONS.

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

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CONCRETE MASONRY NOTES:CAST-IN-PLACE CONCRETE NOTES:FOUNDATION NOTES:GENERAL NOTES:

PRECAST ARCHITECTURAL AND STRUCTURAL CONCRETE NOTES:

PLAN LEGEND:

XXX#

XXX#

GRID

TOP OF STEEL ELEVATION MEASUREDFROM REFERENCED FINISHED FIRSTFLOOR ELEVATION = 0'-0"

BOTTOM OF DECK ELEVATION MEASUREDFROM REFERENCED FINISHED FIRSTFLOOR ELEVATION = 0'-0"

= MECHANICAL UNIT SUPPORTED ABOVEFRAMING (WEIGHT IN POUNDS) -COORDINATE W/ MECH DWGS

= MECHANICAL UNIT SUPPORTED BELOWFRAMING (WEIGHT IN POUNDS) -COORDINATE W/ MECH DWGS

= FLOOR / ROOF OPENING

= TOP OF FOOTING ELEVATION MEASUREDFROM REFERENCED FINISHED FIRSTFLOOR ELEVATION = 0'-0"

(-X'-X")

=

= TOP OF SLAB ELEVATION MEASUREDFROM REFERENCED FINISHED FIRSTFLOOR ELEVATION = 0'-0"

= CHANGE IN ELEVATION -REF ARCH DWGS FOR DIMENSIONS

SL = DIRECTION OF SLOPE

KCJ, CJ, OR SJ LINE ON PLAN=

WARP LINE OF ROOF DECK=SFSF

PIPE

PIPE CROSSING FOOTING=

COLUMN GRID MARK=

SHEARWALL=

XSX SECTION/DETAIL MARK=

SECTION/DETAIL NUMBER/LETTER

SHEET NUMBER WHERE SECTION/DETAIL MARK IS DRAWN

MOMENT CONNECTION=

JOIST BOTTOM CHORD EXTENSION=

BEAM BOTTOM FLANGE BRACE=

BEAM SPLICE=

KNUCKLED BEAM - REF TYP DETAIL ON SHEET S505=

HORIZONTAL BRIDGING=

CROSS BRIDGING=

TRUSS MARK=T-X

BEARING PLATE MARK=BPX

CONCRETE / STEEL LINTEL MARK=L-X

WALL FOOTING MARK=WFX.X

COLUMN FOOTING MARK=CFX.X

FIELD VERIFY=±

SPAN DIRECTION=

TOS = X'-X" =

BOD = X'-X"

(-X'-X")

ABBREVIATION DEFINITIONAFF ABOVE FINISHED FLOORARCH ARCHITECTBEJ BUILDING EXPANSION JOINTBF BRACED FRAMEBLDG BUILDINGBOD BOTTOM OF DECKBOT BOTTOMBRG BEARINGC TO C CENTER TO CENTERCG CORNER GIRDERCJ CONTROL JOINTCL CENTER LINECLR CLEARCMU CONCRETE MASONRY UNITCONC CONCRETECONT CONTINUOUSDBL DOUBLEDCJ DOWELED CONSTRUCTION JOINTDJ DOUBLE JOISTDWGS DRAWINGSEA EACHEF EACH FACEEJ EXPANSION JOINTEL ELEVATIONELEV ELEVATOREOD EDGE OF DECKEOS EDGE OF SLABEQ EQUALEW EACH WAYEXIST EXISTINGEXT EXTERIORFD FLOOR DRAINFND FOUNDATIONFO FACE OFFF EL FINISH FLOOR ELEVATIONFIN FINISHFIN FLR FINISHED FLOORFOB FACE OF BUILDINGFOC FACE OF CONCRETEFOM FACE OF MASONRYFOS FACE OF SLABFRMG FRAMINGFS FLOOR SINKFTG FOOTINGGALV GALVANIZEDGR BM GRADE BEAMH HIGHHDG HOT DIP GALVANIZEDHG HIP GIRDERHORIZ HORIZONTALHSS HOLLOW STRUCTURAL SHAPES

ABBREVIATION DEFINITIONHT HEIGHTHVY HEAVYINT INTERIORJBE JOIST BEARING ELEVATIONJT JOISTKB KNUCKLED BEAMKCJ KEYED CONSTRUCTION JOINTL LOWLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLSH LONG SIDE HORIZONTALLSV LONG SIDE VERTICALLWC LIGHT WEIGHT CONCRETEMAS MASONRYMAT'L MATERIALMAX MAXIMUMMD METAL DECKMECH MECHANICALMANUF MANUFACTURERMID MIDDLEMIN MINIMUMMOD MODIFYMOS MIDDEPTH OF SLABNOM NOMINALNTS NOT TO SCALEOC ON CENTEROPH OPPOSITE HANDOPNG OPENINGPAF POWDER ACTUATED FASTENERPL PLATER RADIUSRAD REFER TO ARCHITECTURALDWGSREF REFERENCEREINF REINFORCED, REINFORCINGREQD REQUIREDSB STEPPED STRAP BEAMSDS SELF-DRILLING SCREWSF STEP FOOTINGSIM SIMILARSJ SAWED JOINTSL SLOPET&B TOP AND BOTTOMTHK THICKNESSTOF TOP OF FOOTINGTOM TOP OF MASONRYTOS TOP OF STEELTS THICKENED SLABTYP TYPICALVERT VERTICALWWR WELDED WIRE REINFORCING

STRUCTURAL ABBREVIATIONS:

W16x26 (XX)

XXK

REACTION (30 KIPS EA END, UON)

NUMBER OF HEADED STUDS

BEAM SIZE

COMPOSITE BEAM NOTATION=

STEEL DECK NOTES:

1. STEEL DECK SHALL BE IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE(AISI), "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURALMEMBERS" AND THE STEEL DECK INSTITUTE (SDI), "DESIGN MANUAL FOR COMPOSITEDECKS, FORM DECKS, AND ROOF DECKS."

2. STEEL DECK INSTALLATION SHALL COMPLY WITH THE FOLLOWING:

A. ROOF DECK: TYPICAL, UNLESS OTHERWISE NOTED 1 1/2" X 22 GAGE TYPE BGALVANIZED NON-CELLULAR. UNLESS OTHERWISE NOTED, ATTACH DECK TOSUPPORTS WITH 5/8 INCH DIAMETER PUDDLE WELDS IN ALL RIBS WHERESIDELAPS OCCUR AND AT 12 INCHES ON CENTER ALONG SUPPORTS WITH A36/5 PATTERN. FASTEN SIDE LAPS WITH 3-#10 SELF-TAPPING HEX HEAD SCREWSBETWEEN SUPPORTS. FASTEN EDGEMOST DECK PANEL TO STEEL FRAMING WITH5/8 INCH DIAMETER PUDDLE WELDS AT SAME SPACING AS SIDELAP FASTENERS.

B. ROOF DECK AT GYMNASIUM AND AUDITORIUM: 3"x20 GAGE, TYPE N, GALVANIZED,PAINTED, NON-CELLULAR. UNLESS OTHERWISE NOTED, ATTACH DECK TO SUPPORTSWITH 5/8 INCH DIAMETER PUDDLE WELDS IN ALL RIBS WHERE SIDELAPS OCCUR ANDAT 12 INCHES ON CENTER ALONG SUPPORTS WITH A 24/4 PATTERN. FASTEN SIDELAPS WITH 7-#10 SELF-TAPPING HEX HEAD SCREWS BETWEEN SUPPORTS. FASTENEDGEMOST DECK PANEL TO STEEL FRAMING WITH 5/8 INCH DIAMETER PUDDLEWELDS AT SAME SPACING AS SIDELAP FASTENERS.

C. COMPOSITE DECK: 2" X 20 GAGE GALVANIZED. UNLESS OTHERWISE NOTED, ATTACHDECK TO SUPPORTS WITH 5/8 INCH DIAMETER PUDDLE WELDS IN ALL RIBS WHERESIDELAPS OCCUR AND AT 12 INCHES ON CENTER ALONG SUPPORTS WITH A 36/4PATTERN. FASTEN SIDELAPS WITH 3-#10 SELF-TAPPING HEX HEAD SCREWSBETWEEN SUPPORTS. FASTEN EDGEMOST DECK PANEL TO STEEL FRAMING WITH5/8 INCH DIAMETER PUDDLE WELDS AT SAME SPACING AS SIDELAP FASTENERS.

3. STEEL DECK SHALL BE INSTALLED PERPENDICULAR TO SUPPORTS AND SHALL HAVE AMINIMUM OF THREE CONTINUOUS SPANS. ENDLAPS SHALL ONLY OCCUR AT SUPPORTS.

4. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE - SHEETSTEEL".

5. PERMANENT SUSPENDED LOADS SHALL NOT BE SUPPORTED BY STEEL ROOF OR FLOORDECK.

6. STEEL DECK SCHEDULED TO RECEIVE SPRAYED-ON FIREPROOFING SHALL BE GALVANIZED.

7. SHEAR CONNECTORS FOR COMPOSITE FLOOR SYSTEMS SHALL BE 3/4 INCH DIAMETERHEADED STUDS CONFORMING WITH ASTM A 108, GRADE 1015 OR 1020. PROVIDE HEADEDSTUDS AS SHOWN ON PLANS AND DETAILS. LENGTH SHALL BE 4".

ROUGH CARPENTRY NOTES: (PUMP STATION BUILDING)

1. ROUGH CARPENTRY FOR THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THEAMERICAN FOREST AND PAPER ASSOCIATION (AF&PA), "NATIONAL DESIGN SPECIFICATIONS FORWOOD CONSTRUCTION", 2005 EDITION AND ACCOMPANYING SUPPLEMENT.

2. UNLESS OTHERWISE NOTED, ALL NAILING SHALL CONFORM TO THE "FASTENING SCHEDULE"TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE, 2009 EDITION.

3. WOOD FRAMING MEMBERS SHALL COMPLY WITH PS 20 "AMERICAN SOFTWOOD LUMBERSTANDARD" AND THE FOLLOWING REQUIREMENTS:

A. MOISTURE CONTENT - SEASONED, WITH 19 PERCENT MAXIMUM MOISTURE CONTENT.

B. GRADE - NO. 2 OR BETTER.

C. SPECIES - SOUTHERN PINE GRADED UNDER SPIB RULES.

4. CONSTRUCTION PANELS SHALL COMPLY WITH PS 1 "U.S. PRODUCT STANDARD FORCONSTRUCTION AND INDUSTRIAL PLYWOOD" FOR PLYWOOD CONSTRUCTION PANELS AND THEFOLLOWING REQUIREMENTS:

A. ROOF SHEATHING: 5/8" TONGUE AND GROOVE , APA RATED SHEATHING, EXTERIOREXPOSURE 1 EXPOSURE DURABILITY CLASSIFICATION.

5. ALL WOOD FRAMING MEMBERS PERMANENTLY EXPOSED TO THE WEATHER AND ALL SILLPLATES AROUND THE BUILDING PERIMETER SHALL BE PRESERVATIVE-TREATED INACCORDANCE WITH THE SPECIFICATIONS.

6. ANCHOR BOLTS SHALL COMPLY WITH ASTM A 307 COMMON STEEL BOLTS, AND SHALL BE 1/2"DIAMETER UNLESS OTHERWISE SPECIFIED.

7. PROVIDE HEADERS OF THE SAME CROSS SECTION AS JOISTS OR RAFTERS TO FRAME AROUNDALL OPENINGS TO SUPPORT SHEATHING UNLESS OTHERWISE NOTED OR DETAILED ON THEDRAWINGS.

PREFABRICATED METAL-PLATE-CONNECTED WOOD TRUSS NOTES:

1. PREFABRICATED METAL-PLATE-CONNECTED WOOD TRUSSES SHALL BE IN ACCORDANCE WITHTHE AMERICAN FOREST & PAPER ASSOCIATION (AF&PA) “NATIONAL DESIGN SPECIFICATION FORWOOD CONSTRUCTION” AND THE TRUSS PLATE INSTITUTE (TPI) “NATIONAL STANDARDS FORMETAL-PLATE-CONNECTED WOOD TRUSS CONSTRUCTION”, TPI-2007.

2. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY A VIRGINIA LICENSED PROFESSIONALENGINEER RESPONSIBLE FOR THE DESIGN OF PREFABRICATED METAL-PLATE-CONNECTEDWOOD TRUSSES. SHOP DRAWINGS SHALL INCLUDE DESIGN LOADS AND REACTIONS APPLIED TOTHE SUPPORTING STRUCTURE, INCLUDING ALL TRUSS SPLICE DETAILS AND TRUSS-TO-TRUSSCONNECTION DETAILS. SECONDARY BENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDSDUE TO MEMBER LOADS SHALL BE CONSIDERED IN THE DESIGN.

3. WOOD TRUSS FRAMING MEMBERS SHALL COMPLY WITH PS 2- “AMERICAN SOFTWOOD LUMBERSTANDARDS” AND SHALL BE SIZED BY THE MANUFACTURER FOR THE LOADS INDICATED.

4. METAL CONNECTOR PLATES SHALL COMPLY WITH ASTM A 653, GRADE A WITH COATING ASSPECIFIED.

5. WOOD TRUSS DESIGN LOADS SHALL BE AS INDICATED IN “GENERAL NOTES” AND AS FOLLOWS:

A. TOP CHORD DEAD LOAD: 6 PSF

B. WIND LOAD: WHEN CALCULATING NET UPLIFT REACTIONS, USE MAXIMUM RESISTINGLOAD = 2 PSF ON TOP CHORD

C. BOTTOM CHORD DEAD LOAD: 1.5 PSF

6. WHERE MULTIPLE TRUSSES ARE INDICATED, SCAB CONTINGENT TRUSS MEMBERS TOGETHERWITH 16d NAILS AT 12 INCHES ON CENTER.

7. IN ADDITION TO THE TRUSS BRACING SHOWN, THE CONTRACTOR SHALL PROVIDE ALLTEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION OF THE TRUSSES,OR AS RECOMMENDED BY THE MANUFACTURER. THE GUIDELINES SET FORTH IN THE TRUSSPLATE INSTITUTE PUBLICATION “BRACING WOOD TRUSSES, COMMENTARY ANDRECOMMENDATIONS” SHALL BE CONSIDERED AS MINIMUM REQUIREMENTS.

8. TRUSSES SHALL BE DESIGNED ASSUMING THAT THE BOTTOM CHORD IS NOT BRACED BY THECEILING. PROVIDE ALL ADDITIONAL BRACING OF BOTH WEB AND CHORD MEMBERS REQUIREDBY THE TRUSS SHOP DRAWINGS.

9. TRUSS MANUFACTURER SHALL PROVIDE WEB CONFIGURATION AS REQUIRED TO SUPPORT THEDESIGN LOADS WHILE MEETING GEOMETRY CONDITIONS.

10. ALL CONNECTION HARDWARE FOR TRUSS-TO-TRUSS CONNECTIONS AND TRUSS TOSUPPORTING STRUCTURE CONNECTIONS SHALL BE SUPPLIED BY THE MANUFACTURER.

STRUCTURAL STEEL NOTES:

1. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE "STEEL CONSTRUCTION MANUAL"OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), 13TH EDITION, ASD.

2. STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

A. STRUCTURAL STEEL SHAPES, PLATES AND BARS (EXCEPT W-SHAPES) -ASTM A 36, Fy = 36 KSI

B. STRUCTURAL STEEL W-SHAPES - ASTM A 992/A572, GRADE 50,Fy = 50 KSI

C. HOLLOW STRUCTURAL SHAPES (HSS):SQUARE AND RECTANGULAR - ASTM A 500, GRADE B, Fy = 46 KSIROUND - ASTM A 500, GRADE B, Fy = 42 KSI

D. STEEL CASTINGS - ASTM A 216, GRADE WCB, MEDIUM STRENGTH CARBON STEELE. ANCHOR RODS - ASTM F 1554, GRADE 36F. HIGH STRENGTH BOLTS - ASTM A325 (TYPICAL UON)G. WASHERS: TYPICAL - ASTM F 436, AT ANCHOR RODS - ASTM F844H. NUTS - ASTM A 563

3. CONNECTIONS SHALL BE AISC TYPE 2 PR "STANDARD FRAMED BEAM CONNECTIONS" WITHASTM A 325 BOLTS. DESIGN NON-COMPOSITE BEAM CONNECTIONS FOR ONE-HALF THEUNIFORM LOAD CONSTANTS FOR LATERALLY SUPPORTED BEAMS GIVEN IN PART 3 OF THE"STEEL CONSTRUCTION MANUAL". DESIGN COMPOSITE BEAM CONNECTIONS FOR A MINIMUM OF30 KIPS OR REACTION INDICATED ON THE DRAWINGS.

4. HIGH STRENGTH BOLTS MAY BE TIGHTENED TO THE "SNUG TIGHT" CONDITION IN LIEU OF FULLPRETENSIONING, EXCEPT FOR CONNECTIONS WITH NON STANDARD HOLES WHICH SHALL BEFULLY PRETENSIONED:

5. PROVIDE ANGLE FRAMING AROUND ROOF OPENINGS LARGER THAN 6 INCHES IN ANYDIMENSION (INCLUDING ROOF DRAINS) TO SUPPORT STEEL DECK, TYPICAL UNLESSOTHERWISE NOTED OR DETAILED AS FOLLOWS:

6. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDING CODE - STEEL".WELD ELECTRODES SHALL BE E70XX LOW HYDROGEN. UNLESS OTHERWISE NOTED, PROVIDECONTINUOUS FILLET WELDS WITH MINIMUM SIZE REQUIRED BY TABLE J2.4, PART 4 OF THE"STEEL CONSTRUCTION MANUAL".

7. COORDINATE ALL MEMBER LOCATIONS, UNIT WEIGHTS, OPENING SIZES, AND CURBDIMENSIONS FOR MECHANICAL EQUIPMENT WITH THE ACTUAL EQUIPMENT FURNISHED.

8. STRUCTURAL STEEL SCHEDULED TO RECEIVE SPRAYED-ON FIREPROOFING SHALL NOT BEPRIME PAINTED.

9. HOT DIP GALVANIZE AFTER FABRICATION THE FOLLOWING:

A. SHELF ANGLES SUPPORTING MASONRY IN EXTERIOR WALLS.B. LINTELS SUPPORTING MASONRY IN EXTERIOR WALLS.C. ALL STEEL EXPOSED TO WEATHER IN THE FINAL CONSTRUCTION.D. ITEMS IDENTIFIED AS GALVANIZED ON ARCHITECTURAL OR STRUCTURAL DRAWINGS.

10. THE FABRICATION OF STRUCTURAL STEEL FRAMING SHOWN TO BE CURVED SHALL BEACCOMPLISHED BY ROLLING IF FEASIBLE. WHERE ROLLING IS NOT FEASIBLE SUBMIT ANALTERNATE METHOD FOR REVIEW AND APPROVAL.

11. STEEL MEMBERS SHALL BE SPLICED ONLY WHERE INDICATED. CONTINUOUS MEMBERS SHALLBE SPLICED OVER SUPPORTS, UNLESS OTHERWISE NOTED. CONTINUOUS ANGLE MEMBERSSHALL HAVE FULL PENETRATION BUTT WELD SPLICES, UNLESS OTHERWISE NOTED.

TO 6'-0"

6'-1" - 8'-0"

8'-1" - 10'-0"

L3x3x1/4

L5x3 1/2x5/16 (LLV)

L6x4x3/8 (LLV)

JOIST / BEAM SPACING ANGLE SIZE

COLD-FORMED METAL FRAMING & PREFABRICATEDCOLD-FORMED METAL TRUSS NOTES:

1. COLD-FORMED METAL FRAMING AND PREFABRICATED COLD-FORMED METAL TRUSSES SHALL BEIN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "STANDARD FOR COLD-FORMED STEEL FRAMING - GENERAL PROVISIONS" AND "STANDARD FOR COLD-FORMED STEELFRAMING - TRUSS DESIGN".

2. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS PREPARED UNDER THE SUPERVISION OF APROFESSIONAL ENGINEER LICENSED IN THE COMMONWEALTH OF VIRGINIA FOR COLD-FORMEDMETAL FRAMING WHERE DESIGN DIFFERS FROM THAT DETAILED, SHOP DRAWINGS SHALL BESUBMITTED AS A DEVIATION AND SHALL INCLUDE ALL RELEVANT CALCULATIONS SIGNED ANDSEALED BY A PROFESSIONAL ENGINEER.

3. SUBMIT SHOP DRAWINGS SIGNED AND SEALED BY A VIRGINIA LICENSED PROFESSIONALENGINEER RESPONSIBLE FOR THE DESIGN OF PREFABRICATED COLD-FORMED METAL TRUSSES.SHOP DRAWINGS SHALL INCLUDE DESIGN LOADINGS AND REACTIONS APPLIED TO THESUPPORTING STRUCTURE. INCLUDE PLACING DRAWINGS FOR FRAMING MEMBERS SHOWINGSIZE AND GAGE DESIGNATIONS, NUMBER, TYPE, LOCATION AND SPACING. INDICATECONNECTIONS, SUPPLEMENTAL STRAPPING, BRACING, SPLICES, BRIDGING, ACCESSORIES ANDDETAILS AND CONSTRUCTION SEQUENCE REQUIRED FOR PROPER AND SAFE INSTALLATION.INCLUDE ALL TRUSS SPLICE DETAILS AND TRUSS-TO-TRUSS CONNECTION DETAILS. SECONDARYBENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDS DUE TO MEMBER LOADS SHALL BECONSIDERED IN THE DESIGN.

4. SHOP DRAWINGS SHALL CLEARLY INDICATE CONNECTION DETAILS NECESSARY FOR ERECTION.SCREW CONNECTIONS SHALL CLEARLY INDICATE SIZE AND SPACING OF SCREWS WITH MINIMUMEDGE DISTANCE. WELDED CONNECTIONS SHALL CLEARLY INDICATE SIZE, TYPE, LENGTH, ANDSPACING.

5. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE - SHEETSTEEL". TOUCH UP ALL WELDS WITH SPECIFIED COATING SYSTEMS.

6. COLD-FORMED METAL FRAMING MEMBERS SHALL CONFORM TO ASTM C 955, AND BE FORMED OFCORROSION-RESISTANT STEEL CONFORMING TO ASTM A 653 AND ASTM C 955 WITH A MINIMUMYIELD STRENGTH OF 33 KSI FOR 43 MIL AND THINNER MEMBERS AND 50 KSI FOR ALL OTHERMEMBERS.

7. PROVIDE BRIDGING LINES AT 4'-0" MAXIMUM ON CENTER IN ALL WALLS UNLESS OTHERWISEINDICATED. BRIDGING SHALL BE FULLY INSTALLED AND ANCHORED AT ENDS BEFORESUPERIMPOSING LOADS ONTO THE STUDS.

8. PROVIDE TRUSS HOLDOWN ANCHORS CAPABLE OF RESISTING CALCULATED REACTIONS.PROVIDE ENGINEERING DATA AND CONNECTION DETAILS FOR HOLD-DOWN ANCHORS WITHSHOP DRAWING SUBMITTAL.

9. COLD-FORMED METAL TRUSS DESIGN LOADS SHALL BE AS INDICATED IN THE "GENERAL NOTES"AND AS FOLLOWS:

A. TOP CHORD DEAD LOAD: 10 PSF

B. WIND LOAD: WHEN CALCULATING NET UPLIFT REACTIONS, USE MAXIMUM RESISTING DEADLOAD = 7 PSF ON TOP CHORD AND 3 PSF ON BOTTOM CHORD.

C. BOTTOM CHORD DEAD LOAD: 10 PSF

D. BOTTOM CHORD LIVE LOAD: 0 PSF

E. SPECIAL LOADING CONDITIONS: AS INDICATED IN PLANS AND SECTIONS

10. PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION ANDPERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH IN LIGHT GAUGE STEELENGINEERS ASSOCIATION (LGSEA) TECHNICAL NOTE 551d, "DESIGN GUIDE FOR CONSTRUCTIONBRACING OF COLD-FORMED STEEL TRUSSES" AND LGSEA TECHNICAL NOTE 551e, "DESIGN GUIDEFOR PERMANENT BRACING OF COLD-FORMED STEEL TRUSSES" SHALL BE CONSIDERED ASMINIMUM REQUIREMENTS.

11. WHERE MULTIPLE TRUSSES ARE INDICATED, SCAB CONTINGENT TRUSS MEMBERS TOGETHERWITH #10 SELF-TAPPING HEX HEAD SCREWS AT 12 INCHES ON CENTER ALONG TOP AND BOTTOMCHORDS.

12. ALL CONNECTION HARDWARE FOR TRUSS-TO-TRUSS CONNECTIONS AND TRUSS-TO-SUPPORTINGSTRUCTURE CONNECTIONS SHALL BE SUPPLIED BY THE TRUSS MANUFACTURER.

13. MEMBER SECTION PROPERTIES SHALL CONFORM WITH THE AISC "COLD-FORMED STEEL DESIGNMANUAL, 2008 EDITION, PART 1".

14. FOR ADJACENT TRUSSES WHERE THE WEB CONFIGURATION IS CAPABLE OF CONTAINING ARECTANGLE 42 INCHES HIGH BY 24 INCHES WIDE OR GREATER BETWEEN THE TOP OF THEBOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER, SUCH AREAS SHALL HAVETHE BOTTOM CHORD DESIGNED FOR A LIVE LOAD OF 20 PSF IN ADDITION TO ANY OTHER LOADSSHOWN.

STEEL JOIST NOTES:

1. STEEL JOISTS SHALL BE IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (SJI) STANDARDSPECIFICATIONS.

2. STEEL JOISTS DESIGNATED "SP" ON PLANS ARE SPECIAL JOISTS WHICH SHALL BE DESIGNEDFOR THE SPECIAL CRITERIA INDICATED.

3. JOIST BRIDGING SHALL CONFORM TO SJI SPECIFICATIONS, INCLUDING BRIDGING REQUIRED FORJOISTS SUBJECTED TO UPLIFT LOADS. PROVIDE CROSS-BRIDGING AT ENDS OF BRIDGING LINESAND CHANGES IN JOIST DEPTHS AND AT ROLLED STEEL SHAPES RUNNING PARALLEL TO JOISTS.BRIDGING SHOWN SHALL BE PROVIDED, IN ADDITION TO THE REQUIRED STANDARD BRIDGING.ENDS OF ALL BRIDGING LINES SHALL BE ANCHORED TO WALLS OR BEAMS.

4. ROOF JOISTS SHALL BE DESIGNED FOR NET UPLIFT LOADS AS FOLLOWS:

A. FOR ROOF JOISTS LOCATED LESS THAN 15 FEET ABOVE REFERENCED FINISHED FLOORELEVATION 0'-0" USE 20 PSF.

B. FOR ROOF JOISTS LOCATED MORE THAN 15 FEET ABOVE REFERENCED FINISHED FLOORELEVATION 0'-0" USE 35 PSF.

5. ALL JOISTS SHALL BE DESIGNED FOR A MINIMUM CONCENTRATED LOAD OF 300 LBS. HUNGFROM THE JOIST TOP OR BOTTOM CHORD AT ANY POINT ALONG THE SPAN.

6. PERMANENT SUSPENDED LOADS SHALL NOT BE SUPPORTED BY JOIST BRIDGING.

7. COMPLY WITH OSHA SAFETY STANDARDS FOR THE ERECTION OF STEEL JOISTS.

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

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STRUCTURAL ABBREVIATIONS:ROUGH CARPENTRY NOTES: (PUMP STATION BUILDING)STEEL DECK NOTES:

PREFABRICATED METAL-PLATE-CONNECTED WOOD TRUSS NOTES:

COLD-FORMED METAL FRAMING & PREFABRICATEDCOLD-FORMED METAL TRUSS NOTES:

STRUCTURAL STEEL NOTES:

STEEL JOIST NOTES:

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

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0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

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A1

A1

A4

A4

A11

A11

A12

A12

A13

A13

AA AA

AC AC

AE

AG

AH

AJAJ

AL

AM

AP AP

AQ AQ

A9.3A9A8.4A8.2

AD AD

A2

A2

AJ.1AJ.1

A5 A6

AK

A7 A8

A8

AB AB

AF

AN

AL.5

AR

A6.1

AS

BA.2

A15

A15

AT.9

AM.1

BA

A3

A3

B3 B5

AT AT

A14

A14

A10

A7.1

A14.9

B1 B2 B4

CF7.0

CF6.0

CF9.0

CF6.0

CF6.0

CF6.0CF6.0

CF9.0

CF4.0

CF5.0CF4.5WF2.5 (TYP UON)

CF9.0

CF5.0

CF4.5 CF5.0 CF5.5 CF4.5

CF6.0

CF6.0

CF5.0CF5.0

CF5.5

CF4.5 CF6.0 CF6.0 CF6.0A

CF6x7.5

CF5.0

CF5.0

CF3.0

CF5.0

CF7.0

CF5.0

CF3.0

CF7.0

CF5.0

CF8.0

CF8.0

CF6.0

CF6.0

CF6.0

CF6.5

CF6.0

CF4.5

CF6.0 CF6.0CF6.0A

CF5.0

CF6.0

CF6.0 CF5.0 CF4.5

WF3.0

B6 B6.1

HSS12.75x

.250

HSS12.75x.250

HSS12.75x

.250

HSS12.75x

.250

HSS12.75x

.250

HSS12.75x

.250

HSS6x6x1/

4

HSS4x4x1/

4

HSS6x6x1/

4

HSS5x5x5/16

HSS5x5x5/16

W10X33

(TYP UON)

HSS12.75x

.250

HSS12.75x

.250

39'-9

1/4

"82

'-10

3/4"

38'-2

"

33'-1

1 3/

4"15

'-0 1

/4"

12'-5

3/4

"10

'-8"

1'-4

"

1'-4

"

12'-3

1/4

" 1'-5

"

20'-8

3/8

"11

'-10

3/8"

1'-4

"

10'-8" 12'-5 3/4" 15'-0 1/4" 33'-11 3/4" 2'-0" 10'-3 1/4" 33'-11 3/4"

38'-2" 82'-10 3/4"

1'-4"

1'-4"

1'-4"

6'-5

"6'

-7 3

/8"

13'-4

5/8

"13

'-4"

13'-4

5/8

"6'

-7 3

/8"

14'-3

3/8

"

1'-2

"2"

1'-2

"2"

26'-11 1/2" 21'-6 1/4" 8'-2 3/4" 8'-0"

1'-4"

2'-3

5/8

"

26'-11 1/2" 21'-6 1/4" 8'-2 3/4" 8'-0" 11 1/2"

64'-4"

12'-1

0 1/

8"1'

-5"

14'-9

1/4

"13

'-9 1

/4"

9'-5

3/4

"8'

-2 3

/4"

15'-0

1/4

"12

'-5 3

/4"

10'-8

"

98'-8

"1'

-4"

1'-4

5/8

"

84'-7

1/4

"

1'-4

"

6"

1'-4" 10'-8" 12'-5 3/4" 15'-0 1/4" 8'-0 3/4" 23'-5"

1'-5"

13'-4 3/8"

3'-4"

4'-4 3/8"

6'-7" 7'-5" 10'-7 3/8"

1'-8"

N2 S1

N2 S1

SL

1'-4

"

3'-1

"23

'-2 3

/8"

8'-0

"13

'-4"

8'-0

"26

'-3 3

/8"

1'-5 1/2"

1S301

_________

1S301

_________

1S301

_________

1S301

_________

(TYP UON)

N3(TYP UON)

N3(TYP UON)

1S301

_________

(TYP UON)

N3(TYP UON)

3S302

_________

1S304

_________

1S301

_________

TS/STR

CF6x7.5

4'-9"

4'-9"

1'-9

1/4

"

1'-9

3/8

"2"

BE

J1'

-1 5

/8"

N4

TS/S

TR

TS/K

CJ

TS/K

CJ

TS/KCJ

TS/K

CJ

S3(TYP UON)

SFSFSF

CF9.0A

HSS6x6x3/8

CF6.0A

OPEN

CLR7'-4"

CLR

9'-6 1/2"

8'-10"

CF4.5

45.00°

1'-4

"

SF SF

W10X39

W10X39

W10X39

W10X39

W10X39

MATCHLINE - REF S105

MAT

CH

LIN

E - R

EF S

106


TS (TYP UON)

( -3'-4

" )

EQEQ

EQ EQ

EQ EQ

EQ EQ

24'-1

1 1/

4"

( +0'-0" )

45.0

0°

14'-0"

1'-4 1/2"

SF

SF

N6 (TYP)

WF3

.5

WF3.5

SF

( -4'-0

" )

SF

SF

( -4'-0"

)

( -2'-8"

)

( -1'-4"

)

( -5'-4

" )

SF

( -1'-4" )

S401A

A8.1

8'-8

5/8

"

3 7/8"

S403D

2" B

EJ

W10X49

W10X49

W10X49

S10

( -2'-0" )

( -2'-8" )

( -2'-0" )

( -3'-4" )

SF

SF

( -2'-8"

)

( -1'-4

" )

W10X68W10X

68

W10X68

W10X68

( -4'-0

" )

SB

N7

N7

N7

W10X68

W10X33

2" BEJ

N7

HSS4x4x1/

4

HSS4x4x1/

4

HSS4x4x1/

4

HSS4x4x1/4

HSS4x4x1/4HSS6x6

x3/8

W10X68 W10X33

N9

N9S405A

3S106

_________

SL

SL

SL

SL

23'-6" 7'-4" 7'-4"

7'-4

"

SF SF

SF

( -5'-4

"( -5

'-4" )

( -4'-0

" )

WF4

.0

WF4.0

WF4

.0

WF4.0

WF2

.0

S405B

WF3.5

( +0'-0" )

( -1'-2" )( +0'-0" )

( -2'-7" )

38'-8

"

CF6.0

S13

S1

S1

N12

7'-1

0"

CF4.5x6

CF4.5x6

HSS4x4x5/

16

HSS4x4x5/16

CF3.0

CF3.0

N5

SF (-0'-8")( -2'-0" )

( -2'-8"

)

( -2'-8"

)

SF

SIM TO

( -2'-0" )

( -4'-0

" )

B8.2

AD1-S8A

A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

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PLANNORTH

1/8" = 1'-0"FOUNDATION PLAN - AREA "A"

FOUNDATION PLAN NOTESN1 REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS TO NONBEARING MASONRY

WALLS, WALL CONTROL JOINTS AND DIMENSIONS OF MASONRY OPENINGS.N2 UNLESS OTHERWISE NOTED, ALL ELEVATIONS ARE BASED ON A FINISHED FIRST FLOOR

REFERENCE OF 0'-0". ACTUAL FINISHED FLOOR ELEVATION IS 78.00'. REFER TOARCHITECTURAL DRAWINGS FOR FINISHED FLOOR MATERIAL.

N3 TOP OF ALL COLUMN AND WALL FOOTINGS SHALL BE AT THE FOLLOWING ELEVATIONS,UNLESS OTHERWISE NOTED ON PLAN. EXTERIOR WALL AND COLUMN FOOTINGS (-1'-4").INTERIOR WALL FOOTINGS (-0'-8"). STEP FOOTINGS AT INTERSECTING EXTERIOR ANDINTERIOR WALL FOOTINGS NOT INDICATED ON PLAN. REFER TO "TYPICAL SPREAD FOOTINGDETAILS" ON SHEET S501.

N4 SUMP FOR ELEVATOR PIT. SLOPE TOP OF FOOTING 1/8" PER FOOT TO SUMP AND MAINTAINSPECIFIED DEPTHS AS A MINIMUM. REFER TO "TYPICAL ELEVATOR DETAILS" ON SHEET S502FOR SUMP DETAILS.

N5 STEP OR LOWER FOOTINGS AS REQUIRED FOR UTILITIES TO RUN ABOVE TOP OF FOOTINGS.AS ALTERNATE TO STEPPED WALL FOOTINGS, SLEEVE UTILITIES THROUGH WALL FOOTING.DO NOT SLEEVE UTILITY THROUGH COLUMN FOOTINGS. REFER TO SHEET S501 FORSTEPPED FOOTING AND UTILITY SLEEVE DETAILS. LOWER TOP OF COLUMN FOOTING ATLOCATIONS WHERE BELOW GRADE UTILITIES CROSS FOOTINGS SUCH THAT UTILITYCROSSES ABOVE FOOTING. COORDINATE TOP OF FOOTING ELEVATION WITH TOP OFUTILITY ELEVATION. REFER TO CIVIL, PLUMBING, ELECTRICAL, FIRE PROTECTION,SPRINKLER AND OTHER DRAWINGS FOR UTILITY LOCATIONS AND INVERTS. UTILITIES ANDSTEP FOOTING LOCATIONS ARE NOT SHOWN ON FOUNDATION PLANS.

N6 EXTEND WALL FOOTING 1'-0" BEYOND END OF WALL, TYPICAL AT ALL LOCATIONS WHEREWALL ENDS.

N7 36" WIDE x 24" DEEP STRAP BEAM WITH 6-#6 CONTINUOUS TOP AND BOTTOM AND #3STIRRUPS AT 18" ON CENTER. EXTEND REINFORCING TO FAR FACE OF INTERSECTINGCOLUMN FOOTINGS. CENTER STRAP BEAM ON 2" BEJ.

N8 REFER TO "TYPICAL FIREDOOR DETAILS" ON SHEET S502 FOR REINFORCINGREQUIREMENTS. 8" WIDE JAMBS TYPICAL, UNLESS OTHERWISE NOTED; 16" WIDE JAMBS ATOPENINGS GREATER THAN OR EQUAL TO 8'-0".

N9 MASONRY SHEARWALL DENOTED THUS ( ) ON PLAN. REFER TO SHEET S405 FORSHEARWALL ELEVATIONS.

N10 ROLL-UP DOOR. REFER TO "TYPICAL SLAB-ON-GRADE DETAILS" ON SHEET S501.N11 SLAB TRANSITION. REFER TO "TYPICAL SLAB-ON-GRADE DETAILS" ON SHEET S501.N12 BUS CANOPY NOT SHOWN FOR CLARITY. REFER TO SHEET S115 FOR PLANS AND DETAILS.N13 DRAIN TILE. REFER TO ARCHITECTURAL DRAWINGS.N14 COOLING TOWER PAD NOT SHOWN FOR CLARITY. REFER TO SHEET S115 FOR PLANS AND

DETAILS.

SLAB-ON-GRADE PLAN NOTESS1 4" CONCRETE SLAB-ON-GRADE REINFORCED WITH 6x6 W2.9xW2.9 WELDED WIRE

REINFORCING PLACED IN THE MIDDLE OF SLAB OVER VAPOR RETARDER AND 4" DEPTH OFPOROUS FILL UNLESS OTHERWISE INDICATED.

S2 8" CONCRETE SLAB-ON-GRADE REINFORCED WITH #4 AT 12" OC EACH WAY PLACED AT MIDDEPTH OF SLAB OVER VAPOR RETARDER AND 4" DEPTH OF POROUS FILL UNLESSOTHERWISE NOTED.

S3 SLAB-ON-GRADE JOINTS SHOWN THUS: ( ) ON PLAN. THEY SHALL BE SAWED JOINTSUNLESS SPECIFICALLY DENOTED ON PLAN TO BE KEYED CONSTRUCTION JOINTS (KCJ). THECONTRACTOR SHALL COORDINATE ALL SLAB JOINTS WITH JOINTS IN BONDED FLOORFINISHES. REFER TO ARCHITECTURAL PLANS FOR FLOOR FINISH JOINT LOCATIONS.PROVIDE KEYED CONSTRUCTION JOINTS IN 8" THICK CONCRETE SLAB.

S4 1-#4x3'-0" IN MIDDLE OF SLAB AT ALL REENTRANT CORNERS WHERE A SLAB CONTROL JOINTDOES NOT OCCUR.

S5 DEPRESSED SLAB AREAS SHOWN THUS: ( ) ON PLAN. REFER TO ARCHITECTURALDRAWINGS FOR EXACT LIMITS OF DEPRESSIONS.

S6 ALL FLOOR DRAINS AND FLOOR SINKS ARE NOT SHOWN ON PLAN. REFER TO PLUMBINGDRAWINGS FOR QUANTITY AND LOCATION.

S7 CONCRETE EQUIPMENT PAD AT MECHANICAL UNITS. REFER TO "TYPICAL MECHANICALPLUMBING SUPPORT DETAILS" ON SHEET S501.

S8 REFER TO CIVIL DRAWINGS FOR EXTERIOR CONCRETE SLAB AND PAVING.S9 THICKEN SLAB FOR VOLLEYBALL POST SLEEVE AS INDICATED IN THE "TYPICAL

SLAB-ON-GRADE DETAILS" ON SHEET S501. REFER TO ARCHITECTURAL DRAWINGS FOREXACT LOCATIONS. COORDINATE SLEEVE AND SLAB REQUIREMENTS WITH SLEEVEMANUFACTURER.

S10 FLOOR DRAIN - SLOPE SLAB WITHIN 2'-0" DIAMETER SURROUNDING DRAIN.S11 VERIFY DEPRESSION REQUIREMENTS WITH FLOOR MANUFACTURER.S12 NOT USED.S13 CONCRETE STAIR-ON-GRADE PER TYPICAL DETAIL ON SHEET S501.

WALL FOOTING SCHEDULE

MARKSIZE REINFORCING

REMARKSWIDTH DEPTH CONTINUOUS TRANSVERSEWF2.0 2' - 0" 1'-0" 3-#4 BOT #4 AT 48" OC BOT -WF2.5 2' - 6" 1'-0" 3-#4 BOT #4 AT 48" OC BOT -WF3.0 3' - 0" 1'-6" 4-#4 BOT #4 AT 48" OC BOT -

WF3.0A 3' - 0" 1'-6" 4-#4 TOP & BOT #4 AT 18" OC TOP & BOT -WF3.5 3' - 6" 1'-4" 4-#4 BOT #4 AT 48" OC BOT -WF4.0 4' - 0" 1'-6" 4-#4 TOP & BOT #5 AT 16" OC TOP & BOT -WF5.0 5' - 0" 1'-6" 4-#4 TOP & BOT #4 AT 12" OC TOP & BOT -

COLUMN FOOTING SCHEDULE

MARKSIZE REINFORCING

REMARKSWIDTH LENGTH DEPTH BOTTOM BARS TOP BARSCF3.0 3' - 0" 3' - 0" 1'-0" 4-#4 EW - -CF4.0 4' - 0" 4' - 0" 1'-0" 6-#5 EW - -CF4.5 4' - 6" 4' - 6" 1'-0" 4-#5 EW - -

CF4.5x6 6' - 0" 4' - 6" 1'-0" 4-#5 EW -CF5.0 5' - 0" 5' - 0" 1'-0" 5-#6 EW - -CF5.5 5' - 6" 5' - 6" 1'-0" 6-#5 EW - -CF6.0 6' - 0" 6' - 0" 1'-0" 6-#5 EW - -

CF6.0A 6' - 0" 6' - 0" 2'-0" 7-#6 EW 7-#6 EW -CF6.5 6' - 6" 6' - 6" 1'-4" 7-#5 EW - -

CF6x7.5 7' - 6" 6' - 0" 1'-0" 5-#4 LONG, 7-#5SHORT

- -

CF7.0 7' - 0" 7' - 0" 1'-3" 6-#6 EW - -CF8.0 8' - 0" 8' - 0" 1'-6" 8-#6 EW - -CF9.0 9' - 0" 9' - 0" 1'-6" 8-#6 EW - -

CF9.0A 9' - 0" 9' - 0" 2'-0" 9-#7 EW 9-#7 EW -

NOT TO SCALEKEY PLAN - AREA "A"

PLANNORTH

NX

SX

A8.2

BDBD

BCBC

BA.2

BBBB

BK BK

BH

BG BG

BJ

BF

BE

BM

B3 B5

BN BN

BL BL

B7.9

1S104

_________4

S104_________

2S104

_________

3S104

_________

4S104

_________

4S104

_________

1S104

_________

2S104

_________

3S104

_________

B1

B1

B2 B4

CF4.5

CF5.0

CF6.0

CF9.0ACF7.0

CF9.0

CF7.0

CF6.0

CF6.0 CF6.0CF6.0A

CF7.0

CF9.0

CF7.0

CF6.0

CF6.0 CF8.0

CF5.0

CF6.0

CF9.0

CF5.0

CF5.0

CF5.0

CF5.5

CF5.0

CF5.0

CF5.0

CF4.5

CF7.0

CF7.0

CF6.0

CF7.0

(TYP UON)WF2.5

B6 B6.1

B7

B8

B8

B9

B11

W10X33

(TYP UON)

HSS5x5x5/16

HSS8x8x3/8

HSS12.75x

.250HSS4x4

x1/4

HSS6x6x1/4

HSS5x5x5/16

CF4.5

CF4.5

2'-3

5/8

"

SL

SL

S3

N2 S1

(TYP)

SL

82'-1

0 3/

4"75

'-2 5

/8"

19'-5

1/4

"17

'-5"

10'-7

1/2

"27

'-9"

33'-1

1 3/

4"12

'-3 1

/4"

1'-5

"32

'-6 3

/4"

1'-4

"

1'-4

"

38'-2" 47'-6" 35'-4 3/4"

10'-8" 27'-6" 33'-11 3/4" 10'-10 1/4" 1'-5" 33'-11 3/4"

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

1'-4"

11'-5

1/2

"1'-5

"12

'-3 1

/4"

16'-3

1/4

"9'

-11"

7'-9

1/2

"15

'-0 1

/2"

23'-4

"17

'-5"

10'-5

1/4

"9'

-0"

9'-0

"12

6'-8

1/4

"

1'-4

"

1'-4

"

32'-3

3/4

"6'

-0"

1'-4

"

20'-1 3/4" 29'-3" 20'-3"1'-5"

27'-7 3/4"1'-4"

3'-7

7/8

"11

1'-3

"

C1

1S104

_________

1S104

_________

TS (TYP UON)

(TYP UON)

N3(TYP UON)

( -3'-4" )

( -3'-4" )

( -2'-0" )

( -3'-4" )( -2'-0" )

( -2'-0" )

10'-11 3/8"

3S404

_________

1S301

_________

1S301

_________

CF6x7.5

4'-9"

HSS6x6x3/8


SF

EQ EQ

EQEQ

( -4'-8

" )

( -3'-4"

)

TS/K

CJ

TS/K

CJ

( -2'-8"

)

( -2'-8"

)

( -3'-4

" )

( -2'-8"

)

( -2'-8"

)

( -2'-0" )

( -3'-4" )

TS/KCJ

TS/KCJ

TS/K

CJ

TS/KCJ

EQ EQ

24'-1

1 1/

4"

SF

SF

WF3

.5

( +0'-0" )

24'-0"

9'-5 1

/4"

2'-7 7

/8"

45.0

0°

14'-0"

1'-4 1/2"

9'-0 5/8"

8"

16'-0

"

2'-6

5/8

"2

3/4"

5'-8

"

8'-4"

3'-0 1/8"

5'-8 1/4" 13'-2 3/4" 16'-4 3/8"

SF

SF

N6 (TYP)

WF3

.5

WF3.5

( -2'-0" )

( -4'-0"

)

SF

( -4'-8

" )

( -3'-4"

)

( -3'-4"

)

TS/S

TR

TS/STR

SF

( -3'-4" )

( -4'-8

" )

( -4'-0"

)

( -4'-0

" )

( -4'-0"

)

SF

( -1'-4" )

( -2'-0" )

( -4'-0"

)

( -4'-0"

)

( -4'-0"

)

( -4'-0"

)

SIM TO

SIM TO

( -4'-0

" )

27'-0 3/4" 1'-4"

MAT

CH

LIN

E - R

EF S

105

EQEQ

1'-4"

( -1'-4" )

2" BEJ

S10

W10X49

W10X49

N7

S10

B8.1

N7

N7

W10X68W10X

68

W10X68 W10X33

6S301

_________

WF3.0A

WF3.0A

WF3

.0A

11'-1 1/8"

S404A

6S301

_________

WF3.5

CF6.0A

WF3.5

( +0'-0" )( -4'-8" )

CF5.0

( -3'-4" )

W10X68

W10X68

S8

S13N13

N13

N13

S12

SF

SF

( -4'-8" )

( -3'-4" )

( -2'-0" )

( -2'-8

" )

22'-1

1/4

"5'

-4"

3'-3"

B8.2

1'-4

" MA

XM

IN8"

METAL STUDS -REF ARCH DWGS

1/4" EXPANSIONJOINT MATERIAL

CONC SLAB -REF PLAN

8" 8"

21

2'-6"

#4 CONT AT12" OC MAX

#4 AT 24" OCMAX

4-#4 CONT

FOR DETAILS NOTNOTED, REFSECTION 1/S104

1'-2" 8"

8"M

AX1'

-4"

2'-6"

#4 CONT AT12" OC MAX

#4 AT 24" OCMAX

4-#4 CONT

CONT 2x4KEY

21

8" CMU

#4 AT 40" OC

REF "TYPICALTHICKENED SLABDETAIL" ON S501

2'-6"

1-#4 CONT

#4 AT 24" OCMAX (180° HOOK)

#5 AT 12" OC EAWAY MOW


WALL FOOTING -REF PLAN ANDSCHED

1'-0" 8"

1'-4"

8"

GRID

1 1/2" 5 1/2"

CONT RIGID INSULATION -REF ARCH DWGS

PRECAST CONCPANEL - REFARCH DWGS

REF CIVIL DWGS

WALL FOOTING -REF PLAN ANDSCHEDULE

PRECAST CONNBY MANUF

11

1'-4

"

CONC SLAB -REF PLAN


#4 AT 12" OCEA WAY MOW(STD 90° HOOK)

ROUGHENSURFACE TOFULL 1/4"AMPLITUDE (TYP)

L4x3x5/16x1'-0" (LLH)W/ 2-3/4"Ø x 3"HEADED STUDS ATEA PRECAST CONN(STUD 1 1/2" FROMEA END OF ANGLE)

LATERAL LOAD CONNBY PRECAST MFR

#4 AT 24" OC MAX#4 CONT

A

B C

D

E

#7 AT 16" OCVERT

CONC SLAB -REF - PLAN

12" CMU -GROUT SOLIDBELOW GRADE


FINISH - REFARCH DWGS


VENEER - REFARCH DWGS

#4 AT 32" OC VERT

WALL FOOTING -REF PLAN ANDSCHED 11 5/8" 1'-2"

8" CMU -GROUT SOLID

CONC SLAB - REFPLAN



6" M

IN

DRAIN TILE -REF ARCHDWGS

#57 STONE SURROUNDINGDRAIN TILE

WATERPROOFING MEMBRANE -REF ARCH DWGS

-0'-1 1/2"

TOP OF MASONRY

GROUT COLLARJOINT SOLIDBELOW GRADE

REF CIVIL DWGS

12" CMU - GROUTSOLID BELOWGRADE


#6 AT 16" OC - TYP#7 AT 16 OCWITHIN 12'-0" OFMAIN BUILDINGCORNERS

2'-0" FOR DETAILS NOTNOTED, REFSECTION 1/S104

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

G

F

E

D

C

B

A

11 12

I

J

H

G

F

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A

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PLANNORTH

1/8" = 1'-0"FOUNDATION PLAN - AREA "B"

3/4" = 1'-0"S104

SECTION2

3/4" = 1'-0"S104

SECTION4 3/4" = 1'-0"S104

SECTION3

3/4" = 1'-0"S104

SECTION1

REF SHEET S103 FOR FOUNDATION AND SLAB-ON-GRADE PLAN NOTES.

NOT TO SCALEKEY PLAN - AREA "B"

3/4" = 1'-0"S104

SECTION5

3/4" = 1'-0"S104

SECTION6

3/4" = 1'-0"S104

SECTION7

PLANNORTH

DN DN

6S104

_________

A12

AQ

AR

A15

AT.9

BL

C8

DK

A14

CF8.0CF6.0

CF6.5

CF6.0

CF6.5

WF3.0W

F2.0

WF2

.0

WF3

.0

WF2

.0

WF2

.0

WF3

.0

WF3.0

WF3.0

WF2.5 (TYP UON)

WF3.0

3'-7

7/8

"11

1'-3

"

2'-0"19'-4" 47'-8 5/8" 19'-4" 15'-5 1/2" 112'-10"

1'-8"

17'-3 7/8"

1'-6"

38'-5

3/4

"75

'-8"

13'-3

1/2

"33

'-10

1/8"

11'-6

5/8

"13

'-2"

CG CG

C1 C2 C3 C4

CJ

C5 C10C7C6 C9

CH

C11

CF

CE

CD

CC

CA

C12

CB

3S301

_________

2S301

_________

3S301

_________

2S301

_________

3S301

_________

TS (TYP UON)

S2

S2

N2 S1(TYP UON)

N2(TYP UON)

2S301

_________

1S106

_________

SL

5S104

_________

20'-1" 29'-9 3/4" 30'-2 1/4" 20'-1" 25'-5"

7S104

_________

1'-4"

18'-8 1/2"

1'-4"

1'-4

"

14'-3

3/8

"21

'-6 1

/2"

10'-1

0 1/

8"36

'-8"

28'-2

"1'

-4"

42'-4

5/8

"3'

-5"

1'-4

"1'

-4"

1'-4"

10'-3 5/8"

2S304

_________

4S302

_________

5S104

_________

5S104

_________

2S301

_________

1'-4"

( -2'-6" )

WF2

.0

W10X39


MAT

CH

LIN

E - R

EF S

104

( +0'-0" )

( -0'-3" )

( -0'-2 1/8" )

TS/K

CJ

TS/K

CJ

TS/K

CJ

TS/K

CJ

TS/K

CJ

TS/KCJ TS/KCJ

TS/KCJ

TS/KCJ

TS/KCJ

101'

-4"

1'-8

"


SL

R=

94' -

8"

35'-1

1 7/

8"

R =

103

' - 4

"R

= 1

42' -

2"

1'-4" 25'-4" 36'-5 1/2" 25'-4"

108'-11 1/8" 102'-9 7/8" 6'-8 1/2"

45'-0 1/8"

( +0'-0" )

N10

WF3.0

CF4.06"

WF3.0

CF4.06"

DN

DN

SLDN

WF3.0AW

F3.0

A

SF SF

( -2'-8" )

( -3'-4" )

( -2'-8" )

( -3'-4" )

( -2'-8" )

( -1'-4" )

( -1'-

4" )

24'-0

7/8

"24

'-9 5

/8"

5'-4

1/2

"57

'-0"

1'-4

"

1'-4

"

( +0'-0" )

N11

5S104

_________

S9

S9

S9

S9

S9S9

( +0'-0" )

19'-0" 8'-11 1/4" 25'-5"

8'-8

5/8

"12

'-8 1

/8"

1'-8" 9'-5" 19'-5" 28'-2" 49'-0" 6'-10"

( +0'-0" )

3 7/8"

S403E

S403D

1'-9

1/4

"56

'-11"

8'-7

1/2

"23

'-9 7

/8"

1'-8

"20

'-10

7/8"

1'-6

"

3'-8"11 5/8"

( +0'-0" )

( +0'-0" )

2" BEJ

2" B

EJ

2" B

EJ

2" BEJ

S403F

( +0'-0" )

KCJ

KCJ

KCJ

KCJ

( +0'-0" )

TS/KCJ

TS/STR

2" BEJ

S10

S10

S10

S10

S7

KCJ

KCJ

KCJ

KCJ

1S302

_________

N8

S403G

N9S405A

S11

CF5.0CF4.5 CF5.0 CF4.5

CF4.5

CF5.0 CF5.0 CF5.0

CF4.5

S11

CF4.5

CF4.5

CF4.5

CF4.5

CF4.5

CF4.5

WF2

.0

N10

1'-8

"11

'-11

5/8"

( -3'-

4" )

WF3.5A

S13 S13

N13

S404C

N5

WF3

.0

WF3.5

WF3

.0W

F3.0

WF3.0

WF3

.0

11'-8" 11'-6"

17'-4

"17

'-4"

11'-8" 11'-6"

N5

SF

( -1'-4" )

SF SF(-0'-8")

(-0'-8

")

SF

( -1'-4

" )SF

( -1'-4"

)(-0

'-8")

SF

SF

SF

SF

SF (-0'-8")

SF

SFSF

SF

S403J

WF5.0

AD1-S8A

N15

A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

G

F

E

D

C

B

A

11 12

I

J

H

G

F

E

D

C

B

A

I

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1 2 3 4 5 6 7 8 9 10 11 12

PR

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PLANNORTH

1/8" = 1'-0"FOUNDATION PLAN - AREA "C"

REF SHEET S103 FOR FOUNDATION AND SLAB-ON-GRADE PLAN NOTES.

NOT TO SCALEKEY PLAN - AREA "C"

PLANNORTH

AK

AN

A15 D2

DD

DF

D3 D4 D5 D6

DE

DB

DA

D3.3

DK

A14.9

CF4.5

CF6.0

CF6.0

CF4.5

CF4.5

CF4.5

CF6.5CF6.5 CF6.5

CF4.5 CF4.5 CF4.5

CF4.5

CF4.5

(TYP UON)WF2.5

DG

DH

DJ

HSS12.75x

0.375

HSS12.75x

0.375

HSS12.75x

0.375

HSS6.0x.3

75

HSS6.0x.3

75

HSS6.0x.3

75

W10X33

(TYP UON)

CF6.5

CF6.5

1'-4

"

N2 S1

26'-3

3/8

"

19'-9" 27'-7 5/8" 6'-0" 18'-7 3/4" 24'-7 3/4" 22'-4 3/4" 21'-1 1/2"

102'-6 3/8" 57'-4" 12'-8" 20'-9 7/8"

1'-5 1/2"

DC

7'-2

7/8

"

3'-8

3/8

"4'

-8"

4'-2

5/8

"

5'-9

1/2

"15

'-2 3

/4"

26'-3

3/8

"8'

-0 1

/8"

11'-1

0 1/

8"

2'-2

"55

'-5"

9'-8

1/8

"

1'-5

1/2

"

CA

C12

D9

DJ.2

D7

DE.5

D8

DG.4

4S301

_________

(TYP UON)

TS (TYP UON)

N3(TYP UON)

1S302

_________

D2.9

1'-2"

1'-4

"

3S302

_________

2S302

_________

S403A

MAT

CH

LIN

E - R

EF S

103

TS/KCJ


CF4.5 CF4.5

CF4.5

CF4.5

S3

TS/KCJ TS/KCJ

WF5.0

WF5.0

WF5

.0

2'-3 3/4"

17'-9"

9'-9

1/8

"

14'-6

"

R =

42' -

6"

19'-0

7/8

"

6"

10'-11 3/8"

135.00°

S403B

3'-5 1/4" 7'-4" 8'-7 1/4" 28'-10 1/4" 8'-7 1/4" 10'-5 1/2" 19'-8" 39'-1 1/8"

7'-1

"

4'-2

"4'

-4"

135.00°

12'-8" 1'-4"

1'-4"1'-9"

9'-8

1/8

"28

'-5"

27'-0

"1'

-4"

1'-4

"

S403C

16'-1

0 3/

8"

S403H

CF6.5

S403H

TS

N8 N8 N8

S8

HSS6x6x1/4

HSS6x6x1/4

HSS6x6x1/

4

HSS6x6x1/

4

N9

CF4.5

( -0'-6" )

( -0'-6" )

CF4.0

2S106

_________

2'-2

3/4

"2'

-2 3

/4"

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

2'-6 3/8"

1'-0"

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

36'-7 1/2"

1'-5 1/2"16'-10 1/8"

1S104

_________

SIM TO

1S104

_________

SIM TO

2" B

EJ

S404F

N5

W10X49

W10X49

W10X49 W10X49

( -3'-4" ) ( -4'-0" )

( -2'-8"

)

( -3'-4"

)

SF

SF

SFSFSF

( -0'-8"

)

( -0'-8

" )

( -1'-4"

)

( -2'-0"

)

( -2'-0" )

( -2'-0

" )

( -4'-0

" )

SF

SF

SF

( -3'-4" )

( -2'-8" )

( -4'-0" )

( -3'-4" )

( -2'-8"

)( -2'-8" )

( -3'-4" )

( -3'-4" )

A

B C

D

E

VAR

IES

8" 11 5/8"

TOP OF MASONRYEL - VARIES

8" DEEP CMU BONDBEAM W/ 2-#4 CONT

CUT COURSE ASREQD


VAR

IES

#4 AT 32" OC VERT



12" CMU BELOWGRADE -GROUT SOLID



CONC SLAB - REFPLAN (TYP)

1/4" EXPANSIONJOINT MATERIAL(TYP)

8" CMU

#7 AT 16" OC VERT

FF EL - REFPLAN

REF ARCH DWGS

SITE SLAB -REFCIVIL DWGS

PRECAST CAP -REF ARCH DWGS

CONN BY PRECASTMANUF


GROUT COLLARJOINT SOLID FULLHEIGHT

FINISHED GRADE -REF CIVIL DWGS(EL VARIES)

ROUGHEN JOINTTO FULL 1/4"AMPLITUDE

#5 AT 12" OC VERTMOW

1'-4"

4" SOLID CMUBELOW GRADE



GR

ADE

8" M

INB

ELO

W

#4 AT 12" OC HORIZMOW

7 5/8"

PRECAST CAP - REFARCH DWGS

CUT COURSE AS REQD

8" DEEP CMU BONDBEAM W/ 2-#4 CONT BOT

8" CMU

#5 AT 32" OC VERT

TOP OF MASONRY ELVARIES - REF ARCHDWGS (TYP)

CONC RAMP - REFPLAN

1/4" EXP JOINTMATERIAL (TYP)

FOR DETAILS NOTNOTED, REF SECTIONS1/S104 AND 2/S106

GROUT COLLAR JOINTSOLID BELOW GRADE (TYP)

GROUT CMU SOLIDBELOW GRADE (TYP)

1'-8" 1'-4" 1'-0" 1'-8" 1'-4" 1'-0"

GRID

#6 AT 16" OC VERT

#6 AT 16" OC VERT

#5 AT 32" OCVERT

FINISHEDGRADE - REFPLAN

EL VARIES - REF PLAN

EL VARIES - REF PLAN

CONNECTION BYPRECAST MANUF(TYP)

4" SOLID CMUBELOWGRADE (TYP)

GROUT COLLAR JOINTSOLID FULL HEIGHT

#6 AT 16" OCVERT

#4 AT 16" OC EAWAY EA FACE

NTS

TYPICAL SECTION AT SITE SIGN

REFER TO"TYPICALVENEER SHELFANGLE DETAIL"ON SHEET S503

CONC FOOTINGREINFORCED W/4-#5 CONT TOPAND BOTTOMAND #4 TIESBARS AT 1'-4" OC

3" CLR (TYP)

REF ARCHDWGS

1'-0

"2'

-0"

1'-6

"

FINISHED GRADE -REF CIVIL DWGS

3/4" CHAMFER(TYP)

1'-2" 2'-2" 1'-2"

4" 1'-6" 4"

10" CMU



REF ARCHDWGS

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

G

F

E

D

C

B

A

11 12

I

J

H

G

F

E

D

C

B

A

I

J

1 2 3 4 5 6 7 8 9 10 11 12

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7/23

/201

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PLANNORTH

1/8" = 1'-0"FOUNDATION PLAN - AREA "D"

REF SHEET S103 FOR FOUNDATION AND SLAB-ON-GRADE PLAN NOTES. NOT TO SCALEKEY PLAN - AREA "D"

3/4" = 1'-0"S106

SECTION1 3/4" = 1'-0"S106

SECTION2

PLANNORTH

3/4" = 1'-0"S106

SECTION3

A1

A1

A4

A4

A11

A11

A12

A12

A13

A13

AA AA

AC AC

AE

AG

AH

AJAJ

AL

AM

AP

AQ AQ

A9

AD AD

A2

A2

AJ.1AJ.1

A5

A5

A6

A6

AK

A7 A8

A8

AB AB

AF

AN

AL.5

A6.1

A6.1

2S115

_________

AS

BA.2

A15

AT.9

AM.1

BA

A3

A3

B3 B5

AT

A14

A14

A10A7.1

W21x55 (14)W21x44 (17)

W18

x40

(18)

W18

x40

(16)

W24x68 (18)

W21

x44

(10)

W21

x44

(8)

W24

x68

(33)

W21

x44

(20)

W21

x44

(20)

W21

x44

(20)

W16

x26

(10)

W21

x44

(9)

W21x44 (9)

HS

S16x

8x5/

16 (1

2)

W21x44 (16)

W21x44 (20)

W10

x17

(6)

W21x44 (20)

W12

x19

(6)

W18

x40

(18)

W10

x17

(6)

W10

x17

(6)

W10

x17

(6)

W10

x17

(6)

W10

x17

(6)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W16x26 (8)W12

x19 (

5)

W21

x44

(20)

W18x40 (18)

W18x35 (12)

W21

x44

(14)

W21

x44

(16)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W10x17 (6)

W10x17 (6)

W10x17 (6)

W12x19 (6)

W10x17 (6)

W8x28 (8)

W10x17 (6)

W18x40 (18)W10x17 (6)

W10x17 (6)

W10x17 (6)

W10x17 (6)

W18x40 (18)

W18x40 (18)

W10

x17

(6)

W10

x17

(6)

W18

x40

(20)

W21

x44

(25)

W21

x44

(14)

W18

x40

(12)

W18

x40

(12)

W24

x55

(18)

W24

x68

(23)

W18x35 (14) W14x22 (10) W12x19 (10)

W16

x31

(10)

W24

x55

(25)

W24

x68

(30)

W12

x19

(6)

W12

x22

(12) W24

x55

(21)

W21x50 (25)

W21x50 (25)

W24x55 (51)

W24x55 (51)

W12x19 (10)

W12x19 (10)W14x22 (10)

W14x22 (10)

W18x35 (16)

W18x35 (16)

W8x15 (8)

W8x15 (8)

W18x35 (16) W18x35 (16)

W8x15 (8)

W18x35 (16)

W18x35 (16)

W18x35 (16)

W18x35 (16) W14x22 (10)

W14x22 (10)

W14x22 (10)

W14x22 (10)W8x18 (8)

W8x18 (8)

W12x19 (10)

W8x18 (8)

W10x17 (8)

W12x19 (11)

W10x17 (8)

W12x19 (11)

W10x17 (8)

W10x17 (8)

W12x19 (11)

W10x17 (8)

W12x19 (11)

W16x26 (10)

W10

x17

(6)

W18

x40

(18)

W21

x44

(18)

W21

x44

(18)

W10x17 (6)

W12x19 (11)

W18

x40

(16)

W18x40 (8)

W16x31 (12)

W14

x22

(8)

OPEN

W12

x22

(12)

W18x35 (14)

A14.9

2S108

_________

1S108

_________

6S108

_________

B1 B2 B4 B6 B6.1

1S301

_________

1S301

_________ SIMTO

1S301

_________SIMTO

1S301

_________

F3 F4(TYP UON)

1S301

_________ SIMTO

1S301

_________

3S302

_________

1S304

_________

S401B

W14x22 (10) W8x18 (8)

S402C

2" B

EJ

W18x35 (16)

W18x35 (16)

W18

x35

(12)

W21x44 (10) W21x44 (10) W21x44 (11)

2" BEJ

S401E

6'-2" 13'-9 3/4"

W8x28 (L)

HSS16x8x5/16 (12)

4'-5

5/8

"

6"

6"W8x28 (6)

OPEN

6 5/

8"

W18x35 (13)

A8.1

11'-1

0 3/

8"

R9

R9



MAT

CH

LIN

E - R

EF S

110

OPEN

W8x

28 (8

)

W8x28 (L)

W8x28 (6)

OPEN

6 5/8"

6"

6"

7"

S401E

SIM TO

6'-2

"13

'-9 3

/4"

S402A

3S303

_________

W18x40 (10)

4'-5 5/8"

BP-E

BP-E

W18

x35

(13)

KB

KB

KB

KB

BP-E

BP-E

1S301

_________

SIM TO

HSS6x4x1/4(LSV) (H)

S405A

W18

x40

(20)

W16

X31

(13)

7S108

_________

7S108

_________

HSS

6x4x

1/4

(LSV

) (H

)

W16x36 (4)

W8X31

N9

N9

S405B

6S108

_________

55K

35K 35K

35K

35K

40K

40K 50K

50K

75K

35K 55K

40K

35K

35K 55K

50K

60K

40K

45K

S107A

F10TYP

55K

AD1-S8A

2" BEJ

A

B C

D

E

AK AK

A15

A14.9

DG

5S404

_________

6S404

_________

POCKET BEAMTHRU PRECASTPANEL. PROVIDE1" CLR ALLAROUND (TYP)

L3x3x1/4 x 1'-0"

C7x8.9 HANGER

BEAM - REF PLAN(TYP)

COLUMN - REF PLAN

COPE BEAMAROUND COLUMN

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

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11 12

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H

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PLANNORTH

1/8" = 1'-0"SECOND FLOOR FRAMING PLAN - AREA "A"

FLOOR FRAMING PLAN NOTESF1 REFER TO FOUNDATION PLAN AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN.F2 TOP OF FINISHED SECOND FLOOR ELEVATION SHALL BE (+14'-8").F3 COMPOSITE BEAMS SHALL BE EQUALLY SPACED NOT TO EXCEED 8'-0" OC MAXIMUM TO

SUPPORT DECK. REFER TO SHEET S505 FOR "TYPICAL COMPOSITE FRAMING DETAIL".F4 3 1/2" NORMAL WEIGHT CONCRETE SLAB ON 2" COMPOSITE FLOOR DECK, (5 1/2" TOTAL),

REINFORCED WITH 6x6 W2.9xW2.9 WELDED WIRE REINFORCING.F5 AT ALL FLOOR SLAB PENETRATIONS GREATER THAN 4", PROVIDE REINFORCING TO SLAB OR

DECK IN ACCORDANCE WITH "TYPICAL ELEVATED SLAB OPENINGS DETAIL" ON SHEET S504.F6 MECHANICAL CHASE.F7 2 1/2" NORMAL WEIGHT CONCRETE SLAB ON 1 1/2" X 20 GAGE FORM DECK (4" TOTAL

THICKNESS) REINFORCED WITH 6x6-W2.9xW2.9 WELDED WIRE REINFORCING.F8 NOT USED.F9 REFER TO "TYPICAL FIREDOOR DETAILS" ON SHEET S502 FOR REINFORCING REQUIREMENTS.F10 ALUMINUM COMPOSITE PANEL WING WALLS SUPPORTED BY PRECAST CONCRETE PANEL.

REFER TO ARCHITECTURAL DRAWINGS.

ROOF FRAMING PLAN NOTESR1 JOIST AND TRUSS BEARING ELEVATIONS FOR ROOF ARE SHOWN ON PLAN. INTERMEDIATE

ELEVATIONS SHALL BE STRAIGHT LINES BETWEEN GIVEN ELEVATIONS. INTERPOLATE ASREQUIRED FOR INTERMEDIATE BEARING ELEVATIONS UNLESS OTHERWISE NOTED.

R2 ROOF JOISTS SHALL BE EQUALLY SPACED NOT TO EXCEED 5'-0" OC TO SUPPORT STEEL ROOFDECK. REFER TO SHEET S002 FOR DECK TYPES AND CONNECTION REQUIREMENTS.

R3 STEEL ROOF JOISTS SHALL BE EQUALLY SPACED NOT TO EXCEED 10'-0" OC TO SUPPORTSTEEL ROOF DECK. JOISTS ARE TOP CHORD DOUBLE PITCHED, BOTTOM CHORD PARALLEL.REFER TO "SPECIAL JOIST LOADING DIAGRAM" ON SHEET S506.

R4 PREFABRICATED COLD-FORMED METAL TRUSSES SHALL BE EQUALLY SPACED NOT TO EXCEED5'-0" OC TO SUPPORT STEEL ROOF DECK.

R5 BUILT-UP ROOF FRAMING AREA SHOWN THUS ( ) ON PLAN.R6 PROVIDE BOTTOM CHORD EXTENSIONS AT ALL JOISTS ON COLUMN CENTERLINES. REFER TO

"TYPICAL JOIST TO COLUMN CONNECTION DETAIL" ON SHEET S505.R7 VERIFY ALL DIMENSIONS AND WEIGHTS OF MECHANICAL EQUIPMENT AND OPENINGS AND

PROVIDE THIS INFORMATION ON THE JOIST AND STRUCTURAL STEEL SHOP DRAWINGS.R8 L5x5x5/16 AT HIP, VALLEY AND RIDGE LOCATIONS.R9 HSS2 1/2x2 1/2x3/16 OUTLOOKERS AT 5'-0" ON-CENTER.R10 REFER TO "TYPICAL CANTILEVER BEAM DETAILS" ON SHEET S505.R11 PREFABRICATED COLD-FORMED METAL TRUSSES SHALL BE EQUALLY SPACED AT 4'-0" OC TO

SUPPORT STEEL ROOF DECK. 362S162-43 CEILING JOIST CENTERED BETWEEN EACH ROOFTRUSS FOR CEILING SUPPORT AT 2'-0" OC.

R12 AT ALL ROOF DECK OPENINGS WHERE MORE THAN ONE RIB IS CUT (GREATER THAN 6"),PROVIDE ANGLE FRAMING TO SUPPORT DECK IN ACCORDANCE WITH STRUCTURAL STEELNOTE #5 ON SHEET S002.

R13 COPE BEAM AT SUPPORTING COLUMN/BEAM CONNECTION TO MAINTAIN ROOF PROFILE.R14 DIAGONAL JOIST BRIDGING AT 20'-0" OC MAXIMUM OR AS REQUIRED BY JOIST MANUFACTURER.R15 CENTER TRUSS ON STEEL BEAM BELOW. TRUSS SHALL BE DESIGNED TO TRANSFER 250 PLF

OF WIND SHEAR FROM ROOF DECK TO SUPPORTING BEAM. DESIGN CONNECTION BETWEENBEAM AND COLUMN FOR CUMULATIVE SHEAR LOAD.

R16 TRUSS CONFIGURATION SHALL BE DESIGNED TO ALLOW PASSAGE OF MECHANICALDUCTWORK THROUGH WEBS. COORDINATE LOCATION AND SIZE WITH MECHANICALDRAWINGS.

R17 DESIGN JOISTS FOR CONCENTRATED LOADS FROM BASKETBALL GOAL SUPPORTS.COORDINATE SUPPORT REACTIONS WITH BASKETBALL GOAL MANUFACTURER.

R18 DESIGN TRUSSES TO BEAR ON ELEVATOR ROOF SLAB AS REQUIRED.R19 6" THICK CONCRETE SLAB OVER ELEVATOR. REFER TO SECTION 3/S306.R20 NOT USEDR21 ROOF PURLINS AT 10'-0" OC MAX. PURLINS SHALL BE KNUCKLED AS REQUIRED TO FOLLOW

SLOPE.R22 ALIGN TRUSS WITH COLUMN.R23 PROVIDE C7x9.8 HANGER FROM ROOF BEAM TO SUPPORT STEEL LINTEL.R24 OUTLINE OF MECHANICAL DUCTWORK. COORDINATE TRUSS OR JOIST WEB GEOMETRY AND

BRIDGING LOCATIONS TO ALLOW DUCTWORK TO PASS THROUGH STRUCTURE. REFER TOMECHANICAL DRAWINGS FOR DUCTWORK SIZE AND LOCATION.

R25 JOISTS DESIGNATED AS "SP1-X" SHALL HAVE A 3" SEAT ON THE END INDICATED: L-LEFT,R=RIGHT.

R26 ROOF SMOKE VENTS. REFER TO ARCHITECTURAL DRAWINGS.R27 THEATRICAL LIGHTING STRIPS. WEIGHT = 1530 LBS EACH. REFERENCE ELECTRICAL

DRAWINGS.R28 BEAM TO SUPPORT MOVEABLE PARTITION BELOW. REFER TO "TYPICAL MOVEABLE PARTITION

SUPPORT DETAILS" ON SHEET S507.R29 L6x4x1/2 LONG SIDE HORIZONTAL. TURN VERTICAL LEG DOWN AND PLACE FLUSH AGAINST

CMU ON CORRIDOR SIDE OF WALL. BEAR HORIZONTAL LEG ON CONTINUOUS PLATE AT TOP OFWALL (REFER TO NOTE R30). WELD ANGLE TO PLATE WITH 2" OF 3/16" WELD AT EACH END OFANGLE AND AT 12" ON CENTER. BEAR VERTICAL LEG OF ANGLE ON EXTERIOR CMU WALLS ASIT PASSES THROUGH THE WALL WITH A L2x2x1/4 SEAT AND GROUT AROUND ANGLE SOLID.MORTAR GAP BETWEEN BOTTOM OF HORIZONTAL ANGLE LEG AND TOP OF CMU SOLID.

R30 BEAR DECK ON CONTINUOUS PLATE. REFER TO "TYPICAL DECK SUPPORT" ON SHEET S502.CONNECT JOIST TOP AND BOTTOM CHORD HORIZONTAL BRIDGING TO EMBED PLATE PER"TYPICAL ANCHORAGE DETAIL FOR CONTINOUS ANGLE" ON SHEET S504 ON EACH SIDE OFWALL.

R31 HSS3x3x1/4 AT 6'-0" ON CENTER BETWEEN JOIST BOTTOM CHORD AND CMU WALL. WELD HSSTO BOTTOM OF JOIST WITH 2" OF 3/16" WELD EACH SIDE AND CONNECT TO WALL WITH 1/4x6x6VERTICAL EMBED PLATE WITH 2-1/2"Ø x 5" HEADED STUDS. WELD HSS TO PLATE WITH 2" OF3/16" WELD EACH SIDE.

R32 JOIST SUBSTITUTE MEMBERS DESIGNED BY JOIST MANUFACTURER TO SUPPORT CONTINUOUSBENT PLATE AND DECK AT RIDGE, HIP, AND VALLEY LINES.

R33 OUTLOOKER BEARS ON COLUMN AND EXTENDS BACK TO TOP OF C8.R34 C6x8.2 BETWEEN OUTLOOKER AND TOP OF POST COLUMN.R35 REFER TO "TYPICAL NON-BEARING MASONRY PARTITION DETAILS" ON SHEET S503R36 HANG W14x22 FROM BOTTOM FLANGE OF W14x26. REFER TO SECTION 4/S303 FOR SIMILAR

CONDITION.R37 PROJECTION SCREEN. WEIGHT = 850 LBS.R38 NOT USED.R39 L3x3x1/4 BRACE FROM TOP OF COLUMN TO TOP OF ADJACENT STEEL BEAM.


PLANNORTH

FX

RX

3/4" = 1'-0"S107

PLAN DETAILA

BDBD

BCBC

BA.2

BBBB

BK BK

BH BH

BG BG

BJ BJ

BF

BE

BM BM

B3

B3

B5

B5

BN BN

BL BL

B7.9

W21x44 (22)

W18

x40

(18)

W21x44 (16) W18x40 (8)

W18

x40

(16)

W18

x40

(16)

W16

X31

(10)

W24x68 (24)

W18

x40

(12)

W21

x44

(8)

W21

x44

(25)

W21

x44

(24)

W21

x44

(18)

W21

x44

(24)W

12x1

9 (8

)W21x44 (11)W

21x4

4 (1

4)

W21x44 (12)

W18

x40

(20)

HS

S16x

8x5/

16 (1

2)

W12x16 (8) W21x44 (16)

W21x44 (16)

W10

x17

(9)

W21x44 (25)

W10

x17

(9)

W18

x40

(18)

W18

x35

(14)

W21x44 (14) W21x44 (14)

W10

x17

(9)

W10

x17

(9)

W10

x17

(9)

W10

x17

(9)

W10

x17

(9)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W12x19 (5)

W14

x22

(11)

W16

x26

(13)

W18x40 (18)

W21x50 (19)

W21

x44

(16)

W21

x44

(17)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W18x40 (18)

W10x17 (9)

W10x17 (9)

W10x17 (9)

W21x44 (9)

W10x17 (9)

W10x17 (9)

W10x17 (9)

W18x40 (18)W10x17 (9)

W10x17 (9)

W10x17 (9)

W10x17 (9)

W18x40 (18)

W18x40 (18)

W18

x40

(19)

W21

x44

(14)

W18x40 (18)

W10

x17

(9)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18)

W18

x40

(18) W

14x2

2 (1

1)

W18

x40

(18)

W10

x17

(9)

W10

x17

(9)

W10

x17

(9)

W12

x19

W12

x19

W18x50

W18x46

W14

x22

W18

x50

W12

x19

W10x17 (9)

W18x40 (18)

B1

B1

B2

B2 B4

B4

B6

B6

B6.1

B6.1

B7

B7

B8

B8

B9

B9

B11

B11

R4

R4

R4

R4

SL

SL

SL

SL

SL

SL

R5

1S301

_________

1S301

_________

1S301

_________

1S301

_________SIMTO

F3 F4(TYP UON)

W18x50 (14)W21x55 (14)

HG

2" B

EJ

CGCG

HG

CG


MAT

CH

LIN

E - R

EF S

109

S401C

W8x28 (8)

W12

x14

(9)

16'-7

3/4

"

6 5/8"

6"

OPEN

12'-7 3/8"

W18x40 (20)

W10x12 (8)

W8x

28 (6

)

OPEN

6 5/

8"

6"

S401D

S402B

B8.1

KB

1S301

_________

SIM TO

W18

x40 (

26)

W18

x40

(19)

HG

4S108

_________

6S108

_________

6S108

_________

40K 50K

W18

x46

(22)

35K 35K 75K

65K

35K

35K 55K 35K

35K

35K

50K

30K

35K

F10TYP

1S301

_________

AT ROOF

+13'-0"

+13'-0"

+13'-0"

+13'-0"

+13'-0"

2" BEJ

A15

10 1/4" 3 7/8"

1'-2"

VENEER - REF ARCH DWGS

HSS OUTLOOKER -REF PLAN

BEAM -REF PLAN

L4x3x3/16 x 0'-6" (LLV) AT EAOUTLOOKER

JOIST BRIDGING

CONT L6x4x1/2 (LLH)

CONT BENTPL1/4x5 1/2x3 (LLV)

CONC SLAB - REFPLAN

8" CMU

#4 AT 16" OCVERT

BEAM - REFPLAN

STEEL DECK

4" CMU

14'-8"

TOS = 14'-2 1/2"

BOD = 14'-3"

CONT L4x4x1/4

L3x3x1/4 AT4'-0" OC MAX

FLAG PL1/4 AT EAL3x3, EA END - FITTIGHT TO BEAMAND ANGLE

3/16TYP

3/16TYP 1

2

A15

10 1/4" 3 7/8"

1'-2"


BRG PL1/4x4x6 W/ 1-3/4"Ø x 5 1/2"HEADED STUDS ATEA OUTLOOKER

3/16 2TYP

BEAM BEARINGBEYOND - REFTYP DETAIL

GROUT CELLSSOLID AT BRGPLATE

STEEL DECK

JOIST - REF PLAN

CONT L6x4x5/16 (LLH)

JOIST BEARINGBEYOND - REFTYP DETAIL


VERT WALL REINF

JOIST MANUF SHALLDESIGN FOR 2500#CONCENTRATED LOADFROM VENEER ABOVE

CONT L6x4x5/16 (LLV) W/3/4"Ø x 5 1/2" HEADEDSTUDS AT 24" OC - OFFSETHEADED STUDS FROMJOIST BEARING

8" CMU

2"

14'-8"

14'-3"

BK

1" CLR 1'-4"

4"

2-#4 HAIRPINREINF AT EAPRECAST CONN

( )36

14

36

135.00°

COLD-FORMEDTRUSS - REF PLAN

TRUSS HANGERBY TRUSS MANUF

STEEL DECK


CONT 16 GABENT PLATE


PL1/4x4x12 W/ 2-1/2"Ø x 4" HEADEDSTUDS AT EAPRECAST CONN

CONC SLAB - REFPLAN

FLAG PL1/4 (TYP)

L3x3x1/4 AT4'-0" OC (TYP)

BEAM - REF PLAN

CONN BY PRECASTMANUF

CONT BENTPL3/16

L3x3x1/4 AT 4'-0" OC -REFER TO "TYPICALCOMPOSITE BEAMBOTTOM FLANGEBRACE DETAIL" ONSHEET S502

GRID


OVERHEAD DOOR -REF ARCH DWGS

16 GA MIN CLIPFRAMING CLIPEA TRUSS

BLOCKING PANELBETWEEN EATRUSS - DESIGNFOR 175 PLF

REF "TYPICALSTEEL BEAMLINTEL DETAILS"ON SHEET S503

3/4"Ø x 4"HEADED STUDSAT 48" OC MAX

6" CMU W/ #4AT 40" OC

A

B C

D

E

7 1/2"

2" BEJ

7 1/2"

REF PLAN

GRIDGRID

CONC SLAB -REF PLAN

CONT BENT PL1/4(TYP)

BEAM - REF PLAN

PROVIDE CONCRETEBLOCKOUTS FORRECESS EXPANSIONJOINT COVER PLATE -REF ARCH DWGS

FOR DETAILS NOTNOTED REFSECTION 1/S108

7"RAILING - REFARCH DWGS

EDGE OF SLAB

HSS - REF PLAN

METAL STUDS - REFARCH DWGS

CONC SLAB - REFPLAN

BEAM BEYOND

STAIR

CONT BENT PL1/4

4"

HSS12x2x1/4 CONTALONG PERIMETEROF OPENING

3/16 1.5-12

3/16 1.5-12

LOW BEAM - REF PLAN

SLAB BEYOND

1 1/2" TYP

STIFF PL1/4 EA SIDEOF BEAM WEB ATLOW BEAM CL

4-3/4"Ø A325 HIGHSTRENGTH BOLTS(3 1/2" GAGE)

AT CANTILEVERBEAM CONNECTION

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

G

F

E

D

C

B

A

11 12

I

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F

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PLANNORTH

1/8" = 1'-0"SECOND FLOOR FRAMING PLAN - AREA "B"

REF SHEET S107 FOR FLOOR AND ROOF FRAMING PLAN NOTES.

3/4" = 1'-0"S108

SECTION1 3/4" = 1'-0"S108

SECTION2

3/4" = 1'-0"S108

SECTION3 3/4" = 1'-0"S108

SECTION4

3/4" = 1'-0"S108

SECTION5


PLANNORTH

3/4" = 1'-0"S108

SECTION6

3/4" = 1'-0"S108

SECTION7

AR

AT.9

C8

W16

X31

W16X31

W21

x48

W8x

10

12K1

W14

x22

W14

x22

W16

X31

18K4

18K4

18K4

18K4

18K4

18K4

18K4

18K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

16K4

12K1

12K1

12K1

18K4

W21x44

W24

x55

W16X31

W16x31

2S108

_________

1S108

_________

W12x16

CG

C1 C2 C3 C4

CJ

C5 C10C7C6 C9

CH

W14

x22

W16x31 W16x26 W16x31

W14

x22

W16

x26

W14x22 W18x35 W18x35 W14x22

W16

x26

W10x12

C11

CF

CE

CD

CC

CA

C12

C12

CB

W14x22

W16

x31

W18

x35

W18x35

W12

x14

W14

x22

W10

x12

W18x35

SL

R4(TYP)

R4(TYP)

R4(T

YP)

SL

SL

SL

SL

SL

SL

R5

R5

R4(T

YP)

SLSL SL

SLSL

SL

SL

SL

SL

3S301

_________

2S301

_________

2S301

_________

2S301

_________

OPENOPEN

1S302

_________

D2.9

1S304

_________

2S303

_________

2S304

_________

4S302

_________

3S301

_________

3S301

_________

2S301

_________

2S301

_________

2S301

_________

W14x26RTU-315225#

RTU-415225#

RTU-115225#

W16X31

W8x

102"

BE

J

2" B

EJ

CG CG

CG

HG

(H)

CG

CG

CG

CG

HG

CGCG

1'-1

0"

R9

MAT

CH

LIN

E - R

EF S

108


16K416K4

3S108

_________

12K1-SP

3S303

_________

S405A

OPEN

R2(TYP UON)

1S303

_________

10K1

10K1

BP-EBP-EBP-EBP-EBP-E

R7(TYP)

12K1

12K1

10K1

10K1

10K1

12K1 12

K1

12K1

5S108

_________

5S108

_________

L-2 - (L) (LSV)

L-1 - (L) (LSV)

L-1

- (L)

(LSV

)

BP-G BP-G

BP-G

BP-F BP-F

BP-F

BP-E BP-F

BP-F

BP-E

BP-F

BP-F

BP-E

BP-F

BP-FBP-F

W16x26

W16x26

16K4 16K4 18K4

W16x26

W16x26

W16x26

W16x26

BP-FBP-F

6"

W16

x26

W16

x26

W12x14

W14

x22

W14

x2212

K1

12K1

W12x16W12x14

12K1

12K1

W16

x31

W12x14

R9

4'-7

3/8

"

R10R10

F9

F3 F4

S404C

35K 55K

12K1

4S302

_________

SIM TO

TBE = 13'-0" (TYP UON)

BOD = 14'-3" (TYP UON) W14

x22

W8x10

W16X31

12K1

12K1

14K

1 S

P1

R9

2" BEJ

W12x14

W18

x40

(L)

HG

(H)

W18

x40

(L)

W18

x40

(L)

R15 R22 R15

BP-H TYP UON

W16

x26

(L)

R15

HG

(H)

W16

x26

HG

(H)

R15R22 R22

W16x26 (L)

HG (H)

L-3 L-3

R15

R22

R22

R28

R36

W14

x22

R10 (TYP OF 4)

2.5K

1

2.5K

1

18K4 18K418K4

BP-E

BP-E

BP-E

BP-E

BP-F

18K4

BP-F

R9AD1-S8A

2" BEJ


A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

G

F

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D

C

B

A

11 12

I

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B

A

I

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1 2 3 4 5 6 7 8 9 10 11 12

PR

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DAT

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PLANNORTH

1/8" = 1'-0"LOW ROOF FRAMING PLAN - AREA "C"



PLANNORTH

AK

AN

D2

DD

DF

D3 D4 D5 D6

DEDE

DBDB

DADA

D3.3 C8

DK

W16x36

W8x

18

14K1

14K1

14K1

14K1

14K1

14K1

14K1

16K2

16K2

16K2

16K2

16KCS2

16KCS2

16KCS2

W10x22 W10x22 W10x22W10x2222

K4

W18

X35

W21x44

A14.9

1S108

_________

22K4

22K4

22K4

22K4

DG

DH

DJ

W8x15

W8x10W8x10

DC

D9

DJ.2

W10

x12

W12x14

D7

DE.5

D8

DG.4

W14x22 W16x26

W18

x35

W16

x26

SL

SL

HSS12x6x5/16ROLLED

HSS12x6x5/16ROLLED

HSS12x6x5/16ROLLED

HSS12x6x5/16ROLLED

W12x14 W16x26 W16x40 W16x26 W16x40

R4

R4

OPEN

4S301

_________

5S301

_________

1S302

_________

2S305

_________

1S305

_________

D2.9

2S110

_________

3S110

_________

2S302

_________

1S110

_________

4S110

_________

2" B

EJ

2" B

EJ

MAU-118000#

RTU-215225#

RTU-511700#

BOD = 11'-9 3/4"

CGCG

CG

R9

MAT

CH

LIN

E - R

EF S

107

HSS4x4x5/

16

STUB COL

3'-6"

R10 R10W16x40

14K1SP

12'-6"

12'-6

"

R9

TBE = +13'-0"

TBE = +13'-0"

BOD = +11'-9 3/4"


HSS10x6x5/16BOD = +11'-9 3/4"

S403K

S403L

S402D

3S305

_________

5S305

_________

6S305

_________

4S305

_________

BP-E

BP-E

1S303

_________

W16X67BP-F BP-F BP-F

W16

X67

BP-ER7

(TYP)

16KCS2

5'-1 1/2"9'-6"

5'-1 1/2"

22K4

22K4

12K1

12K1

14K1

14K1

14K1

10K1

10K1

10K1

14K1

14K1

14K1

10K1

10K1

10K1

22K4

22K4

22K4

22K4

10K1

10K1

10K1

2.5K

1

2.5K

1

R6(TYP)

R2

W12x19

W12x19

2.5K1 2.5K1

W16x36 (4)

12K1

12K1

W16

x31

W12x14

(TYP, UON)

W12x14

W12x14

W16

x36

W16

x31

W16

x40

W16

x40

L-3 (L)

L-4 (L)

BP-F BP-F BP-F BP-E2" BEJ

R22(TYP)

N9

W16x26

HSS2 1/2x2 1/2x 3/16

16K1-SP1-L

S405B

KMAU-1750#

KEF-1250#

BOD = 14'-3" (TYP UON)

W16X31

R36

W14

x22

BP-E

BP-E

BP-E

BP-E

18K4

BP-F

BOD = +14'-3"

KH-1,KH-21400#

R39

R39

1S301

_________

AT ROOF

1S301

_________

AT ROOF

R13

D6

REF ARCH DWGS

STEEL DECK

COLD-FORMED TRUSS - REFPLAN (DESIGN TRUSS TOTRANSFER 150 PLF OF WINDSHEAR FROM ROOF DECKTO SUPPORT ANGLE)

CONT L5x5x5/16 W/3/4"Ø x 5 1/2" SCREWANCHORS AT 24" OC

CUT COURSE AS REQD

VERT WALL REINF 8" CMU


13'-0"

600S162-54 STUDSAT 16" OC

CONT L4x3x1/4 (LLV)

C6x8.2 DECKSUPPORTBETWEENOUTLOOKERS

OUTLOOKER -REF PLAN

STEEL DECK

BEAM - REF PLAN

CHANNEL -REF PLAN

BOD VARIES -REF PLAN

2"

1/8 1.5-16

VERTICALLY SLOTTED CONN -LATERALLY CAPACITY = 250#

DEFLECTION TRACK

CONTL3x3x1/4

16 GA FRAMINGCLIP - ATTACH TOEA STUD W/ 3-#12SDS AND TOANGLE WITH 2-3/16"Ø PAF

CONTL4x4x1/4

L3x3x1/4 ATEA CHANNEL

FLAG PL1/4 AT EAL3x3, EA END - FITTIGHT TO BEAMAND ANGLE

12

STEEL DECK


EXTERIOR WALLBLOCKING PANELBETWEEN EA TRUSS,DESIGN FOR 175 PLF -REF DETAIL ONSHEET S506

CONN BY TRUSSMANUF W/ LATERALCAPACITY = 250#

BEAM - REF PLAN

OFFSETOUTLOOKER ANDTRUSS AS REQD TOBOTH BEAR ONBEAM BELOW

CONT 18 GA BENT PLATE

CONT L3x3x1/4

STEEL DECK


JOIST -REF PLAN

14'-3"

3/16

L4x3x3/16 x 0'-6" (LLV)AT EA OUTLOOKER

GRID

2 3/4"

OFFSET JOIST ANDTRUSS AS REQD TOBOTH BEAR ONBEAM BELOW

JOIST - REF PLAN

14'-3"


STEEL DECK REF ARCH DWGS

600S137-54AT 16" OC

16 GA FRAMINGCLIP AT EA STUD -ATTACH TO STUDW/ 3-#12 SDS ANDTO HSS W/ 3-0.145"Ø PAF

CONT L2 1/2 x2 1/2x 3/16

STEEL DECK

BEAM - REF PLAN

A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

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PLANNORTH

1/8" = 1'-0"LOW ROOF FRAMING PLAN - AREA "D"


3/4" = 1'-0"S110

SECTION1 3/4" = 1'-0"S110

SECTION2 3/4" = 1'-0"S110

SECTION3 3/4" = 1'-0"S110

SECTION4NOT TO SCALEKEY PLAN - AREA "D"

PLANNORTH

A1

A1

A4

A4

A11

A11

A12

A12

A13

A13

AA AA

AC AC

AE

AG

AH

AJAJ

AL

AM

AP

AQ

AD AD

A2

A2

AJ.1AJ.1

A5

A5

A6

A6

AK

A7 A8

AB AB

AF

AN

AL.5

AR

A6.1

A6.1

AS

BA.2

A15

AM.1

BA

A3

A3

B3 B5

AT

AA.9

AQ.2

A14

A14

A10

A10A7.1

W21x44

W8x18

W18x55W18x55

W16x31

W18

x40

24K4

24K4

24K4

24K4

24K4

HSS

16x8

x5/1

6

W16

x31

W21

x44

W21x44

W21x44

W24x55

W21

x44

W21

x44

W24

x62

W16x31

HSS14x6x5/16 HSS14x6x5/16 HSS14x6x5/16

W21x48

18KC

S3

18K3

18K3

18K3

18K3

W14

x22

12K1

12K1

12K1

12K1

12K1

W21

x44

W16x31 W16x31 W16x31W16x31

12K1

12K1

12K1

12K1

12K1

12K1

12K1

W21x44

12K1

12K1

12K1

12K1

12K1

12K1

12K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

W18

x35

W16

x31

W16

x31

W16x31 W16x31 W16x31

W16

x31

W16x31W16x31W16x31

W16x31 W18x40

W16

x31

W16

x31

W16x31W14x22 W18x40

W16

x31

W16x31

W14

x22

W16x31

W16

x31

W16

x31

W18

x50

W16

x31

W8x15

W16

x31

W16

x31

W16x31

W16

x31

W16

x31

W16x31

W14

x22

W21x50

W16

x31

W16

x31

W16

x31

W18

x35

B1 B2 B4

B6 B6.1

B8

R4

R4

R4

R4R4

R4

R4

SL

SL

SL

SL

SL

SL

SL

SL

SL

SL

R4

SL

SL

SL

R4

R4

SL

1S301

_________

1S301

_________

1S301

_________

1S301

_________

1S301

_________

1S112

_________

R2 (TYP UON)

8S306

_________

W24

x55

W16

x31

7S306

_________

W24

x55

W16x31

HSS14x6x5/16

W16x31

1S306

_________

3S302

_________

SL

SL

SL

1S304

_________

1S301

_________

5S306

_________

2" BEJ

2" BEJ

2" B

EJ

A8.1

W16x31

TOS = +28'-9"

TOS = +26'-8"TOS = +26'-8"

( +27'-10 5/8" )

TOS = +26'-8"

BOD = +28'-9"

TOS = +28'-9"

C6x8.2

BOD = +28'-9"

TOS = +28'-6 1/2"

TOS = +26'-8"

BOD = +28'-9"

TOS = +26'-8"

TOS = +26'-8" TOS = +28'-6 1/2"

R19

2.5K1

4S306

_________

3S306

_________

9S306

_________

1S301

_________2S306

_________

4S306

_________

SL

6S306

_________

11S306

_________

10S306

_________

1S306

_________

TOS = +26'-8"

BOD = +28'-9"

BOD = +28'-9"

12K1 AT 2'-6" OC MAX

3S303

_________

W24x55

W8x28

S303A

W14x22

TOS = +26'-8" (TYP UON)

R15R15

R15

R15

R18

BP-E

BP-F

BP-F

BP-F

MAT

CH

LIN

E - R

EF S

114



BOD = +26'-10 1/2"

BOD = +26'-10 1/2"

R13

R13 R13

12K1

W8x

10

S405A

BP-B

BP-C

R15 R15

4S303

_________

4S303

_________

5S303

_________

14K1

9S306

_________

SIM TO

N9

N9

R24

1S112

_________

R24 1S112

_________

LOW ROOF

S405B

CG

HG

CG

HG

CGCG

MAU-218000#

10'-0" 6'-2" 10'-0"

18K3

CG

S404C

BOD = 28'-9"

R22

R22

R22

R22 R22

R22 R22

14K1

14K1

2'-6" OC MAX

12K1

12K1

12K1

12K1

14K1

MAXAT 2'-6" OC

24K4

24K4

12K1

R15

AD1-S8A

A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

G

F

E

D

C

B

A

11 12

I

J

H

G

F

E

D

C

B

A

I

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PR

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RRMMARCHITECTS, PC


DAT

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7/23

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2 10

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PLANNORTH

1/8" = 1'-0"ROOF FRAMING PLAN - AREA "A"



PLANNORTH

A11

A11

A8

BDBD

BCBC

BA.2

BBBB

BK BK

BH BH

BG BG

BJ BJ

BF

BE

B3

B3

B5B1.9

BJ.1 BJ.1

B7.9

W18x55W18x55

W18

x35

W16x31

W16x31 W18x40

W16x31

W16

x31

W16

x31

W16

x31

W16

x31

W16x31 W16x31 W16x31

W18

x35

W21x50

W18

x50

W16

x31

W18

x35

W8x15

W16

x31

W16

x31

W18

x35

W16

x31

W16

x31

W16

x31

W16x31

W16

x31

W18

x35

W18x40

W16x31

W16x31

W14

x22

W16

x31

W16x31W14x22

W14

x22

W16

x31

W16

x31

W16

x31

W14x22

W16x31

W16x31

B1

B1

B2

B2 B4

B4

B6 B6.1 B7

B7

B8

B8

B9

B9

B11

B11

9'-6" 1'-2"

R4

R4

SL

SL

SL

SL

SL

SL

SL

R4

R4

R4 SL

SL

R4

1S301

_________

1S301

_________

1S301

_________

1S301

_________

1S301

_________

8S306

_________

W24

x55

W16x31

W16x31

1S306

_________

2" BEJ

2" B

EJ

TOS = +26'-8" TOS = +28'-6 1/2"

1S301

_________

2S306

_________

4S306

_________

SL

TOS = +26'-8"

BOD = +28'-9"

TOS = +26'-8" (TYP UON)


MAT

CH

LIN

E - R

EF S

113

R15 R15

R15

R15

LOW ROOF

A6 A6.1 A7

4S303

_________

SIM TO

R24 1S112

_________

1S112

_________

10'-0" 6'-2" 10'-0"

HG

CG

HG

CG

CG CG

BOD = 28'-9"

R22

R22

R22

R22 R22

14K1

MAXAT 2'-6" OC

R15

AT ROOF

7 1/2"

2" BEJ

7 1/2"

GRIDGRID

STEEL DECK

COLD-FORMEDTRUSS ON BEAMCENTERLINE -REF PLAN

CONT BENTPL1/4 (TYP)

BEAM - REFPLAN

1/8 2-12TYP

NOTE:WELDED CONNECTIONSBETWEEN TRUSS ANDBEAM SHALL BEVERIFIED WITH FINALTRUSS DESIGN, TYPICAL.

REF PLAN

A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

H

G

F

E

D

C

B

A

11 12

I

J

H

G

F

E

D

C

B

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PLANNORTH

1/8" = 1'-0"ROOF FRAMING PLAN - AREA "B"


3/4" = 1'-0"S112

SECTION1


PLANNORTH

A12

AQ

AT

JAC

K JO

ISTS

GIR

DE

R J

OIS

T

GIR

DE

R J

OIS

T

JAC

K JO

ISTS

HIP JOIST

HIP JOIST

HIP JOIST

HIP JOIST

SL

SL

SL

SL

SL

SL

SL

3S301

_________

R8(TYP)

3S301

_________

1S304

_________

2S304

_________

4S302

_________

R3


MAT

CH

LIN

E - R

EF S

112


R13

LOW ROOF

R17 R14(TYP)

R17

R17 R17

R17R17

20'-0" (TYP)

BP-B

BP-C

BP-D

BP-D

BP-BBP-C BP-A

(TYP, UON)

BP-B BP-C

BP-D

BP-D

BP-B BP-C

BP-A

(TYP, UON)

LOW ROOF

44'-10" 8'-0"

R26 (TYP OF 4)

S404C

R27R37

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

R32

TYP

R30

R35

R31

BP-D

KB

KB

R32 (TYP)

12K1 12K1

12K1 12K1

12K1

12K112K1

12K1

12K1R32(TYP)

R35

AD1-S8A

(TYP)

6'-0

"

R29

A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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PLANNORTH

1/8" = 1'-0"HIGH ROOF FRAMING PLAN - AREA "C"



PLANNORTH

AK

D2

DD

DF

D4 D5 D6

DEDE

A14.9

W12x35 (L) W12x35W12x26 (L)

W12x19 (L) W12x19 (L) W12x19 (L)

SL

SL

DG DG

4S301

_________

5S301

_________

R2 (TYP UON)

2S305

_________

1S305

_________

D2.9

1S110

_________

TOS = +21'-11 1/2"

TOS = +16'-6 1/2"

W12x19 (L)

W12x35C

6x8.

2

W12x22 - (L)

C6x8.2

C6x

8.2

S402E

C6x8.2

3S305

_________

5S305

_________

4S305

_________

MAT

CH

LIN

E - R

EF S

111


W8x18 W8x18

W18x35 (L)

W12x19 (L)

LOW ROOF

N9

W8x

24

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

W8x

24

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

W8x

24

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

7 3/4"

R34

R33

A

B C

D

E

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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PLANNORTH

1/8" = 1'-0"HIGH ROOF FRAMING PLAN - AREA "D"


NOT TO SCALEKEY PLAN - AREA "D"

PLANNORTH

AM

BA.2

AM.1

BA

B8

E9

EA

ED

AN.3

AQ.3

12'-0" 13'-1 3/8"

2'-8 1/4"

2'-5"

A8

EB

EC

E10 E11 A8.1

HSS4x4x3/

8

HSS4x4x5/16

HSS4x4x3/

8

HSS4x4x3/

8HSS4x4x3/

8

HSS4x4x5/16

CF3.0

CF3.0

CF3.0

CF3.0

CF4.5x6

CF4.5x611'-0

7/8

"4'

-11

3/4"

10'-4

"4'

-11

3/4"

11'-0

7/8

"

S115A

S115B

S115B

B8.1

S8TYP

( -2'-

0" )

( -2'-0

" )

( -2'-0"

)

( -2'-0" )

S115A

2S115

_________

EAEA

EDED

AN.3

AQ.3

EB EB

EC EC

E10 E11

R11

CG

HG

B8

A8

CG

1S115

_________

HSS

6x6x

5/16

(TYP

UO

N)

E10

8" 8"

1'-4"

GRID2S404

_________

SIM TO

8"8"

1'-4

"

E10

8" 8"

1'-4"

1'-2

"1'

-2"

2'-4

"

GRID2

S404_________

SIM TO

A8

4"

CONT L3x3x1/4

STEEL DECK

CEILING JOIST -REF PLAN

PREFABRICATED METALTRUSS - REF PLAN

REF ARCH DWGS


BEAM - REF PLAN

METAL STUDS - REFARCH DWGS (TYP)

REF PLAN

1" CLR

LATERAL LOAD CONNECTIONBY PRECASTMANUFACTURER

CONT L7x4x3/8 (LLH)

BUS CANOPY8'-0 5/8"

122

HSS BEAM - REF PLAN

COLUMN WRAP BEYOND

CONT 16 GA BENTPLATE


STEEL DECK

CONN BY TRUSSMANUF - DESIGNTRUSS AND TRUSSEND CONNECTION TOCOLUMN FORUNFACTORED WINDMOMENT EQUAL TO800 FT-LBS

CEILING JOISTBETWEEN TRUSSBOTTOM CHORDS -REF PLAN

GRID

18 GA FRAMING CLIP -ATTACH TO JOISTW/ 2-#12 SDS AND TOHSS W/ 5-0.145"Ø PAF

AT CEILING JOIST

8'-6 5/8"

CJ

C10

CH

C11

CF

CE

2S301

_________

TS/KCJ

( +0'-0" )

KCJ

CF4.5

CF4.5

(-0'-8

")

SF

15'-0" 26'-0"

5'-0

"16

'-0"

EQ±

13'-8

"EQ

EQ ± 24'-0" EQ

W12x14

W12x14

CCC-149190#

CL OF UNITAND STEELBEAMS3

S115_________

12

1'-4

"4"

1" CHAMFER

FINISH GRADE -REF CIVIL DWGS

POROUS FILL

#4 AT 12" OC

2-#4 CONT

#6 AT 12" OCEA WAY TOPAND BOTTOM

2'-0"

8"

(MIN

)1'

-0"

(MIN

)1'

-8"

EM

BED

5 3/

4"

1" NON-SHRINK GROUT

13/16"Ø MOUNTING HOLES -COORD LOCATIONS WITHMFR REQUIREMENTS

1-#4 CONT

3/4"Ø SCREW ANCHORSAT 24" OC STAGGERED

BEAM - REF PLAN

COOLER

NOTE:ALL STEEL INCLUDING PLATESAND FASTENERS SHALL BEHOT -DIP GALVANIZED

A

B C

D

E

BRICK OR PRECAST CONCRETEPANEL - REF ARCH DWGS

EXIST WALL FOOTING

REF CIVIL DWGS

4" SOLID CMU BELOW GRADE

GROUT COLLAR JOINTSOLID BELOW GRADE

EXIST CONC SLAB

DRILL HOLES INTO EXIST FOOTING TORECEIVE DOWELS. CLEAN HOLESTHOROUGHLY OF DEBRIS AND FILL WITHEPOXY. SKEW HOLES SLIGHTLYDOWNWARDS TO RETAIN EPOXY. DIAMETEROF HOLES SHALL BE AS RECOMMENDED BYMANUFACTURER OF EPOXY MATERIAL. IFNOT SPECIFIED BY EPOXY MANUFACTURER,DIAMETER SHALL BE 1/8" LARGER THANDOWEL SIZE.

FOOTING1'-8" ± EXIST

1'-0"

3" C

LR TOP OF FOOTINGEL - VARIES

EXIST CONT 3-#56" EMBED

ROUGHEN CONTACT SURFACE OFEXIST FOOTING TO FULL 1/4"AMPLITUDE. PAINT W/ BONDINGCOMPOUND PRIOR TO PLACINGCONCRETE

#4 CONT T&B

NEW #4 DOWELS W/ 90° HOOKAT 12" OC - STAGGER T&B.TURN HOOKS PARALLEL TOTHE LENGTH OF FTG

EXIST 8" CMU WALL

4" ±

1'-3"

1'-4

" ±

3" CLR

2" C

LR

4"

2'-8"

8" CMU - GROUTSOLID BELOW FFE(ALIGN WITH EXISTINGCMU BEYOND)

#5 AT 16" OC VERT

EXISTING SLAB


IF NO EXISTINGFOOTING, PROVIDE 3-#5 CONT BOT W/ #4 TIESBARS AT 24" OC FORLENGTH OF NEW WALL,ELSE ADD FOOTINGSIMILAR TO 4/S115

1'-4

" ±

TOP OF FOOTINGSHALL MATCHEXISTING

5S115

_________ 4S115

_________

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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H

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D

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B

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11 12

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S C

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TO

WER

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S, S

ECTI

ON

S, A

ND

DET

AILS

S115

ISLE

OF

WIG

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PLANNORTH

1/8" = 1'-0"FOUNDATION PLAN - BUS CANOPY

PLANNORTH

1/8" = 1'-0"ROOF FRAMING PLAN - BUS CANOPY

3/4" = 1'-0"S115

PLAN DETAILA 3/4" = 1'-0"S115

PLAN DETAILB

3/4" = 1'-0"S115SECTION2

REF SHEET S103 FOR FOUNDATION AND SLAB-ON-GRADE NOTES

REF SHEET S107 FOR ROOF FRAMING PLAN NOTES

REF SHEET S103 FOR CONTINUATION


REF

SH

EET

S10

3 FO

R C

ON

TIN

UAT

ION



REF

SH

EET

S10

7FO

R C

ON

TIN

UAT

ION

3/4" = 1'-0"S115

SECTION1PLAN

NORTH

1/8" = 1'-0"PARTIAL FOUNDATION PLAN - AREA "C" - COOLING TOWER

3/4" = 1'-0"S115

SECTION3REF SHEET S103 FOR FOUNDATION AND SLAB-ON-GRADE NOTES

NOT TO SCALEKEY PLAN - AREAS "A" & "E"

PLANNORTHPLAN

NORTHPLAN

NORTH

3/4" = 1'-0"S115SECTION4

3/4" = 1'-0"S115SECTION5

PLANNORTH

1/8" = 1'-0"PARTIAL AUXILIARY GYM FOUNDATION PLAN - AREA "E"

REF SHEET S103 FOR FOUNDATION AND SLAB-ON-GRADE NOTES

REF SHEET S105 FOR CONTINUATION, TYP

PRECAST CONC PANEL -REF ARCH DWGS

REF CIVIL DWGS

CONT CONC WALLFOOTING - REF PLANAND SCHEDULE FORSIZE AND REINF

RIGID INSULATION -REF ARCH DWGS

CEILING - REF ARCHDWGS

BEAM - REF PLAN

CONC SLAB - REF PLAN


STEEL DECK

FINISHED SECONDFLOOR EL

CONT BENTPL1/4x4x4

CL OF BEAM AND COLBEYOND

TOP OF STEELEL - REF PLAN

16 GA (MIN)FRAMING CLIPAT EA TRUSS

CEILING - REF ARCHDWGS

#4 'Z' BARS AT 24"OC

CONT #4, TOP ANDBOT

CONC SLAB - REFPLAN

TOP OF FOOTINGEL - REF PLAN

CONT BENT PL1/4

1 1/2"

5 1/2"

GRID

REF ARCH DWGS

DEFLECTIONTRACK

CONT DEEPLEG TRACK

METAL STUD - REFARCH DWGS

PL1/4 AT EA BRACE

1'-2 5/8"

DW

GS

REF

AR

CH

123

2" C

LR

CONT L3x3x1/4 W/PL1/4 AT EA BRACE

362S162-43 AT5'-0" OC

#4 HAIRPIN REINF AT EAPRECAST CONN( )36

1436

135.00°

TWO-WAY LATERALLOAD CONN BYPRECAST MANUF (TYP)

L4x3x5/16 x 1'-0" (LLH)W/ 2-3/4"Ø x 3" HEADEDSTUDS AT EA PRECASTCONN (STUDS 1 1/2"FROM EA END OFANGLE) TYP

1 1/2"

PLANREF

8"

12

BLOCKING PANEL PERTYPICAL DETAIL ONSHEET S506

11

1/81/8 TYP AT EA

TRUSS

1'-6 1/2"

REF ARCH DWGS

STD 90° HOOK

CONC SLAB - REFPLAN

TOP OF MASONRY

24" DEEP CMU BONDBEAM W/ 2-#5 CONTTOP AND BOT

JOIST - REF PLAN

STEEL DECK

CONT BENTPL1/2x6x6

DWGSREF ARCH

PRECAST CONCPANEL - REF ARCHDWGS

CONT BENT PL1/4

STEEL DECK

PREFABRICATEDMETAL TRUSS -REF PLAN

8" CMU

#4 AT 32" OC


BETWEEN HIPGIRDERS, CONTL6x6x3/8 W/ STIFFPL1/4 AT EA TRUSS

CONNECTION BYTRUSS MFR

WELD PLATE - REF"TYPICALANCHORAGE DETAILFOR CONTINUOUSANGLE" ON SHT S504

8" DEEP CMU BONDBEAM W/ 2-#4 CONTBOT

TRUSS BEARINGEL - REF PLAN

12" CMU

REF ARCH DWGS

JOIST BEARINGEL - REF PLAN

1'-8"

FINISH - REF ARCHDWGS

DW

GS

REF

AR

CH

BRG PLATE - REF"TYP BEARING PLATEDETAIL" ON SHT S504

123

#6 AT 16" OC, TYP#7 AT 16" OC WITHIN12'-0" OF MAINBUILDING CORNERS

CONNECTION BY PRECASTMANUFACTURER - LOCATEBETWEEN JOISTS

GROUT COLLAR JOINTSOLID

GROUT ALL CMUBELOW GRADESOLID

PL3/8x7x1'-0" W/ 3/4"Ø x5 1/2" HEADED STUDAT EA PRECAST CONN

LATERAL CONN BYPRECAST MFR

TRUSS CONNECTIONTO TRANSFER SHEAREQUAL TO 400#

14'-8"

8"


6" CMU

1'-6"

REF "TYPICAL NON-BEARING MASONRYPARTITION DETAILS"ON SHEET S503


GRID

8" CMU BELOW GRADE -GROUT SOLID


DWGSREF ARCH

3 3/8"

PLANREF 2"

#4 AT 40" OC

PL3/8x7x7 W/ 2-3/4"Øx 5" HEADED STUDSAT EA PRECASTCONNECTION


DOWELS

TWO-WAY LATERALLOAD CONN BYPRECAST MANUF


3/16

DE


1'-6 1/2"

8"

BEAM - REF PLAN

CONT L2 1/2x2 1/2x3/16

11'-9 3/4"

2" C

LR

2-2 1/2x2 1/2x3/16 x 0'-5"SEATED CONN AT EA BEAM

LATERAL CONN BYPRECAST MANUF

L4x4x1/4 x 0'-8" ATEA PRECAST CONN


CONT DEFLECTION TRACK(TYP) - BREAK TRACK ANDBUTT TO L4x4 AS REQD

REF ARCH DWGS

21'-11 1/2"

123

3/16 3

3/16

SITE SLAB - REF CIVIL DWGS

3/163 SIDES

BEAM - REF PLAN

DW

GS

REF

ARC

H

6"

CHANNEL - REF PLAN

600S162-54 AT 16" OC

DG

JOIST - REF PLAN


REF ARCH DWGS

REF ARCH DWGS

CONT L2 1/2x2 1/2x3/16

UPLIFT BRIDGINGOPEN

14'-3"

17'-3 5/8"

BOTTOM OF DECK EL

CHANNEL - REF PLAN

STEEL DECK

600S162-43 AT16" OC

CONT BENTPL1/4x4x4

CONT 600 T125-43 W/#12 SDS AT 8" OC

CONT 600T200-43

10 1/4"

BENT PL1/4 SEAT AT EA BEAM

4"

16'-6 1/2"

CONT PL1/4x10 W/1/2"Ø x 4" HEADEDSTUDS AT 24" OC

EXTEND VERTREINF TO TOP OFWALL

12" CMU - GROUTSOLID

BETWEEN JOISTS

CONT ANGLE AND WELDPLATES - REF "TYPICALANCHORAGE FORCONTINUOUS ANGLE"ON SHEET S504

CONNECTION BYPRECASTMANUFACTURER

REF

PLA

N1'

-0"

EQEQ

EQ

21


1-#4 NOSINGBAR (TYP)

3-#4 BOTTOM

RAD RADRAD

1'-10"8"

#4 DOWELSAT 16" OC

ROUGHENSURFACE TO1/4" AMPLITUDE

TYP1 1/2"

CONT 2x4 KEY

CONC SLAB -REF PLAN

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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3/4" = 1'-0"S301

SECTION1 3/4" = 1'-0"S301

SECTION3 3/4" = 1'-0"S301

SECTION2 3/4" = 1'-0"S301

SECTION4

3/4" = 1'-0"S301

SECTION5

3/4" = 1'-0"S301

SECTION6

CONT L2 1/2x2 1/2x3/16

STEEL DECK

REF "TYPICAL JOISTBEARING ONMASONRY WALLDETAIL" SHEET S502

REF "TYPICAL DECKSUPPORT AT BEARINGWALL PARALLEL TOFRAMING DETAIL" ONSHEET S502

JOIST BRIDGING


CUT COURSE AS REQD

8" CMU

2" BEJ

CEILING - REFARCH DWGS

#4 AT 40" OC VERT


1/4" EXPANSION JOINTMATERIAL (TYP)GROUT COLLAR JOINT

SOLID BELOW GRADE

CONT WALL FOOTING -REF PLAN ANDSCHEDULE

GROUT CMU SOLIDBELOW GRADE

1'-5 1/4"

REF "TYPICAL JOISTBRIDGING ANCHORDETAIL" ON SHEET S505

UPLIFT BRIDGING

BOD = 14'-3"

3'-1 5/8"

REF "TYPICALTHICKENED SLABDETAIL" ON SHEET S501

#4 AT 40" OC VERT

6" CMU

1'-8"

FINISH - REF ARCHDWGS

12" CMU

#6 AT 16" VERT, TYP#7 AT 16" OC WITHIN11'-0" OF MAINBUILDING CORNERS

#4 AT 40" VERT

8" CMU

GROUT COLLAR JOINTSOLID BELOW GRADE



TOP OF MASONRY

16" DEEP CMU BONDBEAM W/ 2-#4 TOPAND BOT

JOIST - REF PLAN

PRECAST PANEL - REFARCH DWGS

STEEL DECK

CONT L2 1/2x2 1/2x3/16


INSULATION - REFARCH DWGS

TWO-WAY LATERAL CONNBY PRECAST MFR WITHACCESS HOLE TO ALLOWATTACHMENT TO CONT PL

CONT PL3/8x7 W/3/4"Ø x 5 1/2" HEADEDSTUDS AT 24" OC


1'-0" x 9 GAGE LADDERREINF AT 16" OC.PLACE IN ALTERNATECOURSE OF STANDARDHORIZONTAL JOINTREINF (TYP)

2-#4 CONT BOT

14'-8"

REF "TYPICAL JOISTBRIDGING DETAILANCHOR DETAIL" ONSHEET S505

TOP OF MASONRY EL -REF ARCH DWGS

A15

6" CMU



GROUT COLLARJOINT SOLIDBELOW GRADE

CONC SLAB -REF PLAN

BEAM BEYONDBEARING ON 8"CMU - REF PLAN

CONT BENT PLATE


CONT L2 1/2x2 1/2x3/16

POCKET VENEER ASREQD AT OUTLOOKERS -MAINTAIN 1" CLR ALLAROUND

TWO-WAY LATERALCONNECTION BYPRECAST MANUF


CUT COURSE ASREQD TO FOLLOWROOF SLOPE

STEEL DECK

CONT PL1/4x4 W/ 1/2"Ø x 4"HEADED STUDS AT 32" OC

10" WIDE x 8" DEEP CMUBOND BEAM W/ 2-#4 CONT

1'-4 3/4"


1"

1" C

LR

8" DEEP CMUBOND BEAM W/ 1-#4 CONT BOT

#4 AT 16" OC

SITE SLAB - REF CIVILDWGS

CONT PL1/4x4

3/16

3/4"Ø x 4" HEADEDSTUD AT 24" OC

BEAM - REF PLAN

10" CMU

#5 AT 24" OC VERT

8" CMU

1'-2"

VENEER - REF ARCH DWGS

TOP OF MASONRY EL -VARIES

8" CMU - GROUTSOLID

8" CMU

#4 AT 40" OC VERT


REF "TYPICAL CHANGEIN DECK DIRECTIONDETAIL" ON SHEET S505

4"

CHANGE IN DIRECTION FACE OF CMU

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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3/4" = 1'-0"S302

SECTION1 3/4" = 1'-0"S302

SECTION4 3/4" = 1'-0"S302

SECTION3 3/4" = 1'-0"S302

SECTION2

3/8"

CO

NTR

OL

JT

1'-3

5/8

"

72" DEEP CMU BOND BEAM W/2-#5 CONT IN EA CELL

REF "TYPICAL DECK SUPPORT ATBEARING WALL PARALLEL TOFRAMING DETAIL" ON SHEET S502

2" BEJ

CONT L3x3x1/4

UPLIFT BRIDGING

REF "TYPICAL JOISTBEARING ON MASONRYDETAIL" ON SHEET S502

REF "TYPICAL JOIST BRIDGINGANCHORAGE DETAIL" ONSHEET S505

REF "TYPICAL FIRE DOORDETAILS" ON SHEET S502

#4 AT 40" OC VERT(TYP)

8" CMU

REF ARCH DWGS

STEEL DECKJOIST - REF PLAN

2'-0

".

5"

MECHANICAL UTILITYPENETRATIONS IN THISDEPTH ONLY

14'-3"

2" BEJ

CONN BY PRECASTMANUF W/ ACCESSHOLE TO ALLOWATTACHMENT TOCONT PL

#4 AT 40"OC

REF ARCH DWGS

1'-8"

12" CMU8" DEEP CMU BOND BEAMW/ 2-#4 CONT BOT

8" CMU

CONT L3x3x1/4


14'-8"

16'-0"

#6 AT 16" OC, TYP#7 AT 16' OC WITHIN12'-0" OF BLDG CORNER

UPLIFT BRIDGING

JOIST - REF PLAN

CONT PL3/8x7 W/ 3/4"Ø x5" HEADED STUDS AT24" OC

A9

1" MIN

EQ EQ

STEEL DECK

FLAG PL1/4 (TYP)

JOIST - REF PLAN (TYP)

L2x2x1/4 CENTEREDON LOW BEAM

4-3/4"Ø HIGH STRENGTHTHRU BOLTS - CENTERIN FLANGES OF TOP ANDBOTTOM BEAMS

BEAM - REF PLAN

STEEL PLSHIM AS REQD

BEAM - REF PLAN

CONT L4x3x1/4 (LLV)


600S162-54 AT 16" OC

STIFF PL1/4 EASIDE OF WEB

UPLIFT CONN BYTRUSS MANUF

STIFF PL1/4 EA SIDEOF WEB

2" 10"

3/16TYP

16 GA RIGID CLIPCONN AT EA STUD -ATTACH TO STUDW/ 4-#10 SDS ANDTO BACK OF ANGLEW/ 4-3/16"Ø PAF

AK

28'-9"

FOR DETAILS NOTNOTED, REF SECTIONS1/S301 AND 3/S301

CAP PL1/2

COLUMN - REF PLAN

BEAM - REF PLAN(COPE TOP FLANGE TOFOLLOW ROOF SLOPE)3/16 6

L4x4x1/2 EA SIDE

REF ARCH DWGS

LAP

26'-8"

3/16

END OF COPE

AT

REF ARCH DWGS

2"


CONT L6x4x5/16 (LLV) W/VERT SHORT SLOT HOLESAND 1/2"Ø x 4" SCREWANCHOR AT 24" OC (TYP)

METAL STUDPARAPET BEYOND- ATTACH TOCOPED BEAM PERSECTION 9/S306

2" (T

YP)

TWO-WAY LATERAL PRECASTCONN BY MANUF (TYP)

8" CMU (TYP)

VERT WALL REINF

STUB COLUMNBEYOND - REF PLANAND "TYPICALTRANSFER BEAM /COLUMN DETAILS ONSHEET S505.

COLUMN - REF PLAN

PRECAST CONC PANEL -REF ARCH DWGS CANTILEVERED BEAM -

REF TYPICAL DETAILON SHEET S505

CONC SLAB - REFPLAN

CONT BENT PLATE

10" WIDE x 16" DEEPCMU BOND BEAM W/ 2-#4 CONT TOP AND BOT

REF "TYPICAL NON-BEARINGMASONRY PARTITIONDETAILS" ON SHEET S503 (TYP)

CMU INFILL IN BEAMWEB

PL3/8x9x9 W/ 2-3/4"Ø x 51/2" HEADED STUDS ATEA PRECASTCONNECTION

GROUT SOLID ATPRECAST CONN

STIFFENER PLATE /SIMPLE SHEAR CONN


1/4

1/4

PL5/8x7

BEAM - REF PLAN. COPETOP FLANGE TO MATCHROOF SLOPE

A12

AT

3S303

_________

2" B

EJ

EDGE OF ROOF

COLUMN BELOW -REF PLAN

BEAM - REF PLAN

2" B

EJ

2" BEJ

5 3/

8"

JACK JOIST - REF PLAN

HIP JOIST - REFPLAN

BEAM REF PLAN


METAL STUD PARAPET WALL -CLIP STUDS TO BEAM ORBEAR CONT TRACK ON 8" CMUAS APPLICABLE

COPED BEAM -REF PLAN

PRECAST CONCPANEL BELOW - REFSECTIONS (TYP)

1'-2 3/8"

8" CMU BELOW

CONT 16 GABENT PL - REFSECTION 9/S3066

S303_________

7S303

_________

A12

REF ARCH DWGS


TRUSS -REF PLAN

STEEL DECK

REF ARCH DWGS

BEAM -REF PLAN

VERTICALLY SLOTTEDCONN W/ LATERALCAPACITY = ____#

123

CONT BENTPL1/2x6x17

CONT BENTPL1/2x4x7

CONT PL5/8x7

REF ARCHDWGS

2" BEJ

FACE OFPRECAST/CMU

AT

6" 2" BEJ


REF ARCH DWGS

STUD WALL BEYOND -REF ARCH DWGS

REF ARCH DWGS

JOIST - REF PLAN

REF ARCH DWGS

STEEL DECK

CONT L3x3x1/4

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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3/4" = 1'-0"S303

SECTION1 3/4" = 1'-0"S303

SECTION2

3/4" = 1'-0"S303

SECTION4 3/4" = 1'-0"S303

SECTION5

3/4" = 1'-0"S303

SECTION3

3/4" = 1'-0"S303

PLAN DETAILA

3/4" = 1'-0"S303SECTION6

3/4" = 1'-0"S303SECTION7

BEAM BEYOND - REF PLAN


CONT BENTPL1/4

CONC SLAB - REFPLAN

8" CMU


12" CMU

1'-9 1/4"


CONC SLAB - REFPLAN

JOIST - REF PLAN

CONT L2 1/2x2 1/2x1/4(TYP)

2" BEJ

STEEL DECK

REF "TYPICAL COMPOSITESLAB FRAMING DETAILS"ON SHEET S505

24" DEEP BOND BEAMW/ 2-#5 CONT TOPAND BOT

+ 26'-8"

CONT L5x5x3/8 W/3/4"Ø x 5 1/2" HEADEDSTUDS AT 24" OC

BEAM - REF PLAN

STEEL DECK

STEEL SHIMS AS REQD

#4AT 40"OC

#6 AT16 OC, TYP,#7 AT 16" OCWITHIN 12'-0" OFBLDG CORNERS

CONT CONC WALLFOOTING - REF PLANAND SCHEDULE FORSIZE AND REINF

TOP OF FOOTINGEL - REF PLAN

28'-6 1/2"

UPLIFT BRIDGING (TYP)

8" DEEP BOND BEAMW/ 2-#4 CONT BOT

6" CMU - GROUTSOLID


REF "TYPICAL JOISTBEARING ON WALLDETAIL" ON SHT S502

TOM EL - REFARCH DWGS

BOTTOM CHORDBRACE- REF "TYPICALJOIST TO BEAMBEARING / BEAMBOTTOM FLANGEBRACING DETAIL" ONSHEET S505

600S162-43 AT 16" OC

16 GA FRAMING CLIP.ATTACH TO STUDS W/2-#10 SCREWS AND TOANGLE W/ 2-3/16"Ø PAF

2"


30# FELT BOND BREAKEROR APPROVED EQUAL

3" MIN DECK BRG

REFER TO SECTION3/S301 FORREQUIREMENTSBETWEEN JOISTS

JOIST - REF PLAN

BEAM - REF PLAN

#4 AT 16" OC

#4 AT40" OC




+ 31'-4"

CUT COURSE ASREQD

8" CMU

INSULATION - REFARCH DWGS

1/2"Øx4" HEADEDSTUDS AT 24"OC

BEAM - REF PLAN

REF "TYPICAL STEELBEAM BEARING ONMASONRY DETAIL" ONSHEET S504

STEEL DECK

JOIST - REF PLAN

CONT L2 1/2x2 1/2x1/4(TYP)

JOIST - REF PLAN

8" CMU

FOR DETAILSNOT NOTED REFSECTION 1/S304

1'-4"1"

DISPLAY CASE -REF ARCH DWGS

VENEER -REF ARCHDWGS

2'-0

"

GROUT COLLAR JOINTSSOLID FULL HEIGHT

#4 AT 24" OC (TYP)

8" CMU (TYP)

CONT PL3/8

#4 AT 40" OC

REF PLAN REF PLAN

CONT BENT PL1/4

REF ARCH DWGS

REF "TYPICAL SLAB-ON-GRADEDETAILS" ON SHEET S501

CONT HSS6x3x3/16(LSH) W/ CONTL3x3x3/16

1'-2"

6" 5-#4 CONT BOT

REF ARCH DWGS

JOIST BEYOND -REF PLAN

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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3/4" = 1'-0"S304

SECTION1 3/4" = 1'-0"S304

SECTION2

DD DF

BOD = 27'-2 5/16"

8"

REF ARCH DWGS

21'-0 1/2"

11'-9 3/4"

FOR DETAILS NOTNOTED REF SECTIONS4/S301 AND 4/S110

VERTICALLYSLOTTED CONN W/LATERALCAPACITY = 450#

ROOF DECK

CHANNEL - REFPLAN (TYP)

123

BEAM - REF HIGHROOF PLAN

600S162-54 AT 16" OC

CONT L2 1/2x2 1/2 x3/16

BEAM - REF ROOFPLAN

DEEP LEG TRACK(TYP)

600S162-54 AT 16" OC

BEAM - REF PLAN

CONT BENT PL1/4

HSS BEAM - REF PLAN

DWGS

REFARCH

1" CLR3 3/4"

4 3/8"

3"

CHANNEL - REFROOF PLAN

7 3/4"

7"

CONTL2 1/2x2 1/2x3/16

LATERAL AND GRAVITYLOAD CONNECTION BYPRECAST MANUF (TYP)

A14.9

REF ARCH DWGS

CHANNEL -REF PLAN

OUTLOOKER - REF PLANC6x8.2 DECKSUPPORT BETWEENOUTLOOKERS

3/16 2-12TYP

BEAM - REF PLANLATERAL AND GRAVITYLOAD CONN BYPRECAST MANUF (TYP)

CONT L3x3x1/4(TYP)


4 1/4"

DWGS

REFARCH

1" CLR

CONT BENTPL1/4

HSS BEAM - REFPLAN

3"


BEAM - REF PLAN

11'-9 3/4"

4 1/4"

VERTICALLY SLOTTEDCONN W/ LATERALCAPACITY = 450#

CONT L4x4x1/4

DWGSREF ARCH

REF PLAN

600S162-54 AT16" OC

PLANREF

CONT L3 1/2x3 1/2x1/4

1" M

IN

D2

4 3/8"


LATERAL ANDGRAVITY LOADCONN BYPRECAST MANUF

11'-9 3/4"

PLANREF

BEAM - REF PLAN

ROOF DECK

D2

1" CLRROOF DECK

CONT L2 1/2x2 1/2x3/16

BEAM - REF PLAN

1'-4 1/4"

HSS - REF PLAN

LATERAL ANDGRAVITYCONNECTIONBY PRECASTMANUF (TYP)


ROOF DECK

BEAM - REF PLAN

1" M

IN

DG


1/2"

11

VENEER - REF ARCHDWGS

CONT L5x5x5/16

600S162-54 AT 16" OCBETWEEN HANGERS

3/16 3AT EA

HANGER

2"

L4x4x1/4 BETWEENJOIST TOP CHORDS

L4x4x1/4 AT EAHANGER

C6x8.2 HANGER AT4'-0' OC W/ 2-VERTSHORT SLOT HOLESAT PLATE CONN

L2x2x3/16 AT EAJOIST

FLAG PL3/8 AT EAHANGER W/ 2-HORIZSHORT SLOT HOLES

3/16 6TYP

HSS - REF PLAN

8"

CONTL2 1/2x2 1/2x3/16

16'-6 1/2"

AK

11 3/8"

5 3/4"

CL OF HANGER CONT PL1/4

3/4"Ø ERECTIONBOLTS

3/16TYP

BOD = 14'-3"

3/16TYP

600S162-54 AT 16" OC

11'-9 3/4"

4 5/8"


REF ARCH DWGS

METAL STUDS -REF ARCH DWGSBEAM - REF PLAN

TWO-WAYLATERALCONNECTION BYPRECAST MANUF

CONT L4x4x1/4

16 GA MIN VERTDEFLECTION CLIP(CAPACITY = 300#) -ATTACH TO STUD WITH2-#10 SDS AND TO HSSW/ 3-3/16"Ø PAF

TOP OF PANEL EL -REF ARCH DWGS

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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LAA

TDC

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3/4" = 1'-0"S305

SECTION1 3/4" = 1'-0"S305

SECTION2 3/4" = 1'-0"S305

SECTION3

3/4" = 1'-0"S305

SECTION4 3/4" = 1'-0"S305

SECTION5 3/4" = 1'-0"S305

SECTION6

A11

B11

10"TOP OF PARAPETEL - REF ARCHDWGS (TYP)

CONT 600T200-54

600S200-54 AT 16" OC


STEEL DECK (TYP)

DESIGN JOIST FORADDITIONAL 300PLF UPLIFT LOADIN ADDITION TONET WIND UPLIFT

CONT L4x3x1/4 (LLV)

L2x2x1/4 AT 4'-0" OC

FLAG PL1/4 (TYP)

JOIST - REFPLAN

JOIST BRIDGING

BEAM - REF PLAN

16 GA MIN RIGIDFRAMING CLIP W/MIN CAPACITY:LATERAL = 2300#( )GRAVITY = 100#

14 GA MIN VERTDEFLECTION CLIPW/ MIN CAPACITY:LATERAL = 1500#( )


AT

10"


UPLIFT BRIDGING

FLAG PL1/4

L3x3x1/4 BETWEENJOIST TOP CHORDPANEL POINTS

L2x2x1/4 AT 4'-0" OCMAX

DESIGN JOIST FOR1500# UPLIFT FORCEIN ADDITION TO NETWIND UPLIFT

CONT L4x3x1/4 (LLV)

AK

16 GA MIN RIGIDFRAMING CLIP W/MIN CAPACITY:LATERAL = 1750#( )GRAVITY = 100#

6" CONC SLAB REINFW/ #4 AT 12" OC TOPAND BOT EA WAY

27'-10 5/8"

HOIST BEAM - REFPLAN

CHANNEL - REF PLAN


8" CMU

VERT WALL REINF

CONT C8x11.5 W/ 1/2"Øx 4" HEADED STUDS AT2'-8" OC - MINIMUMEDGE DISTANCE INSLAB = 4"



1/16 13" TOTALWELD LENGTH

ELEV

10"

3/4"

CLR

(TYP

)

A9

10"

1"


ROOF DECK


123

A9

10" 600S162-43 AT 16"OCBETWEEN TRUSSESCONT BENT

PL16 GAx4x4

ROOF DECK 16 GA MIN FRAMINGCLIP W/ MINCAPACITY:LATERAL = 650#( ) AT EA STUD

ROOF DECK

CONT L4x3x1/4 (LLV)


16 GA FRAMINGCLIP - ATTACHTO EA TRUSS W/3-#12 SCREWSAND TO STEELW/ 2-3/16"Ø PAF

CONT BOTPL5/16x16

HSS BEAM - REFPLAN

JOIST - REF PLAN

2"

L2x2x1/4 AT 4'-0" OC

BLOCKING PANELBETWEEN EACHTRUSS DESIGNFOR 150 PLF

123 A8

ARCH DWGSREF 1'-3 3/4"

FOR DETAILS NOTNOTED, REFSECTIONS 1/S301AND 5/S301

BLOCKING PANELBETWEEN EACHTRUSS DESIGNFOR 175 PLF

123

REF

AR

CH

DW

GS

16 GA MIN FRAMINGCLIP W/ MIN CAPACITY:LATERAL = 150#( )UPLIFT = 150#


CONT BENT PL1/4x4x4

16 GA MIN FRAMINGCLIP W/ MIN CAPACITY:LATERAL = 650#( ) AT EA STUD


UPLIFT BRIDGING

JOIST -REF PLAN

CONT BOT PL5/16x16

CONT L3x3x1/4 (LLV)

HSS BEAM - REFPLAN


2"

123

AR BA

FOR DETAILS NOTNOTED, REFSECTIONS 1/S306AND 7/S306

BEAM - REF PLAN

JOIST SUBSTITUTE -REF PLAN

A12

1'-2 3/8"


1'-6"

FOR DETAILSNOT NOTED, REFSECTION 1/S306

BUILT-UP FRAMINGTOP OF BEAM BELOWBY TRUSS MANUF

CONT BENTPL3/16x7x4 (LLH)

DW

GS

REF

ARC

H

CONT L3x3x1/4

STEEL DECK

JOIST - REF PLAN

JOIST BRIDGING

A15




TOP OF PARAPETEL - REF ARCHDWGS

8" CMU

VERT WALL REINF

CONT L3x3x1/4

STEEL DECK

JOIST - REF PLAN

JOIST BRIDGING

REF "TYP JOISTBRIDGING ANCHORDETAIL" ON SHEETS505 FOR DETAILS NOT

NOTED, REFSECTION 5/S301

BEAM - REF PLAN

28'-6 1/2"

26'-8"


STEEL DECK

AMAM.1

BAAR.2

16 GA MINFRAMING CLIP AT4'-0" OC MAX


0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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3/4" = 1'-0"S306

SECTION1 3/4" = 1'-0"S306

SECTION2 3/4" = 1'-0"S306

SECTION3 3/4" = 1'-0"S306

SECTION4

3/4" = 1'-0"S306SECTION5

3/4" = 1'-0"S306SECTION6

3/4" = 1'-0"S306SECTION7

3/4" = 1'-0"S306SECTION8

3/4" = 1'-0"S306

SECTION9 3/4" = 1'-0"S306

SECTION10 3/4" = 1'-0"S306

SECTION11

AL

AM

AM.7

AP

AQ

A9.3

A9.3

A9

A9A8.4

A8.2

A8.2

A8

A8

AN

AL.5

AR

AR.1

AS

BA.2BA.2

AM.1

BA

AN.8

AQ.2

B8

B8

B9

B9

EA

ED

AN.3

AQ.3

HSS12x2x1/4

HSS12x2x1/4

HS

S12

X4X

1/4

(6)

HS

S12

X6X

5/16

(10)

HS

S12

X4X

1/4

(6)

W8x10 (4)

W10x12 (6)

W8x10 (4)

W12x19 (8)

W10

x19

(12)

W8x

10 (8

)

W10

x15

(8)

W10

x12 (

6)

W10

x15

(12)

W8x10 (4)

W8x

10 (8

)

W10

x15

(8)

W10x12 (6)

W10x12 (6)

HSS

12x2

x1/4

HSS

12x2

x1/4

HSS

12x2

x1/4

HSS12x2x1/4

HSS12x2

x1/4

HSS12x2x1/4

HSS12x2x1/4

HSS12x2x1/4

HSS12x2x1/4

HSS

12x2

x1/4

W12x19 (8)

W8x10 (4)

KB

KB

KB KB

KB KB

KB KB

KB KB

KB

KB

E11

E11 A8.1

A8.1

F4

B8.1

B8.1

6 5/8"

1'-11

7/8"

2'-4 1/2"

10"

1'-11 7/8"

1'-7

3/4

"1'

-7 3

/4"

EOS1'-

1 5/8"

EOS

1'-1 5/8"

DN

HSS12x2x1/4HSS12x2x1/4

DN

HSS12x2

x1/4

HSS12x2

x1/4

UP

UP

2S401

_________

3S401

_________

4S401

_________

5S401

_________

S401F

10"

( +9'-3 1/4" )

45.00°

45.00°

( +14'-8"

HSS12x2x1/4

HSS6x2x5/16

HSS6x2x5/16

HSS

6x4x

5/16

HSS

14x6

x5/1

6

HSS12x2x1/4

HSS12x2x1/4

F7

HSS12x2x1/4

( +10'-8 5/8" )

HSS12x2x1/4

KB

KB

GRID

GRID

GRID

6S401

_________

7S401

_________

1S401

_________

AL

AMAM

AM.7

A9

A9

A8.4

A8.4

A8.2

A8.2

A8

A8

AR.1

BA.2BA.2

AM.1

BA

AN.8

AQ.2

B8

B8

B9

B9

EA

ED

AN.3

AQ.3

CF3.0

CF3.0 HSS4x4x1/

4

E11

E11

HSS4x4x5/

16

HSS4x4x1/

4

HSS4x4x1/4

HSS4x4x1/

4

2'-2"

11'-1

0 3/

8"1'

-2"

4'-4

3/8

"7'

-2 1

/4"

17'-0

"

1'-7

3/4

"

5'-6

1/2

"4'

-4 3

/8"

1'-2

"

A8.1

A8.1

TS

2'-2"

HSS6x6x3/

8

HSS4x4x1/4

HSS4x4x1/

4

HSS6x6x3/

8

2'-8 1/4" 2'-5"

11"

4'-4 3/8" 6'-7"

2'-8 1/4" 2'-5"

11"

4'-4 3/8" 6'-7"

1'-2

"1'

-2"

8'-6

7/8

"2'

-4"

17'-1

1 1/

2"2'

-4"

8'-6

7/8

"

2'-11 3/8"

1'-8 1/8"

2'-11 3/8"

1'-8 1/8"

CF4.5x6

CF4.5x6

1'-2

"1'

-2"

CF6x7.5

CF6x7.5

B8.1

B8.1

HSS12.75x

.250

HSS4x4x5/16

( -2'-8" )

( -2'-0" )

( -1'-4" )

( -3'-4" )

SF

SF

TS

HSS12x2x1/4

HSS12x2x1/4UP

UP

HSS12x2

x1/4

HSS12x2

x1/4

CF3.0

HSS12.75x

.250

CF3.0

BG

B1 B2

HSS14x6x5/16

HSS

12x2

x1/4

KB

KB

( +8'-11" )

HSS

12x2

x1/4

HSS

12x2

x1/4

HSS

12x2

x1/4

HSS

12x2

x1/4

HSS6x4x5/16

HSS

6x2x

5/16

HSS

6x2x

5/16

F7

6S401

_________

1S401

_________

7S401

_________

BK

BJ

B4

F7

KB

KB

HSS12x2x1/4

HSS12x2x1/4

HSS12x2x1/4

HSS12x2x1/4

HSS12x2x1/4

HSS

14x6

x5/1

6 HSS6x2x5/16

HSS6x2x5/16

HSS

6x4x

5/16

( +5'-11 1/2"

1S401

_________

7S401

_________

6S401

_________

SIM TO

CONT BENT PL1/4

KNUCKLE HSS -REF TYP DETAILON SHT S505

HSS STRINGER -REF PLAN

CLOSURE PLATE

CONC SLAB -REF PLAN

CAP PL1/4

COPE HSS TO SUPPORTSLAB EDGE ANGLE

4"

1" (C

LR)

COL - REF PLAN

#4 x 5'-0" AT 1'-0" OC

RAILING - REFARCH DWGS

HSS - REFPLAN

CONT L3x3x1/4

BOND BREAKER(30# FELT OREQUIVALENT)

REF ARCHDWGS

3/16 3-12

3/16 3-12

4"

A9.3

BEAM - REF PLANCOL - REFPLAN

HSS - REF PLAN

CONC SLAB - REFPLAN

CONT BENT PL1/4

CAP PL1/4

3/16 3-123/16 3-12

PLANREF

A9.3

REF PLAN

HSS STAIR STRINGERBEYONDBEAM - REF PLAN

CONC SLAB - REFPLAN


RAILING BEYOND

PLANREF


METAL STUDS - REFARCH DWGS

CONC SLAB - REFPLAN

4"

BRG1 1/2" MIN

CONT L3x3x1/4

HSS - REF PLAN

WALL BEYOND

GRID


LATERAL ANDGRAVITY LOAD CONNBY PRECAST MANUF

BRG2 1/2" MIN

4"

3/4"

CLR

HSS - REF PLAN

3/16 3-12

3/16 3-12

CONT L4x4x1/2


3/163/16

4"

CLOSURE PL3/16

CONT L4x3x3/16 (LLV)

HSS - REF PLAN

HSS STRINGER -REF PLAN


A8.4

AR.1

2S401

_________

KB

KB

HSS - REF PLAN


COL - REF PLAN

2 1/8"

CL COLUMN

CL STRINGER

45.00°

1'-1

1/2

"

PLANREF

CL STRINGER

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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1/4" = 1'-0"S401

FRAMING PLAN - COMMON STAIRB

1/4" = 1'-0"S401

STAIR FRAMING PLAN - AREA AE

1/4" = 1'-0"S401

FOUNDATION PLAN - COMMON STAIRA

1/4" = 1'-0"S401

STAIR FRAMING PLAN - AREA BD 1/4" = 1'-0"S401

STAIR FRAMING PLAN - AREA BC

3/4" = 1'-0"S401

SECTION2

3/4" = 1'-0"S401

SECTION3 3/4" = 1'-0"S401

SECTION4 3/4" = 1'-0"S401

SECTION5 3/4" = 1'-0"S401

SECTION6 3/4" = 1'-0"S401

SECTION7

3/4" = 1'-0"S401

SECTION1

3/4" = 1'-0"S401

PLAN DETAILF

A11

AJ

AL

A9

AJ.1

AK

W12

x22 (

6)W12x22 (4)

W8x

15 (8

)

W14x22 (12)

W14

x22

(11)

W16

x26

(17)

W18x40 (10)

OPEN

9'-7 1

/4"

W16x26 (8)

11'-9 3/4"

9'-10 3/4"

W12

x19 (

4)

W16

x31

(10)

10'-1

0 1/2"

6"

6"

6"

6"

45.00°

A4

A4

AHAH

AD AD

AF

A7.1

A7.1

11'-7 1/2" 5'-7 1/4" 11'-11" 6'-10"

5"9'

-1"

2'-1

0 1/

2"

W21

X62

(28)

W12

x19

(6)

W12x19 (6)

W12x19 (6)

W12x19 (6) W12x19 (6) W12x19 (6)

W21

X62

(28)

W21

X62

(28) W12x19 (6)W12x19 (6)

W21

X73

(29) W12x19 (6) W12x19 (6) W12x19 (6)

W21

X73

(26)

W12x19 (6)

W12

x19

(6)

1'-7"

2'-2 3/8"

2'-2 1/4"

W14

x22

(12)

W24

x68

(33)

W12x19 (6)

W24X104 (35)

W24X104 (23)

W21

X73

(26)

65K 70K

70K 70K

50K

BDBD

BG BG

BE

B4

B4

B7

B7

11'-7 1/2" 5'-7 1/4" 11'-11" 4'-10"

W12x19 (6) W12x19 (6) W12x19 (6)

W24X104 (23)

W24

x68

(33)

W14

x22

(12)

W21

X62

(28)

W21

X62

(28)

W21

X73

(26)

W21

X62

(28)

W21

X73

(26)

W12x19 (6)

W12x19 (6)

W12x19 (6) W12x19 (6)W12x19 (6)

W21

X73

(29)

W12x19 (6)

W12x19 (6)

W12

x19

(6)

W12

x19

(6)

W12x19 (6) W12x19 (6) 5"2'

-10

1/2"

9'-1

"

1'-7"

2'-2 3/8"

2'-2 1/4"

W24X104 (35) 75K65K

70K70K

50K

AK

D2

DD

DF

A14.9

DG

2S305

_________

1S305

_________

OPEN

W14X30

W14

x22

W14

x22

W18X40

HSS12x6x5/16W8x18

W8x18

W8x18

W14

x22

HSS

12x6

x5/1

6

HSS

14X6

X1/

4 (L

SV)

HSS

14X6

X1/

4 (L

SV)

W14

x22

1'-10 5/8"5'-1 1/2" 9'-6" 5'-1 1/2"

2'-0

3/4

"

3S305

_________

5S305

_________

4S305

_________

HSS4x4x3/8STUB COL

HSS4x4x3/

8

STUB COL

OPEN

C7x9.8 HANGERFROM FLOORBEAM

TOS = +11'-9 3/4" (TYP)

S107A

D1.3 D1.7

AK

D2

D2

DD

DF

DE

A14.9

A14.9

DG

2S305

_________

1S305

_________

W12x19 (L)

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

C8x

18.7

5

W8x

24

C6x8.2

C6x

8.2

C6x8.2

W16

x26

W8x

18

W8x

18

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

5'-1 1/2" 9'-6" 5'-1 1/2"

8" 8"

W10

x22

HSS4x4x1/

4

STUB COLHSS4x4

x1/4

STUB COL

TOS = +21'-0 1/2"

TOS = +16'-6 1/2"

SL

SL

SL

S402F

HIGH

3S305

_________

5S305

_________

4S305

_________

W8x18 W8x18

OPEN

TOS = +23'-0" TOS = +23'-0"

W18x35 (L)

D1.3 D1.7 D2

DDDD

DFDF

A14.9

SL

2S305

_________

1S305

_________

TOS = +24'-1 3/8"

5'-1 1/2" 9'-6" 5'-1 1/2"

TOS = +26'-7 3/8"

W8x

18

W8x

18

C6x

8.2

C6x

8.2

C6x8.2

C6x

8.2

C6x

8.2

W8x18

W8x18

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

C6x8.2

3S305

_________

D1.3 D1.7

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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1/4" = 1'-0"S402

ELEVATOR SECOND FLOOR FRAMING PLAN - AREA "A"C 1/4" = 1'-0"S402

ENLARGED SECOND FLOOR PLAN - AREA "A"A 1/4" = 1'-0"S402

ENLARGED SECOND FLOOR PLAN - AREA "B"B

1/4" = 1'-0"S402

ENLARGED LOW ROOF FRAMING PLAN -AREA "D"D 1/4" = 1'-0"S402

ENLARGED HIGH ROOF FRAMING PLAN -AREA "D"E 1/4" = 1'-0"S402

PLAN DETAILF

1'-6" 6'-8 1/2"

1'-9 3/8"

1'-9

3/8

"R

EF A

RC

H D

WG

S

6" CMU

10" CMU

FOR DETAILS NOTNOTED, REFDETAIL C/S403

2-#4 VERT(TYP)

GROUT SOLIDFULL HEIGHT

D3.3

DJ

1'-4" LINTEL JAMB16'-7 5/8"

DO

OR

JA

MB

1'-3

5/8

" FIR

E

3/8"

CO

NTR

OL

JT

1'-5

1/4

" LIN

TEL

JAM

B

7 7/

8"1'

-10

1/8"

3/8" CONTROL JT

7 5/8"7'-4" 7 5/8" 7'-4" 7 5/8"

3/8" CONTROL JT

3'-1

1 1/

8"

3'-1

1 1/

8"

1'-3 1/2" 2'-1 7/8"

NON-BEARINGWALL 1-#4 VERT IN EACH

CELL (TYP UON)

2-#5 VERT IN EA CELL

6" 6"

6" 6"

2" B

EJ

MORTAR JOINTSOLID FORWIDTH OFPORTAL JAMB

1-#4 VERT IN EACHCELL OF FIRESLABSUPPORT WALLS


2" B

EJ

1S403

_________HIGH

BO

ND

BEA

M L

INTE

L AB

OVE

BO

ND

BEA

M L

INTE

L AB

OVE

LINE OF FIRE SLAB ABOVE

LINE OF FIRE SLAB ABOVE

FIRE DOOR LINTEL ABOVE

8" CMU (TYP)

2-#5 VERT INEA CELL

1 7/8"

1'-4" LINTEL JAMB

#3 TIES AT8" OC (TYP)

1'-4" LINTEL JAMB

3/8" CONTROL JT

7 5/8" 7'-4" 7 5/8"

3/8" CONTROL JT

1'-4" LINTEL JAMB

3'-1

1 1/

8"

6"

6"


1S403

_________HIGH

LINE OF FIRESLAB ABOVE

BO

ND

BEA

M L

INTE

L AB

OVE

8" CMU (TYP)

2" B

EJ

FOR DETAILSNOT NOTED, REFDETAIL A/S403

DJ.2

D8

PLANREF

PLA

NR

EF2"

BE

J

2" BEJ 9"

2" B

EJ

8" CMU (TYP)

TYPICAL WALLREINF - REFSECTIONS

6" METAL STUDS -REF ARCH DWGS


FOR DETAILSNOT NOTED, REFDETAIL A/S403

A12

AT.9

2" BEJ

2" B

EJ

2'-0"

1'-8 1/2"

2'-3

5/8

"2'

-2"

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

6"

10" CMU

8" CMU

8" CMU

12" CMU

TYPICAL VERTWALL REINF -REF SECTIONS

COLUMN - REF PLAN

1'-9

1/4

"

PRECASTCONCPANEL -REF ARCHDWGS

7 5/8" FIRE DOOR JAMB 3/8" CONTROL JOINT

2'-7 1/8"

REF "TYP FIREDOOR DETAILS"ON SHEET S502

2" BEJ

2" B

EJ

2" B

EJ

9 5/

8"1'

-8"

8" CMU 8" CMU

12" CMU

TYPICAL VERTWALL REINF -REF SECTIONS

MORTAR JOINTSOLID FOR WIDTHOF JAMB 8" LINTEL JAMB

3/8" CONTROL JT

7 5/8" FIRE DOOR JAMB

WINDOW OPENING ABOVE5'-4"


3/8" CONTROL JT

MORTAR JOINT SOLID FORWIDTH OF PORTAL JAMB

REF "TYP FIRE DOORDETAILS" (TYP EA SIDE)

8" CMU (TYP)

8" LINTEL JAMB8" LINTEL JAMB

#4 AT 12" OC EA WAY TOPAND BOT. TOP BARSWITH 90° HOOKS EA END

( +11'-4" )

8" CMU8" THICK CONCFIRE SLAB

1S403

_________ 1S403

_________

SIM TO

#4 AT 12" OC EA WAY TOPAND BOT. TOP BARSWITH 90° HOOKS EA END

8" CMU

8" THICK CONCFIRE SLAB

( +11'-4" )

3/4"

(TY

P)


AT DETAIL K/S40332" DEEP CMU BONDBEAM W/ 2-#5 CONTTOP AND BOT AND2-#5 AT MID DEPTH -AT DETAIL L/S40316" DEEP CMU BONDBEAM W/ 2-#5 CONTTOP AND BOT FIRE SLAB - REF

PLAN


8"JO

INT

3/8"

CO

NTR

OL

FIRE DOOR - REF ARCHDWGS

#4 AT 448" OC VERT W/STD 90° HOOK TOP

8" CMU (TYP)

2" BEJ

JOIST SUBSTITUTE -REF PLAN

CF

PLA

NR

EF2"

1'-5

3/8

"

10" CMU

2-#4 VERTEA CELL

GROUTSOLID FULLHEIGHT

12" CMU

8" CMU

6" CMU

WALL REINF -REF SECTIONS(TYP UON)

FOR DETAILS NOTNOTED, REFDETAIL C/S403

6'-4"

1'-4" FIRE DOOR JAMB

6'-4"

1'-3 5/8" FIRE DOOR JAMB 3/8" CONTROL JOINT

1'-3 5/8" FIRE DOOR JAMB3/8" CONTROL JOINTBEAM JAMB2'-0" CONC

3/8" CONTROL JOINT


BEAM JAMB2'-0" CONC

ABO

VE (T

YP)

FIR

EDO

OR

LIN

TEL 1-#7 VERT EA CELL REF "TYP FIRE

DOOR DETAILS"ON SHEET S502

1-#7 VERT EA CELL

2-#7 VERT EA CELL

1-#7 VERT EA CELL

2-#7 VERT EA CELL12" CMU

8" CMU(TYP UON)

#2 TIES AT 8" OC

MORTAR JOINT SOLIDFOR FULL HEIGHT OFFIRE DOOR JAMB (TYP)

MORTAR JOINT SOLIDFOR FULL HEIGHT OFFIRE DOOR JAMB, TYP

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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3/4" = 1'-0"S403

PLAN DETAILF

3/4" = 1'-0"S403

PLAN DETAILA 3/4" = 1'-0"S403

PLAN DETAILB 3/4" = 1'-0"S403

PLAN DETAILC

3/4" = 1'-0"S403

PLAN DETAILD 3/4" = 1'-0"S403

PLAN DETAILE

3/4" = 1'-0"S403

PLAN DETAILH

3/4" = 1'-0"S403PLAN DETAILK

3/4" = 1'-0"S403PLAN DETAILL

3/4" = 1'-0"S403

SECTION1

3/4" = 1'-0"S403

PLAN DETAILG

3/4" = 1'-0"S403

PLAN DETAILJ

BD

BC

BB

B11

BS404

_________ SF

SF

1S404

_________

S404E

S404D

8"20

'-1 1

/2"

( -4'-8" )

( -3'-4" )

( -1'-4" )

COLUMN - REFPLAN (TYP)

CONT WALLFOOTING -REF PLAN

CONCFOUNDATIONWALL

BD BC BB

1S404

_________

ES404

_________DS404

_________

0"

-3'-4"

3/4" PANEL JOINT

-1'-4"

-4'-8"

-3'-4"

-1'-4"

8"

COLUMN - REF PLAN

FINISHED FLOOR ELEVATION

PRECAST CONC PANEL BEYOND

CONC WALL - REF SECTION

13'-6 3/4"

2" BEJ PANEL JOINT7 1/2"

COLUMN FOOTING - REFPLAN (REINF NOT SHOWNFOR CLARITY)

WALL FOOTING - REF PLAN(REINF NOT SHOWN FORCLARITY)

STD 90° HOOK (TYP)

CONC PEDESTAL

REFER TO "TYPICALSTEPPED FOOTINGDETAIL" ON SHEETS501 (TYP)

COLUMN BASE PLATEAND ANCHOR BOLTS -REF SCHEDULE ONSHEET S502 (TYP)

CONCRETE WALL -REF PLAN ANDSECTION (REINF NOTSHOWN FOR CLARITY)FFE (TYP)

BD

B11

9 1/2" 1'-6 1/2"

8"8"

3/4"

PAN

EL

JOIN

T

CONC WALL AND REINF -REF SECTION 3/S104

CONC PEDESTAL W/ 6-#5VERT AND #3 TIES AT 12" OC


CONC WALL ANDREINF - REFSECTION 1/S404

PLANREF

BC

BB

B11

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

3'-1

0"

1'-2

1/2

"1'

-2 1

/2"

1'-6"PLANREF

WALL REINFORCING -REFER TO SECTION1/S404 (TYP)

CONC PEDESTAL W/16-#6 VERT AND 2-#4TIES WITHIN TOP 5" OFPEDESTAL, 2-#4 TIESAT 3" OC, REMAINDERAT 12" OC

2" CLR (TYP)

A11B11

1'-4

"

8"

PLANREF

#4 AT 12" OCVERT

#4 AT 12" OCVERT

2" CLR

#4 AT 12" OCHORIZ

CONT 2x4 KEY

1'-6 1/2"

NOTE:RUN WALL REINFCONTINUOUSTHROUGHPEDESTALS

5 1/2"

6 3/

4"1'-7

5/8

"

EQ EQ

1'-7 5/8"

GRID

GRID

2S404

_________


SITE SLAB - REFCIVIL DWGS

GROUT CAVITYAROUND COLUMNSOLID BELOW GRADE1/4" EXPANSION JOINT

MATERIAL

BASE PLATE ANDANCHOR BOLTS - REFTYPICAL DETAILS ONSHEET S502

4" SOLID CMUBELOW GRADE

FOOTING -REF PLAN

GRID

COLUMN - REF PLAN

CONC SLAB -REF PLAN

#5 AT 12' OC EAWAY MIDDLE OFWALL

CONT 3/4"CHAMFER

1/4" EXP JOINTMATERIAL (TYP)

GUARDRAIL - REFARCH DWGS

SITE SLAB - REF PLAN

FOOTING - REFPLAN

ROUGHENED JOINT

DRAIN TILE - REFARCH DWGS

#57 STONESURROUNDINGDRAIN TILE

8"

BEAM JAMB2'-0" CONC3/8" CONTROL JOINT

1'-3 5/8"

6'-4"

1'-4"

6'-4"

1'-3 5/8"3/8" CONTROL JOINT

BEAM JAMB2'-0" CONC

3/8" CONTROL JOINT

7 5/8"

3'-4"

7 5/8"

3/8" CONTROL JOINT

3/8" CONTROL JOINT3'-11 5/8"8'-0"4'-7 5/8"3/8" CONTROL JOINT

FIRE SHUTTER8" JAMB 8" JAMB

1'-4

" BO

ND

BE

AMD

WG

S

OPE

NIN

GR

EF A

RC

H

1'-4

" BO

ND

BE

AM3/

8" C

ON

TRO

L JO

INT

BEAM

3'-4

"C

ON

C

JAMBREINFORCING -REF PLANDETAILS ONSHEET S402 (TYPUON)

FIRE DOOR LINTEL -REF TYPICALDETAIL ON S502(TYP UON)

3-#7 VERT (TYP)

INFILL MASONRYTO MATCH TOTALWALL THICKNESS -REINFORCING TOMATCH ADJACENTWALL

4S404

_________

FIRE SHUTTER -REF ARCH DWGS

16" DEEP BONDBEAM W/ 3-#5 T&BAND #3 STIRRUPSAT 8" OC

16" DEEP BONDBEAM W/ 3-#5 T&BAND #3 STIRRUPSAT 8" OC

3/8"

CO

NTR

OL

JOIN

T

WALL WIDTH x 40"DEEP CONCRETEBEAM W/ 4-#6BOTTOM, 2-#6 TOPAND MID-DEPTH,AND #3 STIRRUPSAT 12" OC. BEARBEAM 24" EACHEND

FOR DETAILS NOTNOTED, REFSECTION 1/S304AND "TYPICALFIRE DOORDETAILS" ONSHEET S502

24" DEEP CMU BONDBEAM W/ 2-#5 CONTTOP AND BOT

3/8"

CO

NTR

OL

JOIN

T

8" DEEP BOND BEAMW/ 2-#5 CONT

EL - REF ARCHDWGS (TYP)

AK

DG

14'-2 1/2"14'-0 1/2"

PL5/8x11x8STIFF PL3/8 INLINE WITH COLFLANGES

PL3/8x6xCOLWIDTH SEAT

1/4

3/16STD FRAMEDBEAM CONN

COLUMN - REFPLAN

AK

BEAM - REFPLAN

L4x4x1/4 TOADJACENTBEAM

CHANNELHANGER -REF PLANDETAIL

HSS - REFPLAN

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

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1/4" = 1'-0"S404

ENLARGED FOUNDATION PLANA 3/4" = 1'-0"S404

ELEVATIONB

3/4" = 1'-0"S404

PLAN DETAILD 3/4" = 1'-0"S404

PLAN DETAILE

3/4" = 1'-0"S404

SECTION1

3/4" = 1'-0"S404

PLAN DETAILF

3/4" = 1'-0"S404

SECTION2 3/4" = 1'-0"S404

SECTION3

1/4" = 1'-0"S404

ELEVATIONC

3/4" = 1'-0"S404

SECTION4

3/4" = 1'-0"S404

SECTION5

3/4" = 1'-0"S404

SECTION6

NOTE:ELEVATION SHOWN AT 12" CMU WYTHE. REFER TOSECTION 4/S404 FOR DETAILS AT 8" CMU WYTHE

2" BEJ2"

BE

J

2" B

EJ

2" B

EJ

2" BEJ

HR = 13.2 KIPSF = 27.3 KIPS









HR = 3.6 KIPSF = 32.6 KIPS HR = 2.8 KIPS

F = 4.6 KIPS




LR = 2.0 KIPS

LR = 1.0 KIPS

LR = 2.8 KIPS

LR = 1.0 KIPS

LR = 8.9 KIPS

LR = 4.4 KIPS

LR = 10.2 KIPS

LR = 1.0 KIPS

LR = 11.4 KIPS

LR = 7.7 KIPS

LR = 10.2 KIPS

LR = 7.5 KIPS

LR = 1.8 KIPS

LR = 10.7 KIPS

LR = 1.0 KIPS

LR = 4.2 KIPS

LR = 1.3 KIPS

LR = 1.0 KIPS

LR = 10.1 KIPS

LR = 7.0 KIPSLR = 2.8 KIPSLR = 1.0 KIPS




HR = 2.1 KIPSHR = 2.1 KIPS

HR = 0 KIPS HR = 0 KIPS

HR = 0 KIPS

HR = 0 KIPS

HR = 0 KIPS

HR = 0 KIPSHR = 0 KIPS

LR = 2.8 KIPS

HR = 0 KIPS

WALL REINF -REF PLAN ANDSECTION 3/S302

SHEARWALLCHORD REINF(TYP)

DOWELS SHALLMATCH SIZE ANDSPACING OFWALL REINF (TYP)

WALL FOOTING -REF PLAN

TOP STORYCHORD REINFSHALL BE CONTTO FOUNDATION(TYP)

8" DEEP CMUBOND BEAM W/2-#4 CONT BOTAT FLOOR, ROOF,AND MID-HEIGHTBETWEEN

TOP OF MASONRY -REF ARCH DWGS

8" CMU (TYP)

SECOND FLOORFFE

REF PLAN

NOTE: REFER TO"TYPICAL CONCRETEMASONRYREINFORCINGDETAILS" ON SHEETS503 FORREQUIREMENTS ATCORNERS,INTERSECTIONS,OPENINGS, BEAMBEARINGS, CHORDREINFORCING, ANDCONTROL JOINTS.

SHEARWALLCHORD REINF

TYP2'-0"

FOR DETAILSNOT NOTED,REF ELEVATIONA/S405

SHEARWALLCHORD REINF

8" CMU (TYP)

6" CMU

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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1/16" = 1'-0"PRECAST PANEL SHEAR LOAD PLAN

PRECAST CONCRETE PANEL NOTESP1 PRECAST CONCRETE FOR THIS STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH ACI

318-05, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND THE DESIGNREQUIREMENTS OF PCI MNL-120-04, "PCI DESIGN HANDBOOK, PRECAST AND PRESTRESSEDCONCRETE - 6TH EDITION".

P2 THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS PREPARED, SIGNED, ANDSEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE COMMONWEALTH OF VIRGINIA FORTHE DESIGN OF PRECAST CONCRETE INDICATED TO COMPLY WITH SPECIFIED LOADS.

P3 PRECAST CONCRETE PANELS SHALL BE DESIGNED TO SUPPORT THE FOLLOWING LOADS:1. SELF-WEIGHT,2. OUT-OF-PLANE COMPONENT. WIND OR SEISMIC LOADS PER THE REQUIREMENTS OF IBC 2009,3. PROVIDED FACTORED IN-PLANE SHEAR LOADS (1.0W OR 0.7E) APPLIED AT THE INDICATEDLEVEL. (HIGH ROOF = HR, LOW ROOF = LR, FLOOR = F)

P4 PRECAST SHEARWALL PANEL LOADS SHALL BE DISTRIBUTED UNIFORMLY ALONG THE FULL WALLLENGTH INDICATED. CONNECTIONS BETWEEN INDIVIDUAL PANELS SHALL BE DESIGNED TOTRANSFER UNIFORM SHEAR DISTRIBUTION ACROSS PANEL JOINTS AS REQUIRED.

P5 ALL PRECAST MEMBERS SHALL HAVE AT LEAST TWO CONNECTIONS TO SUPPORTING STRUCTUREAT EACH LEVEL OF CONSTRUCTION. MAXIMUM CONNECTION SPACING SHALL BE 36" ON-CENTER.ALL EXPOSED CONNECTORS SHALL BE HOT-DIP GALVANIZED OR STAINLESS STEEL. PRECASTPANELS SHALL BE REINFORCED AS REQUIRED TO TRANSFER FORCES IN CONNECTIONS.

P6 WALL AND COLUMN FOOTINGS SUPPORTING PRECAST PANELS WERE SIZED BASED UPONESTIMATED SHEARWALL REACTIONS. SUBMIT BASE REACTIONS FOR FOUNDATION DESIGNVERIFICATION AND POSSIBLE FOUNDATION REDESIGN. FOUNDATION SHALL NOT BE PLACEDUNTIL FINAL PRECAST REACTIONS ARE SUBMITTED AND FOUNDATION DESIGN HAS BEENVERIFIED.

P7 DESIGN OF PRECAST PANELS SHALL COMPLY WITH THE GENERAL GUIDELINES REGARDINGPANEL THICKNESS, PANEL HEIGHT, AND JOINT SPACING, ETC., WITHOUT DEVIATION. MEMBERPROFILES AND ALIGNMENT SHALL BE MAINTAINED. MODIFICATIONS WILL BE PERMISSABLE ONLYAS REQUIRED TO ENSURE PROPER FIT-UP AND WITH PRIOR APPROVAL OF THE ARCHITECT.

P8 CONNECTIONS INDICATED ARE SCHEMATIC ONLY AND ARE INCLUDED FOR BIDDING PURPOSES.CONNECTIONS MAY BE MODIFIED FROM THOSE SHOWN. FINAL CONNECTIONS SHALL BESUBMITTED WITH DESIGN REACTIONS FOR VERIFICATION OF SUPPORTING STRUCTURE ANDPOSSIBLE REDESIGN. CALCULATIONS SHALL BE SUBMITTED AND REVIEWED PRIOR TOSUBMITTING STRUCTURAL STEEL SHOP DRAWINGS TO ALLOW FOR VERIFICATION ANDCOOORDINATION OF STEEL DESIGN

1/4" = 1'-0"S405

ELEVATIONA

1/4" = 1'-0"S405

ELEVATIONB

8"

1'-4" 1'-4"REF PLAN FORTOTAL DEPTH OFSTEP

STD 90 DEGREEHOOK

DEP

TH

STD 90 DEGREEHOOK

2" CLR

ADDED BARS SAMESIZE AND NUMBERAS LONGITUDINALFOOTING REINF

3" CLR (BOTTOMAND SIDES)

#4 TIES38 x BARDIA (TYP)

PROVIDE KEY FULLWIDTH OF FOOTING

2" CLR

REINF IS CONTTHRU JOINT

3" CLR TO TIE (TYP)

TIE EACH SIDE OFCONSTRUCTION JOINT

PROVIDE 2-#5 x 4'-0"CONT THRU JOINT WHERENO CONT TOP BARS AREREQUIRED

3" CLR (BOTTOMAND SIDES)

3" CLR(TYP)

TIES

LONGITUDINALREINF

FOOTING -REF PLAN

FOOTINGELEVATION -REF PLAN

CL OF FOOTINGAND WALL(TYP UON)

1 1/2"

D/3

D/3

D/3

PREVIOUS POUR NEW POUR

3" CLR

0"

(D)

(TYP

)(TY

P)

STEPPED FOOTINGDENOTED 'SF' ON PLAN

FOOTING CONSTRUCTION JOINT TYPICAL SECTION UTILITY SLEEVE THROUGH FOOTING UTILITY SLEEVE BELOW FOOTING

CORNERS

INTERSECTIONS

8"

SLEEVE (INSIDE DIAMETER2" LARGER THAN PIPE/UTILITYOUTSIDE DIAMETER)

INTERRUPTEDFOOTING REINF

ADDED BAR SAMESIZE AND NUMBER ASFOOTING REINF

MAINTAIN 12" MINAROUND SLEEVE (TYP)

3" CLR (TYP)

STD 90 DEGREEHOOK

FOOTING -REF PLAN

UNDISTURBED SOIL ORCONTROLLED FILL

#4 AT 12" OC BOTTOM

SLEEVE (INSIDE DIAMETER2" LARGER THAN PIPE/UTILITYOUTSIDE DIAMETER)

CONT FOOTINGREINF

MAINTAIN 12"MIN AROUNDSLEEVE (TYP)

FOOTING -REF PLAN

PIPE OR UTILITY - REFSITE PLAN

1500 PSI LEAN CONCRETE.WIDTH TO MATCH FOOTINGWIDTH ABOVE

UNDISTURBED SOIL ORCONTROLLED FILL

CONTINUOUSLONGITUDINALREINFORCING

3" CLR(TYP)

NOTE: TIESNOT SHOWN

2

1

8" MIN

#4 #4

1'-0"

DEP

TH(D

)

TYPICAL SPREAD FOOTING DETAILSNTS

CONTINUOUSLONGITUDINALREINFORCING

4 3/

4"

PIPE OR UTILITY - REFSITE PLAN

TOP BARS ATLOCATIONINDICATED INSCHEDULE

NOTE:STEPPED FOOTING LOCATIONS AND DIMENSIONS SHALL BECOORDINATED WITH PRECAST PANEL MANUFACTURER.

16" STEP WHEREINDICATED ONPLAN

CL OF KCJ

PREVIOUS POUR NEW POUR

EDGE TO 1/8" RADIUSBEFORE REMOVINGBULKHEAD

CONT 2x4 KEY

DISCONTINUEWWR 1" CLEAREACH SIDE OF KCJ

t = SLABTHICKNESS

PAINT FACE OFPREVIOUS POUR W/CURING COMPOUNDBEFORE MAKINGNEW POUR

WWR

11

8"

CL OF SAWEDJOINT

CUT EVERY OTHERWIRE AT JOINT

t/4 DEEP

WWR

1/8"

ALIGN SLAB JOINTWITH FACE OF WALLSHOWN ON PLAN

WALL BEYOND

CONT WALL FOOTING

EXTENT OF JOINTFILLER, CONTAROUND CMU (TYPAT JAMBS)

SLAB - REFPLAN

INTERIORCMUWALL

1/2"EXPANSIONJOINTMATERIAL

NON-BEARINGMASONRY WALL

3-#4 CONTBOTTOM

KEYED CONSTRUCTIONJOINT

3" CLEAR

WALL THICKNESS

4" 6" 6" 4"

4"

4" 4" 4" 4"

NON-BEARINGMASONRY WALL

2-#4 CONTBOTTOM

3" CLEAR

WALL THICKNESS

4"

KEYED CONSTRUCTION JOINT SAWED JOINT

KEYED CONSTRUCTION JOINT AT INTERIOR DOORS THICKENED SLAB / KEYEDCONSTRUCTION JOINT

THICKENED SLAB

DO NOT PLACE CMUUNDER SLAB ATMASONRY OPENING

TYPICAL SLAB-ON-GRADE DETAILSNTS

DRILL AND EPOXYDOWEL 4" INTOCONC

VERT WALL REINF -REF CONCRETEMASONRY NOTE #10

DRILL AND EPOXYDOWEL 4" INTOCONC

PLACE SAW CUT WITHIN 12 HOURSOF CONCRETE PLACEMENT

VERT WALLREINF - REFCONCRETEMASONRYNOTE #10

CONTINUE VAPORRETARDERTHROUGH OPENINGUNDER SLAB

1-#4 MOS, ATRE-ENTRANTCORNER,EACH SIDE

RE-ENTRANTCORNER

2" CLR

11

PLANSECTION

AT LOCATIONSWHERE SLAB JOINTIS PROVIDED ATTHE CORNER DONOT PLACE BAR

SLAB BLOCKOUT AT COLUMNS

DETAIL SYMMETRICALABOUT CL

FINISHED FLOOR

EL - REFPLAN

CONC SLAB-ON-GRADE

DRAIN FIXTUREPER MFR

EXTEND WWR UNDERDRAIN DEPRESSION

#4 - EXTEND 2'-0"BEYOND 'FS' AND 'FD'RECESS ON 4 SIDES

DEPTH AND WIDTH PERDRAIN FIXTURE MFR

6" MIN

FLOOR SINK/DRAIN

WRAP COLUMN W/ 1/4"PREMOLDED EXPANSIONJOINT MATERIAL

CL OF COLUMN AND FOOTING

COORDINATE BLOCKOUTDIMENSIONS AND SHAPE W/FINISH JOINT PATTERN ANDCOLUMN BASE PLATE

REF "TYPICAL COLUMN FOOTINGDETAIL" ON SHEET S502

VAPOR RETARDER -CONTINUE ACROSSTOP OF FOOTING

KEYED CONSTRUCTIONJOINT AROUND PERIMETEROF COLUMN BLOCKOUT -APPLY BONDING COMPOUNDTO JOINT IN LIEU OF CURINGCOMPOUND AT BLOCKOUTS

NOTE: USE CIRCULAR BLOCKOUTS EXCEPT USE DIAMONDSHAPED BLOCKOUTS AT LOCATIONS WHERE FLOORFINISH JOINT PATTERN HAS DIAMOND SHAPE AROUNDCOLUMNS. IF JOINT PATTERN DOES NOT ALLOW FOR ABLOCKOUT THE SECTION OF CONCRETE SLAB TO THENEAREST JOINT SHALL BE LEFT OUT AS THE BLOCKOUT.

BLOCKOUT

COLUMN

PROVIDE SLAB JOINT OF 2 - #4 x 4'-0" LONG BARSAT EACH CORNER OF DIAMOND BLOCKOUTSNOT AT A JOINT

1-#4 MOS, ATRE-ENTRANTCORNER,EACH SIDE

#4 AT 12" OC TOPW/ STD 90° HOOK

SLAB-ON-GRADE

RE-ENTRANTCORNER


1-#4

MASONRYWALL

VERT WALLREINF (TYP)

2" CLR

MASONRY OPENING

(TYP)

11

WALL BEYOND


REF CIVILDWGS

1-#4


1" CLR

SECTIONPLAN

ADDED SLAB REINFORCING AT EXTERIOR DOORS

COORD EDGEOF SLAB WITHDOOR DETAILS

PLANDIMENSIONTO THIS FACE

REFER TO ARCH JAMBDETAILS FOR LOCATIONSOF BRICK RETURN ANDRECESS CMU

2'-0

"

1'-0"

8"

1'-4"

PAINT ALL STEEL BELOWGRADE W/ TWO HEAVY COATSOF BITUMINOUS PAINT

2' - 6" SQ

CONC SLAB

METAL POST -REF ARCH DWGS

1'-9

3/4

"

4" (M

IN)

4 - #4 EA WAY BOT

VOLLEYBALL POST SLEEVE

METAL POST SLEEVE -REF ARCH DWGS

FIN FLR EL

WALL BEYOND


REF CIVILDWGS

1-#4

L3x3x1/2 W/ 1/2"Ø x3"HEADED STUDS AT 2'-0" OCMAX AND ONE AT EA END.3 SIDES MITER CORNERS

RECESS AT OVERHEAD DOOR

COORD EDGEOF SLAB WITHDOOR DETAILS

PLANDIMENSIONTO THIS FACE

REF

AR

CH

DW

GS

8"

REF ARCH DWGS


t

WWR - REFPLAN

REF ARCHDWGS

2t

t

DEPRESSED SLAB

STAIR STRINGER

L3x3x1/4x0'-4"W/ 1-3/4" DIAEXP BOLT (MINEMBEDMENT = 3")

CL OF EXPANSIONBOLT

3" CLEARLENGTH OF TSSHALL EXTEND1'-0" BEYONDWIDTH OF STAIREACH SIDE

3-#4 CONTBOTTOM

3/16

4"

THICKENED SLAB AT STAIR LANDING

4" 4"8"8"

t

WWR - REF PLAN

REF ARCHDWGS

2t

t

SLAB TRANSITION AT GYM/STAGE

L2x2x1/4 AT GYML3x3x1/4 AT STAGEW/ 1/2"Ø HEADEDSTUDS x 4" AT 16" OC

#4 NOSING BARS

NOTE: REFCIVIL/ARCH DWGSFOR TREAD ANDRISER DIMENSIONS

1 1/2" CLR(TYP UON)

2-#4 CONT BOT

12

#4 AT 12" OC

CONT KEYEDCONSTRUCTION JOINT

6" MIN TYP

1'-0"LAP"

6"6"

1'-4

"M

IN

3" C

LR

2" CLR

8"

NOTE: AT LOCATIONS WHERE STAIRATTACHES TO SITE WALL PROVIDE #4AT 12" OC HOOKED INTO TOP OFWALL FOR WIDTH OF STAIR.

STAIR ON GRADE

DENOTED 'TS/KCJ' ON PLAN

DENOTED 'TS' ON PLAN DENOTED 'TS/STR' ON PLAN

NTS

TYPICAL MECHANICAL/PLUMBING SUPPORT DETAILSHOUSEKEEPING / CORRIDOR LOCKER PAD

FACE OF EQUIPMENT

STANDARD 90° HOOK

3/4" CHAMFER

SLAB-ON-GRADE

ROUGHEN SURFACETO 1/4" AMPLITUDE

#4 AT 12" OCEACH WAY TOP

2" C

LR

6" A

T H

OU

SEKE

EPIN

GP

AD, 4

" AT

LOC

KER

EXTERIOR EQUIPMENT PAD

12

1'-0

"4"

6"(M

IN)

1'-6

"

1" CHAMFER

FINISH GRADE -REF CIVIL DWGS

#5 AT 12" OC EA WAYTOP AND BOTTOM

POROUS FILL

#4 AT 12" OC8"

4'-0"

CONT #4

NOTES:

1. REF MECHANICAL /PLUMBING/CIVIL DRAWINGSFOR DIMENSIONS ANDLOCATION OF CONCRETEPAD.

2. GENERAL CONTRACTORCOORDINATE ANY REQUIREDANCHORAGE EMBEDSNEEDED FOR THE EQUIPMENTPLACED ON THE PAD.

6" MIN

#4x6" LONGDOWEL AT EACHCORNER OF PADAND AT 4'-0" OC

SHOWN AT SLAB-ON-GRADE,ELEVATED SLAB SIMILAR

GYM LOCKER PAD

STANDARD 90° HOOK

SLAB-ON-GRADE

ROUGHEN SURFACETO 1/4" AMPLITUDE

1'-2 1/2" 1'-6"2"

1'-2

"

3 - #4 CONTTOP AND BOT

CONT 2x4 TREATED WOODSLEEPER - REF ARCH DWGS

#4 DOWEL W/ 2" EMBEDAT EA CORNER OF PADAND AT 4'-0" OC ALONGLENGTH

GENERATOR PAD

2' -

0"4"

6"

(MIN

)

1' -

6"

#6 AT 12" OC EA WAYTOP AND BOTTOM

POROUS FILL#4 AT 12" OC ( )4'-0"

2" C

LR

3" CLR (TYP)

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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TYP

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DET

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S501

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B

B/2B/2

B

B/2B/2

N

N/2

N/2

N

N/2

N/2

XX

XX

XXXX

3" C

LREM

BEDM

ENT3" CLR

CL OF ANCHORROD HOLE (TYP)

PLATE WASHER -REF SCHEDULE(TYP AT ALLANCHOR RODS)

t = BASE PLATETHICKNESS

ANCHOR ROD HOLE -REF SCHEDULE (TYP)

CL OF ANCHORROD HOLE (TYP)

PLATE WASHER -REF SCHEDULE(TYP AT ALLANCHOR RODS)

t = BASE PLATETHICKNESS

ANCHOR ROD HOLE -REF SCHEDULE (TYP)

WF PIPE/HSSTYPICAL

ANCHOR RODS -REF COLUMN BASEPLATE SCHEDULE

TOP OF FOOTING

PROJECTIONAS REQD

BOTTOM OFFOOTING

NOTE: FOOTINGREINF NOT SHOWNFOR CLARITY

DEEPEN FOOTING ASREQD TO PROVIDEMINIMUM RODCLEARANCES SHOWN

PLATE WASHER SCHEDULEANCHOR ROD SIZE HOLE

DIAMETER THICKNESS

3/4"Ø 2" SQ 13/16" 1/4"1 1/4"Ø 3" SQ 1 5/16" 1/2"1 1/2"Ø 3 1/2" SQ 1 9/16" 1/2"

COLUMN BASE PLATE SCHEDULE

COLUMN SIZE 'X' = EDGEDISTANCE

HOLEDIAMETERtNB

COLUMN BASE PLATE SIZE

DIAMETER QUANTITY EMBEDMENTREMARKS

ANCHOR RODS

-1 1/2"12"12"HSS5x5, HSS6x6(TYP UON)

NOTES:

A. PROVIDE MINIMUM SIZE WELD PER AISC TABLE J2.4.

B. AT FABRICATOR'S OPTION, WHEN BASE PLATES ARE LESS THEN 1 1/4" THICK, USE 1 1/16"Ø PUNCHEDHOLES FOR 3/4"Ø RODS WITH STANDARD ASTM F844 WASHERS IN LIEU OF PLATE WASHERS.

C. WELD PLATE WASHER TO BASE PLATE: REQUIRED AT MOMENT FRAME COLUMNS AND EXTERIOR CANOPY COLUMNS.

NTS

BASE PLATE AND ANCHOR ROD DETAILS

NOTE ANOTE C,

TYP

NOTE 'A'NOTE 'A'

NOTE ANOTE C,

TYP

3/4" 4 8"3/4" 1 5/16"

16"16"W10 (TYP UON) 3/4" 4 8"1 1/2"1" 1 5/16"

16"16"HSS6x6x1/4 1 1/4" 4 12"2"1" 2 1/16"

-

-

22"16"W10x68 1 1/2" 4 12"2 1/2"2" 2 5/16" -

16"16"HSS12.75 x 0.250 3/4" 4 8"1 1/2"3/4" 1 5/16" -

W10x39, W10x49,HSS8x8x3/8

-1 1/2"18"18" 3/4" 4 8"1 1/4" 1 5/16"

10"10"HSS4x4 3/4" 4 8"1 1/2"3/4" 1 5/16" -

18"10"W10 AT GRID BD/B11 3/4" 4 8"1 1/2"1" 1 5/16" -

1" NON- SHRINKGROUT

PAINT ALL STEEL BELOWGRADE W/ TWO HEAVYCOATS OF BLACKBITUMINOUS PAINT

1/2" EXPANSION JOINTMATERIAL ALL AROUND

4" CONC FILL

COL CL

ANCHOR RODS

COLUMN BASEPLATE - REFSCHEDULE

NTS

TYPICAL COLUMN DETAILS

COLUMN -REF PLAN

2" C

LR

3" CLR

ADDED HOOK BARSAT MOMENT FRAMECOLUMNS. SPACEBARS AT 3" OC ANDCENTER BARSPACING ON COL MAX

10"

90° HOOK (TYP)

COL FOOTING -REF SCHEDULE

ELEVATION AT TOP LEVEL OF FIRE DOOR

NTSTYPICAL FIRE DOOR DETAILS

8"*CLEAR SPAN

* FOR EXACT SIZE ANDLOCATION OF OPENINGSREFER TO ARCHITECTURALDRAWINGS

VERTICALJAMBREINFORCING

FIR

E D

OO

RLI

NTE

L

2-#5 TOP ANDBOTTOM

REF ARCH DWGS

3/8"

CO

NTR

OL

JOIN

T

16" D

EEP

BON

DBE

AMLI

NTE

L

ELEVATION - REFARCH DWGS

GROUT BOND BEAMCOLLAR JOINTS SOLID

#3 STIRRUPS AT 8" OC(KNOCK OUT CROSSWEBS AND FACESHELLS AS REQD TOINSTALL. BRACE FACESHELLS TO RESISTCONCRETEPRESSURE)

2 1/

2"3

1/2"

JAMB

PROVIDE STANDARD90 DEGREE HOOKON ALL LINTEL TOPREINFORCING ANDVERTICAL JAMBREINFORCING, TYP

#3 TIES AT 8" OC

GROUT COLLARJOINT SOLID

JAMBREINFORCING

CLR

OPE

NIN

G3/

8" C

ON

TRO

LJO

INT

VERTICAL JAMBREINFORCING PER"TYPICAL CONCRETEMASONRYREINFORCINGDETAILS" ON SHEETS503

HEAD

LIN

TEL

3/8" CONTROL JOINT

2" BEJ

FIRE DOOR JAMB -REF PLANDETAILS

2" BEJ

TYP UON

DETAILS" ON SHEET S503

LINTEL JAMB - REF "TYPBOND BEAM LINTEL

LINTEL JAMB - REF"TYPICAL BONDBEAM LINTELDETAILS" ON SHEETS503

.

.

.

LINTEL JAMB -REF "TYPICALBOND BEAMLINTELDETAILS" ONSHEET S503

TYPICAL STRAP BEAM DETAILSNTS

3'-0"

2'-0

"

STRAP BEAMREINF - REF PLAN

STIRRUP TIES -REF PLAN

3" CLR (TYP)

COLUMNFOOTING -REF PLAN

STIRRUPS CONTINUETHROUGH STEP

STRAP BEAM -REF PLAN

EL - REF PLAN

STD 90° HOOK (TYP)

TYPICAL SECTION

STEPPED BEAM

EL - REF PLAN2'-0"

EXTEND STRAP BEAMREINF TO FAR FACE OFCOLUMN FOOTING ANDPROVIDE 90° HOOKS

DEPTH 'D'

DEP

TH 'D

'

FACE OFCOLUMNFOOTING

DEP

TH 'D

'

'Z' BARS - SAME SIZE ANDNUMBER AS STRAP BEAMREINFORCEMENT. LAP TOLONGITUDINAL BARS WITH57 BAR DIAMETER LAP

NTS

TYPICAL ELEVATOR DETAILS

3" CLR (TYP)

ELEVATOR PIT

2" C

LR

1'-0

"

24" L

AP

REF

PLA

N

12"

SUMP PIT3" CLR (TYP)

24"

24" SQ


L4x4x3/8 W/ 3/4"Ø EXPANSIONBOLTS (MIN EMBED = 6") AT24" OC (COORD W/ ELEVATORDOOR SILL, REF ARCH DWGS)

#4 CONT

#4 AT 12"OC W/STD 180°HOOK

CONCSLAB

#4 AT 12" OCEACH WAY,TOP AND BOT

ROUGHENSURFACETO 1/4"AMPLITUDE(TYP)

2x4 CONT KEY AND CONTWATERSTOP AROUNDPISTON OPENING

PROVIDE PISTONOPENING PER

ELEVATOR MFR -FILL W/

CONCRETEAFTER PISTONINSTALLATION

2-#5 x 6'-0" EACH SIDETOP AND BOT AROUNDPISTON OPENING

#4 AT 12" OC EACH WAY,TOP AND BOT

8"PIT

WALL

PIT SIZE - REF PLAN 18"

12" L

AP

8"

#4 AT 12" OC EA WAY,MIDDLE OF WALL

#4 DOWELS AT 12" OC

CONT WATERSTOPALL AROUND

TOP OF FOOTING EL -REF PLAN

STANDARD HOOK(TYP)

8"PIT

WALL

#4 DOWELS AT 12" OC

CONT WATERSTOP

TOP OFFOOTING EL -REF PLAN

SUMP PIT CL - REF ARCHAND PLUMBING DWGSFOR EXACT LOCATION

8"

6 3/256" (TYP)

3" 3"

3"

ELEVATORSHAFT CL

ELEV HOISTBEAM - REFPLANPL3/8

SAFE HOIST LOAD = 5,000 lbs.

2"Ø HOLE

ELEVATIONSECTION

3"R3/16

ELEVATOR HOIST BEAM DETAILS

8"TYPUON

#4 AT 12" OC

ELEV PIT SLAB -REF "ELEVATORPIT" DETAIL FORREINF

SLOPE FLOOR -REF ARCH DWGS

2"

GRATING - REFARCH DWGS

CONT L2x2x1/4 W/1/2"Ø x 4" LONGHEADED STUDSAT 24" OC (TYP)

#4 AT 40" OCVERT

'K'-SERIES ON MASONRY,JOIST ONE SIDE

BRG PL1/4x8x6 W/ 2-1/2"Ø x10" LONG HEADED STUDS.SPACE STUDS AT 5" OC.

1/2"

VERT REINF -REF PLAN

BEARING PL SETAND LEVELED INFULL MORTAR BED

JOIST - REF PLAN

BEAR JOIST FULLLENGTH OF BEARING PL

2 1/2" (TYP UON)

3/16 2

NTS

TYPICAL JOIST BEARING ON MASONRY WALL DETAIL

BEAM - REF PLANJOIST - REF PLAN

CMU - REF PLAN

COPE BEAM AS REQUIRED TOMAINTAIN CONSTANT BOTTOMOF DECK ELEVATION

CENTER JOISTOVER BEAM WEB

VERT WALL REINFBEAM BEARING PLATE -REF SCHEDULE

2 1/2" (MIN)

MIN WELDPER AISC

1/8 2

PL1/4x8 SLOT TO FITAROUND BEAM WEB

GROUT BEAMPOCKET SOLID

PROVIDE BEARINGPL WIDTH OF BONDBEAM MINUS 1" (1/2"CLEAR EACH SIDE)

'K'-SERIES ON MASONRY,JOIST BOTH SIDES

FOR DETAILS NOTNOTED REF DETAILFOR JOIST ONE SIDE

JOIST SEAT AT END OF BEAM

CUT COURSEAS REQD

CUT COURSEAS REQD16" DEEP CMU

BOND BEAMW/ 2-#5 CONTTOP AND BOT

GROUT POCKET FORJOIST SEAT SOLID

4"

BEARING (TYP)2 1/2" MIN

NOTE:WHERE JOISTS ARE REQUIRED TO BE ALIGNED OVER WALL BUTTWELD JOISTS TO EACH OTHER. IF REQUIRED TO ACHIEVEMINIMUM BEARING LENGTH, PROVIDE SPECIAL JOIST END PER SJIREQUIREMENTS WHERE OFFSETTING IS NOT POSSIBLE.

TYPICAL COMPOSITE BEAMBOTTOM FLANGE BRACE DETAILNTS

L2x2x1/4 AT 4'-0" OC

FLAG PL1/4 (TYP)

L4x4x3/8 W/ 2-3/4"ØSCREW ANCHORS(SIMPSON TITEN HDOR EQUAL) AT 4'-0" OC

CONC SLAB -REF PLAN

21

CMU WALL

VERT WALLREINF

BEAM - REF PLAN

REF PLAN

NTS

TYPICAL DECK SUPPORT AT BEARINGWALL PARALLEL TO FRAMING DETAIL

CONT PL1/4x4 W/ 1/2"Ø x4" LONG HEADED STUDSAT 24" OC (AT 8" CMU)CONT PL1/4x6 W/ 1/2"Ø x4" LONG HEADED STUDSAT 24" OC (AT 12" CMU) CMU WALL

VERT WALL REINF

STEEL DECK, WELD TOPLATE AT SAME SPACINGAS ADJACENT FRAMING

8" DEEP CMU BOND BEAMW/ 2 - #4 CONT BOT

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

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TYPICAL BOND BEAM LINTEL DETAILSNTS

BOND BEAM LINTEL NOTES:1. PROVIDE 8" OF BEARING EACH END OF LINTEL.

2. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS; FOR DUCT OPENINGS REFER TO MECHANICAL DRAWINGS.

3. REFER TO ARCHITECTURAL DRAWINGS FOR WIDTH OF LINTEL. SIZE OF CMU AT HEAD, SILL, AND JAMB MAY INCREASE TO CLOSE OFF THE CAVITY.

4. SCHEDULE APPLIES ONLY TO LINTELS NOT OTHERWISE SHOWN ON THE DRAWINGS.

5. PROVIDE 2 SPAN CONTINUOUS LINTELS WITH TOP AND BOTTOM REINFORCING AT OPENING LOCATIONS WITH 24" OR LESS OF MASONRY BETWEENOPENINGS.

6. PROVIDE 8" DEEP BOND BEAM BENEATH ALL OPENINGS. REINFORCE WITH 2-#5 AT EXTERIOR OPENINGS AND 2-#4 AT INTERIOR OPENINGS. REFERTO ARCHITECTURAL DRAWINGS FOR WIDTH.

TYPICAL SECTION TYPICAL JAMB ELEVATIONJAMB ELEVATION AT

MASONRY CONTROL JOINT

VENEER - REFVENEER SHELFANGLE DETAILS

EL - REF ARCHOR MECH DWGS

TOP REINF(IF APPLICABLE)

BOTTOM REINF

PROVIDE MULTIPLE BONDBEAM LINTELS ATMULTIPLE WYTHE WALLS

16" OR GREATER DEPTHS SHALL BECOMPRISED OF A LINTEL TOPPED W/OPEN END BOND BEAM. GROUT SHALLBE PLACED MONOLITHICALLY CLEAR SPAN (MASONRY OPENING) 8" BEARING8" BEARING

EXTEND BONDBEAM REINF 2'-0"BEYOND FACE OFOPENING REINFORCING -

REF SCHEDULEMASONRY CONTROLJOINT W/PREFORMED GASKET- REF ARCH DWGSLINTEL - REF

SCHEDULE

JAMB VERTICAL REINFORCING -OFFSET AND LAP 48 x BAR DIA

LAY BOND BEAM UNITS ON2-LAYERS OF 15 POUNDFELT (NO MORTAR)

D

LOAD BEARING AND EXTERIOR WALLSBOND BEAM LINTEL SCHEDULE

CLEAR SPANDEPTH

'D' REINF

0 TO 1'-0"

1'-1" TO 4'-6"

4'-7" TO 9'-4"

9'-5" TO 12'-0"

8" 1-#4BOTTOM

2-#4BOTTOM

16" 1-#5 TOP &BOTTOM

2-#5 TOP &BOTTOM

24" 1-#5 TOP &BOTTOM

2-#6 TOP &BOTTOM

- 2-#6 TOP &BOTTOM

DEPTH'D' REINF

6" WIDE 8" AND 12" WIDE

NON-LOAD BEARING WALLBOND BEAM LINTEL SCHEDULE

CLEAR SPANDEPTH

'D' REINF

0 TO 3'-4"

3'-5" TO 6'-8"

6'-9" TO 10'-0"

8" 1-#4BOTTOM

2-#5BOTTOM

16" 1-#4BOTTOM

2-#5BOTTOM

32" 2-#5 TOP&BOTTOM

DEPTH'D' REINF

6" WIDE 8" AND 12" WIDE

8"

16"

24"1-#5 TOP &BOTTOM

8"

16"

24"

32"

12'-1" TO 14'-0" - 2-#6 TOP &BOTTOM40"-

- D

90º HOOK (TYP)

_

JAMB VERTICALREINFORCINGFULL HEIGHT

VENEER SHELF ANGLE SCHEDULE

CLEAR SPAN

0 TO 4'-0" L4x4x3/8

4'-1" TO 6'-8" L6x4x3/8 (LLV)

VENEER SHELF ANGLE NOTES:REFER TO ARCHITECTURAL DRAWINGS FOR SIZE ANDLOCATION OF ALL OPENINGS.

PROVIDE 8" BEARING EACH END OF SHELF ANGLES.WHERE JAMBS BETWEEN ADJACENT OPENINGS IS 16"OR LESS, PROVIDE CONTINUOUS ANGLES.

SHELF ANGLE SCHEDULE APPLIES ONLY TO SHELFANGLES NOT OTHERWISE DETAILED.

ALL ANGLES SUPPORTING VENEER IN EXTERIOR WALLSSHALL BE HOT-DIP GALVANIZED.

AT LOCATIONS WHERE A VENEER JOINT IS INDICATED ATTHE BEARING END OF THE VENEER SHELF ANGLE,WRAP THE ANGLE WITH TWO LAYERS OF 15 LB BUILDINGPAPER FOR THE FULL LENGTH OF THE BEARING.

AT EXISTING OPENINGS OF BID ALTERNATE #5CAREFULLY REMOVE EXISTING SHELF ANGLES PRIOR TOINSTALLING NEW BRICK.

TYPICAL SECTION

VENEER

VENEER SHELFANGLE - REFSCHEDULE (LONGLEG VERT WHERELEGS ARE UNEQUAL)

WALL TYPEBACKUP - REFARCH DWGS

TYPICAL VENEER SHELF ANGLE DETAILNTS

1/2" TO 3/4" (MAX)

1.

2.

3.

4.

5.

6.L4x3 1/2x3/8

L6x3 1/2x3/8

SIZE

EXTERIOR VENEER INTERIOR VENEER

6'-9" TO 10'-4" L7x4x3/8 (LLV) -

PARALLEL TO JOISTSPERPENDICULAR TO JOISTS

L3x3x1/4 x 6" FLUSH TO WALLEACH SIDE AT EACH JOIST

L3x3x1/4 FLUSH TO WALL EACHSIDE AT EACH BRIDGING LINE

PROVIDE 1" CLEAR BETWEEN TOP OF MASONRY ANDUNDERSIDE OF STEEL DECK - FOR COMPRESSIBLEFILLER (IF ANY) REF ARCH DRAWINGS (TYPICAL)BUILD MASONRY 1" (MIN) CLEAR AROUNDALL JOISTS AND BRIDGING

PROVIDE CONT 8" DEEP CMU BONDBEAM AT UPPERMOST FULL COURSEOF PARTITION. REINF AS FOLLOWS:1- #4 CONT AT 4" AND 6" WIDE2 - #4 CONT AT 8" AND 10" WIDE2 - #5 CONT AT 12" CMU

JOIST - REF PLAN

1/8TYP

REF ARCH DWGS

STEEL DECK

REF ARCH DWGS

CMU WALL

VERT WALL REINF

NTS

TYPICAL NON-BEARING MASONRY PARTITION DETAILSNOTE: PROVIDE SUPPORT FRAME AT EACH JOIST OR BEAM OR 6'-0" OC (MAX). STRUCTURAL STEEL SHOP DRAWINGS SHALL PROVIDE A DETAILED PLAN AND LAYOUT OF ALL BRACING FOR PARTITIONS.

PARALLEL TO UNDERSIDE OF BEAMS

PROVIDE CONT 8" DEEP CMU BONDBEAM AT UPPERMOST FULL COURSEOF PARTITION. REINF AS FOLLOWS:1- #4 CONT AT 4" AND 6" WIDE2 - #4 CONT AT 8" AND 10" WIDE

L3x3x1/4 x 6"FLUSH TO WALLEACH SIDE ATEACH PLATEALONG BEAM

1/8TYP

PROVIDE 1" CLEARBETWEEN TOP OFMASONRY ANDUNDERSIDE OF STEEL -FOR COMPRESSIBLEFILLER (IF ANY) REFARCH DRAWINGS(TYPICAL)

PL3/8x4 AT 5'-0" OC

REF ARCH DWGSCMU WALL

VERT WALL REINF

REF ARCH DWGS

STEEL DECKBEAM - REF PLAN

BRIDGING ORL2x2x1/4 AT6'-0" OC (MAX)1/8

TYP

TOP OF CMU SHALLBE CUT PARALLELTO PLANE OF ROOF

PERPENDICULAR TO JOISTS

BOTTOMCHORD OFJOIST

L6x4x5/16 (LLV) x 8" FLUSHTO WALL EA SIDE

PARALLEL WITH JOISTS

L6x6x5/16

BOTTOM CHORDOF JOIST

L5x5x5/16 DIAGONAL BRACE TOADJACENT JOIST EACH SIDE.

AREA 'C' HIGH ROOF

PROVIDE CONT 8" DEEP CMUBOND BEAM AT UPPERMOSTFULL COURSE OF PARTITION.REINF AS FOLLOWS:2 - #4 CONT AT 8" WIDE CMU2 - #5 CONT AT 12" WIDE CMU

(MIN

)4"

3/163/16

TYP

(MIN

)4"

3/16

3/16TYP

TYPICAL BOND BEAM REINFORCING DETAILSNTS

CORNER INTERSECTION SECTIONS

1'-6"

1'-0" 1'-0" 1'-0"LAP LAP LAP

0" (TYP)

CONT REINF

WALL THICKNESS (TYP)

CLOSED BOTTOMBOND BEAM

OPEN BOTTOMBOND BEAM

GROUTSOLID

3"

LAP

2 1/

2"

STEEL BEAM LINTEL SCHEDULEMARK

L-1

STEEL BEAM LINTEL TYPES

CMU WALL

1/2"Ø x 4" HEADEDSTUDS AT 24" OC

TYPICAL STEEL BEAM LINTEL DETAILSNTS

NOTES:1. REF ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF

OPENINGS AND FOR LINTEL ELEVATIONS.

2. REF DETAIL THIS SHEET FOR BOND BEAM LINTEL DETAILS ANDBRICK SHELF ANGLE DETAILS.

3. ALL STEEL LINTELS IN EXTERIOR WALLS SHALL BE HOT-DIPGALVANIZED.

4. PROVIDE CONTINUOUS PL3/8" AS INDICATED IN LINTEL TYPES.

TYPE

3

SIZE REMARKS

-HSS8x6x1/4 (LSV)

L-2 1 -HSS20x8x1/2 (LSV)

L-3 -W8x31

L-4 -W8x10

L-5 --

1

1

1

1/2"1/2"CL OF WALL

AND BEAM

1/4 2-12TYP

1/2" 1/2"

AT 1'-7" WALL

TYPE 1 TYPE 2

OFFSET STUDAS REQD

AT 1'-2" WALL4"6"

0'-10"1'-1"


(SHOWN AT WF, HSS SIMILAR)

TYPE 3

OFFSET STUDAS REQD

PRECASTPANEL - REFARCH DWGS

AT 1'-4 5/8"WALL3"1'-1 5/8"

EL - REF ARCHDWGS (TYP)

ALTERNATE LINTEL SCHEDULE

CLEAR SPAN LINTEL SIZE

0 TO 3'-4" DOUBLE L3x3x1/4

3'-5" TO 5'-4"

NOTES1. BEAR LINTELS 8" ON MASONRY EACH END.

2. 8" CMU WALLS OR SMALLER ONLY.

3. AT THE CONTRACTOR'S OPTION, THE LINTELS SHOWN IN THE ALTERNATE LINTEL SCHEDULE MAY BE USED FORMECHANICAL OPENINGS IN LIEU OF THE BOND BEAM LINTELS AT LOCATIONS WHERE THE HEAD OF THE OPENINGS ARECONCEALED.

4. LOCATE OPENINGS AWAY FROM ALL JOIST/BEAM BEARINGS. REFER TO ARCHITECTURAL, PLUMBING, MECHANICAL, ANDELECTRICAL DRAWINGS FOR EXACT LOCATION OF OPENINGS.

SECTION

CMU WALL

WALL BEYOND

DOUBLE ANGLELINTEL - REFSCHEDULE

TYPICAL ALTERNATE LINTEL DETAILNTS

GROUT FIRST COURSEABOVE LINTEL SOLID

DOUBLE L4x4x1/4

NOTE '2'

TYPICAL STEPPED BOND BEAM DETAILNTS

BONDBEAM

MASONRYWALL

BONDBEAM REINF

40" LAP

BONDBEAM

TYPICAL CONCRETE MASONRY REINFORCING DETAILSNTS

CORNER

BEAM BEARINGPERPENDICULAR

INTERSECTION

4-BARS*

CL OF STEEL BEAMABOVE - REF FRAMINGPLANS FOR LOCATION

REINF AND GROUT2-CELLS NEARESTBEAM BEARING,TYP. 4-CELLS ATBP-A AND BP-B

2 3/

4"2

3/4"

EQ EQ

1-#4 AT 6" CMU2-#5 AT 8" CMU2-#6 AT 12" CMU

0 - 3'-4" OPENINGS

EQEQ EQ

EQ


3'-5" - 8'-4" OPENINGS

EQEQ EQ

EQ


8'-5" - 10'-0" OPENINGS

EQEQ

EQ EQ

1 BAR IN CELL

LESS THAN 18' TALL WALLS

2 3/

4"2

3/4" EQ EQ

2 BARS IN CELL

0 - 4'-8" WIDE AT 18'+ TALL WALLS

2 3/

4"2

3/4" EQ

EQ EQEQ

2 BARS IN EA CELL4'-9" - 10'-0" WIDE AT 18'+ TALL WALLS

EXTERIOR OPENING INTERIOR OPENING

WAL

LTH

ICKN

ESS

WAL

LTH

ICKN

ESS

WAL

LTH

ICKN

ESS

EQEQ EQ

EQ

EQEQ

EQEQ

THIC

KNES

SW

ALL

HORIZONTALJOINT REINF







EQ EQ

EQEQ

EQEQ

THIC

KNES

SW

ALL


EQ EQ

2 3/

4"2

3/4"

THIC

KNES

SW

ALL

TYPICAL BAREACH FACE

VERT BAR SAME ASTYPICAL WALL REINFINDICATED FOR THATWALL (TYP UON)

EQ EQ

EQ EQ

THIC

KNES

SW

ALL

TYPICAL BAR


END OF WALL

EQ EQ

EQEQ TH

ICKN

ESS

WAL

L

AT VERTICALCONTROL JOINT

ONE VERT BAREA SIDE OFCONTROL JOINT

CONTROL JOINT -REF ARCH DWGS

EQ

EQ EQ

EQ

EQEQ

BEAM BEARINGAT END CORNERS

2-BARS*

CL OF STEEL BEAMABOVE - REFFRAMING PLANSFOR LOCATION

EQEQ

EQEQ

EQEQ EQ

EQ

NOTE *: AT BEAMS BEARING ON MASONRY WALLS, CENTER REINFORCING BENEATH THEBEARING PLATE. 1 VERTICAL BAR (MIN) SHALL BE PLACED IN EACH CELL UNDER BEARING PLATE

EQ

EQ EQ

EQ

6", 8" OR 12" CMUEQ

EQA

T 1

BAR

AT

2 B

AR

2 3/

4"2

3/4"

EQEQ

AT

1 B

AR

AT

2 B

AR

2 3/

4"2

3/4"

EQEQ

AT

1 B

AR

AT

2 B

ARNOTE: REFER TO PLAN DETAILS FOR REINFORCING REQUIREMENTS AT FIREWALLS

BREAK HORIZJOINT REINF EASIDE OF JOINT

EQ

EQ

EQ

EQ

EQEQ

EQ

EQ

EQ

EQ 2 3/

4"

2 3/

4"

2-#6 VERT REINF

SHEARWALL CHORD

EXTENT OFSHEARWALL

#2 TIES AT 8" OCVERT REINF -REF SECTIONS

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

1 2 3 4 5 6 7 8 9 10

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6"

6"WELD PL1/4x6x3

EQ

±E

Q±

CONT ANGLE

VERT ANGLE

WELD PL1/4x6x3

CMU WALL

BREAK FACE SHELLAS REQD TOINSTALL STUD

GROUT 1 COURSEABOVE AND BELOWCELL RECEIVINGHEADED STUD

WELD PL1/4x6x3 W/1-3/4"Ø HEADEDSTUD. SPACEPLATES AT 24" OCMAX (UON)

STUD EMBEDMENT:6" CMU = 4" EMBED8" CMU = 5" EMBED10" CMU = 7" EMBED12" CMU = 8" EMBED

ELEVATION AT

TYPICAL SECTION

CONT HORIZ ANGLEELEVATION ATVERT ANGLE

EQ± EQ±

EQ

±E

Q±

3/16

3/16

3/16

FOR CONTINUOUS ANGLENTS

TYPICAL ANCHORAGE DETAIL

2" T

YP8"

AT TRUSS AND PRECASTPANEL SUPPORTS

WELD PL3/8x6x1'-0"W/ 2-3/4"Ø x 5 1/2"HEADED STUD.SPACE PLATES AT24" OC MAX (UON)

CONT L6x6x5/16

1/4

NTS

TYPICAL STEEL BEAM BEARING ON MASONRY DETAILS

PERPENDICULAR TO WALL

PARALLEL TO WALL

3/16 3TYP

1/4 3TYP

BEAR BEAMFULL LENGTHOF BEARING PL

BEARING PL SETAND LEVELED INFULL MORTAR BED

VERT REINF

BEAM

CONTINUOUSPLATE WHERESPECIFIED

BEARING PLATE -REF BEARINGPLATE DETAILS

FOR DETAILS NOTNOTED REF"PERPENDICULARTO WALL"

CMU WALL

AT MASONRY CONTROLJOINT AND SLIP JOINTS

BLOCK INFILL (IFANY) NOT SHOWN

NOTE:PROVIDE SLIP JOINT AT ALL HIPBEAMS AND AT ONE END OF ALLBEAMS SUPPORTED ON CMU.AT EXTERIOR

WALLS EXTENDVERTICALREINFORCINGFULL HEIGHT OFWALL - OFFSETAND LAP WITH BARBELOW BEARINGPLATE

2-3/4"Ø THREADED STUDS(1 EA SIDE OF WEB; BUTTWELD TO BRG PL) HANDTIGHTEN NUTS AND SPOILTHREADS.

MASONRY CONTROL JOINTW/ PREFORMED GASKET -REF ARCH DRAWINGS FORLOCATIONS

PROVIDE 2 LAYERSOF 15# BUILDINGFELT BETWEEN BEAMFLANGE AND BRG PL

FOR DETAILS NOT NOTEDREF "PERPENDICULAR TOWALL" AND "PARALLEL TOWALL"

BEAM W/ 13/16"Ø x2" LONG SLOTTEDHOLES IN FLANGEFOR STUDS

NOTE:DO NOT WELDBEAM TO BRG PL

AT ELEVATOR DOOR

1/2"Ø X 4" LONGHEADED STUDS

1/2"Ø X 4" LONGHEADED STUDSAT 24" OC(MAX)

7 5/8"

REI

NFO

RC

ING

LAP

STEEL LINTEL -REF PLAN

INFILL BLOCK AFTERINSTALLATION OFELEVATOR

1'-4

"

OPEN

CLE

AR O

PEN

ING

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OO

RD

W/ E

LEV

MAN

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1'-4"

RO

UG

H O

PEN

ING

ROUGH OPENING

CLEAR OPENING - COORDW/ ELEV MANUF

(APPLIES AT EACH END)

8"BEAR STEEL LINTEL MIN EACH END AT FIRSTFULL HEIGHT CELLBEYOND ROUGH OPENING

VERT REINF - REF"TYPICAL CONCRETEMASONRYREINFORCING DETAILS"

TOOTH 8" CMU INTOAS-BUILT SHAFT WALLTO FORM FINAL CLEAROPENING, TYP

FOR DETAILS NOTNOTED REF"PARALLEL TO WALL"

AT FIREWALLS

1/4

FIREWALL

VERT REINF

BEAM

BRG PL

END OF BEAM

GROUTPOCKET SOLID

4"

NTS

TYPICAL BEARING PLATE DETAILS

BEARING PLATE SCHEDULE

TYPE t

7/8"

1 1/8"

1/2"

B

18"

14" OR 16"

N

11"

9" OR 11"

REMARKS

STUD SPACING = 5"

3/8" 8" 11"

5/8" 7" 5"

ISOMETRIC VIEW BEARING PLATES

BP-A

BP-B

BP-C

BP-D

BP-E

3/4" 9" 7"BP-F

t

NB

NOTE:

JOIST TOP CHORD NOT SHOWN FOR CLARITY.BOTTOM CHORD IS SCHEMATIC ONLY.

STUD SPACING = 5"

REF DETAIL

NOTE 1, STUD SPACING = 5"

NOTE 2

NOTE 2

STUDS

QUANTITYDIAMETER EMBEDMENT

3/4" 4 16"

18" 11" 3/4" 4 16"

3/4" 3 16"

3/4" 2 8"

TYPE C

1'-4" AT 12" CMU1'-2" AT 10" CMU

11" AT 12" CMU9" AT 10" CMU

1/4 5

CORNER JOIST

CL OF JOIST

CMU WALL

ROOF OVERHANG -REF PLAN

TRUSS BEARING PL1/2W/ 3 - 3/4"Ø x 16" LONGHEADED STUDS AT 8" OC

(EACH SIDE)

(EACH SIDE)

PRECAST PANEL -REF ARCH DWGS

NOTES:

1. AT 10" CMU, N = 9".

2. ALL BEAMS WITH FLANGES WIDER THAN 6 INCHES INCREASEBEARING PLATE WIDTH DIMENSION 'B' TO 2 INCHES WIDER THANBEAM FLANGE WIDTH. USE 3/8" THICK PLATE AT ALL LINTELBEAMS UNLESS OTHERWISE NOTED IN SCHEDULE ABOVE.

3. BP-H TYPICAL UNLESS OTHERWISE NOTED ON PLAN.

3/4" 12" 7"BP-G -

8"

8"

5"

1

1

1

3/4"

3/4"

3/4"

(TY

P)1

1/2"

BEAM (TYPICAL)CENTER OF BOND

1/2" 7" 7"BP-H NOTE 35"13/4"

13/16"Ø X 2" SLOTTEDHOLES FOR SLIP JOINT -REF "TYPICAL STEEL BEAMBEARING ON MASONRYDETAILS" THIS SHEET

FLOOR OPENINGS UP TO 24"

OPEN

TYPICAL ROOF DECK / ELEVATED SLAB OPENING DETAILNTS

OPTION 1ATTACH CHANNEL TOEACH LOW RIB WITH 4 -3/16"Ø PAFS (1" EMBED)OR 4 - #12 SDS

OPTION 2ATTACH ANGLE TOEACH LOW RIB W/ 4"TOTAL OF 3/16" WELD

NOTES 'A' AND 'B'1'-6" (MIN)

C4x5.4 (TYP) NOTE C

COMPOSITE FLOOR DECK

(PLAN FROM UNDER DECK)FLOOR OPENINGS 24" UP TO 48"

(PLAN FROM UNDER DECK)

NOTES:

A. INCREASE LENGTH AS REQUIRED TO EXTEND ANDATTACH TO TWO LOW RIBS BEYOND OPENING.

B. IF PROXIMITY OF OPENING TO SUPPORT FRAMINGDOES NOT ALLOW FULL EXTENSION OF CHANNEL,BUTT TO BEAM FLANGE AND WELD DIRECTLY TOBEAM IN ADDITION TO PAFS.

C. IF OPENING IS LOCATED AT A CORNER CONDITION,BOX OUT OPENING ON TWO OPEN SIDES. LONGCHANNEL SHALL BE PERPENDICULAR TO DECKSPAN.

D. MINIMUM DISTANCE BETWEEN OPENINGS IS 2'-0"(EDGE TO EDGE). OPENINGS SHALL BE LOCATED6" MINIMUM FROM EDGE OF NEAREST BEAMFLANGE.

E. DETAILS APPLY TO OPENINGS FOR UTILITIES NOTSPECIFICALLY INDICATED ON DRAWINGS. ALLOPENINGS GREATER THAN 2'-0" REQUIREPRE-APPROVAL BY THE ENGINEER.

OPEN

SLAB

SLAB

8'-0

" (M

AX) -

RE

F P

LAN

4'-0" (MAX) TYPTOP FLANGE NOTSHOWN FORCLARITY (TYP)

BEAM - REF PLAN

3/16TYP

STANDARD SHEARCONNECTION (TYP)

LOW RIB (TYP)

HIGH RIB (TYP)

EDGE OF OPENINGAND CHANNEL

4" (MAX)

16 GAGEPOUR STOP

SLABBEYOND

BACK EDGEOF CHANNEL

C8x11.5 (TYP4 SIDES)

C5x6.7

C5x6.7

C6x

8.2

C6x

8.2

6" MIN EA SIDEOF OPNG

PLATE SHALL EXTENDBEYOND OPENING ASREQUIRED TO LAP WITHFIRST FULL LOW RIB

71 MIL PLATE WELDEDOR FASTENED AT 6" OCW/ #10 SCREWS TO EADECK RIB ALL AROUNDPERIMETER OF PLATEAND OPENING

12" MAX

NOTES:

1. FOR OPENINGS LESS THAN 6", NOREINFORCEMENT IS REQUIRED.

2. FOR OPENINGS GREATER THAN 8",PROVIDE ANGLE FRAMING PER"STEEL DECK NOTES" ON SHT S002.

DECK RIB(TYP)

STEEL ROOF DECK -FLOOR DECK SIM

12" MAX

FLOOR / ROOF OPENINGS UP TO 8"(PLAN FROM UNDER DECK)

12" M

AX

16 GAGE POUR STOPREQUIRED ON ALLSIDES OF OPENING

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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CHANGE IN DECK DIRECTION

FOR BEAM FLANGELESS THAN 6"

FOR BEAM FLANGE6" OR MORE

SECTIONA

A

2" MINLAPPARTIAL

CLOSURESTRIP

SHEARSTUDBEYOND

CONTCLOSURESTRIP

2" MIN 1" MIN

1/2" MINLAP

BEAM ANDSHEARSTUDS CL

NOTE: CHANGE INDIRECTION ATSKEWED DECK ISSIM TO.

NOTE: CL OF STUDSTO BE LOCATED 1"MIN FROM ALLCLOSURE STRIPS

LOCATESTUDS ATDECK RIBS

AREA OFDECK RIB TOBE COVEREDBY PARTIALCLOSURESTRIP

NTS

TYPICAL COMPOSITE SLAB FRAMING DETAILS

BEAM PERPENDICULAR TO DECK RIBS

BEAM PARALLEL TO DECK RIBS

DECK RIB ON BEAM

DECK RIB NOT ON BEAM

EDGE CONDITIONS

NOTE:SPACE NUMBER OF STUDS SHOWN ON PLANEQUALLY ALONG BEAM FLANGE IN DECK RIBS.WHERE SPACING OF STUDS EXCEEDS 36"INCREASE NUMBER OF STUDS AS REQUIRED.

3/4"Øx3 1/2" LONGSHEAR STUDS -REF PLAN

STEEL DECK -REF PLAN

WWR 2" BELOWTOP OF SLAB 4 1/2" MIN

SPACE

MAX SPACE = 36"

BEAM -REF PLAN

CUT DECK ASREQD, BEND TOBEAM FLANGEAND WELD

1/2" MINLAP

BEAM ANDSHEARSTUDS CL

OR

CLOSURE PLAS REQD

1/2" MINLAP

CLOSURE STRIP -REF 'CHANGE INDECK DIRECTIONDETAILS'

REF PLANSAND DETAILS(TYP)

CONT EDGEANGLE PERSCHEDULE(TYP UON)

BEAM AND SHEARSTUDS CL

NOTE: BEND DECKOR PROVIDECLOSURE PL ASSHOWN ON 'BEAMPARALLEL TODECK' AS REQD

2" MIN

1/2" MIN

1" MIN 3" MIN ALTERNATE SHEARSTUDS DOWN CLOF BEAM WHEREREQD BY DECKCONFIGURATION

FOR BEAM WITH AFLANGE THICKNESSOF 1/4" OR LESS,CUT DECK RIB ASREQD AND WELDSTUDS DIRECTLYON BEAM CL

ELEV

REF ELEVATORMANUFACTURER

X = REF PLAN

BENT PL

BEAM -REF PLAN

FFE - REFPLAN

SHEAR STUDS -REF PLAN

STANDARDFRAMED BEAMCONNECTION(TYP UON)

CONC SLAB -REF PLAN

TYPICAL AT ELEVATOR

INTERIOR FLOOR BEAM CONNECTION INTERIOR COLUMN CONNECTIONS

WWR - 2" BELOWTOP OF SLABSHEAR STUDS -REF PLANFF EL -REF PLAN

COLUMN ANDBEAM CL

BENT PL16 GAGE xCOLUMN WIDTH WELDTO COLUMN) (TYP)

STANDARD FRAMEDBEAM CONNECTION(TYP UON)

BEAM - REF PLAN

COLUMN - REF PLAN

EDGE ANGLE SCHEDULE

16 GAGE14 GAGE12 GAGE6 X 9

4 X 6X < 4

X (INCHES) EDGE ANGLEBEAM CL

CONTEDGEANGLE

X

NOTE: FOR EDGE ANGLESNOT OTHERWISE NOTED.

3/16 2-12

NTS

TYPICAL TRANSFER BEAM / COLUMN DETAILS

MIN WELDFOR AISC

COL - REF PLAN

COL BASE PL3/4

4-3/4"Ø BOLTS

BEAM - REFPLAN

PC OF HSS TO MATCH COL(EA SIDE OF BEAM). ATBEAM CONNECTION,SUBSTITUTE STIFFENERPL3/8 AS ALLOWABLE

MIN WELDFOR AISC

1 1/2" 1 1/2"

1 1/

2"

3" (M

IN)

1 1/

2"

NTS

TYPICAL CANTILEVER BEAM DETAILAT STEEL COLUMN

DIAGONAL KICKER - REFERTO "TYPICAL COMPOSITEBEAM BOTTOM FLANGEBRACE DETAIL" ON SHEETS502 FOR ATTACHMENTREQUIREMENTS

STIFFENER PL1/4EACH SIDE OFBEAM AT COL CL

CANTILEVER LENGTHREF PLAN

COL CL

CAP PL3/4 W/ 4-3/4"ØA325 HIGHSTRENGTH BOLTS

COLUMN

BEAM

1 1/2" TYP BEAM - REF PLAN

BEAM CL

JOIST - REF PLAN

1/8 2

NTS

2 1/2" MIN BRG

JOIST - REF PLAN

NOTE: OFFSET JOISTS TO PROVIDE MINIMUMREQUIRED BEARING WHEREVER POSSIBLE. BUTTJOIST ENDS TOGETHER OVER BEAM CENTERLINE ANDPROVIDE SPECIAL JOIST END PER SJI REQUIREMENTSWHERE OFFSETTING IS NOT POSSIBLE.

FIRST TOP CHORDPANEL POINT

L2x2x1/4 AT 10'-0" OCMAX TYP UON AND REFPLAN FOR LOCATIONSDENOTED THUS:

JOISTBEAM

TYPICAL JOIST TO BEAM CONNECTION DETAIL

PL1/4 - FIELD LOCATE AFTERINSTALLATION OF JOISTS

3/16

3/8 2

NTS

TYPICAL CANTILEVER BEAM DETAILAT CMU WALL

PROVIDE STANDARD4 ANGLE FRAMEDBEAM CONNECTION

STIFFENER PL1/4EACH SIDE OFBEAM AT COL CL

CANTILEVER LENGTH -REF PLAN

WALL CL

BEARING PLATE -REF PLAN

CMU WALL

BEAM

VERT REINF16" DEEP CMU BONDBEAM W/ 2 - #4 CONTTOP AND BOT

NTS

DIRECTION OF STEEL DECK DETAIL

JOIST - REF PLAN

BEAM CL

STEEL DECK

TYPICAL CHANGE IN

CHANGE IN STEEL DECK DIRECTION

EDGE OF STEEL DECK

STEEL DECK

CONT L4x4x1/4 WELDEDTO EACH JOIST END

JOIST - REF PLANBEAM - REF PLAN

4"

NOTE: CONDITIONSIMILAR AT COLD-FORMED TRUSSES

SINGLE ORMULTIPLEJOISTS - REFPLAN

SECTION 'B'

C3x4.1 x 4"BETWEEN EACHSTEEL DECK RIB

PARTIAL PLAN

MECH UNIT ANDCURB - REFMECH DRAWINGS

JOIST BEYOND

CONT C3x4.1

C3 AT EACHSTEEL DECKRIB BEYOND

SECTION 'A'

L6x4x5/16x6"AT EACH ENDOF L4x4

L4x4x 1/4BEYOND

L4x4x1/4

L4x4x1/4

L4x4x1/4SUPPORTFRAME

STEEL DECK

MECH UNITAND CURB -REF MECHDRAWINGS

ADJUST STEELDECK RIBBING TOFIT OVER C3x4.1

STEEL DECKBEYOND

STEEL DECK

NTS

TYPICAL ROOF TOP MECHANICAL UNITSUPPORT DETAILS

SINGLE ORMULTIPLEJOISTS -REF PLAN

REF "TYPICALCONCENTRATEDLOADS ON JOISTSDETAIL"

'A'

'B'

NOTE: SHOWN AS'K' SERIES JOIST.STEEL BEAMSSIMILAR

'B' WHERE CONCENTRATED LOADS EXCEEDING 300 LBS ARE APPLIED TO TOPCHORDS OR HUNG FROM BOTTOM CHORDS BETWEEN PANEL POINTS, ADD 2-L1x1x1/8 TO PANEL POINT AS SHOWN.

4" MAX

POSITION HANGER RODS ON JOIST CENTERLINES BETWEEN CHORD JOISTMEMBERS. DO NOT USE C-CLAMPS TO CHORD ANGLE LEGS FOR LOADSGREATER THAN 50 LBS.

HANGINGLOADS

4" MAX

NOTES :

'A'

HANGERROD -NOTE 'A'

HANGER ROD CL

LOAD

HANGER ROD CL

JOIST BOTCHORD

NOTE 'B'

PANELPOINT CL

ADDED WEBMEMBERS -NOTE 'B'

NTS

TYPICAL DETAIL AT CONCENTRATED LOADS ON JOISTS

BETWEEN BOTTOMCHORD PANEL POINTS

AT BOTTOM CHORDPANEL POINTS

1/8TYP EA END,EA ANGLE

JOIST WEBMEMBERS

CMU WALL

AT ALLBRIDGINGCONTACTPOINTS

NTS

TYPICAL JOIST BRIDGING ANCHOR DETAIL

VERT REINF

JOIST BRIDGING - PERSJI SPECIFICATIONS (UON)

CONT L4x4x1/4 UON

L3x3x1/4 JOISTBRIDGING ANCHOR

REF "TYPICALANCHORAGE DETAILFOR CONTINUOUSANGLE" ON SHEETS504. SPACEANCHORS 2'-0" OCAT CONT ANGLE

STEEL DECK

JOIST - REF PLAN

3"

FLAG PL6x6xTHICKNESSEQUALS DISTANCEBETWEEN BOTTOM JOISTCHORDS, HOLE SIZE 13/16"Ø

JOIST - REF PLAN

COL CL

COLUMN - REF PLAN

CAP PL1/4

NOTES:1. METAL ROOF DECK, EDGE ANGLE, AND ARCH FINISH NOT SHOWN FOR CLARITY.

2. CONNECTION SHOWN TO COLUMN WEB, CONNECTION TO COLUMN FLANGE SIMILAR.

PROVIDE 2-1/2"ØTHREADED STUDSWELDED TO CAP PL

DO NOT WELD JOISTBOTTOM CHORDEXTENSION TOFLAG PLATE UNTIL ALLROOF DEAD LOADSARE IN PLACE (TYP)

COLUMN FLANGENOT SHOWN FORCLARITY

1"

NTS

TYPICAL JOIST TO COLUMN CONNECTION DETAIL

1/8 2TYP

COL - REF PLAN

STIFFENERPL3/8 (TYP)

JOIST - REF PLAN

2-1/2"Ø ERECTIONBOLTS AT EA JOIST

COL CAP PL1/2

WF COLUMN HSS COLUMN

3/163/16

TYP

FOR DETAILSNOT NOTED REFWF COLUMN

COMPLETEPENETRATIONWELD

NTS

BEAM DETAILTYPICAL KNUCKLED

SLSL

DENOTED THUS ( ) ON PLANKB

NTS

TYPICAL NON-BEARING WALLON ELEVATED SLAB DETAIL


BEAM - REF PLAN

MASONRY PARTITION -REF ARCH DWGS FORSIZE AND LOCATION

VERT WALL REINF -REF CONCRETEMASONRY NOTE #10

ANCHOR DOWEL INTOCONCRETE 2 1/2" ANDSET W/ EPOXY

HEADED STUDS NOTSHOWN FOR CLARITY

NOTE: MOMENT CONNECTION DENOTED THUS: ON PLAN.

BEAM - REF PLAN

COLUMN -REF PLAN

FULL PENWELD

FULL PENWELD

BEAM - TOPFLANGE NOTSHOWN FORCLARITY

WF BEAM TO HSS COLUMNWF BEAM TO WF COLUMN

WT SHEARCONNECTION(TYP)

AT FLOOR

AT ROOF

BEAM - REF PLAN

COLUMN -REF PLAN

WT SHEARCONNECTION(TYP)

NTS

TYPICAL MOMENT CONNECTION DETAILS

'TO COLUMN ON MINOR AXIS' 'TO COLUMN ON MAJOR AXIS'

AT FLOOR

AT ROOF

BEAM - REF PLAN (TYP)

COLUMN CAP AND WEBSTIFFENER PLATES EQUALIN SIZE TO LARGEST BEAMFLANGE THICKNESS

STD FRAMEDCONNECTION (TYP)

COLUMN - REF PLANNEAR SIDE FLANGE NOTSHOWN FOR CLARITY


COLUMN CAP AND WEBSTIFFENER PLATES EQUALIN SIZE TO LARGEST BEAMFLANGE THICKNESS

COLUMN -REF PLAN

NOTES:1. REF 'TO COLUMN ON MINOR AXIS' FOR DETAILS NOT NOTED.

2. COPE TOP AND BOTTOM FLANGE OF INTERSECTING BEAM ASREQUIRED TO AVOID CONFLICT WITH STIFFENER.

1/4

FULL PENWELD


COLUMN WEB STIFFENERPLATES EQUAL IN SIZE TOLARGEST BEAM FLANGETHICKNESSSTD FRAMED

CONNECTION (TYP)

COLUMN - REF PLANNEAR SIDE FLANGE NOTSHOWN FOR CLARITY


COLUMN WEB STIFFENERPLATES EQUAL IN SIZE TOLARGEST BEAM FLANGETHICKNESS

COLUMN -REF PLAN

1/4

1/8FULL PEN

WELD

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

SHEET

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STUDS - REF PLANAND SECTIONS

CONT TRACK -REF SECTION

A

B

METAL STUD FRAMING NOTES:

1. DETAILS APPLY ONLY TO STUDS WITH SIZES INDICATED WITHIN STRUCTURAL DRAWINGS. REFER TOARCHITECTURAL DRAWINGS FOR ALL OTHER COLD FORMED FRAMING.

2. MEMBERS INDICATED ARE 33KSI FOR 43 MIL AND 50 KSI FOR 54 MIL AND THICKER.

3. STUD SIZES ARE STANDARD SIZES AS DEFINED BY THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA).

4. STUD SPACING SHALL BE AS INDICATED IN SECTIONS, TYPICAL, UNLESS OTHERWISE NOTED. WITHIN 12'-0" OFBUILDING CORNERS SPACING SHALL BE REDUCED TO 12" OC.

5. CONTRACTOR IS RESPONSIBLE FOR PROVIDING INSULATION INDICATED ON THE ARCH DWGS INCLUDING AREASBETWEEN BUILT-UP MEMBERS.

6. MINIMUM SCREW SPACING AND EDGE DISTANCE SHALL BE 3/4" IN ANY DIRECTION, TYPICAL.

7. SCREWS USED WHERE SHEATHING IS APPLIED TO FACE OF STUDS SHALL BE LOW PROFILE, TYPICAL UNLESSOTHERWISE NOTED.

8. PROVIDE BRIDGING ON BOTH FACES OF STUDS OR ON BOTTOM FACE OF CEILING JOISTS IMMEDIATELY AFTERSTUDS / JOISTS ARE SET IN PLACE.

9. AT CONTRACTOR'S OPTION IN LIEU OF DEEP LEG TRACK, PROVIDE SLIP CONNECTION CAPABLE OF RESISTING350# LATERAL LOAD.

10. PROVIDE JOIST BRIDGING AT MIDSPAN BETWEEN JOISTS AND / OR COLD-FORMED TRUSSES AT BUS CANOPYPER "TYPICAL JOIST BRIDGING DETAIL" THIS SHEET.

ADETAIL

SUPPORTINGSTRUCTURE

SUPPORTSTRUCTURE

PAF SPACINGTYP TOP ANDBOTTOM

16" OC MAX

CONT 6" x 18GAGE TRACK

STUDS AT 16" OCMAX (TYP) - REFPLAN AND SECTION

CONT 6" x 12 GAGEDEEP LEG (DL)TRACK

STRAP BRIDGINGAT 4'-0" OC MAX

0.145"Ø PAFAT 8" OC

SUPPORTINGSTRUCTURE

3/4" CLR

12" MAX

DO NOT ATTACHSTUDS TODEFLECTION TRACK

CONT 600T300-97(REF NOTE #8)

CONT STRAPBRIDGING

STUD - REF PLANAND SECTIONS

CORNER

NTS

TYPICAL COLD-FORMED METAL FRAMING DETAILS

GAGE MILS

20 33

18 43

16 54

14 68

12 97

GAGE KEY

4"4"

PIECE OF FLATPLATE 3" x 16GAGE x 0'-8"ATTACH TO EACHPIECE OF TRACKWITH 4-#12SCREWS

TRACK

FLANGE NOTSHOWN FORCLARITY

TRACK SPLICE DETAIL

TRACK

METAL STUD(TYP)

2"x20 GA CONT STRAPBRIDGING AT HORIZONTALPANEL EDGES EACH SIDE OFSTUDS. ATTACH TO EACHSTUD WITH #10 SCREW

SPLICE BRIDGINGAT BLOCKING ANDATTACH WITH 2-#10SCREWS (TYP)

PC 600T150-43 BLOCKING ATHORIZONTAL PANEL EDGES.CLIP FLANGE AT EACH END OFBLOCKING TO FORM VERTICALAND ATTACH TO EACH STUDWITH 6-#10 SCREWS (3 EACHFLANGE)

AT CONTRACTOR'SOPTION INSTALL 16 GABENT PLATE EACH END OFTRACK BLOCKING. ATTACHTO BLOCKING AND TOSTUD WITH 4-#10 SCREWSEACH LEG

METAL STUD BRIDGING DETAIL

NOTE: PROVIDEBRIDGING AT 4'-0" OCVERTICALLY UON

BDETAIL


CONT 600T200-54

1-#10 SDSEA SIDE,EA STUD

SUPPORTINGSTRUCTURE

0.145"Ø PAF AT 8" OC TYP,(1 1/2" MIN EMBEDMENT INCONCRETE) 0.157Ø PAF AT8" OC (1" MIN EMBED) INTOP OF GROUT-FILLED CMU

DEFLECTION TOP TRACK

1 - #10 SDS EASIDE, EA STUD

SUPPORTINGSTRUCTURE

12" MAX

CONT TRACK -REF SECTIONCONT STRAPBRIDGING


STANDARD TOPTRACK AT PARAPET

PIPE PENETRATION IN STUDS/JOISTS

AT STUD

PIECE OF C-SECTION, PLATE, ORTRACK SAME GAGE ASADJOINING STUD OR JOIST - IFPIECE OF C-SECTION IS USED,PLACE BACK TO BACK WITHSTUD/JOIST. C-SECTIONFLANGES MAY BE REMOVED IFREQUIRED

12-#12 SDS IN ASTAGGERED PATTERN

NOTE:WHERE PIPE PENETRATIONIS THROUGH A DOUBLESTUD/JOIST, SCAB SHALL BEADDED TO BOTH MEMBERS.

2/3 D MAX (CENTEREDIN DEPTH)

PIPE PENETRATION (4" MAX)

WALL STUD

AT JOIST

INDICATED THUS: ON PLAN

AT BLOCKING OR SPLICEUSE 6-SDS, EQUALSPACING ON EACH SIDEOF BLOCKING

SCREW ATTACH BOTHPARTS OF CUT FLANGETO STUD ON EACH SIDEWITH 2-#10 -16 SCREW

SPACE BLOCKING ALONGJOIST SPAN AT 8'-0" OC MAX

600T125-43 SOLID BLOCKING ASINDICATED ON PLAN. CUT TRACK 8"LONGER THAN INSIDE STUDSPACING. CLIP FLANGES OF TRACK4" FROM EACH END . BEND TRACKAT CLIPPED FLANGES. PLACEBLOCKING ADJACENT TO ALLOPENINGS AND AT 8'-0" OC MAX.

INSIDESPACING

JOIST - REF PLAN

END OF JOISTEDGE OFPENETRATION

BO

TTO

MO

F ST

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ED

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PEN

ETR

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N

JOIST

JOIST BRIDGING

3'-0

"

10" (

MIN

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D

D

3'-0"

10" (MIN)

CRIPPLE STUDSTO MATCHTYPICAL SECTION

REF ARCH DWGSFOR OPENINGSIZE OPEN

TRACK SILL

600S200-43 x 1'-0" -ATTACH TO JAMBSTUD W/ 6-#10 SDS

C

D

HEADER BEARINGCLIP (CAPACITY :VERTICAL = 400# ,OUT OF PLANE =400# )

2 JAMB STUDS TOMATCH TYPICALSTUD SIZE PERSECTIONS

CDETAIL

STUDS - REFSECTION

600S200-54

2-#10 SDSAT 12" OC

2-#10 SDSAT 12" OC

600S200-54

DDETAIL

2-#10 SDS

STUDS - REFSECTION

600S200-54

2-#10 SDS

JAMB STUDS

JAMB STUDCONNECTION DETAIL

2-#10 SDS AT12" OC

BOX HEADER

NTS

TYPICAL COLD-FORMED METAL TRUSS DETAIL

123

123

GRID

VARIES - REF PLAN

3'-2 5/8"

1' 4

3/4

"

1 1

GRID

NOTE:

1. DESIGN TRUSS FOR BRACE FORCE FROM PRECAST WALL EQUAL TO 850#. REFER TO SECTIONS FOR DETAILS.

2. STANDARD TRUSS PROFILE INDICATED, REVISE AS REQUIRED FOR HIPS, OVERHANG CONDITIONS, ETC, REFER TOPLANS AND SECTIONS

ATTACH STEEL DECKTO BLOCKING PANELAS A PANEL EDGE COLD-FORMED

TRUSS - REF PLAN

STEEL DECK

FRAMING CLIP TOTRANSFER RESULTINGUPLIFT FORCE IN TRUSSTO SUPPORTINGSTRUCTURE. (NOTE 2)

PREMANUFACTUREDBLOCKING PANEL

NTS

METAL ROOF TRUSS BLOCKING DETAIL

NOTES:

1. BLOCKING PANELS SHALL BE LOCATED BETWEEN ALL ROOF TRUSSES AT BEARINGS.

2. ALL FRAMING CLIPS AND ANCHORS SHALL BE COORDINATED WITH FINAL BLOCKINGPANEL DESIGNS TO TRANSFER FORCES AS REQUIRED.

3. AT EXTERIOR WALL BLOCKING PANELS, PROVIDE VERTICAL MEMBERS AT 16"OC TORECEIVE EXTERIOR FINISH. DESIGN VERTICAL MEMBERS FOR OUT OF PLANE LOAD OF 35PSF WIND IN ADDITION TO IN PLANE LOAD.

TYPICAL PREFABRICATED COLD-FORMED

FRAMING ANCHOR ASREQD TO TRANSFERSHEAR TO SUPPORTINGSTRUCTURE. (NOTE 2)

SUPPORTING STRUCTURE

REFER TOSECTIONS FORLOADINGREQUIREMENTS

TYPICAL COLD-FORMED BUILT-UP ROOF FRAMING DETAIL

PERPENDICULAR TO TRUSSES

NTS

PROVIDE BUILT-UPTRUSSES AT 24"OC

STEEL DECK

TRUSS TOPCHORD - REFPLAN

TRUSS MANUFACTURER NOTE:

DENOTES AREA OF BUILT-UP ROOFFRAMING. AT TRUSS MANUFACTURER'SOPTION, THE MAIN ROOF TRUSSES MAYBE CONFIGURED TO MATCH THEPROFILE OF THE ROOF SURFACE INLIEU OF PROVIDING TRUSSES OFSIMPLER SHAPES WITH BUILT-INSUPERIMPOSED TRUSSES.

TYPICAL

CONT BENT PL16GAGE x4x4 AT HIP,VALLEY AND RIDGE

STEEL DECK

COLD FORMEDMETAL TRUSS

REF ARCHDWGS

TRUSSBRIDGING

TYPICAL ROOF DECK SUPPORT AT COLD-FORMED TRUSS DETAILNTS

AT CHANGE IN ROOF DECK DIRECTION

STEEL DECK

REF ARCH DWGS

BUILT UP ROOFFRAMING - REFTYPICAL DETAILS

CONT BENTPL16 GAx4x4 -CONNECT TO EADECK SECTIONW/ #12 SDS AT 6"OC

COLD FORMEDMETAL TRUSS

TRUSS TOTRUSS CONNSHALL BEDESIGNED BYTRUSS MANUF

EA TRUSS

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

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FLAG PL1/4 AT EA HANGER

DIAG L3x3x1/4 AT EACH VERTHANGER (ALTERNATE DIRECTION)

SECTION SYMMETRICALABOUT CL OF PARTITION

CONT WT7x26.5 - SPACEBOLTS PER PARTITIONMANUFACTURERSREQUIREMENTS

TRACK AND MOVABLEPARTITION BY OPERABLEPARTITION MANUF

3/16 2TYP

NTS

TYPICAL MOVEABLE PARTITION DETAIL

WORKING POINT EL

BOTTOM OF WTEL = COORD W/ MANUF

BEAM - REF PLAN

FLAG PL1/4 AT BEAMTOP FLANGE (TYP)

VERT DBL L3x3x1/4HANGER AT 5'-0"OC

6"

GROUT COLLARJOINT SOLID FULLHEIGHT

2-#7 AT 16"OC VERT

SITE SLAB - REFCIVIL DWGS

NTS

TYPICAL SCREEN WALL DETAIL

4-#4 TOP ANDBOT

2'-0

" (M

IN)

FINISHED GRADE -REF CIVIL DWGS

5'-0"



8'-0

"


PRECAST CONC CAP

CONNECTION BYPRECAST MFR

1/4" EXPANSIONJOINTMATERIAL

1'-4

"

#4 AT 12" OC TOPAND BOT

EQ 7 5/8" EQ3" CLR(TYP)

NTSTYPICAL BEAM TO COLUMN CONNECTION DETAILS

HSS TO HSS HSS TO WF

1/2"

MIN

(TY

P)

1/2"

MIN

(TY

P)

BEAM - REF PLAN

Pc WT

COLUMN -REF PLAN

1/2"

MIN

(TY

P)

BEAM - REF PLAN

Pc WT

COLUMN -REF PLAN

BEAM FLANGENOT SHOWN FORCLARITY

SHEARCONN ASREQD (TYP)

NTS

SPECIAL JOIST LOADING DIAGRAMS

123±

123±

GRID

VARIES - REF PLAN

3'-3 3/8"

1'-4

3/4

"

NOTES:

1. MAXIMUM HEIGHT OF TALLEST JOIST OVER GYMNASIUM SHALL BE 14'-0". SET SLOPE OF ALL JOISTS OVER GYMNASIUMAND AUDITORIUM ACCORDINGLY.

2. TOP CHORD PROFILE SHOWN IS FOR TYPICAL TRUSSES. PROFILE SHALL ADJUST AS REQUIRED TO CREATE HIP ROOF.

3. JOISTS SHALL BE DESIGNED TO SUPPORT MECHANICAL DUCTWORK AS REQUIRED. REFER TO MECHANICAL DRAWINGSFOR DUCT SIZE AND LOCATION.

4. DESIGN JOISTS FOR REACTIONS FROM BASKETBALL GOALS. COORDINATE REACTIONS WITH BASKETBALL GOALMANUFACTURER.

5. REFER TO SHEET S001 FOR LOADING CRITERIA.

6. DESIGN JOISTS TO SUPPORT REACTIONS FROM THEATRICAL LIGHTING STRIPS AND PROJECTION SCREEN. EVENLYDISTRIBUTE LOAD TO SUPPORTING JOISTS.

W DEAD = 200 PLF

W LIVE, W SNOW (NOTE 5)

W DEAD - NOTE 5

NO

TE 1

NOTE 2

P DEAD - NOTE 3,NOTE 4, NOTE 6 (TYP)

P DEAD

GRID

W WIND (NOTE 5)

VARIESREF PLAN (TYP)

0' 16' 32' 48'1/32" = 1'-0"

0' 8' 16' 24'1/16" = 1'-0"

4' 0' 4' 8' 16'3/32 = 1'-0"

0' 4' 8' 12'1/8" = 1'-0"

0' 2' 4' 6'1/4" = 1'-0"

0' 1' 2' 4'3/8" = 1'-0"

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

6" 0' 1' 2'3/4" = 1'-0"

6" 0' 6" 1' 1.5'1" = 1'-0"

3" 9" 0' 3" 6" 1'1 1/2" = 1'-0"

9" 0' 2" 4" 6"3" = 1'-0"

5"3"1" 0' 1" 2" 3"6" = 1'-0"

0' 1" 1.5"12" = 1'-0"

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RRMM - McKenzie Construction Corporation D. Tyler...ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES...

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