1.
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.
2.
3.
4.
5.
6.
7.
8.
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,
5.8
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
1.
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"
4.
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8.
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"
10.
9.
3.
THE MINIMUM PORTLAND CEMENT CONTENT (ASTM C150) OF ALLCONCRETE SHALL CONFORM TO THE FOLLOWING TABLE. (FLY ASH NOTPERMITTED)
7.
BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES, ETC. BELOWGRADE SHALL BE COVERED WITH A MINIMUM OF 3" OF CONCRETE.
11.
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
2.
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
5.
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.
13.
REINFORCED MASONRY:
1.
SPLICED REINFORCING BARS SHALL BE LAPPED A MINIMUM OF 72 BARDIAMETERS BASED ON THE MAXIMUM ALLOWABLE STRESS.
3.
8.
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.
4.
5.
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.
16.
2.
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.
9.
6.
ALL BOLTS, ANCHORS, ETC., INSERTED IN THE WALLS, SHALL BEGROUTED SOLID INTO POSITION.
10.
7.
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.
11.
13.
12.
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.
15.
STRUCTURAL STEEL:
1.
5.
2.
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.
4.
3.
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.
6.
ALL STRUCTURAL STEEL SUPPORTING JOISTS FORTY FEET (40') AND LONGERMUST BE FABRICATED TO ALLOW FOR BOLTED CONNECTION (COORDINATEWITH JOIST SUPPLIER).
7.
STEEL JOIST GIRDERS:
1.
12.
9.
4.
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10.
NO OTHER LOADS SHALL BE PLACED ON THE JOIST GIRDER UNTIL THE STEELJOISTS BEARING ON THIS GIRDER ARE IN PLACE AND ATTACHED THERETO.
7.
6.
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).
2.
3.
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.
11.
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.
1.
STEEL JOISTS:
13.
5.
4.
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.
6.
14.
12.
10.
11.
9.
8.
7.
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.
2.
3.
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:
1.
3.
4.
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
(4) ANCHOR BOLTBASE PLATE
1 1
/2"
1 1/2" TYP.
EQ EQ
COL
COL
(4) ANCHOR BOLTBASE PLATE
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
Professional of record practicing as individual.
PROFESSIONAL OF RECORD
PR
OJE
CT
No:
DR
AW
N B
Y:
CH
EC
KE
D B
Y:
ISSUED FOR PRELIMINARYREVIEW04/20/07
ISSUED FOR BID AND PERMIT
06/11/07
DRAWING NUMBER:
RE
VIS
ION
SD
AT
ED
ES
CR
IPT
ION
RE
V
LY
CO
MIN
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SS
ING
SH
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, PA
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LC
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DO
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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
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL 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
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
CONSTRUCTION ORCONTROL JOINT
CONTROL JOINT
CO
NS
TR
UC
TIO
N O
RC
ON
TR
OL J
OIN
T
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
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
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
12" #6 @ 48" O.C. SEE NOTE BELOW
12" #6 @ 40" O.C. SEE NOTE BELOW
SKEWED DOCKWALLS: D.7,G.8, I.4, O.6
12" #6 @ 48" O.C. SEE NOTE BELOW
SCREENWALLS
GRID LINES:A, B, E, H.9,I, L, P
8" #6 @ 32" O.C. SEE NOTE BELOW
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
4" GRANULAR SUBBASE**
** 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
Professional of record practicing as individual.
PROFESSIONAL OF RECORD
PR
OJE
CT
No:
DR
AW
N B
Y:
CH
EC
KE
D B
Y:
ISSUED FOR PRELIMINARYREVIEW04/20/07
ISSUED FOR BID AND PERMIT
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.
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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"
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
FINISH FLOORSLAB STEP
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
CONSTRUCTION ORCONTROL JOINT
CONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
CONSTRUCTION ORCONTROL JOINT
CONTROL JOINT
CONTROL JOINT
CONTROL JOINT
CONTROL JOINT
CONTROL JOINT
CONSTRUCTION ORCONTROL 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.
FINISH FLOORSLAB STEP
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.
4" INTERIORSLAB- SEESCHEDULE
4" INTERIORSLAB- SEESCHEDULE
4" INTERIORSLAB- SEESCHEDULE
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
TYP. @ COL.PILASTERS
19
S4.0
TYP. @ COL.PILASTERS
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 @ 40" O.C. SEE NOTE BELOW
12" #6 @ 48" O.C. SEE NOTE BELOWGRID LINE 6.5
12" #6 @ 48" O.C. SEE NOTE BELOW
12" #6 @ 40" O.C. SEE NOTE BELOW
SKEWED DOCKWALLS: D.7,G.8, I.4, O.6
12" #6 @ 48" O.C. SEE NOTE BELOW
SCREENWALLS
GRID LINES:A, B, E, H.9,I, L, P
8" #6 @ 32" O.C. SEE NOTE BELOW
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.
4" GRANULAR SUBBASE**
SIDEWALK 4" CONC. SLAB ON GRADEw/ 6x6 - W1.4 x W1.4 W.W.F
4" GRANULAR SUBBASE**
** 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
Professional of record practicing as individual.
PROFESSIONAL OF RECORD
PR
OJE
CT
No:
DR
AW
N B
Y:
CH
EC
KE
D B
Y:
ISSUED FOR PRELIMINARYREVIEW04/20/07
ISSUED FOR BID AND PERMIT
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.
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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.
JOIST GIRDERS/BEAMS/COLUMNS/FOOTINGS
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
W8x13 W/ 15x1/4 PLATE
W8x10 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.
W8x21 W/ 11x1/4 PLATE
W8x13 W/ 11x1/4 PLATE
W8x10 W/ 11x1/4 PLATE
(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 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
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
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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
FUTURE RTUCORNER WT.=1050 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
FUTURE RTUCORNER WT.=800 LBS
FUTURE RTUCORNER WT.=800 LBS
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.
TRIBUTARY AREA 201 TO 600 SQ. FT.
JOIST GIRDERS/BEAMS/COLUMNS/FOOTINGS
LIVE LOADS:
5.0
2.0
3.0
2.03.0
MECH. /ELEC. /FIRE PROT.
GIRDERS
JOISTS
METAL DECKINSULATION
DEAD LOADS:
METAL DECK/JOISTS =
TRIBUTARY AREA 0 TO 200 SQ. FT.
JOIST GIRDERS/BEAMS/COLUMNS/FOOTINGS
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.
W8x21 W/ 15x1/4 PLATE
W8x13 W/ 15x1/4 PLATE
W8x10 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.
W8x21 W/ 11x1/4 PLATE
W8x13 W/ 11x1/4 PLATE
W8x10 W/ 11x1/4 PLATE
(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
Professional of record practicing as individual.
PROFESSIONAL OF RECORD
PR
OJE
CT
No:
DR
AW
N B
Y:
CH
EC
KE
D B
Y:
ISSUED FOR PRELIMINARYREVIEW04/20/07
ISSUED FOR BID AND PERMIT
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
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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
SEE MASONRY WALLSCHEDULEON SHEET S02 FORWALL REINFORCEMENT
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.
CONC. FOOTING-SEE PLAN
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
1/2" PREMOLDED FILLER
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
1/2" PREMOLDED FILLER
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.)
SEE MASONRY WALLSCHEDULEON SHEET S02 FORWALL REINFORCEMENT
#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
CONC. FOOTING-SEE PLAN
#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
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)  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
Professional of record practicing as individual.
PROFESSIONAL OF RECORD
PR
OJE
CT
No:
DR
AW
N B
Y:
CH
EC
KE
D B
Y:
ISSUED FOR PRELIMINARYREVIEW04/20/07
ISSUED FOR BID AND PERMIT
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
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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"
#4 REBAR TO MATCHVERT. ALTERNATE HKS.
(2) #4 CONT.
GROUT ALL CELLS AND VOIDSOLID BELOW FINISH FLOOR
SLAB OR FINISHGRADE
SEE MASONRY WALL SCHEDULEON SHEET S02 FOR WALL REINF.
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
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.
SLAB ON GRADE -SEE SLAB SCHEDULE
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"
GROUT ALL CELLS AND VOIDSOLID BELOW FINISH FLOOR
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.
1/2" PREMOLDEDFILLER
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
GROUT ALL CELLS AND VOIDSOLID BELOW FINISH FLOOR
SLAB ON GRADE - SEESLAB SCHEDULE
SLAB ON GRADE -SEE SLAB SCHEDULE
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"
#5 REBAR @ 48" O.C.WHERE "H" ISGREATER THAN 2'-0"
F.F. EL. SEE PLAN
4"
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 & #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
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"
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"
#5 REBAR TO MATCHVERT. ALTERNATE HKS.
(3) #4 CONT.
SLAB SEESCHEDULE
1' -
0"
3' - 0"
T/ WALLSEE ARCH
3"
8" BOND BEAM
SLAB SEESCHEDULE
12" CONCRETEBLOCK
SLAB ON GRADE -SEE SLAB SCHEDULE
#5 REBAR @ 48" O.C.WHERE "H" ISGREATER THAN 2'-0"
#4 REBAR TO MATCHVERT. ALTERNATE HKS.
(3) #4 CONT.
GROUT ALL CELLS AND VOIDSOLID BELOW FINISH FLOOR
SLAB OR FINISHGRADE
SEE MASONRY WALL SCHEDULEON SHEET S02 FOR WALL REINF.
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
COL. FTG. - SEE PLANCENTER FTG. ON COL.CENTER LINE U.N.O.
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
TYP. COL. BASE PROVIDE 3"MIN. CONCRETE COVEROVER COL. BASE PLATE
SLAB ON GRADE-SEESLAB SCHEDULE
SE
E P
LA
N N
OT
ES
T/PIER = 8" BELOWREPECTIVE F.F.ELEVATION, TYP.
A A
A - A
SLAB ON GRADE-SEESLAB SCHEDULE
SE
E P
LA
N N
OT
ES #5 @ 12" O.C. EACH WAY,
EACH FACE
1/2" PREMOLDEDFILLER
SE
E A
RC
H.
2'-0"
2'-0"
(3) #5 CONT.
2'-0"
(2) #5CONTINUOUS
2'-0"
#5 x @ 12" O.C.EACH FACE
#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.
1/2" PREMOLDEDFILLER
SE
E A
RC
H.
2'-0"
2'-0"
(3) #5 CONT.
(2) #5CONTINUOUS
#4 @ 16" O.C.EACH WAY
#5 x @ 12" O.C.EACH FACE
#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
SLAB ON GRADE - SEESLAB SCHEDULE
#5 REBAR @ 24" O.C.
#4 REBAR TOMATCH VERT.ALTERNATE HKS.
(3) #4 CONT.
GROUT ALL CELLS AND VOIDSOLID BELOW FINISH FLOOR
CURB TO MATCH INTERIORFACE OF STOREFRONT
CONC. SIDEWALK - SEE SCHEDULE
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
1/2" PREMOLDEDFILLER
THERMOPLASTICWATERSTOPCONTINUOUS -SEE ARCH
#4 DOWELS@ 24" O.C.
BBB F.F.
12" CONCRETEBLOCK
SLAB ON GRADE - SEESLAB SCHEDULE
GROUT ALL CELLSAND VOID SOLIDBELOW FINISH FLOOR
CONC. SIDEWALK - SEE SCHEDULE
CONC. CURB W/#5 CONT. -SEE ARCH
7 5/8" 4"
1
EXTERIOR FACEOF WALL
1/2" PREMOLDEDFILLER
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.  TIES @ 8" O.C.
14"MIN
10877 WATSON ROAD
ST. LOUIS, MO 63127
PROJECT MANAGERS
Professional of record practicing as individual.
PROFESSIONAL OF RECORD
PR
OJE
CT
No:
DR
AW
N B
Y:
CH
EC
KE
D B
Y:
ISSUED FOR PRELIMINARYREVIEW04/20/07
ISSUED FOR BID AND PERMIT
06/11/07
DRAWING NUMBER:
RE
VIS
ION
SD
AT
ED
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CR
IPT
ION
RE
V
LY
CO
MIN
G C
RO
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SH
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SH
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CO
UN
TY
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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
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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
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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.
BOND BEAM W/(2) #5 CONT.
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
BOND BEAM W/(2) #5 CONT.
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
BOND BEAM W/(2) #5 CONT.
12" CMU
SEE FOUNDATION PLANFOR HORIZONTAL ANDVERTICAL WALL REINF.
BOND BEAM W/(2) #5 CONT.
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
BOND BEAM W/(2) #5 CONT.
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.
BOND BEAM W/(2) #5 CONT.
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
SEE MASONRY WALLSCHEDULE ON SHEETS2.1 FOR WALL REINF.
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
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"
12" BOND BEAMW/(2) #5 HORIZ.
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
STEEL JOIST -SEE PLAN
STEEL JOIST -SEE PLAN
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
STEEL JOIST -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
STEEL JOIST -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
Professional of record practicing as individual.
PROFESSIONAL OF RECORD
PR
OJE
CT
No:
DR
AW
N B
Y:
CH
EC
KE
D B
Y:
ISSUED FOR PRELIMINARYREVIEW04/20/07
ISSUED FOR BID AND PERMIT
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
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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
STEEL JOIST SEE PLAN
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
STEEL JOIST 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
SEE MASONRY WALLSCHEDULE ON SHEETS2.1 FOR WALL REINF.
12" BOND BEAMW/(2) #5 HORIZ.
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
1/2"x6"x12" PLATEW/(2) 1/2"DIA x6"HEADED STUDS TYP
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
SEE MASONRY WALLSCHEDULE ON SHEETS2.1 FOR WALL REINF.
12" BOND BEAMW/(2) #5 HORIZ.
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
STEEL JOIST -SEE PLAN
STEEL JOIST -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
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
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
JAMES C. ALBERTSLICENSE # PE029903EXP. DATE 09/30/09
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