STRUCTURAL DESIGN CRITERIA CONCRETE & … - 03..."aci 315, details and detailing of concrete reinforcement" "aci 301, specifications for structural concrete for bldgs." "aci 307, recommended

STRUCTURAL DESIGN CRITERIA

1. GOVERNING CODE: 2009 IBC

2. FLOOR LIVE LOAD (1603.1.1) N/A

3. ROOF LIVE LOAD (1603.1.2)

MINIMUM ROOF LIVE LOAD: 20 PSF

4. ROOF SNOW LOAD (1603.1.3)

GROUND SNOW LOAD: PG = 25 PSFFLAT-ROOF SNOW LOAD: PF = 17.5 PSFSNOW EXPOSURE FACTOR: CE = 1.0SNOW LOAD IMPORTANCE FACTOR: IS = 1.0THERMAL FACTOR: CT = 1.0

5. WIND DESIGN DATA (1603.1.4)

BASIC WIND SPEED (3-SECOND GUST): V3S = 90 MPHOCCUPANCY CATEGORY: IIWIND IMPORTANCE FACTOR: IW = (VALUE)WIND EXPOSURE: CINTERNAL PRESSURE COEFFICIENT: GCPI = +/- 0.55

6. EARTHQUAKE DESIGN DATA (1603.1.5)

OCCUPANCY CATEGORY: IIIMPORTANCE FACTOR: IE = 1.0

MAPPED, MCE, 5% DAMPED, SPECTRAL ACCELERATIONS:AT SHORT PERIODS: Ss = 0.193 GAT A PERIOD OF 1 SECOND: S1 = 0.067 G

SITE CLASS: C

DESIGN EARTHQUAKE SPECTRAL ACCELERATIONSAT SHORT PERIODS: SDS = 0.155 GAT A PERIOD OF 1 SECOND: SD1 = 0.076 G

SEISMIC DESIGN CATEGORY: SDC = BBASIC SEISMIC-FORCE-RESISTING-SYSTEM: SFRS = PER CONTRACTOR

7. FLOOD DESIGN DATA (1603.1.6)

BUILDING IS NOT LOCATED IN FLOOD HAZARD AREA; THEREFORE FLOODDESIGN DATA IS NOT REQUIRED

8. SPECIAL LOADS (1603.1.7)

SPECIAL LOADING CONDITIONS ARE NOT APPLICABLE TO THE DESIGN OFTHIS BUILDING; THEREFORE SPECIAL LOADS ARE NOT REQUIRED

9. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE (1603.1.8)

BUILDING IS DESIGNATED SEISMIC DESIGN CATEGORY B; THEREFORESPECIALINSPECTIONS FOR SEISMIC RESISTANCE ARE NOT REQUIRED.

FOUNDATION NOTES

NET ALLOWABLE SOIL BEARING PRESSURE = 3000 PSF PER GEOTECHNICAL REPORT.

F-1. ALL COLUMN FOOTINGS ARE TO BE CENTERED UNDER COLUMN CENTERLINES,UNLESS NOTED OR DETAILED OTHERWISE.

F-2. THE FOUNDATION CONTRACTOR SHALL FULLY REVIEW UNDER-GROUNDPLUMBING DRAWINGS AND SHALL COORDINATE WITH THE UNDER-GROUNDPLUMBING CONTRACTOR TO DEPRESS FOOTINGS AND PROVIDE PIPE SLEEVESTHROUGH FOUNDATION WALLS AS NECESSARY TO ACCOMMODATE PLUMBINGLINES OR TRAPS WHICH PENETRATE CONCRETE FOOTINGS OR FOUNDATIONS.

F-3. PROVIDE PVC SLEEVES THROUGH FOUNDATION WALLS/FOOTINGS FOR PIPE,CONDUIT, AND CABLE PENETRATIONS, INCLUDING ELECTRICAL GROUNDINGSYSTEM CABLES. SEE APPROPRIATE DRAWINGS FOR LOCATIONS/SIZES.PLACE SLEEVES IN LOCATIONS TO AVOID DISPLACING REINFORCING STEEL.

F-4. FOOTING SUBGRADES SHALL BE CLEAN AND FREE OF DEBRIS, STANDINGWATER, AND LOOSE SOIL.

F-5. COORDINATE WITH ARCHITECTURAL AND CIVIL DRAWINGS FORMISCELLANEOUS FOUNDATIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

F-6. CONTROL JOINTS IN THE CAST-IN-PLACE CONCRETE FOUNDATION WALLSSHALL BE PLACED AT SPACING NOT TO EXCEED 20' O.C. OR AS LOCATEDPER DRAWINGS AND SHOULD ALIGN WITH MASONRY CONTROL JOINTSWHERE APPLICABLE. SEE DETAIL SHEETS FOR CONTROL JOINT DETAILS.PROVIDE VERTICAL "V" GROOVE AT ALL CONSTRUCTION AND CONTROLJOINTS. CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS FORAPPROVAL.

F-7. SEE TYPICAL SLAB-ON-GRADE DETAILS FOR SLAB AND SUB-BASEREQUIREMENTS. THESE WILL BE TYPICAL THROUGHOUT UNLESS NOTEDOTHERWISE.

F-8. A LEAN CONCRETE MUD SLAB 2" TO 3" THICK SHALL BE USED IN THE FOOTINGEXCAVATION IF THE BOTTOM OF THE EXCAVATION TENDS TO BECOME MUDDYAND SOFT DUE TO CONSTRUCTION ACTIVITY. LEAN CONCRETE SHALL HAVE AMINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI.

F-9. COORDINATE GROUNDING REQUIREMENTS FOR FOUNDATION/FOOTINGREINFORCING STEEL WITH ELECTRICAL DRAWINGS. COORDINATEINSTALLATION OF GROUNDING WIRES/EQUIPMENT WITH ELECTRICALCONTRACTOR PRIOR TO CASTING CONCRETE.

CONCRETE & REINFORCING STEEL NOTES

MATERIAL PROPERTIES (U.N.O.)COMPRESSIVE STRENGTH - F'c = 4 KSICONCRETE REINFORCEMENT - Fy = 60 KSI (A615 GR 60)

CR-1. PROVIDE ONE (1) HOOKED REINFORCING BAR IN CONCRETE FLOOR SLABTO SERVE AS A “CONCRETE ENCASED ELECTRODE” IN ACCORDANCEWITH THE NATIONAL ELECTRIC CODE. COORDINATE WITH ELECTRICALCONTRACTOR FOR EXACT LOCATION. HOOKED REINFORCING BAR SHALLCONFORM TO THE FOLLOWING:

A. UNCOATED, LOW-ALLOY STEEL, CONFORMING TO ASTM A706.B. BAR SIZE NUMBER 4.C. HOOKED AT ONE END ONLY.D. MINIMUM HORIZONTAL LENGTH OF REINFORCING BAR ENCASED IN

CONCRETE SLAB SHALL BE 20’-0”.E. MINIMUM VERTICAL PROJECTION OF REINFORCING BAR HOOK ABOVE

CONCRETE SLAB SHALL BE 1’-8”.F. MINIMUM COVER ALL AROUND REINFORCING BAR SHALL BE 2”.

CR-2. ALL BAR LAPS SHALL CONFORM TO ACI 318 CLASS "B" SPLICE CRITERIA.USE TOP BAR LAP LENGTHS FOR TOP BARS IN SLABS AND BEAMS OVER14" DEEP. MINIMUM BAR LAPS AS FOLLOWS U.N.O.:

#3: 1'-4" #4: 1'-4" #5: 1'-10" #6: 2'-7" #7: 4'-2"#8: 5'-2" #9: 6'-4" #10: 7'-8" #11: 9'-0"

FOR EPOXY COATED BARS, PROVIDE 1.5 TIMES THE INDICATED LAP LENGTH.FOR TOP BARS PROVIDE 1.3 TIMES THE INDICATED LAP LENGTH.

CR-3. LAP LENGTH SHALL BE SPECIFICALLY NOTED ON SHOP DRAWINGSWHERE MORE THAN ONE BAR MAKES UP A CONTINUOUS STRING.

CR-4. HORIZONTAL BARS SHALL BE DETAILED TO SHOW THE DISTANCE FROMAT LEAST ONE END OF THE BAR TO THE NEAREST BUILDING GRID LINEOR WALL.

CR-5. REINFORCING SHALL BE DETAILED IN ACCORDANCE WITH ACI 315.

CR-6. ALL REINFORCEMENT BARS SHALL BE FABRICATED IN ACCORDANCEWITH THE LATEST CRSI MANUAL OF STANDARD PRACTICE AND SHALL BECLEAN AND FREE OF GREASE AND SCALING RUST.

CR-7. CONTINUOUS TOP AND BOTTOM BARS, WHEN SHOWN IN TRANSVERSESECTION ONLY, SHALL BE LAPPED AS FOLLOWS:

TOP BARS NEAR MID-SPANS;BOTTOM BARS DIRECTLY OVER SUPPORTS, U.N.O.

CR-8. HOOK HORIZONTAL WALL AND BEAM REINFORCING BARS ATDISCONTINUOUS ENDS, TYPICAL U.N.O. EXTEND REINFORCEMENTTO FAR FACE OF PIERS/PEDESTALS AND/OR COLUMNS U.N.O.

CR-9. PROVIDE HOT/COLD WEATHER PROCEDURES AND PROTECTIONIN ACCORDANCE WITH ACI RECOMMENDATIONS AND PROJECTSPECIFICATIONS.

CR-10. CONCRETE REINFORCEMENT PROTECTION/CLEAR COVER, U.N.O.:

FOOTINGS:BOTTOM & SIDES 3"TOP 2"

WALLS:EXTERIOR EXPOSURE 2"INTERIOR EXPOSURE 1"

BEAMS/COLUMNS:OVER TIES OR STIRRUPS 1 1/2"

ELEVATED SLABS: 1"

CR-11. PROVIDE ADDITIONAL #5 BARS AT 4'-0" LONG 3" BELOW TOP OFSLAB AT 45° TO ALL REENTRANT CORNERS AND OPENINGS INCONCRETE SLABS AND AS SHOWN.

CR-12. ALL CONCRETE FOUNDATION WALLS SHALL HAVE A MINIMUM OF(2) #5 BARS CONTINUOUS TOP AND BOTTOM, UNLESS NOTED ORDETAILED OTHERWISE.

CR-13. EXTEND ALL PIER STEEL TO PROVIDE STD. HOOK UNDER FOOTINGREINFORCEMENT, UNLESS NOTED OTHERWISE.

CR-14. ALL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITHTHE LOCAL BUILDING CODE REQUIREMENTS AND THOSE OF THEFOLLOWING STANDARDS (LATEST EDITION):

"ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONC.""ACI 315, DETAILS AND DETAILING OF CONCRETE REINFORCEMENT""ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BLDGS.""ACI 307, RECOMMENDED PRACTICE FOR CONCRETE FORM WORK"

CR-15. SEE SECTION 033000 OF SPECIFICATIONS FOR INFORMATION REGARDINGCONCRETE MIX DESIGN, TESTING, MATERIALS, AND ADMIXTURES.

CR-16. ALUMINUM CONDUIT IS NOT PERMITTED TO BE EMBEDDED IN CONCRETE.

CR-17. REFER TO FLATWORK DRAWINGS AND/OR SPECIFICATIONS FORSLAB-ON-GRADE FINISH TYPES AND DEPRESSIONS REQUIRED FOR MATS,TILE, AND OTHER FINISH MATERIALS.

CR-18. PROVIDE FOOTING DOWELS TO MATCH VERTICAL WALL REINFORCING.WHERE WALL REINFORCING IS NOT INDICATED, DOWEL FOOTING TOFOUNDATION WALLS WITH #5 REBAR AT 16" O.C. BY 3'-0" LONG, WITHSTANDARD HOOKS EMBEDDED A MINIMUM OF 9" INTO FOOTING.

CR-19. ALL PIER FOOTINGS TO HAVE DOWELS WITH STANDARD HOOKS OF SAMESIZE AND QUANTITY AS PIER STEEL. DOWELS TO LAP PIER STEEL ASREQUIRED FOR A CLASS "B" TENSION SPLICE.

CR-20. ALL OPENINGS IN CONCRETE FOUNDATION WALLS ARE TO HAVE (4) #5DIAGONAL BARS EACH FACE OF THE WALL UNLESS OTHERWISE NOTED.BARS SHALL EXTEND 2 FEET BEYOND OPENING ON EACH SIDE.

CR-21. UNLESS NOTED OTHERWISE, THICKEN THE SLAB-ON-GRADE BENEATHINTERIOR MASONRY PARTITIONS 8 INCHES BELOW BOTTOM OF SLAB ONGRADE. THICKENED PORTION TO EXTEND 8 INCHES BEYOND THE FACEOF THE WALL ON EACH SIDE. REINFORCE THE THICKENED PORTION WITH(3) #5 CONTINUOUS LONGITUDINAL REINFORCING BARS AND #5 TRANSVERSEBARS AT 16" O.C., U.N.O.

CR-22. PITCH CONCRETE TO FLOOR DRAINS. COORDINATE WITH PLUMBING ANDARCHITECTURAL DRAWINGS.

CR-23. UNLESS NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTSIN SLABS-ON-GRADE AT 15 FOOT MAXIMUM CENTERS EACH DIRECTION.CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS TO THEARCHITECT/ENGINEER FOR APPROVAL PRIOR TO CASTING SLABS-ON GRADE.COORDINATE WITH ARCHITECTURAL DRAWINGS AND FLOOR FINISHES SUCHAS TILE AND TERRAZZO.

GENERAL NOTES

G-1. FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR TO STARTOF CONSTRUCTION - RESOLVE ANY DISCREPANCY WITH ARCHITECT/ENGINEER.

G-2. FOR CLARITY, ALL EXTERIOR SLABS AND SIDEWALKS MAY NOT BE SHOWN.FOR EXACT DIMENSIONS, LOCATIONS, JOINTS AND SCORE LINES, SEEARCHITECTURAL AND/OR CIVIL DRAWINGS.

G-3. VERIFY ALL SIZES, WEIGHTS AND LOCATIONS OF MECHANICAL AND ELECTRICALEQUIPMENT, ROOF PENETRATIONS, DUCTS, ETC. WITH MECHANICAL ANDELECTRICAL CONTRACTORS AND FIELD CONDITIONS.

G-4. DETAILS MARKED "TYPICAL" MAY OR MAY NOT BE CUT ON PLANS, BUT SHALLAPPLY UNLESS NOTED OTHERWISE.

G-5. STRUCTURAL SYSTEM IS DESIGNED TO WORK AS A COMPLETED SYSTEM, ANYSHORING OR BRACING NECESSARY DURING CONSTRUCTION SHALL BE THERESPONSIBILITY OF THE GENERAL CONTRACTOR.

G-6. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING PLANS FORSLEEVES, INSERTS, ETC. NOT SHOWN ON STRUCTURAL PLANS.

G-7. NO PIPES OR SLEEVES FOR MECHANICAL TRADES SHALL PASS THROUGHSTRUCTURAL MEMBERS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

G-8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SITE SAFETY AND ALLACCIDENTS WHICH RESULT IN DEATH, PERSONAL INJURY, OR DAMAGE TOPROPERTY ARISING OUT OF OR IN CONNECTION WITH THE PERFORMANCE OFTHE WORK.

G-9. IT IS THE OWNER'S RESPONSIBILITY TO POST LIVE LOADS PER SECTION 1603.3OF THE GOVERNING CODE.

G-10. SECTIONS, DETAILS, AND NOTES SHOWN ON THE DRAWINGS ARE INTENDEDTO BE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS ELSEWHERE,UNLESS OTHERWISE SHOWN.

DO NOT SCALE DRAWINGS!!!!

EARTHWORK NOTES

EW-1. SEE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR DEFINITION OFMATERIALS AND COMPACTION REQUIREMENTS.

EW-2. U.N.O., THE CONTRACTOR SHALL RETAIN AN INDEPENDENT, QUALIFIEDGEOTECHNICAL ENGINEERING FIRM/TESTING AGENCY TO IDENTIFY AREASOF POOR SOILS, TO MONITOR PROPER SUBGRADE PREPARATIONS AND TOOVERSEE AND TEST THE PLACEMENT OF COMPACTED FILL MATERIAL.

EW-3. ALL SUBTERRANEAN STRUCTURES, UTILITIES, PIPING, ETC. IIN THE AREAOF EXCAVATIONS TO BE LOCATED AND MARKED BY CONTRACTOR PRIORTO EARTH REMOVAL WORK. CONTRACTOR TO MAINTAIN MARKERS UNTILEXCAVATION ACTIVITIES HAVE CEASED. IF UNDERGROUND UTILITYCONFLICTS ARE DISCOVERED BEFORE OR ENCOUNTERED DURINGEXCAVATION, NOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY.

EW-4. BEFORE PLACING FOOTINGS, FOUNDATIONS OR SLAB-ON-GRADE,THE SUB-GRADE SHALL BE PREPARED AND INSPECTED AS REQUIREDBY THE SPECIFICATIONS.

EW-5. REFERENCE THE GEOTECHNICAL REPORT INCLUDED IN PROJECT MANUALFOR REQUIREMENTS FOR EXCAVATION AND CONTROL OF GROUND WATERDURING CONSTRUCTION. EXISTING SOILS MAY EXPERIENCE A LOSS OFSTRENGTH IF SURFACE WATER IS ALLOWED TO ACCUMULATE IN THE EXCAVATIONS; DO NOT ALLOW SURFACE WATER TO ACCUMULATE INTHE BOTTOM OF EXCAVATIONS.

EW-6. WHERE STRUCTURES DERIVE SUPPORT FROM FILL-SUPPORTEDFOUNDATIONS AND AT SLAB-ON-GRADE, FILL SHALL BE COMPACTED TO92% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY U.N.O.

EW-7. NO FILL SHALL BE PLACED OVER FROZEN, MUDDY, OR OTHER DELETERIOUSMATERIAL. NO FILL SHALL BE PLACED OVER A PREVIOUS LIFT THAT HASNOT BEEN ADEQUATELY COMPACTED PER SPECIFICATIONS.

EW-8. BACKFILL AGAINST FOUNDATION WALLS SHALL BE PLACED EVENLY ONALL SIDES IN ORDER TO ACHIEVE GENERALLY BALANCED LOADINGS.

ABBREVIATIONS

B.O.

GENERAL SYMBOLS

KEYED NOTE

STRUCTURAL WALL TYPE

ELEVATION

DECK SPAN

STRUCTURAL SLAB TYPE

STRUCTURAL ELEVATION

DETAIL OR SECTION

LINTEL DESIGNATION

SLAB X

S-201 #

#

S-501

SW#

STRUCTURAL SYMBOLOGY

MASONRY (CMU) WALLON CONCRETE FOOTING

CONCRETE FOOTING

CONCRETE FOUNDATION WALLON CONCRETE FOOTING

TOP OF FOOTING ELEVATION

TOP OF WALL ELEVATION

FOOTING STEP

STRIP FOOTING DESIGNATION

DENOTES DEPRESSION FORWALL/DOOR OPENING (-8" U.N.O.)

INDICATES PIER MARK

INDICATES PIER

INDICATES COLUMN

INDICATES CONCRETE FOOTING

INDICATES SPREAD FOOTING MARK

INDICATES NEW GRID DESIGNATION(HEXAGON SHAPE AT EXISTING GRID)

TOF

96'-0"

TOW

100'-0"

SF1

1

A

F1P1

FOUNDATION PLAN

FRAMING PLAN

INDICATES BEAM FRAMING OVER HOLLOWSTRUCTURAL SECTION (HSS) COLUMN

INDICATES BEAM FRAMINGOVER WIDE FLANGE (WF) COLUMN

INDICATES BRACING CONNECTED TO BEAM(BELOW FRAMING MEMBER)

INDICATES BEAM FRAMINGINTO SIDE OF COLUMN

INDICATES MOMENT CONNECTION

W16x36

(000'-0")

[14]

46k

(0.7

5)

INDICATES REQUIRED UPWARD CAMBERIN BEAM (INCHES)

INDICATES BEAM SIZE

INDICATES TOP OF STEEL ELEVATION

INDICATES NUMBER OF 3/4" x 5" SHEAR STUDSFULLY WELDED TO TOP OF BEAM PER 1/2-SPAN

INDICATES CONNECTION DESIGNED BY FABRICATORTO DELIVER 46k VERTICAL LOAD TO CENTERLINEOF COLUMN OR CONNECTION MEMBER

INDICATES TYPICAL BEAM SHEAR SPLICE

INDICATES BEAM FRAMING INTO SIDE OF BEAM

INDICATES BEAM FRAMING OVER BEAM

L#

FOUNDATION WALL DESIGNATIONFW08

INDICATES KNEE BRACING CONNECTED TO BEAM(BELOW FRAMING MEMBER)

#.###

© CopyrightThis document, or any portion thereof, shallnot be duplicated, disclosed, or used on anyother project or extension of this projectexcept by written agreement with Mead &Hunt, Inc. Mead & Hunt shall not beresponsible for any unauthorized use of, oralteration to these documents.

SHEET CONTENTS

DO NOT SCALE DRAWINGS

M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:

Mead & Hunt, Inc.6501 Watts Road

Madison, WI 53719phone: 608-273-6380

meadhunt.com

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B.O. = BOTTOM OF ________

BP# = BASE PLATE TYPE

BRG = BEARING

C TO C = CENTER TO CENTER

CCJ = CONSTRUCTION CONTROL JOINT

CJ = CONTROL JOINT

CLSM = CONTROLLED LOW STRENGTH MATERIAL ("FLOWABLE FILL")

CONT = CONTINUOUS

DBLT = DOUBLE-TEE

DIA = DIAMETER

DTB = DOUBLE-TEE BEARING

EF = EACH FACE

EL = ELEVATION

EW = EACH WAY

F# = SPREAD FOOTING TYPE

FDTN = FOUNDATION

FV = FIELD VERIFY

GALV = GALVANIZED

HPC = HIGH PERFORMANCE COATING

JB = JOIST BEARING

LLH = LONG LEG HORIZONTAL

LLV = LONG LEG VERTICAL

MBS = METAL BUILDING SUPPLIER

NIC = NOT IN CONTRACT

NTS = NOT TO SCALE

OC = ON CENTER

P# = PIER TYPE

PCB = PRECAST BEARING (ELEVATION)

PRCST = PRECAST

Rxn = REACTION

SF# = STRIP FOOTING TYPE

SIM = SIMILAR

SST = STAINLESS STEEL

STL = STEEL

T.O. = TOP OF ________

TBD = TO BE DETERMINED

TOC = TOP OF CONRETE

TOF = TOP OF FOOTING

TOL = TOP OF LEDGE

TOP = TOP OF PIER

TOS = TOP OF STEEL

TOW = TOP OF WALL

TPC = TOP OF PRECAST

TSL = TOP OF SLAB

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

WWF = WELDED WIRE FABRIC/REINFORCEMENT

03/25/14 TYPE B-3 FINALSUBMITTAL

STRUCTURAL TESTING AND INSPECTION

TI-1.IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT ALL STRUCTURALWORK FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANYSTRUCTURAL INSPECTION PROVIDED BY OTHERS DOES NOT RELIEVE THECONTRACTOR OF THIS RESPONSIBILITY. ANY STRUCTURAL DEVIATIONSFROM THE CONTRACT DOCUMENTS THAT ARE FOUND AT A LATER DATEAND ARE DECLARED TO BE SIGNIFICANT BY THE STRUCTURAL ENGINEERSHALL BE CORRECTED BY THE CONTRACTOR WITHOUT COST OR ANYDELAY TO THE PROJECT SCHEDULE.

TI-2.THE CONTRACTOR SHALL RETAIN AN INDEPENDENT TESTING AGENCY TOPROVIDE FIELD AND LAB TESTING OF CONSTRUCTION MATERIALS AND TOPROVIDE CONSTRUCTION INSPECTIONS. THE CONSTRUCTION INSPECTIONSHALL BE DONE BY QUALIFIED INSPECTORS THAT ARE SATISFACTORY TOTHE ARCHITECT AND ENGINEER.

TI-3.THE CONTRACTOR SHALL PROVIDE THE TESTING AND INSPECTING AGENCYACCESS TO ALL PLACES WHERE THE WORK IS BEING PERFORMED. AMINIMUM OF 24 HOURS NOTIFICATION SHALL BE GIVEN TO THE TESTINGAGENCY AND ARCHITECT/ENGINEER PRIOR TO THE COMMENCEMENT OFWORK REQUIRING TESTING OR INSPECTION.

TI-4.THE TESTING AGENCY IS NOT AUTHORIZED TO DIRECT OR APPROVE ANYCHANGES FROM THE CONTRACT DOCUMENTS. IF THE CONTRACTOR WISHESTO QUESTION THE TESTING AGENCY'S INTERPRETATION OF THE CONTRACTDOCUMENTS, HE MAY DO SO DIRECTLY WITH THE ARCHITECT ORSTRUCTURAL ENGINEER.

TI-5.THE TESTING AGENCY IS NOT AUTHORIZED TO STOP OR DELAY THE WORK.IF THE CONTRACTOR ELECTS TO CONTINUE WITH A CERTAIN PORTION OFWORK AFTER BEING NOTIFIED BY THE TESTING AGENCY THAT SUCH WORKIS NOT IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS, THECONTRACTOR DOES SO AT THEIR OWN RISK AND MAY BE REQUIRED TO CORRECT THE WORK AT A LATER DATE.

TI-6.THE TESTING AND INSPECTING AGENCY IS NOT INSPECTING FOR O.S.H.A.COMPLIANCE OR REQUIRED TO INSPECT TEMPORARY CONSTRUCTION,SUCH AS TEMPORARY BRACING. TEMPORARY CONSTRUCTION IS THECONTRACTOR'S SOLE RESPONSIBILITY.

TI-8.TESTING AND INSPECTION IS NOT REQUIRED FOR WORK PERFORMEDAT AN OFF-SITE FABRICATION SHOP, UNLESS SPECIFICALLY NOTED ORSPECIFIED OTHERWISE.

TI-9.THE PROJECT SPECIFICATIONS TYPICALLY INDICATE THE FREQUENCYOF CONSTRUCTION TESTING AND INSPECTIONS. WHERE THE FREQUENCYIS NOT INDICATED, THE TESTING AGENCY SHALL SUBMIT A PROPOSAL OFINSPECTION INTERVALS TO THE ARCHITECT/ENGINEER.

TI-10. THE TESTING AND INSPECTING AGENCY SHALL ISSUE ONGOING REPORTSOF INSPECTIONS AND TESTS TO THE CONTRACTOR, ENGINEER, ANDARCHITECT OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TOTHE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION,THEN IF UNCORRECTED, TO THE ENGINEER AND ARCHITECT OF RECORD.

TI-11. INSPECTION AGENCY SHALL INSPECT FOR CONFORMANCE TO SPECIFIEDREQUIREMENTS FOR PROTECTING NEW CONCRETE AND MASONRY FROMTHE ADVERSE EFFECTS OF WEATHER, HEATING EQUIPMENT AND OTHERPOTENTIALLY HARMFUL CONDITIONS.

TI-12. CONSTRUCTION TESTING AND INSPECTION BY THE TESTING ANDINSPECTING AGENCY IS REQUIRED AS FOLLOWS:

A. CONCRETE TESTING PER THE SPECIFICATIONS.

B. CONCRETE INSPECTION SHALL INCLUDE THE PLACEMENT OFREINFORCEMENT. REINFORCING BAR SIZES, SPACING, TIES,LAPS, AND COVER.

C. MASONRY TESTING PER THE SPECIFICATIONS.

D. MASONRY INSPECTION SHALL INCLUDE THE PLACEMENT OFREINFORCEMENT. REINFORCING BAR SIZES, SPACING, AND LAPS.

E. INSPECTION OF FIELD WELDED MOMENT CONNECTIONS SHALLINCLUDE VISUAL AND/OR ULTRASONIC TESTING, AT THE TESTINGAGENCY'S OPTION. ALL OTHER FIELD WELDED CONNECTIONSSHALL BE VISUALLY INSPECTED AT A MINIMUM. THE WELDER'SCERTIFICATION SHALL ALSO BE VERIFIED.

F. FIELD BOLTING INSPECTIONS SHALL INCLUDE VISUAL INSPECTIONOF ALL THE CONNECTIONS RELATED TO STRUCTURAL STEEL. THESIZE, TYPE, AND QUANTITY OF BOLTS AND THEIR INSTALLATIONSHALL BE INSPECTED. WHERE SLIP-CRITICAL OR PRE-TENSIONEDBOLTS ARE SPECIFIED, PRE-TENSIONING OF BOLTS SHALL BEVERIFIED BY TESTING.

METAL BUILDING

MB-1. STRUCTURAL REQUIREMENTS FOR THE METAL BUILDING ARE SHOWN ONTHE S SHEETS AND ELSEWHERE. IT IS THE CONTRACTOR'S RESPONSIBILITYTO COORDINATE AND INCLUDE ALL REQUIREMENTS ON THE ENTIRE PROJECT.SEE 8/A-501 FOR LOW ROOF SUPPORT CONCEPT. SEE 4, 5/A-301 FOR CRANEBRACKET. SEE 4/A-301 FOR FRAME CLEARANCE AT HAUNCH.

MB-2. THIS IS A CRANE BUILDING. SEE SPECIFICATION 133419 FOR CRANE DATA INFORMATION.

MB-3. ON LOW ROOF, ROOF DECK WILL BE FASTENED TO TOP FLANGE OF PURLINSAS DESCRIBED UNDER METAL DECK NOTES. THIS WILL PROVIDE FULL LATERALBRACING TO THE TOP FLANGE OF THE PURLINS ON THE LOW ROOF.

MB-4. SEE ARCHITECTURAL FOR FRAME CLEARANCES AND CRANE BRACKETPLACEMENT.

MB-5. THE LOW ROOF IS A DIAPHRAGM CANTILEVERED FROM THE HIGHER NEW BUILDING. DESIGN BY METAL BUILDING MANUFACTURER. DO NOT PUT RODBRACING NEAR LINE 5.

MB-6. DESIGN ROD BRACING CONNECTIONS SO THAT BRACING HARDWARE IS ABOVECONCRETE FLOOR.

SHOP DRAWINGS

SD-1. SHOP DRAWINGS SHALL BE SUBMITTED FOR STRUCTURAL ITEMS AS REQUIREDBY THE SPECIFICATIONS. CONSTRUCTION DOCUMENTS SHALL NOT BEREPRODUCED FOR USE AS SHOP DRAWINGS.

SD-2. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS ANDPRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTSPRIOR TO SUBMITTAL. REVIEWED SUBMITTALS SHALL BE STAMPED BY THECONTRACTOR. ANY SHOP DRAWING OR PRODUCT DATA NOT REVIEWED ANDSTAMPED BY THE GENERAL CONTRACTOR WILL BE REJECTED. GENERALCONTRACTOR SHALL CLOUD OR FLAG ALL ITEMS NOT IN ACCORDANCE WITHTHE CONTRACT DOCUMENTS AND SHALL VERIFY ALL DIMENSIONS.

SD-3. ANY CHANGES, SUBSTITUTIONS OR DEVIATIONS FROM THE ORIGINALCONTRACT DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER ORFABRICATOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS WHICH ARECLOUDED OR FLAGGED BY SUBMITTING PARTIES SHALL NOT BE CONSIDEREDAPPROVED AFTER THE ENGINEER'S REVIEW, UNLESS SPECIFICALLY NOTEDACCORDINGLY BY THE ENGINEER.

SD-4. THE APPROVED SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACTDRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY ARE NOT TO BECONSIDERED CHANGES TO THE ORIGINAL CONTRACT DRAWINGS. IT IS THECONTRACTOR'S RESPONSIBILITY TO ENSURE THAT ITEMS OMITTED OR SHOWNINCORRECTLY ARE CONSTRUCTED IN ACCORDANCE WITH THE CONTRACTDRAWINGS.

SD-5. SHOP DRAWING REVIEW IS INTENDED ONLY FOR GENERAL CONFORMANCETO THE DESIGN CONCEPT AND CONSTRUCTION DOCUMENTS.

SD-6. SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORSARE FOUND DURING REVIEW.

SD-7. ALLOW A MINIMUM OF (10) WORKING DAYS FOR REVIEW OF SHOP DRAWINGSBY THE STRUCTURAL ENGINEER.

METAL DECK

MATERIAL PROPERTIES (U.N.0)ROOF DECK: 1.5B20, GALVANIZED, Fy = 33 KSI

MD-1. FASTEN ROOF DECK TO PURLINS WITH #12 SCREWS IN 36/3 PATTERN AND(2) #10 CSCREWS IN SIDELAP.

MD-2. U.N.O., ALL MISCELLANEOUS OPENINGS IN METAL ROOF DECK ARE TO BEFRAMED BY 5x3x3/8" ANGLES. LONG LEG OF ANGLES SHALL BE VERTICAL.ANGLES SHALL BE WELDED TO THE TOP CHORD/FLANGE OF ROOF FRAMINGAND EACH OTHER.

MD-3. U.N.O., METAL DECKING SHALL BE CONTINUOUS OVER 3 SPANS AND HAVEJOINTS OVER SUPPORTING MEMBERS.

MD-4. CONTRACTOR IS RESPONSIBLE FOR PROVIDING POUR STOPS AT EDGESOF METAL DECK PER SDI POUR STOP SELECTION TABLE/RECOMMENDATIONSOR BENT PLATE POUR STOPS AS REQUIRED TO FORM THE SLAB EDGE.

MD-5. MAXIMUM PURLIN SPACING EQUALS 6'-0". PURLIN DESIGN BY METAL BUILDINGSUPPLIER.


SHEET CONTENTS


M&H NO.:

DATE:

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Madison, WI 53719phone: 608-273-6380

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1. SITE DATUM OF FINISHED FIRST FLOOR INDICATED ON CIVIL SITE PLAN =ELEVATION 100'-0" ON STRUCTURAL DRAWINGS.

2. FIELD VERIFY ALL DIMENSIONS, BRING ANY DISCREPANCIES TO THEATTENTION OF THE ARCHITECT/ENGINEER FOR FINAL DECISION.

3. NOT USED.

4. REFER TO SHEET S-001 FOR STRUCTURAL LEGENDS, ABBREVIATIONS,AND SYMBOLOGY.

5. REFER TO SHEETS S-501 AND S-502 FOR TYPICAL DETAILSNOT REFERENCED ON THIS SHEET.

6. TOP OF FOOTING ELEVATION = 97'-6" UNLESS NOTED OTHERWISE.

7. REFER TO DETAILS OF SHEET S-502 FOR TOP OF PIER ELEVATIONS.

8. TOP OF FOUNDATION WALL ELEVATION = 100'-8" UNLESS NOTEDOTHERWISE.

9. STRIP FOOTINGS SHALL BE CENTERED UNDER FOUNDATION/MASONRYWALLS UNLESS NOTED OTHERWISE.

10. PIER SIZES ARE MINIMUM REQUIRED FOR FOUNDATION STRENGTH.PIERS MUST BE AT LEAST 2 INCHES LARGER THAN METAL BUILDING BASEPLATES. IF NECESSARY, INCREASE PIER SIZES TO ACCOMODATE METALBUILDING BASE PLATES.

11. SEE ARCHITECTURAL FOR ADDITIONAL LINTELS, FRAMING AND METAL DECK.

FOUNDATION PLAN GENERAL NOTES

2 2

3 3

BCD A

57' -

8"

42' -

8"

57' -

8"

38' -

4"

4' -

4"

100' -

4"

100' -

4"

65' - 10" 6' - 10"

11' -

11"

20' -

0"

11' -

11"

12' -

8"

1' -

2"

1' - 0" 20' - 0" 23' - 10" 20' - 0" 1' - 0"

1 1

4 4

5' -

11"

6' -

0"

F8 F8F8

F6

F6

F8 F8 F8

F6

F6

P18P18P18

P14

P14P18 P18 P18

P14

P14S

F2

SF2

11' -

11"

20' -

0"

11' -

11"

12' -

8"

1' -

2"

5' -

11"

6' -

0"

0"

6' -

8"

83' - 0"

61' - 4" 21' - 8"

5' - 0" 4' - 0" 14' - 0" 6' - 0" 14' - 0" 5' - 2" 14' - 0" 4' - 2"

SF2

3.1013.1013.101

3.101

3.101

3.1013.101

3.1013.101

3.101

5 5

SF

2

SF

2

F3A

P17F3A

P17 F3

P17F3P17

F8

P18

F8

P18

1' - 6" 1' - 6"

3.103

3.103 3.103

3.103

TOW

99' - 0"

TOW ATDOORTOW

99' - 0"

TOW ATDOOR

2S-501

1S-501

TYP

2S-501

7

S-511

7

S-511

SF2.6SF2.6

3.105

TYPICALOF (4)

3.105

TYPICALOF (4)

TY

P

3' -

6"

TY

P

4' -

6"

TYP

4' - 0"

TYP

4' - 0"

TYP

4' - 0"

TYP

4' - 0"

TY

P

3' -

6"

TY

P

4' -

6"

12S-502

11S-502

SF2SF2

SF2SF2

11

S-511

3.1043.104

1S-501

1S-501

TYP.TYP

10' - 3" 3' - 4"

KEYED NOTES


SHEET CONTENTS


M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

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1/8" = 1'-0"1FOUNDATION PLAN - OVERALL

3.101 EXISTING FOUNDATION TO REMAIN.

3.103 PROVIDE (2) LAYERS OF BUILDING FELT BETWEEN NEW ANDEXISTING FOUNDATIONS.

3.104 NEW FOUNDATION WALL AT EXISTING, SEE DETAIL 4/S-501.

3.105 BOLLARD, SEE ARCHITECTURAL.

0 1684

CONCRETE STRIP FOOTING SCHEDULE

MARK

SIZE TOP REINFORCEMENT BOTTOM REINFORCEMENT

REMARKS

WIDTH

"W"

HEIGHT

"H" LONG. TRANS. LONG. TRANS.

SF1.5 1' - 6" 1' - 6" (2) #5

SF2 2' - 0" 1' - 0" (2) #5

SF2.6 2' - 8" 1' - 0" (2) #5

CONCRETE STRIP FOOTING SCHEDULE NOTES

1. SEE NOTE SHEET S-001 FOR BEARING SOILS PREPARATION REQUIREMENTS.

2. SEE 12/S-501 FOR TYPICAL FOOTING INTERSECTION REINFORCING.

3. EMBED DOWELS INTO FOOTING, 3" CLEAR COVER FROM BOTTOM OF FOOTING.

4. EXCEPT WHERE SPECIFICALLY NOTED, TYPE "A" FOOTING DOWELS SHALL BE TIED IN PLACE PRIOR TO CONCRETEPLACEMENT.

CONCRETE SPREAD FOOTING SCHEDULE

MARK

SIZE BOTTOM REINFORCEMENT TOP REINFORCEMENT

REMARKSWIDTH LENGTH THICKNESS LONGITUDINAL TRANSVERSE LONGITUDINAL TRANSVERSE

F3 3' - 0" 3' - 0" 1' - 0" #4 AT 6" O.C. #4 AT 6" O.C. #4 AT 6" O.C. #4 AT 6" O.C. 1

F3A 3' - 0" 4' - 0" 1' - 0" #4 AT 6" O.C. #4 AT 6" O.C. #4 AT 6" O.C. #4 AT 6" O.C. 1

F6 6' - 0" 6' - 0" 1' - 6" (6) #5 (6) #5 (6) #5 (6) #5

F8 8' - 0" 8' - 0" 1' - 6" (8) #6 (8) #6 (8) #6 (8) #6

CONCRETE SPREAD FOOTING SCHEDULE GENERAL NOTES

1. SEE NOTE SHEET S-001 FOR BEARING SOILS PREPARATION REQUIREMENTS.

2. EMBED DOWELS INTO FOOTING, 3" CLEAR COVER FROM BOTTOM OF FOOTING.

CONCRETE SPREAD FOOTING SCHEDULE REMARKS

1. BOTTOM OF FOOTING TO MATCH BOTTOM OF EXISTING FOOTING.


1. SITE DATUM OF FINISHED FIRST FLOOR INDICATED ON CIVIL SITE PLAN =ELEVATION 100'-0" ON STRUCTURAL DRAWINGS.

2. FIELD VERIFY ALL DIMENSIONS, BRING ANY DISCREPANCIES TO THEATTENTION OF THE ARCHITECT/ENGINEER FOR FINAL DECISION.

3. NOT USED.

4. REFER TO SHEET S-001 FOR STRUCTURAL LEGENDS, ABBREVIATIONS,AND SYMBOLOGY.

5. REFER TO SHEET S-511 FOR TYPICAL DETAILS NOT REFERENCED ONTHIS SHEET.

6. REFER TO DETAIL 1/S-511 FOR STRUCTURAL SLAB TYPES.

7. FLOOR FINISH :ROOMS 106, 109, 110 FLOAT, TROWEL AND SEAL.ROOMS 102, 107 108 FLOAT AND FINISH PER FLOORING MANUFACTURER'S RECOMMENDATIONS.

8. (2) DASHED LINES INDICATE (2) ADDITIONAL #4 BARS(5'-0" LONG) DIAGONAL 6" FROM CORNER IN SLAB, 2" CLEAR FROMTOP OF SLAB.

9. SEE ARCHITECTURAL FOR ADDITIONAL LINTELS, FRAMING AND METAL DECK.

FLATWORK PLAN GENERAL NOTES

2 2

3 3

BCD A

1 1

4 4

57' -

8"

42' -

8"

8"

13' -

2"

16' -

2"

13' -

10"

13' -

10"

6' -

0"

8"

13' -

2"

16' -

2"

13' -

10"

13' -

10"

6' -

0"

100' -

4"

100' -

4"

11' -

11"

20' -

0"

11' -

11"

12' -

8"

1' -

2"

57' -

8"

38' -

4"

4' -

4"

1' -

2"

12' -

8"

11' -

11"

20' -

0"

11' -

11"

83' - 0"

5' - 0" 61' - 4" 21' - 8"

10' - 2" 10' - 2" 11' - 11" 11' - 11" 10' - 2" 10' - 2"

10' - 0" 10' - 0"

SLB08

SLB05

CJ

CJ

CJ

CJ

CJ

CJ

6' -

8"

SLB05

5 5

CJ

CJ

CJ

10' - 2" 10' - 2" 11' - 11" 11' - 11" 10' - 2" 10' - 2"

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

TSL

100' - 0"

TSL

99' - 10"

TSL

99' - 10"

FD RIM FD RIM

TSL

100' - 0"

TSL

100' - 0"

TSL

100' - 0"

TSL

100' - 0"

TSL

100' - 0"

TSL

100' - 0"

5' - 0"5' - 0"

TSL

100' - 0"

65' - 10"

1' - 0" 20' - 0" 23' - 10" 20' - 0" 1' - 0"

4

S-511

5S-511

5S-511

6

S-511

6

S-511

3.2013.201

3.202

CJ

11

S-511

3.105

TYPICALOF (4)

TYPICALOF (4)

3.105

3.203

3.203

TYP

TYP

9

S-511

10

S-511

13

S-511

14S-511

14S-511

3.204

3.2053.205

KEYED NOTES


SHEET CONTENTS


M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:


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1/8" = 1'-0"1FLATWORK PLAN - OVERALL

0 1684

3.105 BOLLARD, SEE ARCHITECTURAL.

3.201 PROVIDE (2) LAYERS OF BUILDING PAPER BETWEEN CONCRETESTOOP AND OH DOOR APRON.

3.202 REMOVE EXISTING CONCRETE FLOOR IN THIS ROOM. REPLACEWITH SLAB TYPE SLB05, SEE DETAIL 1/S-511.

3.203 HAIRPIN IN SLAB, SEE DETAIL 12/S-511.

3.204 SLAB-ON-GRADE CONCRETE EQUIPMENT PAD (SEE DETAIL15/S-511). COORDINATE EXACT SIZE AND LOCATION WITHMECHANICAL EQUIPMENT CONTRACTOR.

3.205 PATCH FLOOR SLAB WITH SLAB TYPE SLB05. DOWEL PATCH TOSURROUNDING CONCRETE WITH #4 AT 12" ALL AROUND,CENTERED IN SLAB THICKNESS.


REINFORCING CONTINUOUSTHROUGH JOINTS, TYPICAL

CLASS "B" LAP

L CONSTRUCTION JOINTC

60'-0" MAX. SPACING 60'-0" MAX. SPACING

BENT BAR AT CORNERSSHALL MATCH FOOTINGREINFORCING

CONTINUOUS STRIPFOOTING REINFORCING,SEE SCHEDULE,PROVIDE STANDARDHOOK AT BAR ENDSAS SHOWN

CLASS B LAP CLASS B LAP

CLA

SS

B L

AP

"W"

"W"

"W"

"W"

"W" "W"

"W" "W"

REINFORCEMENT EACH FACE

REINFORCEMENT CENTERED

TYPICAL

2' - 0" BAR LAP

TYPICAL

2' - 0" BAR LAP

TY

PIC

AL

2' -

0"

BA

R L

AP

TY

PIC

AL

2' -

0"

BA

R L

AP

TYPICAL

2' - 0" BAR LAP

TYPICAL

2' - 0" BAR LAP

NOTES:

1.VERTICAL REINFORCING NOT SHOWN FOR CLARITY.2.FOUNDATION WALL LEDGE NOT SHOWN FOR CLARITY.3. "W" = FOUNDATION WALL WIDTH.

HORIZONTAL WALLREINFORCING

OPTIONAL WALLCONSTRUCTION JOINT

CORNER BARS TO MATCHWALL REINFORCING

HORIZONTAL WALLREINFORCING

OPTIONAL WALLCONSTRUCTION JOINT

CORNER BARS TO MATCHWALL REINFORCING

FLOOR SLAB(SEE FLATWORK PLAN)

8" CONCRETE WALL WITH#5 BARS AT 18" O.C.EACH WAY, CENTERED

DOWEL, MATCH WALL STEELSIZE AND SPACING

FOOTING(SEE FOUNDATION PLAN)

EQ 8" EQ

T.O. FOOTING

(SEE FNDN PLAN)

T.O. FLOOR

100' - 0"

T.O. WALL

100' - 8"

1/2" RIGID INSULATIONWITH SEALANT AT SURFACE

ENGINEERED FILL(SECTION 312100)

1

1

1

1

PREPARED SUB-GRADE(SECTION 312100)

GRADE

REINFORCING CONTINUOUSTHROUGH JOINTS

CANT STRIP (EACH SIDE)

CLASS "B" LAPNOTE:

SIMILAR AT WALLS WHEREREINFORCEMENT IS PLACEDEACH FACE.

L CONSTRUCTION JOINTC


REINFORCING CONTINUOUSTHROUGH JOINTS

CANT STRIP (EACH SIDE)

NOTE:

SIMILAR AT WALLS WHEREREINFORCEMENT IS PLACEDEACH FACE.

L CONTROL JOINTC


NOTE:

WHEN MASONRY IS ABOVEALIGN MASONRY ANDCONCRETE CONTROL JOINTS.

(2) #5 BARS EACH FACE,TYPICAL

TYPICAL RECTANGULAR OPENING IN

CAST IN PLACE CONCRETE

TYPICAL CIRCULAR OPENING IN

CAST IN PLACE CONCRETE

A

B

(2) #5 BARS x 4'-0" LONG EACHFACE, TYPICAL

NOTES:

1. APPLIES TO ALL OPENINGS WHERE 'A' OR 'B' IS GREATER THAN OR EQUAL TO CAST IN PLACE CONCRETE THICKNESS.

2. VERIFY SIZE AND LOCATION OF OPENINGS WITH TRADE OR SUB- CONTRACTOR REQUIRING OPENINGS.

(2) #5 BARS EACH FACE,TYPICAL

(2) #5 BARS x 4'-0" LONG EACHFACE, TYPICAL

NOTES:

1. APPLIES TO ALL HOLES WHERE DIAMETER IS GREATER THAN OR EQUAL TO CAST IN PLACE CONCRETE THICKNESS.

2. VERIFY SIZE AND LOCATION OF OPENINGS WITH TRADE OR SUB- CONTRACTOR REQUIRING OPENINGS.

3. 2'-0" MAXIMUM OPENING UNLESS NOTED OTHERWISE.

MA

X3"

MA

X

3"

NOTES:1. VERIFY OPENING AND LOCATION OF OPENING AND PIPE SLEEVE WITH TRADE OR SUB- CONTRACTOR.

2. SEE FOUNDATION PLANS FOR VERTICAL AND HORIZONTAL WALL REINFORCING.

CAST IRON PIPE SLEEVE

3" T

YPICAL

DIAGONAL BARS:(4) #5 BARS, EACH FACE

2' - 0" MIN

16" CONCRETE WALL WITH(2) #5 BARS TOP AND BOTTOM

#5 DOWEL AT 18" O.C.


EQ 1' - 4" EQ

T.O. FOOTING

(SEE FNDN PLAN)

T.O. FLOOR

100' - 0"

T.O. WALL BEYOND

100' - 8"

T.O. WALL

99' - 0"

S-511

5FOUNDATION WALL BEYOND

(2) #5 BARS x 16" LONG.DRILL AND GROUT INTOEXISTING FOOTING(8" EMBED)

T.O. EXISTING FOOTING

97' - 6" (VERIFY)

NEW CMU INFILL

T.O. EXISTING WALL

100' - 0"

T.O. NEW WALL

100' - 8"

EXISTING FOUNDATION WALL

NEW FOUNDATION WALL

(2) LAYERS BUILDING PAPER

ALIGN

12" CONCRETE WALL WITH(2) #5 BARS TOP AND BOTTOM

#5 DOWEL AT 18" O.C.


8" 1' - 0" 4"

T.O. FOOTING

(SEE FNDN PLAN)

T.O. FLOOR

100' - 0"

T.O. WALL BEYOND

100' - 8"

T.O. WALL

99' - 0"

FOUNDATION WALL BEYONDS-511

6


SHEET CONTENTS


M&H NO.:

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1" = 1'-0"11

TYPICAL

FOOTING CONSTRUCTION JOINT

1/2" = 1'-0"12TYPICAL FOOTING INTERSECTIONS

1" = 1'-0"7

TYPICAL

FOUNDATION WALL INTERSECTIONS

3/4" = 1'-0"1TYPICAL FOUNDATION WALL

1/2" = 1'-0"10

TYPICAL BACKFILL REQUIREMENTS

AT EXTERIOR FOUNDATION

1" = 1'-0"5

TYPICAL FOUNDATION

WALL CONSTRUCTION JOINT

1" = 1'-0"6

TYPICAL FOUNDATION

WALL CONTROL JOINT

1/4" = 1'-0"9

TYPICAL CONCRETE

PENETRATION REINFORCEMENT

1/2" = 1'-0"8FOUNDATION WALL PENETRATION

3/4" = 1'-0"2FOUNDATION WALL AT APRON

3/4" = 1'-0"4

NEW TO EXISTING

FOUNDATION CONNECTION

3/4" = 1'-0"3FOUNDATION WALL AT STOOP


4

1' -

4"

8"

FOUNDATION WALL FW08(SEE DETAIL 1/S-501)

1' - 0"9"

T.O. PIER

99' - 0"

T.O. WALL

100' - 8"

2' -

0"

WALL

8"4"9"

METAL BUILDING COLUMNBY MBS

1

WA

LL

8"

1' -

4"


1' - 0"9"

T.O. PIER

99' - 0"

T.O. WALL

100' - 8"

2' -

0"

WALL

8"4"9"


1 1/2" BLOCK-OUT OF WALLIF NECESSARY

#4 BENT BARAT BLOCK-OUT.EXTEND 8" MINIMUMPAST BLOCK-OUT.

1

WA

LL

8"

1' -

4"


PIER(SEE DETAIL)

9"9"

T.O. PIER

99' - 0"

T.O. WALL

100' - 8"2' -

0"


#4 BAR AT BLOCK-OUT.EXTEND 8" MINIMUMPAST BLOCK-OUT.


4

1' -

4"

8"

PIER P18(SEE PIER SCHEDULE)

1' - 6"

T.O. PIER

99' - 0"

2' -

0"

9"9"


5

8 1

/2"

8 1

/2"

5 1

/2"


1' - 0"8 1/2"

T.O. PIER

99' - 4"

T.O. WALL

100' - 8"

1' -

5"

WALL

8"4"


T.O. EXISTING WALL

100' - 0" (VERIFY)

STEEL COLUMN PER MBS.HSS 5X5 MAX

BASE PLATE DESIGNCOMPLETE BY MEAD & HUNT(SEE DETAIL 10/S-502)

CMU INFILL(SEE DETAIL 4/S-501)

3"

1' -

2"

2 1

/2"

2 1

/2"

CLEAR2"

T.O. FOOTING

(SEE PLAN)

COLUMN AND BASE PLATEBY METAL BUILDING SUPPLIER

VERTICAL REINFORCEMENT WITHSTANDARD HOOK (SEE SCHEDULE)LOOP CONTINUOUS OVER TOP

TIES (SEE SCHEDULE)

FOOTING (SEE PLAN)

T.O. PIER

99' - 4"

T.O. FLOOR

100' - 0"

FLOOR SLAB(SEE FLATWORK PLAN)

5

8 1

/2"

8 1

/2"

5 1

/2"

PIER P17(SEE PIER SCHEDULE)

1' - 5"

T.O. PIER

99' - 4"

1' -

5"

8 1/2"8 1/2"


T.O. EXISTING WALL

100' - 0" (VERIFY)

STEEL COLUMN PER MBSHSS 5X5 MAX

BASE PLATE DESIGNCOMPLETE BY MEAD & HUNT(SEE DETAIL 9/S-502)


1' - 0"1' - 0"

T.O. WALL

100' - 8"

8"4"4"8" T.O. PIER

99' - 0"

T.O. WALL

99' - 0"

1' -

2"

1' -

5"

7"

7"

16' -

0"

DO

OR

OP

EN

ING

2S-501

COLUMN AND BASE PLATEBY MBS

BA

CK

DE

PT

H O

F IM

P

HO

LD

JA

MB

PO

ST

8"

T.O. PIER

99' - 0"

3' - 6" 4' - 6"

T.O. SLAB

100' - 0"

T.O. WALL

100' - 8"

T.O. FOOTING

97' - 6"

RIGID FRAME COLUMN(BY METAL BUILDING SUPPLIER)

SECOND SLAB POUR

SLAB ON GRADE (SEE PLAN)

CONCRETE PIER (SEE PLAN)

ANCHOR RODS(DESIGNED AND SUPPLIED BYMETAL BUILDING SUPPLIER)

VERTICAL REINFORCEMENT WITHSTANDARD HOOK (SEE SCHEDULE)LOOP CONTINUOUS OVER TOP

2 1

/2"

2 1

/2"

10"

3"

CLEAR2"


HAIRPIN (SEE DETAIL 12/S-511)

SPREADFOOTING(SEE PLAN)

(MIN

IMU

M 1

'-0"

)

18 X

RO

D D

IAM

ET

ER

1 1

/2"

1/4" LEVELING PLATE,REMOVE AFTER LEVELINGNUTS HAVE BEEN SET

ANCHOR RODS SHALL BE(4 PER BASE PLATE)3/4" DIA F1554 GR 55 MINIMUM.IF NECESSARY,INCREASE SIZE REQUIRED BYMETAL BUILDING SUPPLIER.

LEVELING NUT

GROUT BED

WELDED PLATE WASHERWHERE REQUIRED, SEE SPEC.(2x2x1/4" AT 3/4" ANCHORS,3x3x1/2" AT 1 1/4" ANCHORS)

1"

COLUMN BASE PLATE(SEE COLUMN SCHEDULE)

1/2" THICK BASE PLATE

(4) BOLT HOLES,HOLE DIAMETER = ANCHOR BOLT DIA. + 5/16"(SEE COLUMN SCHEDULE)

HSS COLUMN(BY MBS)

1/4

CO

LU

MN

WID

TH

+ 8

" 2"

2"

WID

TH

CO

LU

MN

2"

2"

2" 2"

WIDTH

COLUMN 2" 2"

COLUMN WIDTH + 8"

1/2" THICK BASE PLATE

(4) BOLT HOLES,HOLE DIAMETER = ANCHOR BOLT DIA. + 5/16"(SEE COLUMN SCHEDULE)

HSS COLUMN(BY MBS)

1/4

CO

LU

MN

WID

TH

+ 8

" 2"

2"

WID

TH

CO

LU

MN

2"

2"

4"

WIDTH

COLUMN 1/2"

COLUMNWIDTH + 4 1/2"

2" 5 1/2" 2"

TYPE - BTYPE - A TYPE - C

TYPE - D TYPE - E TYPE - F

TYPICAL TIE DETAILS


SHEET CONTENTS


M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:


Madison, WI 53719phone: 608-273-6380

meadhunt.com

NGB PN.: W90FYQ-10-D-0009-9E01

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S-502

3288700-121973.01

MJE

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FOUNDATIONDETAILS

RE

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3/4" = 1'-0"2TOP OF PIER

3/4" = 1'-0"4TOP OF PIER

3/4" = 1'-0"8TOP OF PIER

3/4" = 1'-0"6TOP OF PIER

3/4" = 1'-0"1TOP OF PIER

3/4" = 1'-0"11PIER SECTION

3/4" = 1'-0"5TOP OF PIER

3/4" = 1'-0"3TOP OF PIER

3/4" = 1'-0"12RIGID FRAME PIER SECTION

1 1/2" = 1'-0"7BASE PLATE ANCHORAGE

1 1/2" = 1'-0"9HSS COLUMN BASE PLATE

1 1/2" = 1'-0"10HSS COLUMN BASE PLATE

CONCRETE PIER SCHEDULE

MARK SIZE

VERTICAL

REINFORCEMENT

TIES

REMARKSTYPE

# AND

SPACING

P14 14" x 24" (6) #5 D (3) #4

P17 17" x 17" (6) #5 D (3) #4

P18 18" x 24" (6) #5 D (3) #4

CONCRETE PIER SCHEDULE GENERAL NOTES

1. SEE PIER DETAILS ON S-502 FOR TOP OF PIER ELEVATIONS.

2. REFERENCE TYPICAL TIE DETAILS FOR CROSS-TIE REQUIREMENTS.

3. WHEN PIERS ARE INTEGRAL WITH WALLS, PIER DIMENSIONS ARE INDICATED FOR THE PURPOSE OF DIMENSIONINGPIER TIES, SETTING VERTICAL REINFORCING, DEFINING EXTENT OF TOP OF PIER RECESS OR PROJECTION FROM TOPOF WALL. CENTER PIER REINFORCING CAGE BELOW COLUMN AND ORIENT LONG DIMENSION OF PIER WITH AXIS OFWALL UNLESS NOTED OR DETAILED OTHERWISE. CONTINUE WALL REINFORCING THROUGH PIERS WITH LAPS ASREQUIRED.

CONCRETE PIER SCHEDULE REMARKS

1.


TYPE SLB05

3"

8"

TYPE SLB08

CONCRETE SLAB WITH#4 BARS AT 16" O.C. EACH WAY,AT 2" CLEAR FROM TOP OF SLAB

FINE-GRADED GRANULAR

ENGINEERED FILL

PREPARED SUB-GRADE(SECTION - 312000)

3"

5"

CONCRETE SLAB WITH 6x6 -W2.9xW2.9 WWF, AT 2" CLEARFROM TOP OF SLAB

FINE-GRADED GRANULAR

VAPOR BARRIER(SECTION - 033000)

ENGINEERED FILL

PREPARED SUB-GRADE(SECTION - 312000)

RE

Q.

AS

RE

Q.

AS

1/4" WIDE JOINT (2 BLADES).SAW CUT 4 TO 12 HOURSAFTER CONCRETE IS PLACED.FILL WITH FLOOR CONTROLJOINT FILLER

CONCRETE SLAB(SEE FLATWORK PLAN)

X X X XX X X

C CONSTRUCTION JOINTL

(1 1

/4"

MIN

IMU

M)

1/4

SLA

B T

HIC

KN

ES

S

#5 DOWEL (3'-0" LONG)AT 36" O.C. CENTERED ONJOINT (CENTERED IN SLAB)

EQUAL EQUAL

1/8" WIDE JOINT.SAW CUT 4 TO 12 HOURSAFTER CONCRETE IS PLACED.FILL WITH FLOOR CONTROLJOINT FILLER


X X X XX X X

C CONTROL JOINTL

(1 1

/4"

MIN

IMU

M)

1/4

SLA

B T

HIC

KN

ES

S

S-511

6

5" CONCRETE SLAB WITH 4x4-W4.0xW4.0 WWFSLAB SHALL RECEIVE BROOM FINISH

STOOP FOUNDATION WALLWITH CONTINUOUS #5 BARTOP AND BOTTOM.

#5 DOWELS AT 16" O.C.AROUND PERIMETER OF STOOP

FOOTING SF1.5(SEE STRIP FOOTING SCHEDULE)

18"

18"

12" FOUNDATION WALLWITH #5 TOP AND BOTTOMAND #5 DOWELS AT 18" O.C.

COMPACTED GRANULAR FILLFROM BOTTOM OF SLABTO TOP OF FOOTING

T.O. STOOP WALL

99' - 8"

T.O. FOOTING

MATCH BLDG FOOTING


FLOOR SLAB (SEE FLATWORK PLAN)

8" 1' - 0" 4"

FOOTING SF2(SEE STRIP FOOTING SCHEDULE)

1/8" / FOOT

BUILDING FOUNDATION WALL(SEE FOUNDATION PLAN)

PASS DOOR(SEE ARCHITECTURAL)

STOOP SLAB(SEE DETAIL 7/S-511)

1" RIGID INSULATIONWITH SEALANT AT SURFACE,ALIGN WITH PASS DOOR.

FLOOR SLAB(SEE PLAN)

2" RIGID INSULATION, EXTENDDOWN TO TOP OF FOOTING

1/8" / 1'-0"

1/4

"

#4 DOWELS AT 12" O.C.

1/4" WIDE JOINT (2 BLADES).SAW CUT 4 TO 12 HOURSAFTER CONCRETE IS PLACED.FILL WITH FLOOR CONTROLJOINT FILLER

CONCRETE SLAB SLB05(SEE DETAIL 1/S-511)

X

1 1

/4"

8"

CONCRETE SLAB SLB08(SEE DETAIL 1/S-511)

4

1

2

PROVIDE (2) LAYERSOF BUILDING PAPERBETWEEN SLAB POURSTO PREVENT BOND

X X X

1/2" ISOLATION JOINT MATERIALWITH FLEXIBLE JOINT SEALANTAT TOP OF JOINT

RIGID FRAME COLUMN

CJ CONTROL JOINTS

1

1

CJ

1

1

FOUNDATIONWALL(SEE PLAN)


CONTROL JOINTS

RIGID FRAME ALONG GRID 4

FINAL SLAB POUR

RIGID FRAME ALONG GRID 1

1

4

9" 9"

SLB05

SLB08

4

S-511

EXTENT OF PIER BELOW

2' - 4" 2' - 4"

RIGID FRAME COLUMN

FINAL SLAB POUR



HSS COLUMN

CJ

CONTROL JOINTS

1

1

HSS COLUMNS ALONG GRID 5

FINAL SLAB POUR

5

8 1/2" 8 1/2"


1' -

2"

8 1

/2"

EXISTING WALL

1" RIGID INSULATION WITHSEALANT AT SURFACE(ALIGN WITH OVERHEAD DOOR)

FOUNDATION WALL(SEE FOUNDATION PLAN)

#4 DOWELS AT 12" O.C.

1/2

"

CONCRETE APRON(SEE CIVIL DRAWINGS)

FOUNDATION WALL BEYOND

OVERHEAD DOOR(SEE ARCHITECTURAL)

FLOOR SLAB(SEE PLAN)

FOUNDATION WALL

#4 HAIRPIN8'-0" LONG EACH LEGCENTERED IN SLAB

HAIRPINS AT ENDS

RIGID FRAME COLUMNBY MBS

HAIRPINS AT CORNERS

30° 30°45°

45°

5" CONCRETE SLAB WITH 4x4-W4.0xW4.0 WWFSLAB SHALL RECEIVE BROOM FINISH

STOOP FOUNDATION WALLWITH CONTINUOUS #5 BARTOP AND BOTTOM.


FOOTING, SF1.5(SEE SCHEDULE)

5' - 0"

18"

18"

EXISTING BUILDINGFOUNDATION WALLAND FOOTING

COMPACTED GRANULAR FILLFROM BOTTOM OF SLABTO TOP OF FOOTING

T.O. STOOP WALL

99' - 8"

T.O. FOOTING

MATCH BLDG FOOTING


EXISTING FLOOR SLAB

5" BAR AT 16" O.C. (12" LONG, 6" EMBED)

1/4

"

1/8" / FOOT

EXISTING CMU WALLBEYOND

NEW SLAB SLB05(SEE DETAIL 1/S-511)


X X X X

EXISTING 6" SLAB



REMOVE EXISTING 4" SLAB

EXISTING EXTERIORCMU WALL BEYOND

XXX

DRILL AND GROUT(3) #4 BENT BARS INTOEXISTING FOUNDATION WALL

EXISTING FOUNDATION WALL,REMOVE TOP 5" FORNEW CONCRETE SLAB


EXISTING 4" SLAB

EXISTING CMU WALL BEYOND


X X X

TRENCH DRAIN(SEE PLUMBING)

#4 BENT BARSAT 16" O.C.

(2) #4 BARSCONTINUOUS


TD RIM

SEE FLATWORK PLAN

1' - 0" 1' - 0"

1' -

8"

48"

2" CLEAR

WIDTH x LENGTH (SEE PLAN)

FIELD VERIFYT.O. GRADE

#4 BARS AT 12" O.C.EACH WAY TOP & BTM

STEEL TROWEL AND SEAL

ISOLATEDEQUIPMENT PAD

#4 BENT BARS AT12" O.C. ALLAROUND

8"

VARIES

TOOL EDGES

8"

1/2" ISOLATION JOINTMATERIAL WTIH 1/2"FLEXIBLE JOINT SEALANTAT TOP OF JOINT

ADJACENT SLABAND/OR ASPHALT

6"

6"


SHEET CONTENTS


M&H NO.:

DATE:

DESIGNED BY:

DRAWN BY:

CHECKED BY:

ISSUED

SHEET NO.:


Madison, WI 53719phone: 608-273-6380

meadhunt.com

NGB PN.: W90FYQ-10-D-0009-9E01

3/2

4/2

014 1

2:5

2:0

7 P

MC

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ocal\3288700-1

21973.0

1-A

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jb.r

vt

ILLIN

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3288700-121973.01

ACT

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FLATWORK DETAILS

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1" = 1'-0"1STRUCTURAL SLAB TYPES

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

CONCRETE SLAB

CONSTRUCTION JOINT (TYPICAL)

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

CONCRETE SLAB

CONTROL JOINT "CJ" (TYPICAL) 3/4" = 1'-0"75" STOOP SECTION

1 1/2" = 1'-0"6SLAB AT PASS DOOR

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

CONCRETE SLAB JOINT

AT SLB08 TO SLB05 TRANSITION

3/4" = 1'-0"8SLAB JOINTS AT ISOLATED COLUMN

1 1/2" = 1'-0"5TYPICAL APRON AT OVERHEAD DOOR

1/2" = 1'-0"12HAIRPINS IN SLAB

3/4" = 1'-0"11NEW STOOP AT EXISTING WALL

1 1/2" = 1'-0"9NEW SLAB IN EXISTING BUILDING

1 1/2" = 1'-0"10NEW SLAB IN EXISTING BUILDING

1 1/2" = 1'-0"13NEW SLAB AT EXISTING BUILDING

1" = 1'-0"14THICKENED SLAB AT TRENCH DRAIN


1" = 1'-0"15ISOLATED EQUIPMENT PADS

STRUCTURAL DESIGN CRITERIA CONCRETE & … - 03..."aci 315, details and detailing of concrete reinforcement" "aci 301, specifications for structural concrete for bldgs." "aci 307, recommended

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