Revit Document - Clarke Contracting,...

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FOUNDATIONS:

SPREAD FOOTINGS SHALL BEAR ON SOIL CAPABLE OF SUSTAINING ANET ALLOWABLE BEARING PRESSURE OF 3,000 PSF FOR INDIVIDUALCOLUMN FOOTINGS AND 3,000 PSF FOR CONTINUOUS WALLFOOTINGS UNDER FULL SERVICE LIVE AND DEAD LOAD.

FOOTINGS MAY BE POURED INTO AN EARTH-FORMED TRENCH IF SOILCONDITIONS PERMIT.ALL BEARING MATERIAL SHALL BE INSPECTED BY THE INDEPENDENTTESTINGS AGENCY PRIOR TO CONCRETE PLACEMENT. THEINDEPENDENT TESTING AGENCY SHALL BE THE SOLE JUDGE AS TOTHE SUITABILITY OF THE BEARING MATERIAL. FOOTING ELEVATIONSSHALL BE ADJUSTED AS REQUIRED.

BOTTOM OF EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 36"BELOW FINAL EXTERIOR GRADE FOR FROST PROTECTION.

FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACEDAGAINST BACKFILLING PRESSURES UNTIL FLOOR SLABS AT TOPAND BOTTOM ARE IN PLACE.

WHERE FOUNDATION WALLS ARE TO HAVE EARTH PLACED ON EACH SIDE,PLACE FILL SIMULTANEOUSLY SO AS TO MAINTAIN A COMMON ELEVATIONON EACH SIDE OF THE WALL.

VERIFY USE AND EXTENT OF PERIMTER INSULATION W/ ARCHITECTURALDRAWINGS PRIOR TO INSTALLATION OF FOUNDATIONS. INSTALLPERIMETER INSULATION AS REQUIRED.

THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THERECOMMENDATIONS MADE IN THE "REPORT OF GEOTECHNICALENGINEERING INVESTIGATION" PREPARED BY ADVANTAGE ENGINEERING,DATED JANUARY 4, 2007.

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1. BUILDING CODE - 2006 INTERNATIONAL BUILDING CODE

DESIGN:

2. ROOF DEAD AND LIVE LOAD - REFER TO DRAWING S3.0

3. SNOW LOADS:- GROUND SNOW LOAD, Pg = 35 PSF- FLAT ROOF SNOW LOAD, Pf = 35 PSF- SNOW EXPOSURE FACTOR, Ce = 1.0- SNOW LOAD IMPORTANCE FACTOR, Is = 1.0- THERMAL FACTOR, Ct = 1.0

4. WIND LOADS:- BASIC WIND SPEED (3 SECOND GUST) = 90 MPH- WIND IMPORTANCE FACTOR, Iw = 1.0- BUILDING CATEGORY = II- OVERALL EXPOSURE CATEGORY = B

5. SEISMIC LOADS:- SEISMIC USE GROUP = I- SEISMIC DESIGN CATEGORY = B- SDS = 0.193- SD1 = 0.101- SITE CLASS = D- BASIC SEISMIC-FORCE-RESISTING SYSTEM =

6. LOAD COMBINATIONS -

1

a. STRUCTURAL STEEL:

2) MULTI-PASS FILLET WELDS

5) FLOOR AND ROOF DECK WELDS

a. IDENTIFICATION MARKINGS TO CONFORM TOASTM STANDARDS SPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS.

b. MANUFACTURER'S CERTIFIED MILL TESTREPORTS REQUIRED

3) SINGLE-PASS FILLET WELDS > 5#16" (7.9mm)4) SINGLE-PASS FILLET WELDS < 5#16" (7.9mm)

a. IDENTIFICATION MARKINGS TO CONFORM TOAWS SPECIFICATION IN THE APPROVEDCONSTRUCTION DOCUMENTS

b. MANUFACTURER'S CERTIFICATE OF COMPLIANCEREQUIRED

1) COMPLETE AND PARTIAL PENETRATIONGROOVE WELDS

b. MEMBER LOCATIONS

c. APPLICATION OF JOINT DETAILS AT EACHCONNECTION

a. DETAILS SUCH AS BRACING AND STIFFENING

a) FABRICATION AND IMPLEMENTATION PROCEDURES: THE SPECIAL INSPECTOR SHALLVERIFY THAT THE FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITYCONTROL PROCEDURES THAT PROVIDE A BASIS FOR INSPECTION, CONTROL OF THEWORKMANSHIP, AND THE FABRICATOR'S ABILITY TO CONFORM TO APPROVEDCONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. THE SPECIAL INSPECTORSHALL REVIEW THE PROCEDURES FOR COMPLETENESS AND ADEQUACY RELATIVE TOTHE CODE REQUIREMENTS FOR THE FABRICATOR'S SCOPE OF WORK.

a) UPON COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORKWAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

a. STRUCTURAL STEEL (AISC CERTIFIED FOR CONVENTIONAL STEEL BUILDING)b. STEEL JOISTS/JOIST GIRDERS (SJI MEMBER)c. STEEL ROOF DECK (SDI MEMBER)

6. INSPECTION OF STEEL FRAME JOINT DETAILS FORCOMPLIANCE WITH APPROVED CONSTRUCTIONDOCUMENTS:

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL:

1. APPLICABLE ELEMENT (FABRICATOR CERTIFICATION REQUIREMENTS):

3. WHEN SPECIAL INSPECTIONS ARE NOT REQUIRED BY THE BUILDING OFFICIAL:

2. WHEN SPECIAL INSPECTIONS ARE REQUIRED BY BUILDING OFFICIAL:

INSPECTION OF FABRICATOR(S):

5. INSPECTION OF WELDING:

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

PERIODIC IBC 1704.3.2

PERIODIC

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CONTINUOUS

PERIODICPERIODIC

CONTINUOUS

CONTINUOUS

AWS D1.3

AWS D1.1

ASTM A-6 OR ASTMA-568

AISCASDSec.A3.6

c. OTHER REINFORCING STEELb. SHEAR REINFORCEMENT

a. VERIFICATION OF WELDABILITY OF REINFOCRINGSTEEL OTHER THAN ASTM A706

a. IDENTIFICATION MARKINGS TO CONFORM TOASTM STANDARDS SPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS

b. MANUFACTURER'S CERTIFICATE OF COMPLIANCEREQUIRED

3. VERIFY, AT THE FREQUENCY SPECIFIED IN THEGEOTECHNICAL REPORT, THAT THE IN-PLACE DRYDENSITY OF COMPACTED FILL COMPLIES WITH THEGEOTECHNICAL REPORT.

2. FILL PLACEMENT 12" THICK OR GREATER - VERIFYTHAT THE MATERIAL BEING USED AND MAXIMUM LIFTTHICKNESS COMPLY WITH THE GEOTECHNICAL REPORT.

1. PRIOR TO THE PLACEMENT OF PREPARED FILLS,VERIFY THAT THE SITE HAS BEEN PREPARED INACCORDANCE WITH THE GEOTECHNICAL REPORT.

3. INSPECT BOLTS TO BE INSTALLED IN CONCRETE,PRIOR TO AND DURING PLACEMENT OF CONCRETE.

5. AT THE TIME FRESH CONCRETE IS SAMPLED TOFABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP, TEMP. AND AIR CONTENT TESTS.

CONCRETE:

1. MATERIAL VERIFICATION OF HIGH-STRENGTHBOLTS, NUTS, AND WASHERS, HIGH-STRENGTH BOLTING:

2. INSPECTION OF BEARING-TYPE CONNECTIONS

6. INSPECTION OF CONCRETE PLACEMENT FORPROPER APPLICATION TECHNIQUES

STEEL CONSTRUCTION:

4. VERIFYING USE OF REQUIRED DESIGN MIX

2. INSPECTION OF REINFORCING STEEL WELDING:

1. INSPECTION OF REINFORCING STEEL, SIZE ANDPLACEMENT

SOILS:

CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

AISC LRFD Sec. M2.5

APPLICABLEASTM MATERIALSPECIFICATIONS:AISC 335

Sec. A3.4;AISC LRFDSECTION A3.3

ACI 318: 5.9, 5.10

ASTM C 172;ASTM C 31;ACI 318: 5.6,

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ACI 318:Ch. 4, 5.2-5.4

IBC 1912.5

CONTINUOUS

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CONTINUOUSPERIODIC

PERIODIC

PERIODIC ACI 318: 7.1-7.7

AWS D1.4;ACI 318: 3.5.2

GEOTECHNICALENGINEERINGREPORT;IBC 1704.7

a. PROPORTIONS OF SITE-PREPARED MORTAR.

b. CONSTRUCTION OF MORTAR JOINTS.

1. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWINGSHALL BE VERIFIED TO ENSURE COMPLIANCE:

MASONRY CONSTRUCTION:

PERIODICPERIODIC

ACI 530/ASCE 6/TMS602-ART. 2.6A, ART.3.3B, ART. 3.4, ART.

3.6Ac. LOCATION OF REINF. AND CONNECTORS. PERIODIC

a. SIZE AND LOCATIONS OF STRUCTURAL ELEMENTS.b. TYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING OTHER DETAILS OF ANCHORAGE OFMASONRY TO STRUCTURAL MEMBERS, FRAMES OROTHER CONSTRUCTION.

2. THE INSPECTION PROGRAM SHALL VERIFY:

PERIODIC

PERIODIC ART. 3.3G

c. SPECIFIED SIZE, GRADE AND TYPE OF REINF. PERIODIC

d. WELDING OF REINFORCING BARS. CONTINUOUS

e. PROTECTION OF MASONRY DURING COLDWEATHER (TEMP. BELOW 40 DEGREES F.) OR HOTWEATHER (TEMP. ABOVE 90 DEGREES F.).

PERIODIC

ACI 530/ASCE 5/TMS402-SEC. 1.2.2(e),2.1.4, 3.1.6, 1.12,2.1.10.6.2, 3.2.3.4(b)

IBC SEC. 2104.3AND 2104.4

a. GROUT SPACE IS CLEAN.

3. PRIOR TO GROUTING, THE FOLLOWING SHELL BEVERIFIED TO ENSURE COMPLIANCE:

PERIODIC

b. PLACEMENT OF REINF. AND CONNECTORS. PERIODICACI 530/ASCE 6/TMS602-ART. 3.2D, ART.3.4, SEC. 1.12, ART.2.6B, ART. 3.3B

c. PROPORTIONS OF SITE PREPARED GROUT. PERIODIC

d. CONSTRUCTION OF MORTAR JOINTS. PERIODIC

4. GROUT PLACEMENT SHALL BE VERIFIED TO ENSURECOMPLIANCE WITH CODE AND CONSTRUCTIONDOCUMENT PROVISIONS:

ACI 530/ASCE 6/TMS602-ART. 3.5

CONTINUOUS

5. PREPARATION OF GROUT SPECIMENS, MORTARSPECIMENS AND/OR PRISMS SHALL BE OBSERVED.

ACI 530/ASCE 6/TMS602-ART. 1.4. AND IBCSEC. 2105.2.2 AND

2105.3

CONTINUOUS

6. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONSOF THE CONSTRUCTION DOCUMENTS AND THEAPPROVED SUBMITTALS SHALL BE VERIFIED.

ACI 530/ASCE 6/TMS602-ART. 1.5.PERIODIC

1. DURING PLACEMENT OF ADHESIVE ANCHORS ORREINFORCEMENT EMBEDDED WITH ADHESIVE (ASSPECIFIED ON THE CONSTRUCTION DOCUMENTS) INMASONRY AND CONCRETE:

ADHESIVE ANCHORS/REINF.:

MANUFACTURERSINSTALLATIONINSTRUCTIONS

a. SIZE AND EMBEDMENT OF ANCHORS/REINF.

b. ANCHORS/REINF. INSTALLED PERMANUFACTURERS RECOMMENDATIONS.

CONTINUOUS

CONTINUOUS

SPECIAL INSPECTION FREQ.REFERENCEDSTANDARD

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CONCRETE:

SLUMP OF CONCRETE SHALL NOT EXCEED 4" UNLESS A HIGH RANGEWATER-REDUCING ADMIXTURE IS USED. THE SLUMP OF CONCRETEPRIOR TO ADDITION OF A HIGH RANGE WATER-REDUCING ADMIXTURESHALL NOT EXCEED 4". THE SLUMP OF CONCRETE CONTAINING AHIGH RANGE WATER-REDUCING ADMIXTURE SHALL NOT EXCEED 10"

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TENSION SPLICES COMPRESSION SPLICES (INCHES) (INCHES)

BAR SIZE TOP BARS OTHER BARS A B A B

#3 16 21 12 16 12 #4 21 28 16 21 15 #5 27 35 21 27 19 #6 35 46 27 35 23 #7 48 62 37 48 26 #8 63 82 48 63 30 #9 80 104 61 80 34 #10 101 131 78 101 38 #11 125 162 96 125 42

COMPRESSION DOWEL EMBEDMENT: 22 BAR DIAMETERSLAP WELDED WIRE FABRIC ONE SPACING OF CROSS WIRES PLUS 2"

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THE MINIMUM PORTLAND CEMENT CONTENT (ASTM C150) OF ALLCONCRETE SHALL CONFORM TO THE FOLLOWING TABLE. (FLY ASH NOTPERMITTED)

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BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES, ETC. BELOWGRADE SHALL BE COVERED WITH A MINIMUM OF 3" OF CONCRETE.

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CONCRETE SHALL HAVE A 28-DAY COMPRESSIVE STRENGTH ANDDENSITY, IN ACCORDANCE WITH THE FOLLOWING:

STRENGTH DENISTY PSI PCF

INTERIOR SLABS 4000 145EXTERIOR SLABS, CURBS, SIDEWALKS 4000 145ALL OTHER CONCRETE (U.N.O.) 3000 145

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CONCRETE EXPOSED TO WEATHER SHALL BE AIR-ENTRAINED. AIRCONTENT SHALL BE BETWEEN 4 AND 8 PERCENT.

THE COARSE AGGREGATE SIZE SHALL BE # 57 OR LARGER.

SPECIFIED MINIMUM CEMENT CONTENTCOMPRESSIVE (POUNDS PER CUBIC YARD)STRENGTH NON-AIR ENTRAINED AIR-ENTRAINED (PSI) CONCRETE CONCRETE 3000 470 517 4000 564 611

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CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR REVIEWWELL IN ADVANCE OF CONCRETE PLACEMENT. CONCRETE MIX DESIGNSHALL INCLUDE ALL STRENGTH DATA NECESSARY TO SHOWCOMPLIANCE WITH THE PROJECT SPECIFICATIONS FOR EITHER THETRIAL BATCH OR FIELD EXPERIENCE METHOD AND SHALL BE CERTIFIEDBY AN ENGINEER REGISTERED IN THE STATE WHERE THE STRUCTUREIS LOCATED.

REINFORCING SHALL CONFORM TO ASTM A615, GR60 UNLESS NOTEDOTHERWISE.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.

ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED, INACCORDANCE WITH ACI DETAILING MANUAL 1992.ALL REINFORCING SHALL BE SUPPORTED IN FORMS, SPACED WITHNECESSARY ACCESSORIES AND SHALL BE SECURELY WIREDTOGETHER, IN ACCORDANCE WITH CRSI "MANUAL OF STANDARDPRACTICE" (1997).

MINIMUM CONCRETE COVER, UNLESS NOTED OTHERWISE:

UNIFORMED SURFACE IN CONTACT WITH THE GROUND - 3 IN.

FORMED SURFACES EXPOSED TO EARTH OR WEATHER:#6 BARS AND LARGER 2 IN.#5 BARS AND SMALLER 1-1/2 IN.

FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:BEAMS, GIRDERS, AND COLUMNS 1-1/2 IN.SLABS, WALLS, AND JOISTS

#11 BARS AND SMALLER 3/4 IN.#14 AND #18 BARS 1-1/2 IN.

12. LAP SPLICES SHALL BE IN ACCORDANCE WITH THE FOLLOWINGTABLE, UNLESS NOTED OTHERWISE. WHERE CLASES ARE NOTCALLED OUT ON DRAWINGS, USE CLASS "B" SPLICES.

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REINFORCED MASONRY:

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SPLICED REINFORCING BARS SHALL BE LAPPED A MINIMUM OF 72 BARDIAMETERS BASED ON THE MAXIMUM ALLOWABLE STRESS.

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REINFORCED MASONRY SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH,f'm, OF 1500 PSI. MASONRY UNITS SHALL BE NORMAL WEIGHT BLOCKCONFORMING TO ASTM C90, GRADE N, TYPE 1, AND SHALL HAVE A MINIMUMNET AREA COMPRESSIVE STRENGTH OF 2000 PSI. MORTAR SHALLCONFORM TO ASTM C270, TYPE S. GROUT SHALL CONFORM TO ASTM C476.

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THE REINFORCED CONCRETE MASONRY FOR THIS PROJECT HAS BEENDESIGNED AND DETAILED IN ACCORDANCE WITH THE ALLOWABLE STRESSDESIGN METHOD OF THE INTERNATIONAL BUILDING CODE 2006 EDITION.

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REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, UNLESSNOTED OTHERWISE.

CONTINUOUS WIRE REINFORCING (JOINT REINFORCING) SHALL BEGALVANIZED TRUSS OR LADDER TYPE FORMED FROM 9 GAUGE COLD -DRAWN STEEL WIRE COMPLYING WITH ASTM A82. JOINT REINFORCINGSHALL BE SPACED AT 16" O.C. VERTICALLY IN ALL MASONRY WALLS.

SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF VERTICAL CONTROLJOINTS. HORIZONTAL BOND BEAM AND LINTEL REINFORCING SHALL BECONTINUOUS ACROSS VERTICAL CONTROL JOINTS. JOINT REINFORCINGSHALL BE STOPPED EITHER SIDE OF VERTICAL CONTROL JOINTS.

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ALL BOLTS, ANCHORS, ETC., INSERTED IN THE WALLS, SHALL BEGROUTED SOLID INTO POSITION.

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ALL REINFORCED CELLS, ALL CELLS BELOW GRADE AND ALL CELLSBELOW FINISH FLOOR SHALL BE GROUTED SOLID.

WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICALBLOCK CORE, IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTALIN 6 VERTICAL. DOWELS MAY BE GROUTED INTO A CELL IN VERTICALALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THEVERTICAL WALL REINFORCING.REINFORCING STEEL SHALL BE SECURED IN PLACE BEFORE GROUTINGSTARTS.

VERTICAL BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM ANDAT INTERVALS NOT EXCEEDING 200 DIAMETERS OF THE REINFORCING,NOR 10 FEET. BARS SHALL BE IN PLACE PRIOR TO GROUTING.

VERTICAL REINFORCING BARS SHALL HAVE A MINIMUM GROUT COVER OF1/2 OF AN INCH TO THE INSIDE FACE OF MASONRY UNIT AND A MINIMUMTOTAL MASONRY COVER NOT LESS THAN TWO INCHES.

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PARALLEL ADJACENT VERTICAL REINFORCING BARS SHALL HAVE A MINIMUMCLEAR DISTANCE NOT LESS THAN 1 1/2 BAR DIAMETERS NOR 1 1/2 INCHES.

VERTICAL CELLS THAT WILL BE GROUTED SHALL HAVE A VERTICALALIGNMENT TO MAINTAIN A CONTINUOUS UNOBSTRUCTED CELLAREA NOT LESS THAN 3"x4".GROUTING SHALL BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE SO ASTO FORM A KEY AT THE POUR JOINT.

14. GROUTING OF MASONRY BEAMS OVER OPENINGS SHALL BE DONE IN ONECONTINUOUS OPERATION.

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STRUCTURAL STEEL:

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UNLESS NOTED OTHERWISE, BEAMS BEAR 8" MINIMUM ON CONCRETE ORMASONRY. UNLESS NOTED OTHERWISE, ANCHOR BEAMS TO MASONRY WITHTWO (2) 3/4" DIAMETER ANCHOR BOLTS WITH 4" HOOK AND 1'-4" EMBEDMENT.

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STEEL SHALL CONFORM TO THE FOLLOWING GRADES:

WIDE FLANGE SHAPES A992 OR A572 GR. 50 (Fy = 50)CHANNELS, ANGLES, PLATES, ETC. (UNO) A36 (Fy = 36)STRUCTURAL TUBE A500 (Fy = 46)STEEL PIPE A53 (Fy = 35)ANCHOR RODS F1554, A36 OR A307BOLTS A325WELDING ELECTRODES E70XX

ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTEDIN ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE (1992),EXCEPT AS MODIFIED IN THESE NOTES AND THE PROJECT SPECIFICATIONS.

THE STEEL STRUCTURE IS A NON-SELF-SUPPORTING STEEL FRAME AND ISDEPENDENT UPON DIAPHRAGM ACTION OF THE METAL DECK ANDATTACHMENT TO THE MASONRY WALLS FOR STABILITY AND FORRESISTANCE TO WIND AND SEISMIC FORCES. PROVIDE ALL TEMPORARYSUPPORTS REQUIRED FOR STABILITY AND FOR RESISTANCE TO WIND ANDSEISMIC FORCES UNTIL THESE ELEMENTS ARE COMPLETE AND ARECAPABLE OF PROVIDING THIS SUPPORT.

THE FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF ALL CONNECTIONS.CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATICAND ARE ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERSCONNECTED. CONNECTION DETAILS INDICATED ON THE DRAWINGS SHALLBE INCORPORATED INTO FABRICATOR'S CONNECTION DESIGN. SEESPECIFICATIONS. ALL SHOP DRAWINGS SHALL BE SIGNED AND SEALED BYTHE FABRICATOR'S ENGINEER WITH THE ENGINEER'S SEAL FOR THE STATEWHERE THE STRUCTURE IS LOCATED. ENGINEER'S SEAL MAY BE QUALIFIED"FOR DESIGN OF CONNECTIONS ONLY."

SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, ISPROHIBITED WITHOUT WRITTEN APPROVAL OF THE ARCHITECT.

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ALL STRUCTURAL STEEL SUPPORTING JOISTS FORTY FEET (40') AND LONGERMUST BE FABRICATED TO ALLOW FOR BOLTED CONNECTION (COORDINATEWITH JOIST SUPPLIER).

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STEEL JOIST GIRDERS:

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NO OTHER LOADS SHALL BE PLACED ON THE JOIST GIRDER UNTIL THE STEELJOISTS BEARING ON THIS GIRDER ARE IN PLACE AND ATTACHED THERETO.

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EXCEPT WHERE ADDITIONAL DESIGN LOADS ARE SHOWN ON THESTRUCTURAL DRAWINGS, STEEL JOIST GIRDERS SHALL BE DESIGNED ASSIMPLY SUPPORTED MEMBERS WITH ALL LOADS EQUAL IN MAGNITUDEAND EVENLY SPACED ALONG JOIST GIRDER TOP CHORD.

STEEL JOIST GIRDERS SHALL BE DESIGNED BY THE MANUFACTURER. THEMANUFACTURER'S ENGINEER SHALL BE RESPONSIBLE FOR THE DESIGN,ADEQUACY AND SAFETY OF ALL STEEL JOIST GIRDERS. ALL SHOP DRAWINGSSHALL BE SIGNED AND SEALED BY THE MANUFACTURER'S ENGINEER WITHTHE ENGINEER'S SEAL FOR THE STATE WHERE THE STRUCTURE IS LOCATED.

JOIST GIRDERS SHALL BE DESIGNED, FABRICATED AND ERECTED INACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR JOIST GIRDERS(2002) OF THE STEEL JOIST INSTITUTE (SJI).

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ADDITIONAL DESIGN LOADS FROM ROOF TOP EQUIPMENT OR OTHERCONCENTRATED LOADS SHOWN ON THE DRAWINGS SHALL BE CONSIDEREDAS COLLATERAL LOADS. THESE LOADS SHALL BE CONSIDERED IN THEDESIGN OF THE JOIST GIRDERS. REFER TO THE ARCHITECTURAL ANDMECHANICAL DRAWINGS FOR LOCATIONS AND WEIGHT OF EQUIPMENT.WHERE SUCH LOADS DO NOT OCCR AT THE PANEL POINTS OF THE JOISTGIRDER, AUXILIARY FRAMING SHALL BE ADDED TO THE JOIST GIRDER ORTHE TOP CHORD SHALL BE DESIGNED FOR THE EFFECTS OF THE LOAD.

5. JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT THE DESIGN LIVE LOADWITHOUT EXCEEDING A DEFLECTION OF L/360.

WHEN NET UPLIFT FORCES DUE TO WIND ARE SHOWN ON THE DRAWINGS,THE JOIST MANUFATURER SHALL DESIGN THE JOIST GIRDERS ANDCONNECTIONS OF THE JOIST GIRDERS TO THE SUPPORTING STRUCTUREFOR THE NET UPLIFT.JOIST GIRDERS SHALL BE PROPORTIONED SUCH THAT THEY CAN BEERECTED WITHOUT BRIDGING.

MINIMUM BEARING REQUIREMENT, UNLESS NOTED OTHERWISE:

4" ON STRUCTURAL STEEL6" ON STEEL BEARING PLATES OVER MASONRY OR CONCRETE

UNLESS NOTED OTHERWISE, JOIST GIRDERS SHALL BE ATTACHED TOSUPPORTING STEEL WORK OR STEEL BEARING PLATES WITH TWO (2) 1/4"FILLET WELDS (ONE EACH SIDE), 2" LONG OR TWO (2) 3/4" DIAMETER BOLTS.

JOIST GIRDERS AT COLUMN CENTERLINES SHALL BE BOLTED TOSTRUCTURAL STEEL WITH TWO (2) 3/4" DIAMETER BOLTS.

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REPAIR OR REPLACE ALL DAMAGED JOIST GIRDERS. THE PROFESSIONALOF RECORD SHALL BE THE SOLE JUDGE AS TO WHETHER A JOIST GIRDERCAN BE REPAIRED OR MUST BE REPLACED.

13. ALL JOIST GIRDERS SUPPORTING JOISTS FORTY FEET (40') AND LONGERMUST BE FABRICATED TO ALLOW FOR BOLTED CONNECTION.

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STEEL JOISTS:

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UNLESS OTHERWISE NOTED, STEEL JOISTS SHALL BE DESIGNED AS SIMPLYSUPPORTED, UNIFORMLY LOADED TRUSSES WITH THE TOP CHORDBRACED AGAINST LATERAL BUCKLING. THE UNIFORM DESIGN LOAD SHALLBE THE TOTAL SAFE UNIFORMLY LOAD AS SHOWN IN THE SJI STANDARDLOAD TABLE.

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STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED INACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR OPEN WEBSTEEL JOISTS, "K-SERIES" (2002) OF THE STEEL JOIST INSTITUTE (SJI).

STEEL JOISTS SHALL BE DESIGNED BY THE MANUFACTURER. THEMANUFACTURER'S ENGINEER SHALL BE RESPONSIBLE FOR THE DESIGNADEQUACY AND SAFETY OF ALL STEEL JOISTS. ALL SHOP DRAWINGS SHALLBE SIGNED AND SEALED BY THE MANUFACTURER'S ENGINEER WITH THEENGINEER'S SEAL FOR THE STATE WHERE THE STRUCTURE IS LOCATED.

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WHEN NET UPLIFT FORCES DUE TO WIND ARE SHOWN ON THE DRAWINGS,THE MANUFACTURER SHALL DESIGN THE JOISTS, BRIDGING ANDCONNECTIONS OF THE JOISTS TO THE SUPPORTING STRUCTURE FOR THENET UPLIFT. A SINGLE LINE OF BOTTOM CHORD BRIDGING MUST BEPROVIDED NEAR THE FIRST BOTTOM CHORD PANEL POINTS WHENEVERUPLIFT DUE TO WIND FORCES IS SHOWN ON THE DESIGN DRAWINGS.

WHEN NONUNIFORM OR CONCENTRATED LOADS ARE SHOWN ON THEDRAWINGS, THE MANUFACTURER SHALL DESIGN THE JOISTS INACCORDANCE WITH PARAGRAPH 4.1 OF THE STANDARD SPECIFICATIONFOR OPEN WEB STEEL LOISTS, K-SERIES.STEEL JOIST BRIDGING SHALL BE PROVIDED IN ACCORDANCE WITH THE SJISPECIFICATION. ALL BRIDGING AND BRIDGING ANCHORS SHALL BE PLACEDAND STEEL JOIST ENDS FIXED PRIOR TO THE APPLICATION OF ANY LOADS.BRIDGING THAT TERMINATES AT, OR IS INTERRUPTED BY, STRUCTURALSTEEL BEAMS, MASONRY WALLS OR CONCRETE WALLS SHALL BE ATTACHEDTHERTO. COORDINATE BRIDGING LOCATIONS TO AVOID INTERFERENCEWITH ALL MECHANICAL, ELECTRICAL AND FIRE PROTECTION EQUIPMENT.

MINIMUM BEARING REQUIREMENTS, UNLESS NOTED OTHERWISE:

2-1/2" ON STRUCTURAL STEEL4" ON STEEL BEARING PLATES OVER MASONRY OR CONCRETE

UNLESS NOTED OTHERWISE, STEEL JOISTS SHALL BE ATTACHED TOSUPPORTING STEEL WORK OR STEEL BEARING PLATES WITH TWO (2) 1/8"FILLET WELD (ONE EACH SIDE) 1" LONG, OR WITH (2) 1/2" DIAMETER BOLTS.

STEEL JOISTS AT COLUMN CENTER LINES SHALL BE BOLTED TOSTRUCTURAL STEEL WITH TWO (2) 1/2" DIAMETER BOLTS. WHERE STEELJOISTS DO NOT SPACE TO COLUMN CENTER LINES, USE BOLTEDCONNECTIONS FOR THE STEEL CLOSEST TO THE CENTER LINE.

HOLES IN STEEL JOIST CHORDS WILL NOT BE PERMITTED, EXCEPT FORBOLTED CONNECTIONS AT THE BEARING END OF THE STEEL JOIST.

ALL ITEMS SUCH AS MECHANICAL EQUIPMENT, DUCT WORK, PIPES, CEILING,FIXTURES, ETC. THAT ARE TO BE SUPPORTED OR HUNG FROM THE STEELJOIST SHALL BE FRAMED WITH AUXILIARY FRAMING TO THE PANEL POINTSOF THE STEEL JOIST. METHODS OF FRAMING THAT INDUCE BENDING TO THESTEEL JOIST CHORDS OR WEB MEMBERS WILL NOT BE PERMITTED.

REPAIR OR REPLACE ALL DAMAGED STEEL JOISTS. THE PROFESSIONALOF RECORD SHALL BE THE SOLE JUDGE AS TO WHETHER A JOIST CAN BEREPAIRED OR MUST BE REPLACED.ALL JOISTS IN BAYS FORTY FEET (40') OR LONGER SHALL HAVE THE ENDCONNECTED TO THE SUPPORTING STEEL STRUCTURE WITH ERECTIONBOLTS PER OSHA REQUIREMENTS.

STEEL JOISTS LOCATED NEAREST TO COLUMN CENTERLINES SHALL HAVEBOTTOM CHORD EXTENSIONS INSTALLED PER OSHA REQUIREMENTS.

METAL ROOF DECK:

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2.

METAL ROOF DECK SHALL COMPLY WITH THE REQUIREMENTS OF THESTEEL DECK INSTITUTE SPECIFICATIONS AND COMMENTARY FOR STEELROOF DECK (1995).

METAL ROOF DECK SHALL BE CONFIGURATION, DEPTH AND MINIMUMGAGE AS SHOWN ON THE DRAWINGS. ATTACHMENT TO THESUPPORTING STRUCTURE SHALL BE AS SHOWN ON THE DRAWINGS ASA MINIMUM. SEE ROOF PLAN NOTES.

DO NOT HANG OR SUPPORT ANY LOADS FROM METAL ROOF DECK.

METAL ROOF DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREESPANS.

1.

MISCELLANEOUS:

3.

NO OPENINGS SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUTTHE WRITTEN APPROVAL OF THE PROFESSIONAL OF RECORD.

DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS.

THE CONTRACTOR SHALL INFORM THE PROFESSIONAL OF RECORD INWRITING OF ANY DEVIATION FROM THE CONTRACT DOCUMENTS. THECONTRACTOR SHALL NOT BE RELIEVED OF THE RESPONSIBILITY OFSUCH DEVIATION BY THE PROFESIONAL OF RECORD REVIEW OF SHOPDRAWINGS, PRODUCT DATA, ETC., UNLESS THE CONTRACTOR HASSPECIFICALLY INFORMED THE PROFESSIONAL OF RECORD SUCHDEVIATION AT THE TIME OF SUBMISSION, AND THE PROFESSIONAL OFRECORD HAS GIVEN WRITTEN APPROVAL TO THE SPECIFIC DEVIATION.

CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALLRECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTSOF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION.THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARYBRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OFTHE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES.

6.

NO CHANGE IN SIZE OR DIMENSION OF STRUCTURAL MEMBERS SHALL BEMADE WITHOUT THE WRITTEN APPROVAL OF THE PROFESSIONAL OF RECORD.

THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OFCONSTRUCTION LOAD IMPOSED UPON STRUCTURAL FRAMING.CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OFTHE FRAMING AT THE TIME THE LOADS ARE IMPOSED.

TYPICAL DETAILS SHOWN ON SHEET S4 ARE APPLICABLE THROUGHT THEDESIGN DRAWINGS. THESE DETAILS ARE DEFINED AS GENERAL STANDARDSTHAT ARE USUALLY NOT IDENTIFIED BY SPECIFIC REFERENCE WITHIN THEDRAWINGS. THESE DETAILS MAY BE MODIFIED OR SUPERSEDED BYSPECIFIC DETAILS THAT ARE REFERENCED WITHIN THE DRAWINGS.

THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS.REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

2.

STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITHARCHITECTURAL AND MECHANICAL DRAWINGS. CONTRACTOR ISRESPONSIBLE FOR COORDINATING SUCH REQUIREMENTS INTO THEIRSHOP DRAWINGS AND WORK.

4.

5.

OPENINGS 1'-4" AND LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THESTRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL AND MECHANICALDRAWINGS FOR SUCH OPENINGS.

7.

8.

9.

10.

11.

1.

COLD-FORMED STEEL:

TRACK TO STRUCTURAL STEEL-----(1) - .145"Ø POWER DRIVEN FASTENER @ 2'-8" O.C.TRACK TO METAL DECK----------(1) - #10 TEK SCREW @ 1'-4" O.C.TRACK TO MASONRY------------(1) - .145"Ø POWER DRIVEN FASTENER @ 2'-8" O.C.

STUD TO STRUCTURAL STEEL------(1) - L2x 2x - 14 GA. CLIP ANGLE CONNECTION W/ (2) - #10 TEK SCREWS INTO METAL STUD AND (2) - .145"Ø POWER DRIVEN FASTENERS INTO STRUCTURAL STEEL.

3.

10.

16.

17.

END BLOCKING SHALL BE PROVIDED WHERE JOIST ENDS ARE NOTOTHERWISE RESTRAINED FROM ROTATION.

STUD BRIDGING SHALL BE PROVIDED BY 1-1/2" COLD ROLLED U-CHANNEL.THE U-CHANNEL MUST BE ATTACHED TO EACH STUD BY WELDING ORATTACHING WITH CLIP ANGLES AND SCREWS. HORIZONTAL STRAPPINGAND SOLID BRIDGING WITH TRACK MEMBERS CAN ALSO BE USED FORBRIDGING. BRIDGING SHALL BE SPACED AT 4'-0" O.C. MAX.

14.

PROVIDE WEB STIFFENERS AT REACTION POINTS WHERE INDICATEDBY PLANS.

JOISTS SHALL BE BRIDGED AT MAXIMUM 8'-0" SPACING.

13.

JOISTS SHALL BE LOCATED DIRECTLY OVER BEARING STUDS OR A LOADDISTRIBUTION MEMBER SHALL BE PROVIDED AT THE TOP TRACK.

7.

2.

ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENTTO PERPENDICULAR MEMBERS, OR AS REQUIRED FOR AN ANGULAR FITAGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD POSITIVELY INPLACE UNTIL PROPERLY FASTENED.

ALL TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BESECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT, OR THEYSHALL BE BUTT-WELDED OR SPLICED TOGETHER.

6.

ALL SIZING BASED ON STEEL STUD MANUFACTURERS ASSOCIATION(ICBO ER-4943P) PRODUCT TECHNICAL INFORMATION.

MATERIALS SHALL CONFORM TO THE FOLLOWING:

A. GALVANIZED MATERIAL

C. SUBSTITUTIONS

1.

ALL GALVANIZED 18 AND 20 GAUGE STUDS AND JOISTS; ALLGALVANIZED TRACK, BRIDGING, END CLOSURES ANDACCESSORIES SHALL BE FORMED FROM STEEL THATCORRESPONDS TO THE REQUIREMENTS OF ASTM A653 SS,GRADE 33 WITH A MINIMUM YIELD OF 33,000 PSI.

ALL GALVANIZED STUDS, JOISTS, TRACK, BRIDGING ANDACCESSORIES SHALL BE FORMED FROM STEEL HAVING AGALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM A525.

ALL GALVANIZED STUDS AND JOISTS 12, 14 AND 16 GAUGE SHALLBE FORMED FROM STEEL THAT CORRESPONDS TO THE MINIMUMREQUIREMENTS OF ASTM A653 SS, GRADE 50, CLASS 1 OR 3 WITHA MINIMUM YIELD OF 50,000 PSI.

2.

3.

B. PROPERTIES

Ix (in^4), Sx (in^3), AREA (in^2), Rx (in.), Fy (KSI), RESISTING MOMENT (in-lb).

1. THE PHYSICAL AND STRUCTURAL PROPERTIES LISTED BY THESTEEL STUD MANUFACTURER ASSOCIATION AND AISI DESIGNMANUAL SHALL BE CONSIDERED THE MINIMUM PERMITTED FORALL FRAMING MEMBERS. SPECIFICALLY, THE FOLLOWINGMINIMUM PROPERTIES, CALCULATED IN ACCORDANCE WITH THELATEST AISI SPECIFICATION SHALL BE PROVIDED:

ANY SUBSTITUTIONS MUST BE APPROVED IN WRITING PRIOR TODELIVERY, BY THE ARCHITECT AND/OR ENGINEER OF RECORD.

1.

INSTALLATION OF STUDS SHALL BE AS PER ASTM C1007-00 "INSTALLATIONOF LOAD BEARING (TRANSVERSE AND AXIAL) STEEL STUDS ANDACCESSORIES", ASTM C955-00a "SPECIFICATION FOR LOAD BEARING(TRANSVERSE AND AXIAL) STEEL STUDS, RUNNERS (TRACK), AND BRACINGOR BRIDGING FOR SCREW APPLICATION OF GYPSUM BOARD AND METALPLASTER BASES", AND ASTM C754-00 "SPECIFICATION FOR INSTALLATIONOF STEEL FRAMING MEMBERS TO RECEIVE SCREW ATTACHED GYPSUMBOARD".

4.

5.

ALL STUD BRIDGING SHALL BE ATTACHED IN A MANNER TO PREVENT STUDROTATION. BRIDGING ROWS SHALL BE SPACED ACCORDING TO STUDMANUFACTURERS ASSOCIATION RECOMMENDATION.

TEMPORARY BRACING SHALL BE PROVIDED UNTIL ERECTION IS COMPLETED.

8.

9.

JOIST BRIDGING SHALL BE COMPRISED OF SOLID BRIDGING AND FLATSTRAPPING. USE SOLID BRIDGING IN FIRST AND LAST TWO ROWS OFJOISTS. ATTACH FLAT STRAPPING TO TOP AND BOTTOM FLANGES OFJOISTS FROM THIRD ROW EXTENDING FOR A MAXIMUM OF 10'-0". REPEATSOLID BRIDGING FOR ONE JOIST SPACE AND THEN ANOTHER 10'-0" OFFLAT STRAPPING. REPEAT. OMIT TOP FLANGE BRIDGING WHERE METALDECK IS PROPERLY ATTACHED TO THE TOP FLANGE OF JOISTS.

11.

12.

JOISTS MUST HAVE A MINIMUM OF 10" UNPUNCHED STEEL AT BEARING POINTS.STUDS MUST HAVE A MINIMUM OF 10" OF UNPUNCHED STEEL AT EACH END.STUD ENDS MUST BE SQUARELY SEATED AGAINST THE TRACK WEB.BOTH STUD FLANGES MUST BE ATTACHED TO TRACK MEMBERS AT TOPAND BOTTOM.

15.

BRICK TIES SHALL CONSIST OF "DUR-O-WAL" D/A 210 AND D/A 807 SCREWSWITH D/A 700 SERIES TRIANGLE TIES AT 16" O.C. HORIZONTALLY AND VERT..

THE FOLLOWING MINIMUM COLD-FORMED STEEL ATTACHMENTS SHALL BEPROVIDED U.N.O.:

10877 WATSON ROADST. LOUIS, MO 63127PROJECT MANAGERS

Professional of record practicing as individual.

PROFESSIONAL OF RECORD

PROJECT No:

DRAWN BY:

CHECKED BY:

ISSUED FOR PRELIMINARYREVIEW04/20/07

ISSUED FOR BID AND PERMIT

06/11/07

DRAWING NUMBER:

REVISIONS

DATE

DESCRIPTION

REV

LYCOMING CROSSING SHOPPING CENTER

MUNCY TOWNSHIP, LYCOMING COUNTY, PA

VISION PROPERTIES, LLC

SHELL DOCUMENTS

S1.0

907132

MJP

MJP

GENERAL NOTES

JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09

11/08/07

BULLETIN 8

1

NOTE:SAW CUT SLAB WITHIN 12 HOURSAFTER SLAB HAS BEEN PLACED

CONTROL JOINT

CONSTRUCTION JOINT

SAW CUT OR "T" SHAPED PLASTIC CONTROLJOINTS (AT CONTRACTOR'S OPTION)

SLAB ON GRADE

SLAB ON GRADE 1:4 SLOPE

T/10(3/4" MIN.)

T/2 T

/4

1/4

T

TT

NOTE:STOP REINFORCEMENTAT CONSTRUCTION JOINT

1/4

1 1

/2"

9"

GROUT

1/4" LEVELING PLATE(OPTIONAL)

BASE PLATE

COLUMN

8"

FINISH FLOOR

ANCHOR RODS- SEETYP. BASE PLATEDETAIL

TACK WELD NUT TOROD

TOP OF FOOTINGOR PILASTER-SEE PLAN

BOTTOM OFBASE PLATE

2" THREADS

NOTE:IF LEVELING PLATE IS USED, GROUT IS TO BE PLACED AFTERSTEEL COLUMN HAS BEEN PLUMBED. USE DOUBLE NUTS ONANCHOR BOLTS IF LEVELING PLATES ARE NOT USED.

1 1

/2"

TY

P.

1 1/2" TYP.

EQ EQ

EQ

EQ

COL

COL

(4) ANCHOR BOLTBASE PLATE

NOTES:SEE COLUMN SCHEDULE FOR COLUMN BASE PLATEAND ANCHOR BOLT SIZES. SEE TYPICAL COLUMNBASE DETAIL FOR ANCHOR LENGTHS.

1 1

/2"

1 1/2"

EQ EQ

EQ

EQ

COL

COL


1 1

/2"

1 1/2" TYP.

EQ EQ

COL

COL


1 1

/2"

3 1

/2"

3 1/2"

1/2

"

3"

1/2

"

1/2"

6"

MIN

.4"

MIN

.

3'-0"

MA

X.

CONC. FILL

PROVIDE 1" CLEARBETWEEN PIPE ANDSLEEVE TYP. (CAULKWHERE NECESSARY)

2

1

LINE OF MAX.EXCAVATIONDEPTH ADJACENTTO FTG.

CONC. BLK. WALL

SLAB ON GRADE NOTE:CONTRACTOR SHALL VERIFY LOCATION OFALL UNDERGROUND PIPING, CONDUIT, ETC.W/ APPROPRIATE SUBCONTRACTOR. ADJUSTFOOTING ELEVATIONS AS REQUIRED

2'-0" MIN.

CONC. FILL

JOINT

1

2

DIM

. T

O W

OR

KB

LO

CK

2 "H" MIN.

"D"

WO

RK

BLO

CK

(2D

MA

X.)

"H"

DIM

. T

O

"D"

CONT. FOOTING

BARS TO MATCH CONT.FOOTING REINF.

CONT. FOOTING

"D"

MIN

.

1

2 MIN.

MATCH SIZE & SPACING OFHORIZ. BARS WHERE SIZE &SPACING DIFFER MATCHLARGER AREA.

CORNER BARS

SEE PLAN FORROOF DECKREQUIREMENTS

PROVIDE (2) L2 X 2X 1/4" FROMEND OF BOTTOM CHORD OFJOIST TO BOTTOM FLANGE OFBEAM AT ALL JOISTS FROMCENTERLINE OF COLUMN TOEND OF BEAM CANTILEVER.ALSO PROVIDE ANGLES AT (2)JOISTS CLOSEST TO GRID 2.8AT GRID A.

STEEL BEAM - SEE PLANFOR SIZE AND ELEV.

ROOF JOIST - SEEROOF FRAMING PLAN

COL.

3/16L 3X3X1/4X 12"LONG W/ (2) 3/4DIA. ADHESIVEANCHORS

DIAGONAL BRIDGINGWHERE REQUIRED

HORIZ. BRIDGINGWHERE REQUIRED

WELD ASREQ'D BYJOISTSUPPLIER

STEEL LINTEL SEE SCHEDULEPROVIDE 1 1/2" LONG SLOTTEDHOLES IN BOTTOM FLANGE OFLINTEL @ STANDARD GAGE.FINGER TIGHTEN NUTS ANDBURR THREADS

3/4" GROUT

(2) 3/4" DIA. ANCHORBOLTS W/ 4" HOOKEMBEDDED 1'-4" INTOWALL BELOW

(1) #5 VERT. (W/ #4 DWL.INTO FTG. TO MATCH)GROUT CELL SOLID

(1) #6 VERT. FULLHEIGHT OF WALL (W/ #5 DWL. INTO FTG. TOMATCH) GROUT CELLSOLID

MASONRY WALL

7" 1"

8" BEARING

1 1/2"

3"

MIN

.1 1

/2"

COL

JOIST

(2) 1/2" DIA. BOLTS (TYP.)

CAP PLATE

(2) 3/4" DIA.BOLTS (TYP.)

JOIST GIRDER

13/16" DIA. HOLE(TYP.)

3"

MIN

.

STEEL COLUMN-SEE SCHEDULE

JOIST GIRDER

6"x6" (MIN.) JOIST AND JOISTGIRDER STABILIZER PLATE TYP.(VERIFY THICKNESS REQ'D. W/JOIST/JOIST GIRDER SUPPLIER) DONOT WELD JOIST OR JOIST GIRDERTO STABILIZER PLATE

3/163/16 TYP.

"A"

STEEL JOIST- SEE PLAN

WHERE DIM. "A" IS EQUAL TOOR GREATER THAN 6" FIELDINSTALL L2X2X1/4 AS SHOWN "A"

LOAD

LOAD

3/16 1 1/2

3/16 1 1/2

VARIESSEE PLAN ROOF BEAM SEE

ROOF FRMG. PLAN

(2) PLATES(1 EA. SIDE)

3/4" DIA. A325 BOLTSCAP PLATE W/ (4)3/4" DIA. A325 BOLTS

COLUMN

ROOF JOIST WEB,BOTTOM CHORD ANDANGLE STRUTS NOTSHOWN FOR CLARITY

3/8" STIFF. PLATE EA.SIDE

ROOF JOISTSEE ROOF PLAN

JOIST STABILIZERPLATE REFER TOSECTION 11/S4FOR DETAIL

(2) 1/2" DIA. BOLTS

COL.

TYP.3/16 1 1/2 @ 6

TYP.

3 SIDESTYP. 3/16

1/4

1/4

NOTE:TYP. ROOF OPENING DETAIL SHOWN APPLIESTO ALL ROOF OPENINGS WHERE LEASTDIMENSION IS 13" OR LARGER. REINFORCEROOF OPENINGS LESS THAN 13" BY WELDING16 GA. SHEET METAL 1'-0" WIDER THANOPENING TO METAL ROOF DECK.WHERE DIMENSION "E" IS LESS THAN 6"ANGLE MAY BE OMITTED.

L3X3X1/4 (TYP.) PROVIDEANGLES AS REQ'D. TOFRAME OPENING.PROVIDE JOIST STRUT ASREQ'D. SEE TYP. JOISTLOAD STRUT DETAIL

(2) L4x4x1/4x6"LONG

BEAM OR JOIST

C - C

B - B

A - A

L4x4x1/4x6"LONG

BEAM OR JOIST

1" MAX.

"E""E"

A A

B B

BEAM OR JOISTBEAM OR JOIST BEAM OR JOIST

B BC C

OUTLINE OF INSIDEFACE OF RTU CURB

C C

A A

A

A

L4x4x1/4 UNDER RTU CURB(TYP.), PROVIDE JOIST STRUTAS REQUIRED - SEE TYP.JOIST LOAD STRUT DETAIL

0"

L4x4x1/4 ASREQUIRED TOFRAME OPENING

L3x3x1/4 ASREQUIREDTO FRAMEOPENING

3/16

3/16

3/16

3/16

3/16

TYP.13/16

13/16

TYP. RTU FRAMINGTYP. OPENING FRAMING

COLUMN

1/2" PREMOLDED FILLER

SLAB ON GRADE

COLUMN & BASEPLATESEE SHEET S1.1

1/2" PREFORMED JOINTFILLERAND SEALANTALL SIDE OF BLOCKOUT

PLAN

SECTION

COL.

NOTE:SAWCUT CONTROL JOINTS OR PLACECONSTRUCTION JOINTS IN PINWHEELPATTERN AROUND COLUMNS.

COL

COLCONTROL JOINT

CO

NT

RO

L J

OIN

T

CONTROL JOINT

CO

NT

RO

LJO

INT

03" M

IN. C

OVER

(TYP)

CO

NT

RO

L J

OIN

T

CONTROL JOINT

CO

NT

RO

L J

OIN

T

CONTROL JOINT

ALTERNATE DETAIL-BASE DETAIL FOR BBB

NOTE:TURNDOWNSLAB TO PROVIDEMIN. 3" CONCRETE COVEROVER BASE PLATE.

NOTE:DO NOT PROVIDE DIAMONDBLOCKOUTS AT BBB TENANT SPACE-IF REQ'D PROVIDE 22"ø BLOCKOUT

3"

3"

CONTROL JOINT

(3)-#4x4'-0" REINFORCING BARSAT 3" O.C. IN SLAB-ON-GRADE,PLACE AT 1" CLEAR FROM TOPOF SLAB

DISCONTINUOUS JOINT DISCONTINUOUS JOINT

DIAGONAL BRIDGING TOMATCH JOIST BRIDGING

WF BEAM- EE PLANJOIST BRIDGING

10"

1/4" x 10 x CONT.PLATE

3/16 1 1/2@12TYP.

HSS8x8 COLUMN-SEE PLAN

STOREFRONT- SEEARCH. DRAWINGS

1/2

"

1

NOTE:THIS DETAIL OCCURS AT EACH SIDEOF ALL STOREFRONTS- GRIDLINESC.1, C.8, G.1, H.2, J.5, K.2, L.9, ANDN.6 AND AT BOTH STOREFRONTCOLUMNS AT FAMOUS FOOTWEAR.

12" CMU WALL

A A

A - A

1/4TOP & BOT.

HSS STOREFRONTLINTEL- SEE PLAN

EACHSIDE

10877 WATSON ROAD

ST. LOUIS, MO 63127

PROJECT MANAGERS



PR

OJE

CT

No:

DR

AW

N B

Y:

CH

EC

KE

D B

Y:



06/11/07

DRAWING NUMBER:

RE

VIS

ION

SD

AT

ED

ES

CR

IPT

ION

RE

V

LY

CO

MIN

G C

RO

SS

ING

SH

OP

PIN

G C

EN

TE

RM

UN

CY

TO

WN

SH

IP, L

YC

OM

ING

CO

UN

TY

, PA

VIS

ION

PR

OP

ER

TIE

S, L

LC

SH

ELL

DO

CU

ME

NT

S

S1.1

907132

SY

MJP

GE

NE

RA

L D

ET

AIL

S

SCALE = N.T.S.S1.1

SLAB JOINT DETAIL1

SCALE = 3/4" = 1'-0"S1.1

COLUMN BASE DETAIL3

SCALE = 3/4" = 1'-0"S1.1

BASE PLATES DETAIL4

SCALE = N.T.S.S1.1

PIPE @ FOUNDATION DETAIL5

SCALE = N.T.S.S1.1

STEPPED FOOTING DETAIL6

SCALE = N.T.S.S1.1

BOND BEAM PLAN DETAIL7

SCALE = N.T.S.S1.1

JOIST TO BEAM DETAIL9

SCALE = N.T.S.S1.1

JOIST BRIDGING ANCHOR DETAIL10

SCALE = N.T.S.S1.1

LINTEL BEARING DETAIL8

SCALE = N.T.S.S1.1

GIRDER TO COLUMN CONNECTION11

SCALE = N.T.S.S1.1

JOIST LOAD STRUT DETAIL12

SCALE = N.T.S.S1.1

BEAM SPLICE DETAIL13

SCALE = N.T.S.S1.1

TYP. OPENING AND RTU SUPPORT14


SCALE = N.T.S.S1.1

TYPICAL SLAB/COLUMN ISOLATION DETAIL2

SCALE = N.T.S.S1.1

TYPICAL SLAB REINFORCING DETAIL15SCALE = 1/2" = 1'-0"S1.1

NOT USED16

SCALE = 3/4" = 1'-0"S1.1

BRIDGING AT BEAM17

1

06/2

2/0

7A

DD

EN

DU

M 1

1

1

1

1

08/1

7/0

7B

UL

LE

TIN

52

SCALE = 1" = 1'-0"S1.1

TYPICAL STOREFRONT EDGE COLUMN18

2

11/0

8/0

7B

UL

LE

TIN

83

3

4

03/0

5/0

84

BU

LL

ET

IN 1

3

RAMP DN

I

I

J

J

K

K

L

L

M

M

O

O

P

P

2.9

3.8

2.1

H.9

H.9

3.9

5.1

5.9

O.5I.5

N

N

3.1

4.5

6.3

J.1 K.6 K.8

.6

.7.3

.2

L.8 M.1 N.6 N.9

.5

H.7 M.9M.6

2' -

8"

4' - 0"

F1F1

F1F1 F1

F1F1

F1

F4F4

F1

F4F4 F1

F1

F1 F1

F1 F1F1 F1

F1F1

F1

F1F1

F1F1

F1

F1

F1F1

34' -

5 3

/8"

34' -

5"

41' - 0" 39' - 0" 17' - 2" 21' - 1"22' - 7"

1' - 7 1/4"

F4F4

F4F4

F4

35' -

6"

5 5

/8"

CONSTRUCTION ORCONTROL JOINT

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T

CONTROL JOINT

CONTROL JOINT

CO

NT

RO

L J

OIN

T

MICHAEL'S F.F.EL. = 108'-0"

ROSS F.F. EL. = 111'-4"

(ACTUAL = 593.12')

ADJ. BUILDINGF.F. EL. = 105'-4"

(ACTUAL = 587.12')

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T




CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

TCONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

8"

11"

CO

NT

RO

L J

OIN

T

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T


CONTROL JOINT

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T




CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

F5

4' - 0"

2' -

8"

F6

2' -

8"

5' - 4"

F6F5

18

S4.0

11 1/2"

39' - 7 1/2"

1' - 7 1/4"

7' - 6 1/8" 9' - 4"

1' - 0 1/2"

15' - 10" 23' - 4 7/8" 11' - 10 1/2"4' - 7" 38' - 3"

8 5/8"

30' - 11"

F1

40' - 0" 39' - 8 3/4" 40' - 5 1/4"

F4F4

F4F4

F3 F3

F3F3

17' - 0 1/2" 8 5/8"

CONSTRUCT. JOINT

278' - 0 1/2"

C4

C4

C4

C4

C4C4

C4

1

S4.1

6' - 8"

4' -

0"

F4

F7

F7F7

1' - 10 1/2"

TRUCK SLAB-SEE SCHEDULE TRUCK SLAB-

SEE SCHEDULE

L.9 N.4K.2J.5

11' - 11"9' - 8 1/2"17' - 9 1/2" 16' - 5"

1' - 10 1/2"

15' - 1" 7' - 5 1/2"

10"

7

S4.0

F1

F4F4

11

SLABBLOCKOUT

SLABBLOCKOUT

13

S4.0

RAMP- SEESCHEDULE

40' -

4"

14' -

5 1

/8"

RAMP

2

S4.0

TYP. @PILASTER

FINISH FLOORSLAB STEP

9' -

8 5

/8"

4" INTERIORSLAB- SEESCHEDULE


F8F8

F8F8

F8F8

F8F8F8

C. J.

C. J.

C. J.

C. J.

C. J.

C. J.

C. J.

C. J.

C. J.

C. J.

1.1 1.1

5

S4.1

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

1' -

4"

1

1' -

4"

1' -

4"

TYP. @MICHAEL'SPILASTER

1' -

4"

2' -

8"

4' -

0" 2

' - 6

"1' -

6"

6' - 8"

5' - 1 3/4"1' - 6 1/4" 5' - 6 1/4"1' - 1 3/4"

TYP. @ROSSPILASTER

2' -

8"

1' -

4"4

' - 0

"

4' -

0"

1' -

6"

2' -

6"

1' - 6 1/4"5' - 1 3/4"

6' - 8"

1' - 1 3/4" 5' - 6 1/4"

6' - 8"

EQEQ

EQEQ

C.J.C. J.

C. J.

C. J.

C. J.

C.J. C. J.

6

S4.1

8"

8"

3' -

8"

3' - 7 3/4"15' - 6" 31' - 0"

T/F EL. 104'-8"

STEP FTG

T/F EL. 108'-0"

STEP FTG

STEP FTG

T/F EL. 106'-0"

T/F EL. 109'-4"

T/F EL. 108'-8"

STEP FTG

T/F EL. 109'-4"

T/F EL. 104'-8"

T/F EL.102'-0"

STEP FTG

(ACTUAL = 589.79')

STEP FTG

T/F EL. 100'-0"

T/F EL. 102'-0"

ST

EP

FTGT/F EL. 100'-0"

T/F EL. 100'-0"

T/F EL. 102'-0"

T/F

EL. 102'-0

"

ST

EP

FTG

ST

EP

FTG

ST

EP

FTG

T/F EL. 103'-4"

T/F EL. 104'-8"

T/F EL. 104'-8"

T/F EL. 104'-0"

STEP FTG

T/F EL. 104'-0"

STEP FTG

F3F3

9' - 6 1/8"9' - 6 1/8"

THICKENED SLABFOR STAIR - SEEDETAIL 12/S4.0

12

S4.0

4' -

5 1

/2"

14

S4.0

TYP. @INTER. COL.

F3 F3 F3 F3 F3 F3 F3 F3 F3

F3 F3

F3 F3 F3 F3

THICKENED SLABFOR STUDBEARING WALL -SEE DETAIL 12/S4.0

T/F E

L. 1

08'-8

"

T/F E

L. 1

08'-8

"

T/F E

L. 1

07'-4

"

T/F E

L. 1

07'-4

"

T/F E

L. 1

06'-0

"

T/F E

L. 1

06'-0

"

T/F E

L. 1

04'-8

"

T/F E

L. 1

04'-8

"

11

S4.0

16

S4.0SIM.

C4F8

5.3

40' -

0"

22' -

11 3

/8"5' - 6 1/2"

12' - 7 3/8"

3' - 11 1/4"

5' -

1 7

/8"

4' - 2"

4"

7

S4.1

13

S4.0

RAMP 13

S4.0

SIM.

SIM.

11 7/8"

F7

INCREASE COLUMNBLOCKOUT/SLABLEAVEOUT FOR T.I.FLOOR OUTLET-SEE T.I. DRAWINGS

INCREASE COLUMNBLOCKOUT/SLABLEAVEOUT FOR T.I.FLOOR OUTLET-SEE T.I. DRAWINGS

6.5

5.2

16' -

8 5

/8"

2' - 9 1/2"

2' -

3 1

/2"

3.2

2.2

1.9

1

SD-S4.1-7

2"

4' -

3"

16' - 4"

1.

LOCATE VERTICAL REINFORCING AT CORNERS, WITHIN 16 INCHES OF EACH SIDE OF OPENINGS, WITHIN8 INCHES OF EACH SIDE OF MASONRY CONTROL JOINTS AND WITHIN 8 INCHES OF THE END OF WALLS.

A. (2) #5 @ TOP OF WALL IN ONE ROW OF BOND BEAMB. MIN. (2) #5 @ ROOF LINE IN ONE ROW OF BOND BEAMC. (2) #5 @ AT FINISHED FLOOR LINE IN ONE ROW OF BOND BEAMD. (2) #5 @ AT FOOTING/CMU INTERFACE IN ONE ROW OF BOND BEAME. @ TRUCK DOCK: (2)-#6 @ ALL BOND BEAM LOCATIONS (SEE ITEMS A THRU E ABOVE)F. (2) #5 @ 10 FT O.C. IN ONE ROW OF BOND BEAM

WALLS SHALL BE GROUTED AT ALL CELLS CONTAINING HORIZONTAL AND VERTICAL REINFORCING, ALLBOND BEAMS, ALL CELLS BELOW FINISHED FLOOR OR GRADE, ALL CELLS AT PARAPET ABOVE ROOFLINE, ALL CELLS TO RECEIVE ANCHOR BOLTS OR EMBEDDED PLATES, AND ALL OTHER LOCATIONSNOTED ON THE DRAWINGS TO BE GROUTED SOLID.

WHERE ROOF SLOPES, STEP BOND BEAM REINFORCING TO FOLLOW ROOF LINE. PROVIDE CORNERBARS IN ALL BOND BEAMS AT ALL CORNERS AND INTERSECTIONS. LAP BOND BEAM REINFORCING 48BAR DIAMETERS OR 24 INCHES MINIMUM.

ALL WALLS SHALL BE REINFORCED WITH HORIZONTAL JOINT REINFORCING AT 16" ON CENTER.3.

REINFORCING SHOWN IS THE MINIMUM REINFORCING REQUIRED. SEE PLANS, DETAILS, NOTES ANDSPECIFICATIONS FOR ADDITIONAL REINFORCING REQUIRED.

2.

4.

5.

6. BOND BEAM REINFORCING SHALL BE AS FOLLOWS:

MASONRY REINFORCING SCHEDULE

LOCATIONNOMINALBLOCK

THICKNESSVERTICAL

REINFORCINGBOND BEAM

REINFORCINGREMARKS

GRID LINE 1 12" #6 @ 32" O.C. SEE NOTE BELOW

GRID LINES:5, 5.4, 5.8, 6,6.3, 6.5, 6.6,

12" #6 @ 40" O.C. SEE NOTE BELOW

12" #6 @ 48" O.C. SEE NOTE BELOWGRID LINE 6.5



SKEWED DOCKWALLS: D.7,G.8, I.4, O.6


SCREENWALLS

GRID LINES:A, B, E, H.9,I, L, P


ALL ELEVATIONS BASED ON FINISH FLOOR ELEVATION OF 100'-0" (FAMOUS FOOTWEAR F.F. ELEVATION)FOR REFERENCE ONLY. SEE SITE PLAN FOR ACTUAL FINISH FLOOR ELEVATION.

TOP OF FOOTING ELEVATIONS AND BOTTOM OF FOOTING ELEVATIONS SHALL BE DETERMINED BY THECONTRACTOR TO CONFORM TO THE CRITERIA LISTED BELOW. STEP FOOTINGS WHERE REQUIRED BYSITE CONDITIONS (SEE "TYPICAL STEPPED FOOTING DETAIL").

ALL FOOTINGS SHALL BEAR AT DEPTH NECESSARY TO ACHIEVE THE ALLOWABLE BEARING PRESSURE(AS DETERMINED BY THE GEOTECHNICAL ENGINEER) AND FOR EXTERIOR FOOTINGS, AS REQUIRED TOPLACE THE BOTTOM OF FOOTING BELOW FROST DEPTH (SEE GENERAL NOTES). FOOTING THICKNESSSHOWN IS THE MINIMUM REQUIRED. FOOTINGS MAY BE THICKENED WHERE REQUIRED.

WHERE FOOTINGS ARE TO BEAR IN CLOSE PROXIMITY TO EXISTING OR PROPOSED FOOTINGS FORADJACENT CONSTRUCTION, COORDINATE WITH ADJACENT CONSTRUCTION SO THAT ALL FOOTINGSBEAR AT THE SAME ELEVATION. ADVISE PROFESSIONAL OF RECORD WHERE BEARING ELEVATION OFADJACENT CONSTRUCTION DOES NOT PERMIT COMPLIANCE WITH THE SIZES AND DETAILS SHOWN, ORWHEN THE REQUIRED ALLOWABLE BEARING PRESSURE CAN NOT BE ACHIEVED (AS DETERMINED BYTHE GEOTECHNICAL ENGINEER).

SEE SHEET S1.1 FOR GENERAL NOTES AND TYPICAL DETAILS.

7.

6.

4.

1.

3.

2.

LOCATE TOP OF INTERIOR FOOTINGS 8" BELOW FINISH FLOOR UNLESS NOTED OTHERWISE, WHEREPILASTERS ARE USED TO SUPPORT COLUMNS, LOCATE TOP OF PILASTER 8" BELOW FINISH FLOORUNLESS NOTED OTHERWISE.

5.

A MINIMUM OF 8" BELOW FINISH FLOOR.A MINIMUM OF 6" BELOW LOWEST EXTERIOR GRADE (COORDINATE WITH SITE GRADING PLAN) .AT DEPTH REQUIRED TO AVOID INTERFERENCE WITH ANY OTHER CONSTRUCTION (PIPES,CONDUITS, ETC.) SEE "TYPICAL PIPE AT FOUNDATION DETAIL."AS REQUIRED TO PLACE THE BOTTOM OF FOOTING BELOW FROST DEPTH (SEE GENERAL NOTES).

THE TOP OF EXTERIOR FOOTINGS SHALL BE NO HIGHER THAN THE FOLLOWING:***

*

SLAB SCHEDULE

LOCATION THICKNESS & REINF. SUBBASE**

INTERIOR SLAB ON GRADE4" CONC. SLAB ON GRADEw/ 6x6 - W1.4 x W1.4 W.W.F 4" GRANULAR SUBBASE**

TRUCK SLABCOMPACTOR SLABTRASH DUMPSTER PAD

6" CONC. SLAB ON GRADEREINF. w/ #4 @ 18" o.c.

4" GRANULAR SUBBASE**

SIDEWALK 4" CONC. SLAB ON GRADEw/ 6x6 - W1.4 x W1.4 W.W.F


** PROVIDE 6" GRANULAR SUBBASE UNDER TENANT B (MICHAEL'S)

FOOTING SCHEDULE

(2) #6 @ 8" O.C. @ JAMBS

SKEWEDWALLS NEARLINE 6.7, 7

LANDLORDROOM 8" #6 @ 24" O.C. SEE NOTE BELOW

FOUNDATION PLAN NOTES:

RAMP

T/F SHOWN FOR BUILDINGS ONLY GENERAL CONTRACTOR WILL COORDINATE W/FINAL GRADING PLAN &W/GEOTECHNICAL ENGINEER.

8.

TYP. CANOPYPILASTER 8" #6 @ 24" O.C. SEE NOTE BELOW

10877 WATSON ROAD

ST. LOUIS, MO 63127

PROJECT MANAGERS



PR

OJE

CT

No:

DR

AW

N B

Y:

CH

EC

KE

D B

Y:



06/11/07

DRAWING NUMBER:

RE

VIS

ION

SD

AT

ED

ES

CR

IPT

ION

RE

V

LY

CO

MIN

G C

RO

SS

ING

SH

OP

PIN

G C

EN

TE

RM

UN

CY

TO

WN

SH

IP, L

YC

OM

ING

CO

UN

TY

, PA

VIS

ION

PR

OP

ER

TIE

S, L

LC

SH

ELL

DO

CU

ME

NT

S

S2.0

907132

MJP

MJP

FO

UN

DA

TIO

N P

LA

N -

TE

NA

NT

S A

AN

D B

SCALE = 1/16" = 1'-0"S2.0

FOUNDATION PLAN - TENANTS A & B1

MARK SIZE REINFORCEMENT

F1 5'-0" x 5'-0" x 1'-0" (5) #5 E.W. BOT.

F2 8'-0" x 8'-0" x 1'-0" (8) #6 E.W. TOP & BOT.

F3 3'-6" x 3'-6" x 1'-0" (4) #5 E.W. BOT.

F4 4'-0" x 4'-0" x 1'-0" (4) #5 E.W. BOT.

F5 3'-6" x 5'-0" x 1'-0" (3) #5 L.W. (5) #5 S.W. BOT.

F6 3'-6" x 6'-6" x 1'-0" (3) #5 L.W. (6) #5 S.W. BOT.

F7 5'-0" x 8'-0" x 1'-0" (5) #5 L.W. (8) #5 S.W. BOT.

F8 2'-0" x 2'-0" x 1'-0" (2)#5 E.W. BOT.


1

06/2

2/0

7A

DD

EN

DU

M 1

1

11

2

2

BU

LL

ET

IN 1

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2

2 2 22

2

2

07/1

1/0

7

2

BU

LL

ET

IN 2

307/2

4/0

7

3

3

3

3

3

3

3

4

BU

LL

ET

IN 3

408/0

3/0

7

4

4

5

BU

LL

ET

IN 5

508/1

7/0

7

5

5

5

5

6

BU

LL

ET

IN 6

609/1

1/0

7

6

6

BU

LL

ET

IN 8

711/0

8/0

7

7

NORTH

8

BU

LL

ET

IN 1

08

11/2

9/0

7

2

3

4

5

A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

I

I

2.9

3.8

5.4

H.9

H.9

3.9

5.1

5.9

D.6 G.7

.4

.5

F.5 F.8 H.4 H.7

F1 F1 F1

F1 F1 F1F1F1F1

F1 F1 F1

F1F1

F1F1F1

F1

F1F1

F1F2F2

F2

F4F4

F1F1

F4F4

F1F1

F1F1

F1F1

F1F1

F1

F1

35' -

0"

35' -

0"

15' -

1 3

/4"

25' -

5 1

/2"





CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T

CO

NS

TR

UC

TIO

N O

RC

ON

TR

OL J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T

CO

NT

RO

L J

OIN

T


CONTROL JOINT




CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT

CONTROL JOINT


CONTROL JOINT

PETCO F.F. EL. = 102'-0"FAMOUS FOOTWEARF.F. EL. = 100'-0"

(ACTUAL = 581.79')

BBB F.F. EL. = 105'-4"

ADJ. BUILDINGF.F. EL. = 97'-4"

(ACTUAL = 579.12')18

S4.0

4' - 8" 4' - 8"

2' - 10"

2' - 2"

F1

F1 F1 F1

2' -

6"

4' -

8"

3' -

8"

(ACTUAL = 583.79')

12' - 0" 12' - 0"

17' - 8 1/8"30' - 0"34' - 6 3/8" 23' - 10 5/8" 30' - 6" 23' - 10"3' - 2 1/2"

36' - 8 1/2"

1' - 7 1/4"

5 5

/8"

32' -

0"

51' - 0 1/8"

F4

2" 8 5/8"

MEZZANINE SLABBLOCKOUT- POUREDIN TENANT INTERIORSCOPE

4' -

3"

3' -

9"

SIDEWALK-SEE SCHEDULE

TRUCK SLAB -SEE SCHEDULE

TRUCK SLAB-SEE SCHEDULE

7' - 6 1/8"

1' - 7 1/4"

1' -

5"

268' - 7 1/2"

48' - 8"

11

2

S4.1

TYP. @ BBBPILASTER

38' -

8 1

/4"

24' - 6" ±

37' -

1"

±

3

S4.1

4

S4.1

T/F=

95'-4

"

ALON

G A

STEP FTG

T/F=

104'

-8"

ALON

G I

T/F=

99'-4

"

T/F=

99'-4

"

T/F=

99'-4

"

T/F=

101'

-4"

T/F=

95'-4

"

13

S4.0

RAMP- SEESCHEDULE

3' - 0"

TYP. @ ZEROLOT LINE

1

S4.0

TYP.


STEP FTG

2

S4.0

TYP. @PILASTER

TYP. @COMMONFOOTING

EQEQ

EQEQ

EQ

C. J.

C. J.

C. J.

C. J.

C. J.

C. J.

EQEQ

EQEQ

C. J.




C. J.

C. J.

2' -

6"

9

S4.0

G.1 G.6 H.2

1.1 1.1

C.1 C.8

51' - 0 1/8" 34' - 6 3/8" 30' - 0" 34' - 11 3/8" 23' - 10 5/8" 30' - 6" 32' - 6" 31' - 3"

2' -

0"

2' -

5"

2' -

3"

1' -

8"

4' - 5 3/4" 21' - 4"

8"

3

S4.0

T/F E

L. 1

04'-8

" TYP

@ B

BB INTER

IOR

T/F EL. 102'-0"

T/F=

96'-8

"

T/F= 96'-8"

STEP FTG

T/F=

96'-0

"

T/F EL. 95'-4" T/F EL. 97'-4"T/F EL. 98'-0" T/F EL. 98'-8"

T/F= 100'-0"

STEP FTG

STEP FTG

STEP FTG

STEP FTG

STEP FTG

STEP FTG

STEP FTG

T/F= 100'-0"

T/F= 102'-8"

STEP FTG

T/F= 99'-4"

STEP FTG

T/F= 98'-0"

T/F= 96'-0"

T/F=

95'-4

"

(ACTUAL = 587.12')

15

S4.0TYP. @LL ROOM

7

S4.0

19

S4.0

TYP. @ COL.PILASTERS

19

S4.0


19

S4.0


14

S4.0

TYP. @INTERIOR COL.PILASTER

F1F1

F6

F6

F4

F3 F3 F3 F3 F3 F3

F3

F3

F3

F3 F3

F3

F3 F3

T/F E

L. 1

03'-4

"

T/F E

L. 1

03'-4

"

T/F E

L. 1

03'-4

"

T/F E

L. 1

03'-4

"

G.3

F3

12' - 2 1/2" 11' - 9 1/2" 14' - 8" 24' - 7 3/4"

8

S4.0

13' - 1"25' - 0"12' - 11 1/8"

F3F3

10

S4.0

17

S4.0

CONTROL JOINT

7"

7"

TRENCH SLABBLOCKOUT

SLAB BLOCKOUT

SLABBLOCKOUT

CONTROL JOINT

11

S4.0

6.5

5.2

3.2

2.2

46' -

10"

29' -

9"

29' -

9"

1.9

9

S4.1

2 PLACES

3' - 6" 3' - 6"

1' -

6"

F3 F3

F8 F8

CONTROL JOINT

CO

NT

RO

L J

OIN

T

CONTROL JOINT

1.

LOCATE VERTICAL REINFORCING AT CORNERS, WITHIN 16 INCHES OF EACH SIDE OF OPENINGS, WITHIN8 INCHES OF EACH SIDE OF MASONRY CONTROL JOINTS AND WITHIN 8 INCHES OF THE END OF WALLS.

A. (2) #5 @ TOP OF WALL IN ONE ROW OF BOND BEAMB. MIN. (2) #5 @ ROOF LINE IN ONE ROW OF BOND BEAMC. (2) #5 @ AT FINISHED FLOOR LINE IN ONE ROW OF BOND BEAMD. (2) #5 @ AT FOOTING/CMU INTERFACE IN ONE ROW OF BOND BEAME. @ TRUCK DOCK: (2)-#6 @ ALL BOND BEAM LOCATIONS (SEE ITEMS A THRU E ABOVE)F. (2) #5 @ 10 FT O.C. IN ONE ROW OF BOND BEAM

WALLS SHALL BE GROUTED AT ALL CELLS CONTAINING HORIZONTAL AND VERTICAL REINFORCING, ALLBOND BEAMS, ALL CELLS BELOW FINISHED FLOOR OR GRADE, ALL CELLS AT PARAPET ABOVE ROOFLINE, ALL CELLS TO RECEIVE ANCHOR BOLTS OR EMBEDDED PLATES, AND ALL OTHER LOCATIONSNOTED ON THE DRAWINGS TO BE GROUTED SOLID.

WHERE ROOF SLOPES, STEP BOND BEAM REINFORCING TO FOLLOW ROOF LINE. PROVIDE CORNERBARS IN ALL BOND BEAMS AT ALL CORNERS AND INTERSECTIONS. LAP BOND BEAM REINFORCING 48BAR DIAMETERS OR 24 INCHES MINIMUM.

ALL WALLS SHALL BE REINFORCED WITH HORIZONTAL JOINT REINFORCING AT 16" ON CENTER.3.

REINFORCING SHOWN IS THE MINIMUM REINFORCING REQUIRED. SEE PLANS, DETAILS, NOTES ANDSPECIFICATIONS FOR ADDITIONAL REINFORCING REQUIRED.

2.

4.

5.

6. BOND BEAM REINFORCING SHALL BE AS FOLLOWS:

MASONRY REINFORCING SCHEDULE

LOCATIONNOMINALBLOCK

THICKNESSVERTICAL

REINFORCINGBOND BEAM

REINFORCINGREMARKS

GRID LINE 1 12" #6 @ 32" O.C. SEE NOTE BELOW

GRID LINES:5, 5.4, 5.8, 6,6.3, 6.5, 6.6,


12" #6 @ 48" O.C. SEE NOTE BELOWGRID LINE 6.5



SKEWED DOCKWALLS: D.7,G.8, I.4, O.6


SCREENWALLS

GRID LINES:A, B, E, H.9,I, L, P


ALL ELEVATIONS BASED ON FINISH FLOOR ELEVATION OF 100'-0" (FAMOUS FOOTWEAR F.F. ELEVATION)FOR REFERENCE ONLY. SEE SITE PLAN FOR ACTUAL FINISH FLOOR ELEVATION.

TOP OF FOOTING ELEVATIONS AND BOTTOM OF FOOTING ELEVATIONS SHALL BE DETERMINED BY THECONTRACTOR TO CONFORM TO THE CRITERIA LISTED BELOW. STEP FOOTINGS WHERE REQUIRED BYSITE CONDITIONS (SEE "TYPICAL STEPPED FOOTING DETAIL").

ALL FOOTINGS SHALL BEAR AT DEPTH NECESSARY TO ACHIEVE THE ALLOWABLE BEARING PRESSURE(AS DETERMINED BY THE GEOTECHNICAL ENGINEER) AND FOR EXTERIOR FOOTINGS, AS REQUIRED TOPLACE THE BOTTOM OF FOOTING BELOW FROST DEPTH (SEE GENERAL NOTES). FOOTING THICKNESSSHOWN IS THE MINIMUM REQUIRED. FOOTINGS MAY BE THICKENED WHERE REQUIRED.

WHERE FOOTINGS ARE TO BEAR IN CLOSE PROXIMITY TO EXISTING OR PROPOSED FOOTINGS FORADJACENT CONSTRUCTION, COORDINATE WITH ADJACENT CONSTRUCTION SO THAT ALL FOOTINGSBEAR AT THE SAME ELEVATION. ADVISE PROFESSIONAL OF RECORD WHERE BEARING ELEVATION OFADJACENT CONSTRUCTION DOES NOT PERMIT COMPLIANCE WITH THE SIZES AND DETAILS SHOWN, ORWHEN THE REQUIRED ALLOWABLE BEARING PRESSURE CAN NOT BE ACHIEVED (AS DETERMINED BYTHE GEOTECHNICAL ENGINEER).

SEE SHEET S1.1 FOR GENERAL NOTES AND TYPICAL DETAILS.

7.

6.

4.

1.

3.

2.

LOCATE TOP OF INTERIOR FOOTINGS 8" BELOW FINISH FLOOR UNLESS NOTED OTHERWISE, WHEREPILASTERS ARE USED TO SUPPORT COLUMNS, LOCATE TOP OF PILASTER 8" BELOW FINISH FLOORUNLESS NOTED OTHERWISE.

5.

A MINIMUM OF 8" BELOW FINISH FLOOR.A MINIMUM OF 6" BELOW LOWEST EXTERIOR GRADE (COORDINATE WITH SITE GRADING PLAN) .AT DEPTH REQUIRED TO AVOID INTERFERENCE WITH ANY OTHER CONSTRUCTION (PIPES,CONDUITS, ETC.) SEE "TYPICAL PIPE AT FOUNDATION DETAIL."AS REQUIRED TO PLACE THE BOTTOM OF FOOTING BELOW FROST DEPTH (SEE GENERAL NOTES).

THE TOP OF EXTERIOR FOOTINGS SHALL BE NO HIGHER THAN THE FOLLOWING:***

*

SLAB SCHEDULE

LOCATION THICKNESS & REINF. SUBBASE**

INTERIOR SLAB ON GRADE4" CONC. SLAB ON GRADEw/ 6x6 - W1.4 x W1.4 W.W.F

4" GRANULAR SUBBASE** ANDVAPOR BARRIER PER SHELL SPEC.

TRUCK SLABCOMPACTOR SLABTRASH DUMPSTER PAD

6" CONC. SLAB ON GRADEREINF. w/ #4 @ 18" o.c.


SIDEWALK 4" CONC. SLAB ON GRADEw/ 6x6 - W1.4 x W1.4 W.W.F


** PROVIDE 6" GRANULAR SUBBASE UNDER TENANT B (MICHAEL'S)

FOOTING SCHEDULE

(2) #6 @ 8" O.C. @ JAMBS

SKEWEDWALLS NEARLINE 6.7, 7

LANDLORDROOM 8" #6 @ 24" O.C. SEE NOTE BELOW

FOUNDATION PLAN NOTES:

RAMP

T/F SHOWN FOR BUILDINGS ONLY GENERAL CONTRACTOR WILL COORDINATE W/FINAL GRADING PLAN &W/GEOTECHNICAL ENGINEER.

8.

TYP. CANOPYPILASTER 8" #6 @ 24" O.C. SEE NOTE BELOW

10877 WATSON ROAD

ST. LOUIS, MO 63127

PROJECT MANAGERS



PR

OJE

CT

No:

DR

AW

N B

Y:

CH

EC

KE

D B

Y:



06/11/07

DRAWING NUMBER:

RE

VIS

ION

SD

AT

ED

ES

CR

IPT

ION

RE

V

LY

CO

MIN

G C

RO

SS

ING

SH

OP

PIN

G C

EN

TE

RM

UN

CY

TO

WN

SH

IP, L

YC

OM

ING

CO

UN

TY

, PA

VIS

ION

PR

OP

ER

TIE

S, L

LC

SH

ELL

DO

CU

ME

NT

S

S2.1

907132

MJP

MJP

FO

UN

DA

TIO

N P

LA

N -

TE

NA

NT

SC

, D

, &

E

SCALE = 1/16" = 1'-0"S2.1

FOUNDATION PLAN - TENANTS C, D & E1

MARK SIZE REINFORCEMENT

F1 5'-0" x 5'-0" x 1'-0" (5) #5 E.W. BOT.

F2 8'-0" x 8'-0" x 1'-0" (8) #6 E.W. TOP & BOT.

F3 3'-6" x 3'-6" x 1'-0" (4) #5 E.W. BOT.

F4 4'-0" x 4'-0" x 1'-0" (4) #5 E.W. BOT.

F5 3'-6" x 5'-0" x 1'-0" (3) #5 L.W. (5) #5 S.W. BOT.

F6 3'-6" x 6'-6" x 1'-0" (3) #5 L.W. (6) #5 S.W. BOT.

F7 5'-0" x 8'-0" x 1'-0" (5) #5 L.W. (8) #5 S.W. BOT.

F8 2'-0" x 2'-0" x 1'-0" (2)#5 E.W. BOT.


1

1

1

06/2

2/0

7A

DD

EN

DU

M 1

1

1

BU

LL

ET

IN 1

207/1

1/0

7

1 22

2

2

2

2

2

2

2

2

2

2

2 2

2

2

2

BU

LL

ET

IN 2

307/2

4/0

7

3

3

3

3

3

3

3

3

3

3

3

4

BU

LL

ET

IN 3

408/0

3/0

7

4

4

4

4

4

4

4

4

BU

LL

ET

IN 6

509/1

1/0

7

5

6

6

6

6

BU

LL

ET

IN 8

611/0

8/0

7

NORTH

6

6

7

703/0

5/0

8

7

7

BU

LL

ET

IN 1

3

I

I

J

J

K

K

L

L

M

M

O

O

P

P

2.9

3.8

2.1

H.9

H.9

3.9

5.1

5.9

O.5I.5

N

N

3.1

4.5

6.3

J.1 J.3 K.6 K.8

.6

.7

.3

.2

L.8 M.1 N.6 N.9

H.7

M.9M.6

38' - 6 3/4"

17' - 0 1/2"

��

17' - 2" 21' - 1"

24K4SP

24K6

24K6

24K6

24K6

24K6

24K6

24K4SP

24K4SP

24K6

24K6

24K6

24K6

24K6

W16X31 16K3

16K3

16K3

16K3 16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

24K6SP

24K6

24K6

24K6

24K6

24K6

24K6

24K6SP

24K6SP

24K6

24K6

24K6

24K6

24K6

28K7

28K7

28K7

28K7

28K7

28K7

28K7

28K7

28K7

28K7

28K7SP

28K7SP

28K7

28K7

28K7

28K7

28K7SP

28K7SP

28K7

28K7

28K7

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6 W16X31

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K6SP

24K6

24K6

24K6

24K6

24K6

24K6

24K6SP

24K6SP

24K6SP

24K6

24K6

24K6

24K6 W16X31

24K5

24K5 24K5

24K5

24K5

24K5SP

24K5SP

24K5

24K5

24K5

24K5

24K5

24K5SP

24K5SP

24K5

24K5

24K5

24K5

24K5

24K5

26K9

26K9

26K9

26K9

26K9

26K9

26K9

26K9

26K9

26K9

26K9

26K9

26K9

26K9

W16X31

30K10

30K10

30K10

30K10

30K10

30K10

30K10

30K10

30K10

30K10

30K10SP

30K10SP

30K10

30K10

30K10

30K10

30K10

30K10

30K10

1' - 7 1/4"

22' - 7"

5 5/8"

4' - 7"

1' - 7 1/4"

7' - 6 1/8"

��

158' - 8 1/4"119' - 4 1/4"

10"

24K5

W12X26

T.O.S. = 133'-7"I THRU P

G 10.4KSP(-2 1/2")7N48"

G 11.4K (-2 1/2")7N48"

G 10.4K (-2 1/2")7N48"

G 10.4K (-2 1/2")7N48"

G 10.4K (-2 1/2")7N48"

G 10.4KSP(-2 1/2")7N48"

G 10.4KSP(-2 1/2")7N48" G 10.4KSP(-2 1/2")7N36"

G 10.4KSP(-2 1/2")7N36"

G 10.4KSP(-2 1/2")7N36"

G 11.4KSP(-2 1/2")7N36"G 11.4KSP(-2 1/2")7N48"

G 10.4K (-2 1/2")7N48"

G 10.4KSP(-2 1/2")7N48"

G 11.4K (-2 1/2")7N48"

G 9.3K (-2 1/2")7N48"

G 10.4K (-2 1/2")7N48"

G 9.3KSP (-2 1/2")7N48"

G 10.4KSP(-2 1/2")7N48"

G 11.4KSP(-2 1/2")7N48"

G 10.4K (-2 1/2")7N48"

G 9.3KSP (-2 1/2")7N48"

G 10.4K (-2 1/2")7N48"

G 11.4K (-2 1/2")7N48"

G 10.4K (-2 1/2")7N44"

G 9.3KSP (-2 1/2")7N44"

G 10.4KSP(-2 1/2")7N44"

G 11.4K (-2 1/2")7N44"

22' - 11 3/8"

40' - 0"

34' - 5"

34' - 5 3/8"

35' - 6"

W12X26

28K7

24K5

24K5

30K10

28K7

28K7

28K7

28K7

28K7

28K7

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5

24K5SP

24K5SP

30K10

30K10

30K10

30K10

30K10

30K10

12K1

12K1

12K1

12K1

16K3

16K3

16K3

16K3SP

16K3SP

16K3

16K3

12K1

12K1

24K6

24K6

26K9

24K6

24K6

26K9

26K9

26K9

26K9

26K9

26K9

24K6

24K6

24K6

24K6

24K6

24K6SP

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6

24K6SP

24K6

24K6

24K6

24K6

24K6

24K4SP

12K1

12K1

1' - 7 1/4"

12K1

1' - 3 5/8"

W16X31

W16X31

W16X31

� �

�

18' - 3 3/8"

RTU-14RTU-15

RTU-12 RTU-13

RTU-17 RTU-19

RTU-16

RTU-21RTU-20RTU-18

RTU-22

RTU-11RTU-10

�

16' - 1 1/8"

� �

�

� � �

�

�

2' - 7 3/4"

�

2' - 0 1/2"

W14X22

12K1

12K1

11' - 10 1/2"

38' - 3"

W14X22

12K1

12K1

12K1

12K1

12K1

W18X55

29' - 3 3/8"

32' - 0"

W14X22W14X22

8"

W14X22

W14X22

10K1

W14X22

10K1

39' - 7 1/2"

10K1

10K1

10K1

10K1

10K1

10K1

10K1

10K1

30K10

L.9 N.4K.2J.5

8' - 9 1/4"9' - 4"11' - 11"9' - 8 1/2"17' - 9 1/2"11' - 11"9' - 4"11 1/2" 7' - 5 1/2"15' - 1"

8 5/8"

23' - 4 7/8"

15' - 10"

1' - 0 1/2"1' - 10 1/2"

16' - 5"

W14X22

W14X22

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

T.O.S. = 132'-9"L THRU P

T.O.S. = 132'-9"L THRU P

1

1

9' - 8 5/8"

8"

40' - 4"

14' - 5 1/8"

C1C1C1

C1

C1C1

C1C1

C1C1

C1

C1

C1C1 C1

C1

C1

C1

C3

C3C3

C1C1C1C1

C1C3

C1 C1

C3 C3

C1C1 C1 C1

C6C6

C2

C1C1C1

8

S5.15

S5.1

W16X40 W12X26 W12X26

39' - 7 1/2" 40' - 0" 39' - 8 3/4" 40' - 5 1/4" 41' - 0" 39' - 0" 38' - 3"

��

(7) EQUAL SPACES (7) EQUAL SPACES (7) EQUAL SPACES (7) EQUAL SPACES (7) EQUAL SPACES (7) EQUAL SPACES (7) EQUAL SPACES

7"

W14X227"

9

S5.0

T.O.S. = 132'-0"L THRU P

T.O.S. = 131'-3"L THRU P

T.O.S. = 130'-5"L THRU P

T.O.S. = 129'-10 1/2"L THRU P

T.O.S. = 129'-6 1/2"L THRU P

5' - 5 5/8"

T.O.S. = 133'-7"I THRU P

T.O.S. = 132'-10 1/2"I THRU L

T.O.S. = 132'-1 1/4"I THRU L

T.O.S. = 131'-4"I THRU L

T.O.S. = 130'-7"I THRU L

T.O.S. = 129'-10 1/2"I THRU L

T.O.S. = 133'-10"

T.O.S. =133'-9 3/4"

T.O.S. = 129'-6 1/2"

18' - 9" 23' - 3 1/8" 16' - 5 1/2"22' - 2 1/2" 27' - 6" 30' - 0 1/4"

30K10

1.1

1.1

(-2 1/2")

(-2 1/2")2' - 0" CANT.

HORIZ. OR CROSSBRIDGINGPER JOISTSUPPLIER- SEE S1.1FOR ATTACHMENTTO CMU WALL

CURB

LENGTH

CURB

LENGTH

CURB

LENGTH

CURB

LENGTH

CURB

LENGTH

CURB

WIDTH

CURB

LENGTH

7 3/8"

CURB

LENGTH

CURB

LENGTH

CURB

LENGTH

CURB

LENGTH

CURB

LENGTH

CURB

LENGTH

C1

17

S1.1TYP. @BRIDGING

3

S5.0

4

S5.04

S5.0

5

S5.0TYP. @GIRDER/COL.

TYP.

2

S5.0

TYP.

2

S5.0

TYP.

2

S5.0

2

S5.0

3

S5.0

5

S5.0TYP. @GIRDER/COL.

TYP.

1

S5.0 TYP.

1

S5.0

TYP.

1

S5.0TYP.

278' - 0 1/2" OVERALL

C3

HSS14x6x3/8 BELOWB/HSS=124'-10"

HSS8X6X.250

24K4

18K3

18K3

24K4

24K4

28K10

28K10

28K10SP

18K3

18K3

18K3

18K3

24K4

24K4

24K4

24K4

24K4

24K4

W14X22

W18X55

W14X22

10K1

HSS8X6X.250 HSS8X6X.250

(-2 1/2") (-2 1/2") (-2 1/2")

(BELOW)(BELOW) (BELOW)

(-2 1/2")

(-2 1/2")

(-2 1/2")

SIM. @JOIST

T.O.S. = 133'-7"I THRU P

ROOFHATCH

ROOFHATCH

HSS8x6x1/4BELOWB/HSS=123'-10"

HSS8x6x1/4BELOWB/HSS=123'-10"

.25K ADD'LEACH JOIST

HSS10x6x1/4(B/HSS = 123'-4")

5.3

8

S4.1

7

S4.1

S1.118

S1.118

OPP.

S1.118

6.5

5.2

1' - 10 1/4"

16' - 5 1/8"

3.2

2.2

1.9

34' - 10 3/8"

35' - 6"

35' - 6"

35' - 2 5/8" 1' - 3 5/8"

16' - 0"

2' - 4 3/8"

@ BEAM

5

S5.1

W12X26 (-2 1/2")

T.O.S. = 129'-10 1/2"L THRU P

8 5/8"

8 5/8"

8 5/8"

7"ROOF PLAN NOTES:

PSFPSFPSFPSFPSFPSF

======

PSF=PSF=PSF=

PSF

STEEL JOISTS IDENTIFIED ON PLAN AS "SP" SHALL BE DESIGNED FOR THE UNIFORMLOAD CAPACITY (AS SPECIFIED IN THE SJI STANDARD LOAD TABLES) IN ADDITION TOTHE CONCENTRATED LOADS SHOWN ON THE PLAN. STEEL JOIST GIRDERSIDENTIFIED ON PLAN AS "SP" SHALL BE DESIGNED FOR THE UNIFORM PANEL POINTLOADS SHOWN ON THE DRAWINGS IN ADDITION TO THE CONCENTRATED LOADSSHOWN ON PLAN. ALL ITEMS SUCH AS MECHANICAL EQUIPMENT, DUCT WORK,PIPES, CEILINGS, FIXTURES, ETC. THAT ARE TO BE SUPPORTED OR HUNG FROM THESTEEL JOIST SHALL BE FRAMED WITH AUXILIARY FRAMING TO THE PANEL POINTS OFTHE JOIST (SEE TYPICAL JOIST LOAD STRUT). METHODS OF FRAMING THAT INDUCEBENDING TO THE JOIST CHORD OR WEB MEMBERS WILL NOT BE PERMITTED.COORDINATE BRIDGING LOCATIONS SO AS NOT TO INTERFERE WITH ANYMECHANICAL EQUIPMENT.

3.

TOP OF STEEL (T.O.S.) EQUALS TOP OF STEEL JOIST/UNDERSIDE OF METAL DECK.BEAMS AND JOIST GIRDERS REFERENCED ± FROM TOP OF STEEL (U.N.O.).

SEE SHEET S1 FOR GENERAL NOTES AND TYPICAL DETAILS.

JOISTS GIRDERSJOISTS (TYP.)

NET UPLIFT:

METAL DECK/JOISTS (TYP.)

GROSS UPLIFT:

UPLIFT DUE TO WIND:

TRIBUTARY AREA OVER 600 SQ. FT.TRIBUTARY AREA 201 TO 600 SQ. FT.

JOIST GIRDERS/BEAMS/COLUMNS/FOOTINGS

LIVE LOADS:

5.02.03.02.03.0

MECH. /ELEC. /FIRE PROT.GIRDERSJOISTSMETAL DECKINSULATION

DEAD LOADS:

METAL DECK/JOISTS =

TRIBUTARY AREA 0 TO 200 SQ. FT.


MEMBRANE (UNBALLASTED) 1.0

STEEL JOIST CAMBER SHALL BE PROVIDED AND SHALL CONFORM TO SECTION 4.7 OFTHE SJI SPECIFICATIONS. STEEL JOIST GIRDER CAMBER SHALL CONFORM TO THE SJISPECIFICATIONS.

16.0= PSFTOTAL DEAD LOAD

===

PSFPSFPSF

===

PSFPSFPSF

METAL DECK/JOISTS (WITHIN 10' OF ROOF EDGE)

JOISTS (WITHIN 10' OF ROOF EDGE)

REFER TO ARCHITECTURAL FOR EQUIPMENT PLATFORM & MEZZANINE FRAMING PLANS.

35.0

35.035.035.0

10.720.033.3

0.011.024.3

1.

6.

2.

METAL ROOF DECK SHALL BE 22 GAGE, 36" WIDE, 1 1/2" DEEP, WIDE RIB ROOFDECK AND SHALL BE CONNECTED TO FRAMING MEMBERS AS FOLLOWS:(DIAPHRAGM SHEAR = 351PLF)

A. TO ALL TRANSVERSE SUPPORTS, 5/8" Ø PUDDLE WELDS, 7 PER SHEET.B. TO ALL SUPPORTS PARALLEL TO FLUTES, 5/8" Ø PUDDLE WELDS, @ 6" O.C.C. SIDE SEAMS, #10 SCREWS (BUILDEX), 4 PER SPAN.

4.

5.

STEEL LINTEL SCHEDULE12" BLOCK12" BLOCK + 4" BRICKCLEAR SPAN

LINTEL NOTES:

LINTEL SIZES SHOWN ARE DESIGNED TO SUPPORT MASONRY WALL ONLYASSUMING ARCHING ACTION (AT 45 DEGREES) WITHOUT SUPERIMPOSEDFLOOR OR ROOF LOADS.

W8x21 W/ 15x1/4 PLATE



(3) L3 1/2x3 1/2x1/4

OVER 12'-4"TO 14'-4"

OVER 10'-4"TO 12'-4"

OVER 6'-4"TO 10'-4"

6'-4" OR LESS

2.

3.

4.

6.

5.

1.

LINTELS SHALL BE SHORED DURING CONSTRUCTION UNTIL THE MASONRYHAS ATTAINED SUFFICIENT STRENGTH TO CARRY ITS OWN WEIGHT (24HOURS MINIMUM).

LINTEL SIZES SCHEDULED APPLY WHERE LINTEL SIZES ARE NOT OTHERWISESHOWN ON THE DRAWINGS.

WHERE W8 BEAMS WITH PLATES ARE USED, PLATE SHALL BE CENTERED ONBEAM AND SHALL EXTEND FULL LENGTH OF BEAM. WELD PLATE TO BEAMWITH 3/16" FILLET WELDS 1 1/2" LONG SPACED AT 12" O.C. EACH SIDE.

SEE "TYPICAL LINTEL BEARING" (SECTION 8/S4) FOR END BEARING ANDWALL ANCHORS.

ANGLE LINTELS WHICH OCCUR IN EXTERIOR WALLS SHALL BE GALVANIZED.WHERE W8 BEAMS WITH PLATES ARE USED PLATES SHALL BE GALVANIZED.

COLUMN SCHEDULE

DIMENSION RTU'S OFF OF COLUMN LINES TYPICAL.7.




(3) L3 1/2x3 1/2x1/4

NOTE: SEE SHEET S3.3 FOR TYPICAL COLUMN BASE DETAIL

NOTE: VERIFY ALL LOADS, LOCATIONS, CURB SIZES AND OPENING SIZESWITH MECHANICAL CONTRACTOR PRIOR TO FABRICATION. SEE TYPICAL RTUSUPPORT ON S1.0 FOR FRAMING.

* RTU JOIST LOAD: CONCENTRATED JOIST LOADS TO BE APPLIED TO EACHSPECIAL JOIST AT THE RTU CURB CORNER LOCATIONS IDENTIFIED ONPLAN.

*ADD CONCENTRATED LOAD OF 1.5 TIMES THE RTU JOIST LOAD TO EACHJOIST GIRDER SUPPORTING AN RTU IDENTIFIED ON PLAN.

RTU SCHEDULE

8" BLOCK

W8x21 W/ 7x1/4 PL

W8x13 W/ 7x1/4 PL

W8x10 W/ 7x1/4 PL

(2) L3 1/2x3 1/2x1/4

7. SEE ARCHITECTURAL DRAWINGS FOR ALL MASONRY OPENING LOCATIONS .




PROJECT No:

DRAWN BY:

CHECKED BY:



06/11/07

DRAWING NUMBER:

REVISIONS

DATE

DESCRIPTION

REV




SHELL DOCUMENTS

S3.0

907132

MJP

MJP

ROOF PLAN - TENANTS A & B

SCALE = 1/16" = 1'-0"S3.0

ROOF FRAMING PLAN - TENANTS A & B1

MK SIZE BASE PLATE ANCHOR BOLTS

C1 HSS8x8x.250 14x14x3/4C2 HSS6X6X.3125 12x12x3/4C3 HSS6x6x.250 12x12x3/4C4 HSS4x4x.25 10x10x3/4C5 HSS5X5X.250 11x11x3/4C6 HSS6X6X.375 12x12x3/4

RTU #CURBWIDTH

CURBLENGTH

TOTALWEIGHT(LBS)

RTU JOISTLOAD *(LBS)

RTU-1 4' - 6 1/4" 7' - 11 3/8" 1569 627.6RTU-2 4' - 6 1/4" 7' - 11 3/8" 1569 627.6RTU-3 4' - 6 1/4" 7' - 11 3/8" 1569 627.6RTU-4 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-5 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-6 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-7 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-8 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-9 3' - 5 1/8" 6' - 10 1/8" 898 359.2RTU-10 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-11 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-12 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-13 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-14 3' - 5 1/8" 6' - 10 1/8" 923 369.2RTU-15 3' - 5 1/8" 6' - 10 1/8" 898 359.2RTU-16 3' - 5 1/8" 6' - 10 1/8" 898 359.2RTU-17 3' - 5 1/8" 6' - 10 1/8" 824 329.6RTU-18 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-19 4' - 6 1/4" 7' - 11 3/8" 1569 627.6RTU-20 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-21 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8RTU-22 7' - 2 1/8" 8' - 6 1/8" 2798 1119.2


1

1

1

1

1

1

1

11

1 1 1

1

11

1 1

11

1

11

1

1 111

1

1

1 1

1

06/22/07

ADDENDUM 1

1

2

2

2

2

2

2

2

2

2

07/11/07

BULLETIN 1

2

3

3

33

07/24/07

BULLETIN 2

3

4

4

4

4

08/03/07

BULLETIN 3

4

5

08/17/07

BULLETIN 5

5

55

5

5

6

09/11/07

BULLETIN 6

6

6

7

7

NOTE:DESIGN ROOF BEAMREACTIONS AT COLUMNSALONG LINES 1 AND 1.1 ARE:J.5, K.2: P= 20.0KL.9, N.6: P= 16.2KM.6, M.9: P= 38.0K

11/08/07

7

7

BULLETIN 8

7

NORTH

2

3

4

5

A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

I

I

2.9

3.8

5.4

H.9

H.9

3.9

5.1

5.9

D.6 G.7

.4

.5

F.5 F.8 H.4 H.7

25' -

5 1

/2"

15' -

1 3

/4"

35' -

0"

35' -

0"

51' - 0 1/8"

34' - 6 3/8" 30' - 0" 34' - 11 3/8" 23' - 10 5/8"

14' - 0 7/8" 12' - 0" 48' - 8" 7' - 6 1/8"

1' - 7 1/4"

2' -

4 1

/4"

5 5

/8"

12' - 0"

24K

424K

4

22K

7

51' - 0 1/8" 34' - 6 3/8" 30' - 0" 34' - 11 3/8" 23' - 10 5/8" 30' - 6" 32' - 6" 31' - 3"

W16X

31

22K

7S

P

22K

7S

P

22K

7S

P

22K

7

22K

7

22K

7

24K

9

24K

9

24K

9

24K

9

24K

9

24K

922K

7

22K

7

22K

7

22K

7

22K

728K

10S

P

28K

10S

P

28K

10S

P

28K

10

28K

10

28K

10

22K

724K

922K

728K

10

22K

724K

922K

728K

10

22K

724K

922K

728K

10

22K

724K

922K

728K

10

22K

7S

P24K

922K

728K

10

22K

7S

P24K

922K

726K

5S

P

24K

4S

P24K

922K

726K

5S

P

22K

724K

922K

726K

5

22K

724K

922K

726K

5

22K

724K

922K

726K

5

W16X

31

W16X

31

28K

10

18K

3

24K

424K

424K

428K

10

18K

3

24K

424K

4S

P24K

4S

P28K

10

18K

3

24K

424K

424K

428K

10

18K

3

24K

424K

424K

428K

10

18K

3

24K

424K

4S

P24K

4S

P28K

10

18K

3

24K

424K

424K

428K

10S

P18K

3

24K

424K

424K

428K

10S

P18K

3

24K

424K

4S

P24K

4S

P28K

10

18K

3

24K

424K

424K

428K

10

18K

3

24K

424K

424K

428K

10

18K

3

24K

424K

4S

P24K

4S

P28K

10

18K

3

24K

424K

4S

P24K

4S

P28K

10

18K

3

24K

424K

424K

428K

10

18K

3

24K

424K

4S

P24K

4S

P28K

10

18K

3

G 9.1KSP (-2 1/2")5N32"

G 9.1KSP (-2 1/2")5N32"

G 9.1KSP (-2 1/2")5N32"

G 11.3KSP(-2 1/2")5N32"

G 9.1KSP (-2 1/2")6N32"

G 9.1KSP (-2 1/2")6N32"

G 11.3K (-2 1/2")6N32"

G 9.1KSP (-2 1/2")6N32" G 7.6K (-2 1/2")6N32"

G 7.6K (-2 1/2")6N32"

G 7.6K (-2 1/2")6N32"

G 11.3K (-2 1/2")6N32"G 11.3K (-2 1/2")4N24"

G 7.1K (-2 1/2")7N36"

G 9.1K (-2 1/2")4N24"

G 9.1K (-2 1/2")4N24"

G 9.1K (-2 1/2")4N24"

G 11.0K (-2 1/2")5N32"

G 10.3K (-2 1/2")5N32"

G 11.2K (-2 1/2")5N32"

G 10.3KSP(-2 1/2")6N32"

G 11.0KSP(-2 1/2")6N32"

G 11.2KSP(-2 1/2")6N32" G 11.2KSP(-2 1/2")6N32"

G 10.3KSP(-2 1/2")6N32"

G 11.0KSP(-2 1/2")6N32"G 9.8KSP (-2 1/2")8N44"

G 10.3KSP(-2 1/2")8N44"

G 11.2KSP(-2 1/2")8N44"

28K

10

22K

722K

7

22K

728K

10

5' - 8"

22K

7

24K

4

28K

10

28K

10

28K

10

28K

10S

P

28K

10S

P

28K

10

22K

7

22K

7

22K

7

22K

7S

P

22K

7S

P

22K

7

22K

7

22K

7

22K

7

22K

7S

P

22K

7S

P

22K

7

22K

7

24K

418K

318K

324K

424K

4

1' - 7 1/4"

28K

10

28K

1028K

10S

P

28K

10S

P

28K

10

28K

10

18K

3

18K

3

18K

3

18K

318K

3

18K

3

1' - 3 5/8"

18K

3

(6) EQUAL SPACES = 30' - 9" 6"

18K

3

18K

3

18K

3

18K

3

18K

3

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

24K

4

33

(6) EQUAL SPACES31

(5) EQUAL SPACES24

(4) EQUAL SPACES35

(6) EQUAL SPACES(5) EQUAL SPACES(6) EQUAL SPACES

8

8

8

9 9

9 9

9

7

15' -

1 1

/4"

20' -

8 1

/8"

20' -

8 1

/8"

RTU-9

RTU-4

RTU-5 RTU-8

RTU-7RTU-6

RTU-1

RTU-2

RTU-3

W14X

22

W16X

31

W14X

22

W14X

22

W14X22W18X55

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

1' -

5"

32' -

0"

23' -

9"

22K

7

L4x4x1/4- ATTACHPER 3/S5.0(LOWONLY)

(HIGH &LOW)

(HIG

H)

(HIG

H)

(HIG

H )

28K

10

T.O.S. = 129'-8"E THRU H.9

T.O.S. = 129'-8"E THRU H.9

T.O.S. = 124'-4"A THRU ET.O.S. = 124'-4"

A THRU E

T.O.S. = 123'-6 1/4"A THRU E

8' - 8"

1' - 7 1/4"

99' - 5 3/4" 118' - 1 5/8"

11

38' -

8 1

/4"

123' -

10"

12K

1

12K

112K

1

1

S5.1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C1

C2

C1

C1

C1

C1

C1

C1

C1

C1

C5

C5C

5C5

C1

C1

C1

C1

2

S5.1

W16X

31

W24X68

W12X26

50

(8) EQUAL SPACES

C2

C1

C1

C1

C1C

6

(-2 1/2")

(-2 1/2")

(-2 1/2")

11' -

0"

4' -

0" FUTURE RTU

CORNER WT.=750 LBS

7' -

6"

7' -

6"

7' -

6"

7' -

6"

FUTURE RTUCORNER WT.=800 LBS


(TOS.112'-1")

6

S5.0

7

S5.0

8

S5.0

T.O.S. = 128'-8"E THRU H.9

T.O.S. = 128'-0 1/2"E THRU H.9

T.O.S. = 127'-5"E THRU H.9

T.O.S. = 126'-9"E THRU H.9

T.O.S. = 126'-3"E THRU H.9

T.O.S. = 125'-6 1/2"G.7 THRU H.9

8' -

1 3

/4"

T.O.S. = 122'-9 1/2"A THRU E

T.O.S. = 122'-0 3/4"A THRU E

T.O.S. = 121'-9"A THRU B

T.O.S. = 121'-2 1/2"B THRU E

T.O.S. = 121'-6 1/2"D.6 THRU E

268' - 7 1/2"

G.1 G.6 H.2

1.1 1.1

C.1 C.8



17' - 3 1/4"

7"

W14x22

35 30

8 5/8"

1

S5.0

2

S5.0

TYP. @FRONTWALL

TYP. @EXTER.WALL

5 1/4"

3

S5.0

4

S5.0 CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

CU

RB

LE

NG

TH

4

S5.0

TYP. @GIRDERBEARING

2

S5.0

2

S5.0

2

S5.0

3

S5.0

SIMILAR

4

S5.0

3

S5.0

SIMILAR

SIMILAR

39' - 0 1/8" 21' - 4" 39' - 1 5/8"

(LO

W)

(LO

W)

W16X

31

(LO

W)

W16X

31

(LO

W)

(LO

W)

W16X

31

(LO

W)

(HIG

H)

(LO

W)

W16X

31 W

16X

31

(LO

W)

W16X31

11

S5.0TYP. @COL.

T.O.S. = 129'-11"E THRU H.9

ROOFHATCH

ROOFHATCH

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

12K

1

G.3

C6

30' - 11 1/4" 12' - 2 1/2" 11' - 9 1/2" 14' - 8" 24' - 7 3/4"

W14X22

12K

1

38' - 8"

(-2 1/2")

W14x22(-2 1/2")

12' -

8 5

/8"

HSS6x4x3/8G.1 THRU H.2

C1

C1

13' - 1"25' - 0"12' - 11 1/8"

12

S5.0 13

S5.0

W16x57 W/ 3/8"x11 1/4" PL(B/PL= 114'-0") 1/2"ø x 6"HEADED STUDS @ 32" O.C. @TOP FLANGE - BOTTOM OFSTEEL PLATE ELEVATION 114'-0"

W16x57 W/ 3/8"x11 1/4" PL(B/PL= 111'-0") 1/2"ø x 6"HEADED STUDS @ 32" O.C.@ TOP FLANGE - BOTTOMOF STEEL PLATEELEVATION 114'-0"

@ STOREFRONT

@ STOREFRONT

24' - 4"

S1.118

S1.118 S1.1

18

5.2

25' -

8 5

/8"

5.00°

5.00°

12K

1

(10) EQUAL SPACES12K

1

12K

1

(3) EQUALSPACES

(3) EQUALSPACES

3.2

2.2

46' -

10"

29' -

9"

29' -

9"

1.9

12K

122K

722K

728K

10

7"

162' -

1"

1

S5.0

8 5

/8"

8 5

/8"

C1

51' - 0 1/8"

C1

C1

5

S5.0

BBB F.F. EL. = 105'-4"(ACTUAL = 587.12')

ROOF PLAN NOTES:

PSF

PSF

PSF

PSFPSF

PSF

=

=

=

==

=

PSF=PSF=PSF=

PSF

STEEL JOISTS IDENTIFIED ON PLAN AS "SP" SHALL BE DESIGNED FOR THE UNIFORMLOAD CAPACITY (AS SPECIFIED IN THE SJI STANDARD LOAD TABLES) IN ADDITION TOTHE CONCENTRATED LOADS SHOWN ON THE PLAN. STEEL JOIST GIRDERSIDENTIFIED ON PLAN AS "SP" SHALL BE DESIGNED FOR THE UNIFORM PANEL POINTLOADS SHOWN ON THE DRAWINGS IN ADDITION TO THE CONCENTRATED LOADSSHOWN ON PLAN. ALL ITEMS SUCH AS MECHANICAL EQUIPMENT, DUCT WORK,PIPES, CEILINGS, FIXTURES, ETC. THAT ARE TO BE SUPPORTED OR HUNG FROM THESTEEL JOIST SHALL BE FRAMED WITH AUXILIARY FRAMING TO THE PANEL POINTS OFTHE JOIST (SEE TYPICAL JOIST LOAD STRUT). METHODS OF FRAMING THAT INDUCEBENDING TO THE JOIST CHORD OR WEB MEMBERS WILL NOT BE PERMITTED.COORDINATE BRIDGING LOCATIONS SO AS NOT TO INTERFERE WITH ANYMECHANICAL EQUIPMENT.

3.

TOP OF STEEL (T.O.S.) EQUALS TOP OF STEEL JOIST/UNDERSIDE OF METAL DECKAND IS REFERENCED FROM THE FAMOUS FOOTWEAR FINISH FLOOR ELEVATION OF100'-0". BEAMS AND JOIST GIRDERS REFERENCED ± FROM TOP OF STEEL (U.N.O.).

SEE SHEET S1 FOR GENERAL NOTES AND TYPICAL DETAILS.

JOISTS GIRDERSJOISTS (TYP.)

NET UPLIFT:

METAL DECK/JOISTS (TYP.)

GROSS UPLIFT:

UPLIFT DUE TO WIND:

TRIBUTARY AREA OVER 600 SQ. FT.



LIVE LOADS:

5.0

2.0

3.0

2.03.0

MECH. /ELEC. /FIRE PROT.

GIRDERS

JOISTS

METAL DECKINSULATION

DEAD LOADS:

METAL DECK/JOISTS =



MEMBRANE (UNBALLASTED) 1.0

STEEL JOIST CAMBER SHALL BE PROVIDED AND SHALL CONFORM TO SECTION 4.7 OFTHE SJI SPECIFICATIONS. STEEL JOIST GIRDER CAMBER SHALL CONFORM TO THE SJISPECIFICATIONS.

16.0= PSFTOTAL DEAD LOAD

=

=

=

PSFPSF

PSF

==

=

PSF

PSF

PSF

METAL DECK/JOISTS (WITHIN 10' OF ROOF EDGE)

JOISTS (WITHIN 10' OF ROOF EDGE)

REFER TO ARCHITECTURAL FOR EQUIPMENT PLATFORM & MEZZANINE FRAMING PLANS.

35.0

35.035.0

35.0

10.720.033.3

0.011.0

24.3

1.

6.

2.

METAL ROOF DECK SHALL BE 22 GAGE, 36" WIDE, 1 1/2" DEEP, WIDE RIB ROOFDECK AND SHALL BE CONNECTED TO FRAMING MEMBERS AS FOLLOWS:(DIAPHRAGM SHEAR = 351PLF)

A. TO ALL TRANSVERSE SUPPORTS, 5/8" Ø PUDDLE WELDS, 7 PER SHEET.B. TO ALL SUPPORTS PARALLEL TO FLUTES, 5/8" Ø PUDDLE WELDS, @ 6" O.C.C. SIDE SEAMS, #10 SCREWS (BUILDEX), 4 PER SPAN.

4.

5.

STEEL LINTEL SCHEDULE12" BLOCK12" BLOCK + 4" BRICKCLEAR SPAN

LINTEL NOTES:

LINTEL SIZES SHOWN ARE DESIGNED TO SUPPORT MASONRY WALL ONLYASSUMING ARCHING ACTION (AT 45 DEGREES) WITHOUT SUPERIMPOSEDFLOOR OR ROOF LOADS.




(3) L3 1/2x3 1/2x1/4

OVER 12'-4"TO 14'-4"

OVER 10'-4"TO 12'-4"

OVER 6'-4"TO 10'-4"

6'-4" OR LESS

2.

3.

4.

6.

5.

1.

LINTELS SHALL BE SHORED DURING CONSTRUCTION UNTIL THE MASONRYHAS ATTAINED SUFFICIENT STRENGTH TO CARRY ITS OWN WEIGHT (24HOURS MINIMUM).

LINTEL SIZES SCHEDULED APPLY WHERE LINTEL SIZES ARE NOT OTHERWISESHOWN ON THE DRAWINGS.

WHERE W8 BEAMS WITH PLATES ARE USED, PLATE SHALL BE CENTERED ONBEAM AND SHALL EXTEND FULL LENGTH OF BEAM. WELD PLATE TO BEAMWITH 3/16" FILLET WELDS 1 1/2" LONG SPACED AT 12" O.C. EACH SIDE.

SEE "TYPICAL LINTEL BEARING" (SECTION 8/S4) FOR END BEARING ANDWALL ANCHORS.

ANGLE LINTELS WHICH OCCUR IN EXTERIOR WALLS SHALL BE GALVANIZED.WHERE W8 BEAMS WITH PLATES ARE USED PLATES SHALL BE GALVANIZED.

COLUMN SCHEDULE

DIMENSION RTU'S OFF OF COLUMN LINES TYPICAL.7.




(3) L3 1/2x3 1/2x1/4

NOTE: SEE SHEET S3.3 FOR TYPICAL COLUMN BASE DETAIL

NOTE: VERIFY ALL LOADS, LOCATIONS, CURB SIZES AND OPENING SIZESWITH MECHANICAL CONTRACTOR PRIOR TO FABRICATION. SEE TYPICAL RTUSUPPORT ON S1.0 FOR FRAMING.

* RTU JOIST LOAD: CONCENTRATED JOIST LOADS TO BE APPLIED TO EACHSPECIAL JOIST AT THE RTU CURB CORNER LOCATIONS IDENTIFIED ONPLAN.

*ADD CONCENTRATED LOAD OF 1.5 TIMES THE RTU JOIST LOAD TO EACHJOIST GIRDER SUPPORTING AN RTU IDENTIFIED ON PLAN.

RTU SCHEDULE

8" BLOCK

W8x21 W/ 7x1/4 PL

W8x13 W/ 7x1/4 PL

W8x10 W/ 7x1/4 PL

(2) L3 1/2x3 1/2x1/4

7. SEE ARCHITECTURAL DRAWINGS FOR ALL MASONRY OPENING LOCATIONS .

10877 WATSON ROAD

ST. LOUIS, MO 63127

PROJECT MANAGERS



PR

OJE

CT

No:

DR

AW

N B

Y:

CH

EC

KE

D B

Y:



06/11/07

DRAWING NUMBER:

RE

VIS

ION

SD

AT

ED

ES

CR

IPT

ION

RE

V

LY

CO

MIN

G C

RO

SS

ING

SH

OP

PIN

G C

EN

TE

RM

UN

CY

TO

WN

SH

IP, L

YC

OM

ING

CO

UN

TY

, PA

VIS

ION

PR

OP

ER

TIE

S, L

LC

SH

ELL

DO

CU

ME

NT

S

S3.1

907132

MJP

MJP

RO

OF

PLA

N -

TE

NA

NT

S C

, D

& E

SCALE = 1/16" = 1'-0"S3.1

ROOF FRAMING PLAN - TENANTS C, D & E1

MK SIZE BASE PLATE ANCHOR BOLTS

C1 HSS8x8x.250 14x14x3/4

C2 HSS6X6X.3125 12x12x3/4

C3 HSS6x6x.250 12x12x3/4

C4 HSS4x4x.25 10x10x3/4

C5 HSS5X5X.250 11x11x3/4

C6 HSS6X6X.375 12x12x3/4

RTU #CURBWIDTH

CURBLENGTH

TOTALWEIGHT

(LBS)

RTU JOISTLOAD *(LBS)

RTU-1 4' - 6 1/4" 7' - 11 3/8" 1569 627.6

RTU-2 4' - 6 1/4" 7' - 11 3/8" 1569 627.6

RTU-3 4' - 6 1/4" 7' - 11 3/8" 1569 627.6

RTU-4 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-5 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-6 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-7 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-8 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-9 3' - 5 1/8" 6' - 10 1/8" 898 359.2

RTU-10 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-11 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-12 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-13 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-14 3' - 5 1/8" 6' - 10 1/8" 923 369.2

RTU-15 3' - 5 1/8" 6' - 10 1/8" 898 359.2

RTU-16 3' - 5 1/8" 6' - 10 1/8" 898 359.2

RTU-17 3' - 5 1/8" 6' - 10 1/8" 824 329.6

RTU-18 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-19 4' - 6 1/4" 7' - 11 3/8" 1569 627.6

RTU-20 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-21 7' - 2 1/8" 8' - 6 1/8" 2607 1042.8

RTU-22 7' - 2 1/8" 8' - 6 1/8" 2798 1119.2


1

1 1

1

1

1

1

1

1

1

1

06/2

2/0

7A

DD

EN

DU

M 1

1

2

2

2

2

2

2

2

07/1

1/0

7B

UL

LE

TIN

12

3

3

3

07/2

4/0

7B

UL

LE

TIN

23

3

3

4

08/0

3/0

7B

UL

LE

TIN

34

4

08/1

7/0

7B

UL

LE

TIN

55

5

5

5

6

6

6

NOTE:DESIGN ROOF BEAMREACTIONS AT COLUMNSALONG LINES 1 AND 1.1 ARE:BETWEEN A & B: P= 28.5KC.1, C.8: P= 24.3KG.1, H.2: P= 34.0K

11/0

8/0

7B

UL

LE

TIN

86

6

NORTH

6

7

BU

LL

ET

IN 1

17

8

8

12/1

8/0

7

8

8

BU

LL

ET

IN 1

38

03/0

5/0

8

1 3

.3

TOP. OF FTG. EL = 111'-4"(ROSS F.F.EL.)

4"

8"

2' -

0"

1' -

0"

CONC. CURB (TYP)-SEE ARCH

SEE MASONRY WALLSCHEDULEON SHEET S02 FORWALL REINFORCEMENT

8" CONCRETEBLOCK

#5 REBAR TO MATCH VERT.ALTERNATE HOOKS

HSS COLUMN-SEE ARCH


8" CONCRETEBLOCK

#5 REBAR TOMATCH VERT.ALTERNATEHOOKS

CONC. FOOTING-SEE PLAN

#5 @ 12" O.C. EA WAYTOP & BOT

CONCRETESIDEWALK

5

SEE PLAN

SEE PLANSEE PLAN

NOTE: STEP CONCRETEPILASTER AS NEEDEDTO SEE BRICK VENEER ORFINISHED CMU ONLY, TYP.

METAL STUDFRAMING-SEE ARCH.

SEE PLAN

SE

E G

EN

ER

AL

NO

TE

S F

OR

FO

R M

IN. D

EP

TH

BRICK VENEER TYP.-SEE ARCH.


TOP. OF FTG. EL = 105'-4"(BBB F.F EL.)

#5 @ 12" O.C. EA. WAYTOP & BOT.

#5 DWL @ 24" O.C.EA. FACE

SEE PLANAND ARCH.

3" TYP

HSS COLUMN-SEE PLAN

.5

4

8"

3

1' -

0"

2 2

SEE PLAN SEE PLAN

CONC. SIDEWALKSEE PLAN

CONC.SIDEWALKSEE PLAN

FAMOUS FOOTWEARSTRUCTURE

FUTURE ADJACENTSTRUCTURE FOOTING

BOARD FORMCONT. FOOTING

ASSUMED ADJACENTBUILDING FIN. FLR.EL= SEE PLAN

MINIMUM BUILDINGSEPARATION.

ADJACENT STRUCTURE

#4 @ 16" O.C.TOP & BOTTOM

(4) #5 x CONT.TOP & BOTTOM

x x x x

#5 DOWELS TO MATCH SIZEAND SPACING OFVERTICAL REINFORCING

SLAB ON GRADE-SEE SLAB SCHEDULE

12" CMU - GROUT SOLIDBELOW FINISH FLOOR

SEE SCHED. SHEET S02FOR REINFORCING


MIN

. 2'- 4

" (G

.C. T

O V

ER

IFY

BO

TT

OM

OF

FO

OT

ING

MA

TC

HE

S A

DJA

CE

NT

BU

ILD

ING

FO

OT

ING

DE

PT

H)

3' - 0"

1' -

0"

2"

2"

CLR

.3"

CLR

.

FIN. FLR.EL. = 100'-0"

1

EQ EQ

SEEPLAN

4

BOARD FORMCONT. FOOTING

ASSUMED ADJACENTBUILDING FIN. FLR.EL. = SEE PLAN

SEE SCHEDULE FORREINFORCING

DOWELS TO MATCH SIZEAND SPACING OF VERT.REINFORCING-SEE 1/S05

SLAB ON GRADE-SEE SLAB SCHEDULE

SEE SCHED. SHEET S02FOR REINFORCING


MIN

. 2'-4"

(BO

TT

OM

OF

FO

OT

ING

TO

MA

TC

HA

DJA

CE

NT

BU

ILD

ING

FO

OT

ING

)

FTG.-SEE PLANAND SCHEDULE

SEEPLAN

G.C

. V

ER

IFY

AD

JA

CE

NT

FO

OT

ING

MIN

IMU

M 2

'-4"

BE

LO

W 1

00-0

" A

S S

HO

WN

3"

X X X

2"MINIMUM BUILDINGSEPARATION

FUTURE ADJACENTSTRUCTURE FOOTING

2"

CLR

.3"

CLR

.

1' -

0"

BOND BEAMW/ (1) #6 BAR

1

4

3

.7

TOP. OF FTG. EL. = 108'-0"(MICHAELS F.F EL.)


#4 REBAR TO MATCH VERT.

HSS COLUMN-SEE ARCH

8" CONCRETEBLOCK

1' -

0"

#5 @ 12" O.C. EA WAYTOP & BOT

2 2

SEE PLAN

SEE PLANSEE PLAN

5

8" BOND BEAM W/(2) #5

EL. = VARIES

2' -

8"8" CONCRETE

BLOCK


#5 DWL @ 24" O.C.EA. FACEALTERNATE HOOKS

ROSS F.F.

1' -

4"

3' - 0"

12" CONCRETEBLOCK

SLAB ON GRADE - SEESLAB SCHEDULE

#5 REBAR @ 48" O.C.

#4 REBAR TO MATCHVERT. ALTERNATE HKS.

(4) #4 CONT.

GROUT ALL CELLS AND VOIDSOLID BELOW FINISH FLOOR

SEE MASONRY WALL SCHEDULEON SHEET S02 FOR WALL REINF.

CONC. SIDEWALK - SEE SCHEDULE

8" CMUPILASTER

CONC. CURBSEE ARCH

#5@24" O.C.

#5 VERT. @16"O.C.

8" CMU BONDBEAM W/ #5

ELEV. - SEEARCH.

8" CMU BONDBEAM W/ #5

NOTE: RETURN BONDBEAMS AT PILASTER TOMAIN 12" CMU WALL PERDETAIL 7 ON S1.1, TYP.

4 1/2" 1' - 0 3/4" 7 5/8" 4"

.6 .7 1

8" 9' - 8 5/8" 8"

1"1"

B/ HSS EL. 124'-10"(16'-10" AFF)

STEEL JOIST SEE PLAN


METAL ROOF DECK

WF BEAM SEE PLAN

C7x12.25 CONT.

6" METAL STUDFRAMING SEEARCH.

L4x4x1/4 CONT.

L4x4x1/4 CONT.

HSS SEE PLAN

METAL STUDSTEEL FRAMING

HSS BEAM SEE PLAN

B/STEEL EL. 123'-4"(115'-4" AFF)

T/JOIST EL.=SEE PLAN

4"

1.1

BEYOND

7 5/8"

B/STEEL EL. 118'-4"(110'-4" AFF)

1"

STOREFRONT

HSS10x6x1/4 TOMATCH ABOVE

.6 .7

7"

L4x4x1/4 CONT.

METAL DECK NOTSHOWN FOR CLARITY

WF BEAMSEE PLAN

HSS COLUMNSEE PLAN

COL. FTG. - SEE PLANCENTER FTG. ON COL.CENTER LINE U.N.O.

NOTE: OMIT PILASTER IFTOP OF FTG. ELEV. IS 8"BELOW FIN. FLOOR

16" X 16" CONC. PIER REINF.W/ (4) #6 VERT. REBAR(DRILL & DOWEL INTO FTGW/HILTI HY 150 ADHESIVE) &#3 TIES (3 @ 4" O.C. IN TOP12" & BALANCE @ 12" O.C.

CONT. WALL FOOTING - SEEPLAN (RUN CONT. WALL REINF.THRU ISOLATED FTG).

EQ

EQ

SEEPLAN

NEW FTG. - SEEPLAN

16" X 16" CONC. PIER- SEE DETAIL 19/S4.0

12" CMU

4" CMU

TYP. COL. BASE PROVIDE 3"MIN. CONCRETE COVEROVER COL. BASE PLATE

SLAB ON GRADE-SEESLAB SCHEDULE

SE

E P

LA

N N

OT

ES

FINISHEDGRADE

T/PIER = 99'-4"

A A

A - A

8 5/8"

8 5/8"

11 5/8"

4"

1' - 2"

1 1/2"

EXIST. CONT. FTG.

2

6 5

/8"

8" 1' - 6"

10877 WATSON ROAD

ST. LOUIS, MO 63127

PROJECT MANAGERS



PR

OJE

CT

No:

DR

AW

N B

Y:

CH

EC

KE

D B

Y:



06/11/07

DRAWING NUMBER:

RE

VIS

ION

SD

AT

ED

ES

CR

IPT

ION

RE

V

LY

CO

MIN

G C

RO

SS

ING

SH

OP

PIN

G C

EN

TE

RM

UN

CY

TO

WN

SH

IP, L

YC

OM

ING

CO

UN

TY

, PA

VIS

ION

PR

OP

ER

TIE

S, L

LC

SH

ELL

DO

CU

ME

NT

S

S4.1

907132

MJP

MJP

FO

UN

DA

TIO

N D

ET

AIL

S

SCALE = 1/2" = 1'-0"S4.1

ROSS CANOPY PILASTER1

SCALE = 1/2" = 1'-0"S4.1

BBB CANOPY PILASTER2

SCALE = 1/2" = 1'-0"S4.1

CONTINUOUS FTG @ ZERO LOT LINE3

SCALE = 1/2" = 1'-0"S4.1

SPREAD FTG @ ZERO LOT LINE4


SCALE = 1/2" = 1'-0"S4.1

SECTION @ MICHAELS CANOPY PILASTER5

06/2

2/0

7A

DD

EN

DU

M 1

1

11

1

2

2

SCALE = 1/2" = 1'-0"S4.1

SECTION @ WALL AT ROSS CANOPY6

2

2

2

BU

LL

ET

IN 1

207/1

1/0

7

BU

LL

ET

IN 2

307/2

4/0

7

3

3

33

3

BU

LL

ET

IN 3

408/0

3/0

7

4

4

4

SCALE = 3/4" = 1'-0"S4.1

SECTION @ MICHAELS ENTRANCE7

4

SCALE = 3/4" = 1'-0"S4.1

SECTION @ MICHAELS CANOPY8

4

5

BU

LL

ET

IN 5

508/1

7/0

7

6

BU

LL

ET

IN 8

611/0

8/0

7

6

SCALE = 1/2" = 1'-0"S4.1

NEW PILASTER DETAIL9

6

7

BU

LL

ET

IN 1

07

11/2

9/0

7

12" CONCRETEBLOCK

SLAB ON GRADE -SEE SLAB SCHEDULE

#5 REBAR @ 48" O.C.WHERE "H" ISGREATER THAN 2'-0"


(2) #4 CONT.


SLAB OR FINISHGRADE


SE

E P

LA

N N

OT

ES

WO

RK

BLO

CK

8"

MIN

.

2' - 0"

"H"

BRICK VENEER ONLYWHERE OCCURS-SEE PLAN/ARCH.

4" CMUBELOWGRADE

3"1' -

0"

2' - 4"

8"

3"8 5/8" VERIFY W/ARCH.

2"

MICHAEL'S F.F.

BBB F.F.

3" 3"

1' -

4"

3' - 0"

2' -

0"

12" CONCRETEBLOCK


#5 REBAR @ 48" O.C.


(4) #4 CONT.




12" CONCRETEBLOCK

(2) #6 EACH CELL TYP. INGROUTED CELLS FULL HGT.

CONT. WALL FOOTING- SEE PLAN

2'-0"

MIN

.2'-0"

MIN

.

12" CMU LOAD BEARING WALL-SEE SCHEDULE FOR TYP. REINF.

8"

2' - 4"

TRUCK SLAB - SEE SCHEDULE

TURN DOWN W.W.F.

(2) #4 CONT.

FIN. PAVEMENT

SE

E P

LA

N N

OT

ES

1'-6"

MIN

.

SLAB ON GRADE

#4 DOWELS@ 24" O.C.

2'-0"

FINISH FLOOR

8"


NOTE:SEE SECTION 1/S4.0FOR BALANCE OF INFO.

EXTERIOR FACE OF12" CMU (BEYOND)

1/2" PREMOLDEDFILLER

SLAB ON GRADE-SEE SCHEDULE

#4 DOWELS @ 24" O.C.

8" OR 12" CMU

2' - 4"

3"

CLR

.

1' -

0"

8"

SE

E P

LA

N N

OT

ES #5 @ 12" O.C. EACH WAY,

EACH FACE

#4 x AT 12" O.C.


SE

E A

RC

H.

2'-0"

2'-0"

(3) #5 CONT.

2'-0"

2'-0"

+98'-4 1/2" #4 BAR CONT.THREE SIDES

#4 @ 12" O.C.

+98'-4"

SLOPE

VE

RIF

Y

FINISH FLOOREL. = 100'-0"

L4x4x1/4 x CONT.(GALV.) W/1/2"Ø x 5"STUD ANCHORS @ 24"O.C. (TYP @ EDGES)

#4 @ 16" O.C.EACH WAY

#5 x @ 12" O.C.EACH FACE

#5 @ 32" O.C.

7 5/8" 4 3/8"

1' - 0"

2' - 4"

8" 1' - 0" 8"

1' -

0"

3"

2"2"

6" 6"

1' -

7 1

/2"

1' -

8"

SLOPE

(2) #5 CONT.

CONC. SLAB - SEESLAB SCHEDULE

(2) #4 CONT.

FINISH FLOOR

1' - 6"

3"

1' -

0"

3"

8" CONCRETEBLOCK

4" INT. SLAB ONGRADE - SEE SLABSCHEDULE

(2) #5 CONT.

GROUT ALL CELLSSOLID BELOW GRADE

SLAB ORFINISH GRADE

SEE MASONRY WALLSCHEDULE ON SHEETS02 FOR WALL REINF.

#4 REBAR TOMATCH VERT.ALTERNATE HKS.

2' - 0"

3"

CLR

.

1' -

0"

EQ EQ




F.F. EL. SEE PLAN

DEMISING WALL -SEE ARCH.

12" CONCRETE BLOCK

#4 REBAR @ 48" O.C.

#5 @ 48" O.C. VERT.

2'-0"2'-0"


F.F. EL. SEE PLAN

4"


NOTE: OMIT PILASTER IFTOP OF FTG. ELEV. IS 8"BELOW FIN. FLOOR

16" X 16" CONC. PIER REINF.W/ (4) #6 VERT. REBAR & #3TIES (3 @ 4" O.C. IN TOP 12"& BALANCE @ 12" O.C.

CONT. WALL FOOTING - SEEPLAN (RUN CONT. WALL REINF.THRU ISOLATED FTG).

EQ

EQ

SEEPLAN

FTG. - SEE PLAN

16" X 16" CONC. PIER

12" CMU

4" CMU



SE

E P

LA

N N

OT

ES

FINISHEDGRADE

T/PIER = 99'-4"

A A

A - A

8 5/8"

8 5/8"

11 5/8"

4"

1' - 2"

1 1/2"

CONT. FTG. BEYOND-MERGE FOUNDATIONS

2

3"

1'-0"

3"

CLR

.

8"

2'-0"

SE

E P

LA

N

2'-0"

10"

6" CONC. SLAB ON GRADEW/ # 4 @ 12" O.C. E.W.OVER 4" GRAVEL SUBBASE

#4 REBAR@ 48" O.C.

#5 @ 48" O.C. VERT.

HANDRAIL - SEE ARCH.

8"CONC. STEMWALL

#4 DOWEL @ 48" O.C.TO MATCH VERT.REINF., ALTERNATEHOOKS

(2) - #4 REBARCONT.

NO

TE

S

CONCRETE LANDING

SIDEWALK ORFINISH GRADE

4"

3/4" CHAMFER

2'-0"

2'-0"

6"

8"

SE

E P

LA

N

COMPACTEDSUBGRADE

(2) - #4 CONT.

6" CONC. SLAB ON GRADEW/ # 4 @ 12" O.C. E.W.OVER 4" GRAVEL SUBBASE

NOTES:1.) SEE ARCH. FOR STAIR DIMS.2.) DOWEL LANDING INTO SLAB

ON GRADE W/ #4 @ 12" O.C.

(1) - #4 NOSING (TYP.)

ALUMINUM NOSING- SEE ARCH DWGS.

RAILING - SEE ARCH.

NO

TE

S

8" CMU

#5 REBAR @ 32" O.C.WHERE "H" IS GREATERTHAN 2'-0"


(3) #4 CONT.

SLAB SEESCHEDULE

1' -

0"

3' - 0"

T/ WALLSEE ARCH

3"

8" BOND BEAM

SLAB SEESCHEDULE

12" CONCRETEBLOCK




(3) #4 CONT.


SLAB OR FINISHGRADE


2' - 0"

1' -

0"

3' - 8"

8"

7 5/8"

1

SE

E P

LA

N N

OT

ES

"H"

1' - 4" 11 5/8"METAL STUD -SEE ARCH

BRICK OR BRICKVENEER - SEEARCH

#4@12" O.C. EAWAY EA FACE

#4 REBAR TOMATCH VERT.

#5@24" O.C.

31


NOTE: OMIT PILASTER IFTOP OF FTG. ELEV.= 99'-4"

16" X 16" CONC. PIER REINF.W/ (4) #6 VERT. REBAR & #3TIES (3 @ 4" O.C. IN TOP 12"& BALANCE @ 12" O.C.

EQ

EQ

FTG. - SEE PLAN

16" X 16" CONC. PIER



SE

E P

LA

N N

OT

ES

T/PIER = 8" BELOWREPECTIVE F.F.ELEVATION, TYP.

A A

A - A


SE

E P

LA

N N

OT

ES #5 @ 12" O.C. EACH WAY,

EACH FACE


SE

E A

RC

H.

2'-0"

2'-0"

(3) #5 CONT.

2'-0"

(2) #5CONTINUOUS

2'-0"


#5 @ 32" O.C.

4 3/8" 7 5/8"

1' - 0"

2' - 4"

8" 1' - 0" 8"

1' -

0"

3"

2"2"

SLOPE

SLAB ON GRADESEE SCHEDULE

MICHAELS F.F.EL. 0'-0"

L4x4x1/4 x CONT.(GALV.) W/1/2"Ø x 5"STUD ANCHORS @24" O.C. (TYP @ EDGES)

12" CMUBEYOND

SE

E P

LA

N N

OT

ES

#5 REBAR TO MATCH VERT.


SE

E A

RC

H.

2'-0"

2'-0"

(3) #5 CONT.

(2) #5CONTINUOUS

#4 @ 16" O.C.EACH WAY


#5 @ 32" O.C.

4"

2' - 4"

1' -

0"

3"

SLOPE

SLAB ON GRADESEE SCHEDULE

F.F. EL. 0'-0"

SEE MASONRY WALLSCHEDULE ON SHEET S02FOR WALL REINFORCEMENT

GROU ALL CELLS BELOWGRADE

TRUCK SLABSEE SCHEDULE

7 5/8"

11 5/8"

8"

34

4"

12" CMU BEYOND

L4x4x1/4 x CONT.(GALV.) W/1/2"Ø x 5"STUD ANCHORS @24" O.C. (TYP @ EDGES)

BBB F.F.

1' -

0"

2' - 0"

12" CONCRETEBLOCK


#5 REBAR @ 24" O.C.

#4 REBAR TOMATCH VERT.ALTERNATE HKS.

(3) #4 CONT.


CURB TO MATCH INTERIORFACE OF STOREFRONT


CONC. CURB W/#5 CONT. -SEE ARCH

#5@24" O.C.

2'-0"

7 5/8" 4"

#5 CONT. 3" CLR.

1

2'-0"

EXTERIOR FACEOF WALL


THERMOPLASTICWATERSTOPCONTINUOUS -SEE ARCH

#4 DOWELS@ 24" O.C.

BBB F.F.

12" CONCRETEBLOCK


GROUT ALL CELLSAND VOID SOLIDBELOW FINISH FLOOR


CONC. CURB W/#5 CONT. -SEE ARCH

7 5/8" 4"

1

EXTERIOR FACEOF WALL


1.1

11"

1' -

0"

4

#4 REBAR TOMATCH VERT.ALTERNATE HKS. SEE SCHEDULE FOR

FOOTING SIZE &REINFORCING

SEE PLAN

18"x18" CONC. PILASTERREINF. W/(4) #5 VERT. &#4 TIES @ 8" O.C.

14"MIN

10877 WATSON ROAD

ST. LOUIS, MO 63127

PROJECT MANAGERS



PR

OJE

CT

No:

DR

AW

N B

Y:

CH

EC

KE

D B

Y:



06/11/07

DRAWING NUMBER:

RE

VIS

ION

SD

AT

ED

ES

CR

IPT

ION

RE

V

LY

CO

MIN

G C

RO

SS

ING

SH

OP

PIN

G C

EN

TE

RM

UN

CY

TO

WN

SH

IP, L

YC

OM

ING

CO

UN

TY

, PA

VIS

ION

PR

OP

ER

TIE

S, L

LC

SH

ELL

DO

CU

ME

NT

S

S4.0

907132

MJP

MJP

FO

UN

DA

TIO

N D

ET

AIL

S

SCALE = 1/2" = 1'-0"S4.0

SECTION @ EXTERIOR WALL FDN1

SCALE = 1/2" = 1'-0"S4.0

COMMON FOOTING DETAIL2

SCALE = 1/2" = 1'-0"S4.0

PLAN AT GIRDER BEARING4

SCALE = 3/4" = 1'-0"S4.0

SECTION @ TURN DOWN SLAB5

SCALE = 1/2" = 1'-0"S4.0

TYP. SECTION @ DOOR OPENING7

SCALE = 1/2" = 1'-0"S4.0

SECTION @ LOADING DOCK8

SCALE = 3/4" = 1'-0"S4.0

SECTION @ THICKEN SLAB12

SCALE = 1/2" = 1'-0"S4.0

SECTION @ 8" CMU WALL15

SCALE = 1/2" = 1'-0"S4.0

SECTION @ DEMISING WALL18

SCALE = 1/2" = 1'-0"S4.0

TYP. PILASTER DETAIL19

SCALE = 1/2" = 1'-0"S4.0

SECTION @ EXT. STAIR/RAMP WELL13


SCALE = 1/2" = 1'-0"S4.0

SECTION @ EXTERIOR STAIR6

SCALE = 1/2" = 1'-0"S4.0

SCREENWALL DETAIL9

06/2

2/0

7A

DD

EN

DU

M 1

1

1

1

SCALE = 1/2" = 1'-0"S4.0

WALL SECTION @ PILASTER3

2

2

2

SCALE = 1/2" = 1'-0"S4.0

TYP. INTERIOR PILASTER DETAIL14

2

2

07/1

1/0

7B

UL

LE

TIN

12

3

SCALE = 1/2" = 1'-0"S4.0

SECTION @ C.I.P. LOADING DOCK11

07/2

4/0

7B

UL

LE

TIN

23

3

SCALE = 1/2" = 1'-0"S4.0

SECTION @ CMU LOADING DOCK16

SCALE = 1/2" = 1'-0"S4.0

BBB STOREFRONT WALL10

SCALE = 1/2" = 1'-0"S4.0

BBB FRONT ENTRY COLUMN17

4

4

08/0

3/0

7B

UL

LE

TIN

34

4

4

5

11/0

8/0

7B

UL

LE

TIN

85

03/0

5/0

8B

UL

LE

TIN

13

6

6

12" CMU WALL - SEEMASONRY WALL SCHEDULE(SHEET. S2.0) FOR REINFORCEMENT

12" BOND BEAM W/(2) #5 CONT.

STEEL JOIST -SEE PLAN

METAL DECK- WELDTO JOIST/HSS PERROOF PLAN NOTEST.O.S.

EL. = SEE PLAN

1/8

PL 3/8"x5"x1'-0" w/ (2) 1/2" DIA. x 5"H.D.A.S. AT EACH JOIST AND MIDPOINTOF JOISTS (3'-0" O.C. MAX.). LOCATEEDGE OF BEARING PLATE 1/2" FROMINSIDE FACE OF CMU WALL

11 5/8"

T/CMUEL. = SEE ARCH

4" MIN.

EACH SIDE

HSS2 1/2 x 2 1/2 x 1/4BETWEEN JOISTS

EACHSIDE @PLATE 1/4

L4x4x1/4" xCONT. SPLICE@ EMBED PLATES

METAL DECK - WELDTO ANGLE

BOND BEAM W/(2) #5 CONT.

12" CMU

SEE MASONRYREINF. SCHEDULEFOR WALL REINF.


T.O.M. EL. VARIESSEE ARCH.

JOISTS -SEE PLAN

3/16TOP & BOT

PL 3/8x5x12" W/ (2) 1/2" DIA. x 5"H.D.A.S. STUDS @ 4'-0" O.C.

GROUT ALLCELLS SOLIDTHIS AREA


4" TYP

7"

JOIST

1' -

4"

TY

P

ST

EP

BO

ND

BE

AM

AS

NE

ED

ED

L4"x3"x1/4" (LLH) x CONT. WELDHORIZ. LEG ONLY W/ PARTIALPENETRATION WELD W/ EFFECTIVETHROAT EQUAL TO THICKNESS OFANGLE @ FIELD SPLICES. LAP EA.END 6" OVER L4x4 USE FULL PENWELD TO LEDGER ANGLE - SEESECT. 3/S3.2

JOIST GIRDEROR WF BEAM -SEE PLAN

JOIST -SEE PLAN

JOIST -SEE PLAN

METAL DECK -WELD TO ANGLEAND JOIST

TYP. @EA. JST.3/16

11 5/8"METAL DECK - WELDTO ANGLE


12" CMU

SEE FOUNDATION PLANFOR HORIZONTAL ANDVERTICAL WALL REINF.


T.O.M. EL. VARIESSEE ARCH.

JOIST GIRDER- SEE PLAN

PLATE 8"x12"x1 1/4" W/(4) 3/4" DIA. HEADEDSTUDS x 6" LONG

11 5/8"

1' - 3 5/8"

2

LO

CA

TE

BO

ND

BE

AM

AT

FIR

ST

FU

LL

CO

UR

SE

BE

LO

WG

IRD

ER

BE

AR

ING

-LA

P S

TE

PP

ED

BO

ND

BE

AM

S 4

'-8"

TY

P.

1/2"

EQ EQ

3

GR

OU

T S

OLID

L4x4x1/4" CONT. (USE FULL PEN.WELD @ FIELD SPLICES) W/ 3/4"DIA. ANCHOR RODS @ 2'-0" O.C.

METAL DECK -WELD TO ANGLE


12" CMU- SEE SCHEDULE FORVERTICAL AND HORIZONTALWALL REINFORCING

JOIST -SEE PLAN

T.O.M. EL. = SEE ARCH

T.O.S. EL. = SEE PLAN

EXTENDED JOIST BOTTOM CHORD ATJOIST OCCURING AT COLUMNS. DO NOTWELD JOIST TO L6x6

EL. = 123'-4" A THRU E

GROUT ALL CELLS SOLIDTHIS AREA, INCLUDINGJOIST POCKET

11 5/8"

EL. = 128'-8" E THRU H.9

EL. = 132'-8" I THRU P

L6x6x3/8 x 0'-8" STABILIZER AT EACH JOISTWHICH OCCURS AT A COLUMN. ANCHORSTABILIZER TO WALL WITH (2) - 1/2" Ø HILTIHIT-I HY 20 ADHESIVE ANCHORS W/ 2"EMBED. INSTALL PER MANUFACTURER'SWRITTEN INSTRUCTIONS. DO NOT WELDJOIST TO STABILIZER PLATE.


1/2"

PL. 3/8"x 5"x12" W/ (2) 1/2"DIA. x 5" H.D.A.S. LOCATEEDGE OF BEARING PLATE1/2" FROM INSIDE FACE OFCMU WALL

7 5/8"

1

12" CONCRETEBLOCK

SEE MASONRY WALLSCHEDULE ON SHEETS2.1 FOR WALL REINF.

TRUSS TYPE HORIZ. JOINTREINF. @ 16" O.C.

T.O. WF BEAMEL. 112'-1"

T.O. MASONRYEL. 112'-2"

WF BEAMSEE PLAN

8" CONCRETEBLOCK

T.O. MASONRYEL. 112'-0"

5

4' - 7 5/8"

5.4

11' - 10 3/8"

4' - 8 5/8"2' - 6 1/8"

3"

BEAM

L4x4x1/4 x CONT ATTACH TO CMUW/5/8"DIA HILTI HAS 200 SET IN HILTIHY150 ADHESIVE EMBED 6

8" BOND BEAMW/(1)#5 HORIZ

WOOD BLOCKINGSEE ARCH

METAL ROOF DECK

12" CONCRETEBLOCK


TRUSS TYPE HORIZ. JOINTREINF. @ 16" O.C.

WF BEAMSEE PLAN

8" CONCRETEBLOCK

T.O. MASONRY EL. 112'-8"

B

4"

T.O. BEAMEL. 112'-1"

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

8" BOND BEAMW/(1) #5 HORIZ.

METAL DECK - WELD TOANGLE & WF BEAM PERROOF PLAN NOTES

3

GR

OU

T A

LL

CE

LLS

SO

LID

TH

IS A

RE

A

1/2"x5"x12" PLATEW/(2) 1/2"DIA x6"HEADED STUDS TYP


L4x4x1/4 x CONTATTACH TO CMU W/5/8"DIAHILTI HAS ROD SET IN HILTIHY150 ADHESIVE EMBED 6"


GR

OU

T A

LL

CE

LLS

SO

LID

TH

IS A

RE

A3

B/BOND BEAMEL. 108'-0"

E

W16x31

WF - SEE PLAN

METAL STUD- SEE ARCH.

STEEL JOISTSEE PLAN

STEEL JOISTSEE PLAN

3/16 1 1/2@12L4x3 TO WF

3/16L4x3 TO C6

METALROOF DECK

METAL ROOF DECK-WELD TO ANGLE PERROOF PLAN NOTES

T.O.S. VARIES

10

S5.0

8" METAL STUDS@ 16" O.C.

L4x3x1/4 (LLV) CONT.ATTACH TO 8 " STUDS W/(2) #10 SCREWS TYP.

3/16

TYPEACH

SIDE OFC8

L4x3x1/4 (LLH) CONT.

16GAx2" STRAPSDIAGONAL X-BRACING

CONT. 8" METAL STUDBOX HEADER

C12x20.7x 8" LONG@ 4'-0" O.C.

C6x8.2x 8" LONG@ 4'-0" O.C.

8" METAL STUD

1' -

6"

MIN

.1' -

6"

MIN

.

2 1/2" METAL STUD-LAP/ATTACH W/(4) #10 SCREWS TO 8"STUDS AS SHOWN

3"

3/16

TYPEACH

SIDE OFC8

.6 1

7"

HSS- SEE PLAN

L4x4x1/4x CONT.

L4x4x1/4 x CONT.

4" 4"

METAL ROOFDECK



12" CMU WALL

12" BOND BEAM

6" METAL STUDBRACING -SEE ARCH.

BEAM

3/8"x5"x1'-0" PLATEW/(2) 1/2"DIA x 5"HEADED STUD

T/JOIST EL.=SEE PLAN

B/HSS BEAM = 124'-10"(16'-10" A.F.F.)B/HSS8x8 NEAR 0.7= 123'-10" (15'-10" A.F.F.)

C7 CONT. IF. REQ'D

L4x3x1/4 CONT. (LLV)IF REQ'D

6" METAL STUDFRAMING -SEE ARCH.

T/JOIST EL. 133'-7"

C7x12.25CONT.

6" METAL STUDFRAMING -SEE ARCH.

B/FRAMINGSEE ARCH.

HSS COLUMNBEYONDSEE PLAN

6" CANT.

10' - 4 5/8"

7 5/8"

BEAM

16"GA x2" STRAPDIAGONAL X-BRACING @ 48" O.C. TYP

4' - 0" O.C. TYP

BBB ROOFDECK

WF BEAMSEE PLAN

WF BEAMSEE PLAN

#10 TEKSCREWSTYP.

L4x3x1/4(LLV) CONT.

METAL STUDS @ 16" O.C.TYP.SEE ARCH.

PETCO ROOFDECK

C12x20.7 8" LONG@ 4'-0" O.C. MAX

8" METALSTUDS, TYP.

2 1/2" METALSTUDS, TYP.

2

SEE PLAN

WF BEAM -SEE PLAN

WF BEAM -SEE PLAN

HSS COLUMN -SEE PLAN

METAL DECK -SEE PLAN

STANDARDCONNECTIONTYP.

PETCO STEELGIRDER -SEE PLAN

BBB STEELGIRDER BEYOND -SEE PLAN

B/PL EL. 111'-0"

WF BEAM -SEE PLAN


12" CMU WALL -SEE SCHEDULE FORREINFORCEMENT

3/8"x11 1/4 PLATE

BOND BEAMW/ (2)#5

STEEL STUDSBRACINGSEE ARCH

1.1

SEEARCH.

1

8"1

ROOF DECK

2 3

/8"

BOND BEAMW/ (2)#5

SEE DETAIL 1/S5.0FOR BEARINGDETAIL

1

B/PL EL. 114'-0"

WF BEAM -SEE PLAN


12" CMU WALL -SEE SCHEDULE FORREINFORCEMENT

3/8"x11 1/4 PLATE

BOND BEAMW/ (2)#5

STEEL STUDSSEE ARCH

1.1

7 5/8" 4"

8"1

SEEARCH.

BOND BEAMW/ (2)#5

4" CMU

ROOF DECK

SLOPE

6"

SEE DETAIL 1/S5.0FOR BEARINGDETAIL

1/2"

10877 WATSON ROAD

ST. LOUIS, MO 63127

PROJECT MANAGERS



PR

OJE

CT

No:

DR

AW

N B

Y:

CH

EC

KE

D B

Y:



06/11/07

DRAWING NUMBER:

RE

VIS

ION

SD

AT

ED

ES

CR

IPT

ION

RE

V

LY

CO

MIN

G C

RO

SS

ING

SH

OP

PIN

G C

EN

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RM

UN

CY

TO

WN

SH

IP, L

YC

OM

ING

CO

UN

TY

, PA

VIS

ION

PR

OP

ER

TIE

S, L

LC

SH

ELL

DO

CU

ME

NT

S

S5.0

907132

SY

MJP

RO

OF

PLA

N D

ET

AIL

S

SCALE = 3/4" = 1'-0"S5.0

EXTERIOR WALL SECTION AT GUTTER2

SCALE = 3/4" = 1'-0"S5.0

EXTERIOR WALL SECTION3

SCALE = 3/4" = 1'-0"S5.0

JOIST BEARING AT GIRDER4

SCALE = 3/4" = 1'-0"S5.0

EXTERIOR WALL SECTION AT GIRDER5

SCALE = 3/4" = 1'-0"S5.0

TYP. FRONT WALL DETAIL1

SCALE = 3/4" = 1'-0"S5.0

SECTION AT FAMOUS FOOTWEAR WALL6

SCALE = 3/4" = 1'-0"S5.0

SECTION AT FAMOUS FOOTWEAR WALL7

SCALE = 3/4" = 1'-0"S5.0

BBB/PETCO ROOF STEP8

SCALE = 3/4" = 1'-0"S5.0

SECTION @ MICHAEL'S CANOPY9


SCALE = 3/4" = 1'-0"S5.0

SECTION @ DIAGONAL X-BRACING10

06/2

2/0

7A

DD

EN

DU

M 1

1

1

1

1

111

1

1

11

1

1

1

1

2

2

2

2

2

2

2

2

SCALE = 1/2" = 1'-0"S5.0

SECTION @ COLUMNS ALONG LINE E11

2

07/1

1/0

7B

UL

LE

TIN

12

3 4

4

SCALE = 3/4" = 1'-0"S5.0

SECTION @ FAMOUS FOOTWEARENTRANCE12

SCALE = 3/4" = 1'-0"S5.0

SECTION @ PETCO ENTRANCE13

3

08/0

3/0

7B

UL

LE

TIN

33

4

11/0

8/0

7B

UL

LE

TIN

84

4

4

4

4

4

4

4

03/0

5/0

8B

UL

LE

TIN

13

5

5

5

5

.4 .5 1

HSS8x6x3/8w/L3x3x1/4 CONT.

BEAM

4" TYP

METAL STUDFRAMING- SEE ARCH

T.O.FRAMINGEL. SEE ARCH.

METAL STUDDIAGONAL BRACING


1' - 5" 11' - 3 5/8"

4"

ROOF DECK

ROOF SLOPE DN

WF BEAM -SEE PLAN

B/HSSEL. =124'-2 1/8"

HSS COLUMNSEE PLAN(BEYOND)

WF BEAM -SEE PLAN

8" METALSTUD FRAMING- SEE ARCH

HSS2 1/2"x2 1/2"x1/4"BETWEEN JOISTS

T.O. JOIST EL.=SEE PLAN

T.O. JOIST EL.=SEE PLAN


L4x3x1/4(LLV)

12' - 8 5/8"

L4x4x1/4(LLV)

1.1

2"

8"

HSS6x4x1/4-G.1 THRU H.2

L3x3x1/4 CONT.-G.1 THRU H.2

HSS6x4x1/4-G.1 THRU H.2

B/HSS EL. =123'-6"(18'-2" A.F.F.)

B/HSS EL. =116'-8"(11'-4" A.F.F.)

.3 1

8"14' - 5 1/8"

WF BEAM -SEE PLAN

WF BEAMSEE PLAN

12" CMU



STEELJOIST

T/BEAM EL.133'-4 1/2"

HSS COLUMNBEYOND- SEE PLAN

STUD FRAMING -SEE PLAN

T/CMU EL. 130'-0" AFF

T.O.S. EL.= SEE PLAN


METAL DECK

METAL STUD BRACING- SEE ARCH.

B/FRAMING EL. 119'-6" AFF

MC12x20.7 x CONT.- WELDEACH SID ETO BEAM

8" CMU

2 1/2"

12" CMU BOND BEAMW/(2) #5 CONT.

1' - 4" VERIFY W/ARCH.

12" CMU BONDBEAM W/(2) #5 CONT.

.4 .5 1

BEAM

T.O.S. EL.= SEE PLAN

T.O. STEEL EL.=SEE PLAN

L4x3x1/4(LLV)

WF BEAM -SEE PLAN

METAL DECK -SEE PLAN

11' - 3 5/8"4 3/4"

HSS COLUMNSEE PLAN

6" METAL STUDSEE ARCH

8" METAL STUDSEE ARCH

STELL JOIST-SEE PLAN

12" CMU

1/2"x5"x12" PLATEW/(2) 1/2"ø x 6"HEADED STUDS TYP



8"

ROOF SLOPE DN

WF BEAM -SEE PLAN

STANDARDCONNECTION

1/2"

HSS2 1/2"x2 1/2"x1/4"BETWEEN JOISTS

.2 115' - 3 1/8" 8"

HSS COLUMN -SEE PLAN

WF BEAM -SEE PLAN



WF BEAM -SEE PLAN

STEEL COLUMN(BEYOND)SEE PLAN-

HSS BEAM - SEE PLAN

METAL STUDS FRAMINGSEE ARCH.

B/FRAMING EL. 119' 6"

T/JOIST EL. 133'- 7"

METAL STUDS FRAMINGSEE ARCH.

T/ BEAM EL. = 126'-4 1/8"

4 3/4"

T/JOIST EL.=METAL ROOF DECK

1.1

MC12x20.7 x CONT.- WELDEACH SID ETO BEAM




PROJECT No:

DRAWN BY:

CHECKED BY:



06/11/07

DRAWING NUMBER:

REVISIONS

DATE

DESCRIPTION

REV




SHELL DOCUMENTS

S5.1

907132

SY

MJP

ROOF PLAN DETAILS

SCALE = 3/4" = 1'-0"S5.1

BBB CANOPY SECTION1

SCALE = 3/4" = 1'-0"S5.1

ROSS CANOPY SECTION5

SCALE = 3/4" = 1'-0"S5.1

SECTION @ BBB CANOPY BEAM2

SCALE = 3/4" = 1'-0"S5.1

SECTION @ ROSS ENTRY CANOPY8


06/22/07

ADDENDUM 1

1

1

1

1

1

2

2

2

2

2

2

07/11/07

BULLETIN 1

2

3

08/03/07

BULLETIN 3

3

08/17/07

BULLETIN 5

4

4

11/08/07

BULLETIN 8

5

5

5

5

5

5

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