PARTITION TYPE PH - (1/2 NOM.) PARTITION TYPE F2 - (2 NOM

PARTITION TYPE F2 - (2" NOM.)

WIDE BULKHEAD @ CLG TRANSITION

SOFFIT @ WALL

NARROW BULKHEAD SUSPENDED CEILING EXP. JOINTS DETAIL @ DEVICE IN WALL

CEILING HUNG TOILET PARTITION

PARTITION TYPE P5 - (5" NOM.)

DETAIL @ SHOWER FLOOR DRAIN

WIDE BULKHEAD @ EXISTING BEAM

PARTITION TYPE R2 - 2HR

PLAN

HEAD

BASE

PLAN

HEAD

BASE

PLAN

HEAD

BASE

PARTITION TYPE P5-B - (5" NOM.)

PLAN

HEAD

BASE

PARTITION TYPE PH - (1/2" NOM.)

EXTERIOR WALL TYPES

13100 watertown plank road

suite 200

elm grove, wi 53122

architects + engineers

Ring & DuChateau, LLP

17400 W. Capitol Drive

Brookfield, WI 53045

GRAEF

5126 W. Terrace Drive

Suite 111

Madison, WI 53718

Environmental Management Consulting, Inc.

W7748 County Highway V

Lake Mills, WI 53551

The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

JAL SRKVF100

TOPOGRAPHIC SURVEY

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Office ofConstructionand FacilitiesManagement


suite 200

elm grove, wi 53122

REPAIR LAUNDRYLOADING DOCKS

Nagel Architects Project Number: 150901

William S. Middleton VA Hospital, Madison, WI

607-16-133

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Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

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100% CONSTRUCTIONDOCUMENTS




GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GENERAL NOTES

BENCHMARKS

2/13/2017 32


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elm grove, wi 53122


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EROSION CONTROL NOTESLEGEND

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GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

2/13/2017 33


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elm grove, wi 53122


2/13/2017 JAL SRKCD100

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GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

LEGEND

GENERAL NOTES

34


suite 200

elm grove, wi 53122


2/13/2017 JAL SRKCS200

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elm grove, wi 53122




607-16-133

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106

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GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GENERAL NOTES

LEGEND

35


suite 200

elm grove, wi 53122


JAL SRKCG100

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elm grove, wi 53122




607-16-133

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GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

LEGEND

GENERAL NOTES

2/13/2017 36


suite 200

elm grove, wi 53122


JAL SRKGC100

SITE DETAILS

ASPHALT PAVEMENT SECTION CONCRETE PAVEMENT SECTION

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607-16-133

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GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

Kahler Slater, Inc.

44 E. Mifflin Street

Madison, WI 53703

JAL JAL

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DOWELED CONTRACTION JOINT CONTRACTION JOINT SEALISOLATION JOINT SEAL

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= INTERIOR ZONE ROOF = ZONE 1 WALLS = ZONE 4

= CORNER ZONE ROOF = ZONE 3

= END ZONE ROOF = ZONE 2 WALLS = ZONE 5

FLAT ROOF BUILDINGa = 6'-0"

a

a

2a, TYPICAL

a

a

h

(FOR h >60 FT)

a, TYPICAL(FOR h ≤60 FT)

a, TYPICAL

DESIGN WIND PRESSURE, PSF (ULTIMATE)

EFFECTIVE WIND AREA, SF

ZONE DESCRIPTION10 20 50 100 > 500

1

2

3

4 (+)

4 (-)

5 (+)

5 (-)

NOTES:

1. NEGATIVE PRESSURES ACT AWAY FROM COMPONENT SURFACE. POSITIVE PRESSURES ACT TOWARD COMPONENT SURFACES.

2. COMPONENTS AND CLADDING WIND PRESSURES ARE BASED ON ASCE 7-10. ULTIMATE VALUES ARE LISTED IN THE TABLE ABOVE TO CONVERT TO NOMINAL WIND SPEED, MULTIPLY THE ULTIMATE WIND SPEED LISTED IN THE DESIGN SPECIFICATIONS BY 0.77.

3. WIND PRESSURES ON PARAPETS SHALL BE CASE A (ZONE 4 AND ZONE 5) = 46.1 PSF, CASE B (ZONE 4) = -36.6 PSF, CASE B (ZONE 5) = -40.1 PSF.

-25.9 -25.2 -24.4 -23.7 -23.7

-43.5 -38.8 -32.7 -28.1 -28.1

-43.5 -38.8 -32.7 -28.1 -28.1

23.7 22.7 21.3 20.2 17.8

-25.7 -24.6 -23.2 -22.2 -19.8

-31.6 -29.5 -26.7 -24.6 -19.8

ROOF INTERIOR ZONE

END ZONE REGION OF THE ROOF

CORNER ZONE REGION OF THE ROOF

WALL INTERIOR ZONE

END ZONE REGION OF THE WALL

23.7 22.7 21.3 20.2 17.8

STRUCTURAL NOTES

1. DESIGN IS IN ACCORDANCE WITH THE 2015 IBC.2. THE INTENT OF THESE STRUCTURAL NOTES IS TO INDICATE INFORMATION THAT IS

ROUTINELY UTILIZED. ADDITIONAL PROJECT REQUIREMENTS ARE LOCATED WITHIN THEPROJECT SPECIFICATIONS ALSO KNOWN AS THE PROJECT MANUAL. CONFLICTINGINFORMATION BETWEEN THESE DRAWINGS AND THE PROJECT SPECIFICATIONS SHALL BEBROUGHT TO THE ATTENTION OF THE DESIGN TEAM AND CLARIFIED IN WRITING PRIOR TOSUBMITTING BIDS AND CHANGE ORDERS.

3. RESISTANCE TO LATERAL LOADS ON STRUCTURE IS PROVIDED BY CONCRETE SHEAR WALLS,BRACED FRAMES, FLOOR DIAPHRAGMS AND ROOF DIAPHRAGMS. CONTRACTOR SHALLPROVIDE SUFFICIENT TEMPORARY BRACING UNTIL ALL LATERAL SUPPORT SYSTEMS ARE INPLACE AND FUNCTIONAL.

4. ALL STRUCTURAL FRAMING AND CONNECTIONS HAVE BEEN DESIGNED FOR THE FINALCOMPLETED CONDITION AND HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADINGSENCOUNTERED DURING ERECTION AND CONSTRUCTION. ANY INVESTIGATION OF THESTRUCTURAL FRAMING AND CONNECTIONS FOR ADEQUACY DURING THE ERECTION ANDCONSTRUCTION PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

5. THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS FOR TEMPORARYFLOOR LOADING EXCEEDING 20 PSF. CALCULATIONS SHALL SHOW THAT CONCRETE FLOORSWILL NOT CRACK UNDER PROPOSED LOADS.

6. STRUCTURAL ITEMS SHALL NOT BE CUT, BENT, DRILLED, BORED OR OTHERWISE ALTEREDUNLESS APPROVED BY ENGINEER OF RECORD.

7. DIMENSIONS OF EXISTING CONSTRUCTION OR CONSTRUCTION IN PROGRESS SHALL BEVERIFIED AND COORDINATED PRIOR TO FABRICATION OF STRUCTURAL COMPONENTS.

8. VERIFY AND COORDINATE, WITH ALL CONTRACTORS, THE LOCATION OF ALL ARCHITECTURALAND MECHANICAL APPURTENANCES AND OPENINGS.

9. CONTRACTOR IS RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION AND ALLJOB SITE SAFETY.

10. PROVISIONS INCLUDED FOR THE FOLLOWING FUTURE ADDITIONS: NONE.

MATERIAL DESIGN CRITERIA

CONCRETEMINIMUM 28 DAY STRENGTH SHALL BE:

FOOTINGS 4000 PSIFOUNDATION WALLS 4000 PSISLABS ON GRADE 4000 PSITOPPING FOR METAL DECK 4000 PSI

REINFORCING STEEL1. PLAIN REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60.2. WELDABLE GRADE REINFORCING STEEL SHALL CONFORM TO ASTM A706 OR A496.3. EPOXY COATED REINFORCING STEEL SHALL CONFORM TO ASTM A775 GRADE 60.4. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.5. SYNTHETIC FIBER REINFORCING SHALL CONFORM TO ASTM C1116.

CONCRETE MASONRY1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, LIGHTWEIGHT UNITS.2. MORTAR SHALL CONFORM TO ASTM C270 TYPE S.3. MASONRY GROUT SHALL CONFORM TO ASTM C476 MINIMUM COMPRESSIVE STRENGTH f'c =

3000 PSI.4. CONCRETE MASONRY UNITS NET AREA COMPRESSIVE STRENGTH OF 2800 PSI.

COLD-FORMED STEEL FRAMING, BLOCKING AND BRIDGING1. 18 GAGE AND HIGHER (0.0451 INCH MINIMUM THICKNESS OR THINNER) MATERIAL SHALL

CONFORM TO ASTM A653, GRADE 33.2. 16 GAGE AND LOWER (0.0566 INCH MINIMUM THICKNESS OR THICKER) MATERIAL SHALL

CONFORM TO ASTM A653, GRADE 50.

STRUCTURAL STEEL1. STRUCTURAL STEEL W-SHAPES SHALL CONFORM TO ASTM A572, Fy = 50 KSI.2. STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572, Fy = 50 KSI.3. STRUCTURAL STEEL ANGLES, CHANNELS, AND OTHER ROLLED MEMBERS SHALL CONFORM

TO ASTM A572, Fy = 36 KSI.4. RECTANGULAR AND SQUARE (HSS MEMBERS SHALL CONFORM TO ASTM A500 GRADE B, Fy =

46 KSI.5. ROUND (HSS) MEMBERS SHALL CONFORM TO ASTM A500 GRADE B, Fy = 42 KSI.6. STEEL PIPE SHALL CONFORM TO A53, GRADE B, Fy = 35 KSI.7. STEEL HEADED STUDS SHALL CONFORM TO ASTM A108, GRADE 1015, 1017 OR 1020, Fy = 50

KSI.8. STEEL ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36.9. STEEL BOLTS SHALL CONFORM TO ASTM A325 AND/OR A490 WHERE USED.10. STEEL NUTS SHALL CONFORM TO ASTM A563.11. STEEL WASHERS SHALL CONFORM TO ASTM F436.

FOUNDATIONS1. SHALLOW FOUNDATIONS

A. NET ALLOWABLE BEARING CAPACITY FOR SPREAD FOOTINGS IS ASSUMED TO BE 2,000 PSF AND SHALL BE VERIFIED PRIOR TO CONSTRUCTION.

LOADING DESIGN CRITERIA

1. SUPERIMPOSED DEAD LOADS:

TYPICAL, UNO 20 PSF

A LOAD ALLOWANCE FOR ITEMS INCLUDING FLOORING, CEILING, SPRINKLERS, DUCTWORK,PLUMBING AND OTHER MISCELLANEOUS COMPONENTS OF 5 PSF ARE INCLUDED IN THEABOVE DEAD LOADS. THESE ITEMS SHALL BE SUPPORTED TO DISTRIBUTE THEIR LOADEVENLY AND TO NOT EXCEED THIS UNIFORM LOADING.

2. SUPERIMPOSED LIVE LOADS:

TYPICAL, UNO 150 PSFSTAIRWAYS, LOBBIES AND VESTIBULES 100 PSF

3. ROOF SNOW LOADS (ASCE 7-10):

GROUND SNOW LOAD Pg = 30 PSFFLAT ROOF SNOW LOAD Pf = 22 PSFEXPOSURE FACTOR Ce = 0.90IMPORTANCE CATEGORY II I = 1.00THERMAL FACTOR Ct = 1.00

4. WIND LOADS (ASCE 7-10):

BASIC WIND SPEED (3-SECOND GUST) Vult = 120 MPHRISK CATEGORY IIIEXPOSURE CATEGORY DENCLOSURE CLASSIFICATION ENCLOSEDINTERNAL PRESSURE COEFFICIENTS GCpi = +/- 0.18WIND DIRECTIONALITY FACTOR Kd = 0.85WIND-BORNE DEBRIS REGION NOCOMPONENT AND CLADDING PRESSURES SEE SHEET S001

5. SEISMIC LOAD (ASCE 7-10):

IMPORTANCE CATEGORY I = 1.00DESIGN SPECTRAL RESPONSE COEFFICIENTS SDS = 0.084 g

SD1 = 0.050 gSOIL SITE CLASS C (ASSUMED)SEISMIC DESIGN CATEGORY ABASIC SEISMIC FORCE RESISTING SYSTEM MASONRY SHEAR WALLS

6. MISCELLANEOUS LOADS

HAND RAILINGS: 50 PLF IN ANY DIRECTION AND 200 LBS IN ANY DIRECTION.

SERVICE DESIGN CRITERIA

1. LIVE LOAD DEFLECTION CRITERIA FOR COMPONENTS SHALL BE AS FOLLOWS:LINTELS/BEAMS SUPPORTING MASONRY: L/600 AND NOT TO EXCEED 0.30 INCHESEXTERIOR WALL STUDS: L/360, 1 INCH MAX AND NOT TO EXCEED 1/4 INCH

AT FRAMED OPENINGS:

EARTHWORK AND FOUNDATIONS

1. FOOTINGS SHALL BE CAST ON UNDISTURBED SUBSOIL OR COMPACTED FILL MEETING THEMINIMUM DESIGN CAPACITY NOTED ABOVE. PROVIDE A CONCRETE-MUD MAT OVER BEARINGSOILS TO PROTECT THEM FROM DISTURBANCE PRIOR TO PLACING FOOTINGS.

2. SOIL SHALL MEET THE COMPACTION REQUIREMENTS AS DEFINED IN THE GEOTECHNICALREPORT. IF IT IS NOT ENCOUNTERED AT THE ELEVATIONS SHOWN, CONSULT GEOTECHNICALENGINEER AND ARCHITECT/ENGINEER) BEFORE PROCEEDING.

3. NO HOLES, TRENCHES OR DISTURBANCES OF THE SOIL SHALL BE ALLOWED WITHIN THEVOLUME DESCRIBED BY 45 DEGREE LINES SLOPING FROM THE BOTTOM EDGE OF THE FOOTING.IF SUCH ARE REQUIRED, FOOTINGS MUST BE LOWERED.

4. BACKFILL EVENLY ON EACH SIDE OF FOUNDATION WALLS AND RETAINING WALLS.5. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL FLOOR SYSTEM IS IN PLACE AND

FASTENED OR UNTIL WALLS ARE ADEQUATELY BRACED. BRACING SHALL BE DESIGNED BY THECONTRACTOR.

6. TOPSOIL OR FILL BELOW SLABS ON GRADE SHALL BE REMOVED. SUBGRADE UNDER SLABSSHALL BE AGGREGATE PER PLANS AND SPECIFICATIONS.

7. PROVIDE MINIMUM 24 INCHES OF WASHED STONE OVER ALL DRAIN TILES AND 4 INCHES BELOW.8. CONTRACTOR SHALL RETAIN GEOTECHNICAL ENGINEER FOR VERIFICATION OF SUBGRADE

RECOMMENDATIONS DURING CONSTRUCTION, SHOULD GROUND WATER BE ENCOUNTERED.

CONCRETE

1. FORMWORK SHALL BE DESIGNED IN ACCORDANCE WITH THE ACI MANUAL OFSTANDARD PRACTICE.

2. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH THEACI MANUAL OF STANDARD PRACTICE UNLESS OTHERWISE NOTED.

3. CONTRACTOR SHALL PLACE CONCRETE ACCORDING TO ACI STANDARDS ANDSPECIFICATIONS.

4. CONTRACTOR SHALL BE AWARE OF COLD WEATHER CONCRETING PRACTICES ANDHAVE COPIES OF NRMCA CIP 27 AND ACI 306R "COLD WEATHER CONCRETING”.

5. CONTRACTOR SHALL BE AWARE OF HOT WEATHER CONCRETING PRACTICES ANDHAVE COPIES OF NRMCA CONCRETE IN PRACTICE (CIP) 12 AND ACI 305R "HOTWEATHER CONCRETING”.

6. LAP ALL WALL BARS WITH CLASS B SPLICES UNLESS OTHERWISE DETAILED. LAPWELDED WIRE MESH 6 INCHES.

7. PROVIDE COLUMN AND WALL DOWELS OF THE SAME SIZE AND NUMBER AS THERESPECTIVE COLUMN AND WALL REINFORCING UNLESS OTHERWISE DETAILED.

8. PROVIDE TWO (2) #4 BARS AS STIRRUP CARRY BARS WHERE NO TOP STEEL ISAVAILABLE TO HOLD STIRRUPS.

9. PROVIDE DRAWINGS OF PROPOSED CONDUIT AND PIPES TO BE EMBEDDED INCONCRETE. WHEREVER AN APPROVED PIPE OR CONDUIT EXTENDS THROUGH ABEAM, PROVIDE ONE ADDITIONAL STIRRUP ON EACH SIDE OF THE OPENING.

10. CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITHTHE “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318-11”,UNLESS NOTED OTHERWISE.

11. SLABS ON GRADE SHALL BE CAST ALLOWING A SUFFICIENT NUMBER OF JOINTS TOADEQUATELY CONTROL SHRINKAGE CRACKING. SAWCUTTING SHALL BE DONE ASSOON AS SAWCUT WILL NOT RAVEL CONCRETE OR WITHIN 16 HOURS MAXIMUM OFINITIAL POURING OPERATION. MAXIMUM SIZE OF PANELS 16 FEET X 16 FEET.GENERALLY, JOINTS SHALL OCCUR ON COLUMN CENTERLINES.

12. INTERIOR SLABS ON GRADE SHALL BE 5 INCH THICK AND REINFORCED WITH #3 AT18 INCHES ON CENTER, UNLESS NOTED OTHERWISE.

13. EXTERIOR SLABS ON GRADE SHALL BE 6 INCH THICK AND REINFORCED WITH EPOXYCOATED #3 AT 18 INCHES ON CENTER, UNLESS NOTED OTHERWISE.

14. WELDED WIRE MESH SHALL BE FLAT MANUFACTURED SHEETS. ROLLS ARE NOTPERMITTED.

15. ALLOW AT LEAST 24 HOURS BEFORE POURING ADJACENT WALL SECTIONSBETWEEN CONSTRUCTION JOINTS. PROVIDE WALL CONTROL JOINTS AT 25 FEETON CENTER MAXIMUM AND KEYED CONSTRUCTION JOINTS AT 75 FEET ON CENTERMAXIMUM.

16. CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER AT LEAST 48 HOURSPRIOR TO PLACING CONCRETE.

17. CONSTRUCTION JOINTS IN BEAMS, JOISTS, GIRDERS, OR SLABS TO BE LOCATEDBETWEEN THE 1/4 POINT AND CENTERLINE OF THE SPAN UNLESS NOTEDOTHERWISE, OR AS DIRECTED BY THE ENGINEER.

18. DO NOT PLACE OR CUT HOLES IN CONCRETE SLABS, BEAMS, COLUMNS OR WALLSWITHOUT PRIOR APPROVAL OF THE ENGINEER.

19. CONCRETE EXPOSED TO FREEZE THAW CYCLES SHALL BE AIR-ENTRAINED.MINIMUM AIR CONTENT SHALL BE 6 PERCENT. AIR CONTENT OF CONCRETE FORSLABS WITH HARD TROWEL FINISH SHALL NOT EXCEED 3%.

20. WHERE NO AIR-ENTRAINMENT IS SPECIFIED, CONTRACTOR, INSTALLER, ANDMANUFACTURER MAY CHOOSE TO INCLUDE AIR-ENTRAINMENT TO IMPROVEPLACEMENT AND FINISHING CHARACTERISTICS.

21. CAMBER CONCRETE MEMBERS FOR DEAD LOAD DEFLECTION BY ADJUSTINGFORMS.

22. PIPES AND CONDUITS EMBEDDED IN OR PASSING THROUGH STRUCTURALMEMBERS MUST BE APPROVED BY THE STRUCTURAL ENGINEER. PIPE ANDCONDUITS EMBEDDED IN CONCRETE SHALL NOT BE LARGER THAN 2 INCHES INOUTSIDE DIAMETER AT THEIR WIDEST POINT OR FITTING OR 1/3 OF THE THICKNESSOF THE SLAB, BEAM OR WALL.

23. ELECTRICAL CONDUIT OR PIPES EMBEDDED IN OR PASSING THROUGH FLOORS,WALLS OR BEAMS SHALL BE LOCATED AND PLACED SO THAT:

THEY ARE NOT CLOSER THAN THREE DIAMETERS ON CENTER.THE CONCRETE COVER IS NOT LESS THAN 2".THEY RUN BETWEEN REINFORCING AND DO NOT DISPLACE IT IN ANYMANNER.

24. NO ALUMINUM CONDUIT SHALL BE PLACED IN CONCRETE.25. CHAMFER ALL EXPOSED CONCRETE CORNERS. SEE ARCHITECTURAL AND

STRUCTURAL DRAWINGS FOR REQUIREMENTS.26. PROPER CURING PROCEDURES SHALL BE USED FOR SLAB-ON-GRADE TO PREVENT

CURLING. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.27. CALCIUM CHLORIDE SHALL NOT BE USED IN CONCRETE MIXES.28. PROVIDE WATERSTOPS AT ALL CONSTRUCTION JOINTS BETWEEN FOOTINGS AND

WALLS. SEE DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL INFORMATION.29. CONTRACTOR SHALL INCLUDE ADDITIONAL CONCRETE FOR METAL DECK SLABS TO

ACCOUNT FOR DEFLECTIONS IN DECK AND BEAMS.30. CONTRACTOR SHALL INCLUDE ADDITIONAL CONCRETE FOR SLABS AND BEAMS TO

ACCOUNT FOR DEFLECTIONS IN FORMWORK.31. ALL CONCRETE COLUMNS AND BEAMS INTEGRATED WITH CONCRETE MASONRY

UNITS NOMINALLY NOTED AS 8, 10 AND 12 INCH SHALL MATCH ACTUAL WIDTH OFCMU, 7-5/8, 9-5/8 AND 11-5/8 INCHES RESPECTIVELY.

32. PROVIDE DOVETAIL ANCHORS BETWEEN MASONRY AND CONCRETE AT EVERYOTHER BED JOINT UNLESS NOTED OTHERWISE.

33. CONTRACTOR SHALL BE RESPONSIBLE FOR QUANTITIES OF CONCRETE FOR FLATSLABS, BEAMS AND COMPOSITE SLABS WHILE ACCOUNTING FOR DEFLECTIONS OFFORMWORK, STEEL BEAMS AND SHORING.

CONCRETE MASONRY

1. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY WALLS (f’m) IS EQUALTO 2000 PSI BASED ON THE CMU STRENGTH AND MORTAR SHOWN ABOVE.

2. PRODUCTION AND CONSTRUCTION OF CONCRETE MASONRY SHALL BE INACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRYSTRUCTURE, ACI 530.1, LATEST EDITION, AND THE NCMA TECHNICAL GUIDE.

3. COLD WEATHER CONSTRUCTION SHALL BE IN COMPLIANCE WITH NCMA"RECOMMENDED PRACTICES AND GUIDE SPECIFICATIONS FOR COLD WEATHERMASONRY AND CONSTRUCTION."

4. HOT WEATHER CONSTRUCTION SHALL BE IN COMPLIANCE WITH NCMA"RECOMMENDED PRACTICES AND GUIDE SPECIFICATIONS FOR HOT WEATHERMASONRY AND CONSTRUCTION."

5. THIS BUILDING IS CLASSIFIED AS AN ESSENTIAL FACILITY AND THERFORE REQUIRES ALEVEL B QUALITY ASSURANCE PROGRAM. SEE SPECIFICATIONS FOR ADDITIONALINFORMATION.

6. MASONRY UNITS SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE.7. STRENGTH OF CONCRETE MASONRY SHOWN IS BASED ON NET AREA OF UNIT.8. ALL MASONRY SHALL BE LIGHTWEIGHT UNITS IN ACCORDANCE WITH ACI.9. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE SHALL NOT BE

USED.10. PROVIDE DOVETAIL ANCHORS BETWEEN MASONRY AND STEEL AND/OR CONCRETE

AT EVERY OTHER BED JOINT UNLESS NOTED OTHERWISE.11. MASONRY WALLS SHALL BE ADEQUATELY BRACED TO RESIST WIND FORCES UNTIL

PERMANENT DESIGN SUPPORTS ARE IN PLACE AND FUNCTIONAL. BRACING SHALL BEDESIGNED BY THE CONTRACTOR IN ACCORDANCE WITH THE “STANDARD PRACTICEFOR BRACING MASONRY WALLS UNDER CONSTRUCTION”.

12. PROVIDE DOWELS INTO FOUNDATION THE SAME SIZE AND NUMBER AS WALLREINFORCING.

13. LAP REINFORCING BARS 48 DIAMETERS UNO.14. CONCRETE MASONRY WALL SHALL BE REINFORCED AT EVERY OTHER BED JOINT

WITH 9 GAGE LADDER TYPE JOINT REINFORCEMENT UNLESS NOTED OTHERWISE.15. EXTEND BED JOINT REINFORCING INTO CONCRETE COLUMNS 6 INCHES UNLESS

DOVETAILS ANCHORS ARE UTILIZED.16. GROUT STOP DEVICES SHALL BE METAL LATH OR PLASTIC SCREENING. SOLID SHEET

MATERIAL SHALL NOT BE USED.17. VERTICAL BARS SHOWN ON THE DESIGN DRAWINGS SHALL BE PLACED IN A

CONTINUOUS UNOBSTRUCTED CELL OF NOT LESS THAN 3 INCHES BY 4 INCHES.18. ALL VERTICAL BARS SHALL BE HELD IN POSITION TO PREVENT DISPLACEMENT

BEYOND THE TOLERANCES ALLOWED BY CONSTRUCTION LOADS OR BY PLACEMENTOF GROUT OR MORTAR.

19. ALL CELLS CONTAINING REINFORCING SHALL BE GROUTED SOLID.20. ALL BOND BEAM AND PILASTER SHALL BE REINFORCED AS SHOWN ON THE DESIGN

DRAWINGS AND FILLED WITH GROUT.21. PROVIDE CONTINUOUS BOND BEAMS REINFORCED WITH 2-#5 AT ANCHORAGE OF

BRICK SUPPORT ANGLES.22. PROVIDE A CONTINUOUS BOND BEAM WITH 2-#5 AT TOP AND BOTTOM OF WINDOWS,

UNO.23. PROVIDE A CONTINUOUS BOND BEAM AT TOP OF WALLS WITH 2-#5, UNO.24. ALL DOOR AND WINDOW JAMBS SHALL CONTAIN 1-#5 (MINIMUM) FULL HEIGHT OF

WALL AND BE GROUTED SOLID 8 INCHES WIDE UNLESS SHOWN OTHERWISE.25. PROVIDE A CONTINOUS BOND BEAM WITH 2-#5 AT ALL BEARING ELEVATIONS, UNO.26. WHERE NOT SHOWN OTHERWISE, MINIMUM SOLID GROUTED MASONRY BELOW

BEAM REACTIONS SHALL BE 16 INCHES DEEP BY 32 INCHES LONG.27. WHERE NOT SHOWN OTHERWISE, MINIMUM SOLID GROUTED MASONRY BELOW

LINTEL REACTIONS SHALL BE 16 INCHES DEEP BY 16 INCHES LONG.28. MASONRY IN CONTACT WITH SOIL SHALL HAVE ALL ADJACENT CELLS FULLY

GROUTED.29. AT GROUTED CELLS PROVIDE FULL BED JOINTS AROUND CELL PERIMETER.30. CONTROL JOINTS IN MASONRY WALLS SHALL BE PROVIDED AND SPACED NO

GREATER THAN 25 FEET ON CENTER OR MORE THAN 12 FEET FROM A BUILDINGCORNER. CONTROL JOINT SHALL ALSO BE PROVIDED NEAR WALL OPENING JAMBS ATWALL INTERSECTIONS, AND AT CHANGES IN WALL HEIGHT. CONTROL JOINTS SHALLNOT BE LOCATED WITHIN GROUTED AREA BENEATH BEAM REACTIONS.

31. FOR CAVITY WALL CONSTRUCTION, OFFSET CONTROL JOINTS IN CMU FROM CONTROLJOINTS IN STONE VENEER BY 12 FT +/-, UNO.

32. SEE ARCHITECTURAL DRAWINGS FOR STONE CONTROL JOINT LOCATIONS.33. PROVIDE 3 INCH MINIMUM CLEANOUTS IN THE BOTTOM COURSE OF MASONRY FOR

EACH GROUT POUR WHEN THE WALL AND GROUT POUR HEIGHT EXCEEDS 5 FEET. INSOLID GROUTED MASONRY, SPACE CLEANOUTS HORIZONTALLY A MAXIMUM OF 32INCHES ON CENTER.

34. MAXIMUM GROUT POUR HEIGHT IS BASED ON THE GROUT SPACE REQUIREMENTSOF THE SPECIFICATION FOR MASONRY STRUCTURES.

35. THE TOP OF A GROUT POUR OR COLD JOINT SHALL NOT BE LOCATED WITHIN 1-1/2INCHES OF A BED JOINT WHEN MULTIPLE GROUT LIFTS ARE USED.

36. CONSOLIDATE GROUT AT THE TIME OF PLACEMENT.37. WHEN THE GROUT LIFT HEIGHT EXCEEDS 12.67 FEET, THE CONTRACTOR SHALL

PROVIDE A “GROUT DEMONSTRATION PANEL” THAT SHALL BE APPROVED BY THEPERMITTING AGENCY, OWNER, ENGINEER AND ARCHITECT PRIOR TO ENGAGING INGROUT PLACEMENT.

38. COORDINATE WITH THE ELECTRICAL CONTRACTOR THE GROUTING OF CONDUIT INCORES.

39. CONDUITS, PIPES AND SLEEVES OF ANY MATERIAL TO BE EMBEDDED IN MASONRYSHALL BE COMPATIBLE WITH THE MASONRY. ALUMINIUM PRODUCTS SHALL NOT BEUSED.

40. CONDUITS, PIPES AND SLEEVES IN MASONRY SHALL BE NO CLOSER THAN 3DIAMETERS ON CENTER. ALL HORIZONTAL CONDUITS TO BE ROUTED IN BONDBEAMS.

41. VERTICAL CONDUIT, PIPING, ETC. SHALL BE LOCATED IN CELLS NOT CONTAININGREINFORCEMENT. CONDUIT, PIPING, ETC. SHOULD NEVER BE TIED TOREINFORCEMENT; PROVIDE VERTICAL BAR POSITIONERS.

42. NO PENETRATIONS FOR MEP, IT, ETC. ARE ALLOWED AT LINTEL BEARING LOCATIONS,THROUGH LINTELS/BOND BEAMS, IN CMU PIERS, AT DOOR JAMBS, OR WITHIN 8-INCHES OF A CMU CONTROL JOINT UNO WITHOUT WRITTEN APPROVAL FROM THESTRUCTURAL ENGINEER.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED INACCORDANCE WITH THE AISC “STEEL CONSTRUCTION MANUAL,” FOURTEENTHEDITION AND THE AISC “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS ANDBRIDGES, AISC 303-10” APRIL 14, 2010 EDITION.

2. THE STRUCTURAL STEEL FABRICATOR SHALL BE AISC CERTIFIED.3. ALL STRUCTURAL AND MISCELLANEOUS STEEL WHICH SHALL REMAIN EXPOSED TO

VIEW SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC"SPECIFICATION FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL" WITHOUTGAPS OR OPEN JOINTS.

4. STEEL DECK FABRICATION AND ERECTION SHALL CONFORM TO THE STANDARDSPECIFICATIONS OF THE STEEL DECK INSTITUTE.

5. ALL WELDING SHALL COMPLY WITH AWS D1.1. ALL WELDING TO BE DONE BY AWSPREQUALIFIED WELDERS, CERTIFIED FOR WELDS MADE. PROVIDE CONTINUOUSMINIMUM SIZED WELDS PER AISC REQUIREMENTS, UNLESS NOTED OTHERWISE.

6. THE MINIMUM SIZE OF FILLET WELDS SHALL BE AS SPECIFIED IN TABLE J2.4 IN THEAISC MANUAL OF STEEL CONSTRUCTION.

7. MINIMUM STRENGTH OF WELDED CONNECTIONS: UNLESS NOTED OTHERWISE ONTHE DRAWINGS, ALL SHOP AND FIELD WELDS SHALL DEVELOP THE FULL TENSILESTRENGTH OF THE MEMBER OF ELEMENT JOINED. ALL MEMBERS WITH MOMENTCONNECTIONS, NOTED ON THE DRAWINGS, SHALL BE WELDED TO DEVELOP THE FULLFLEXURAL CAPACITY OF THE MEMBER, UNLESS NOTED OTHERWISE ON THEDRAWINGS.

8. BOLTED CONNECTIONS SHALL BE MADE WITH A MINIMUM OF TWO HIGH STRENGTHBOLTS (MIN 3/4 INCH DIAMETER). CONNECTIONS SHALL BE DESIGNED TO SUPPORT,AT A MINIMUM, ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE AISCTABLES OF UNIFORM LOAD CONSTANTS FOR THE GIVEN BEAM, SPAN, AND STEELSPECIFIED, UNLESS OTHERWISE DETAILED OR NOTED. BEAM-TO-BEAM AND BEAM-TO-COLUMN FRAMING CONNECTIONS SHALL BE MADE WITH DOUBLE ANGLESUNLESS OTHERWISE DETAILED OR NOTED.

9. WHERE SPECIFIC CONNECTION FORCES AND MOMENTS ARE SHOW IN THEDRAWINGS, THE CONNECTIONS SHALL BE DESIGNED FOR SUCH MINIMUM LOADS INACCORDANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION.

10. BOLTS SHALL BE TIGHTED SNUG-TIGHT PLUS ONE-HALF TURN UNLESS NOTEDOTHERWISE.

11. ALL STRUTS, HANGERS, AND BRACES SHALL HAVE CONNECTIONS DESIGNED TODEVELOP THE FULL ALLOWABLE TENSILE STRENGTH OF THE MEMBER UNLESS THEDESIGN FORCE IS INDICATED ON THE DRAWINGS, IN WHICH CASE THECONNECTIONS SHALL BE DESIGNED FOR THE FORCE INDICATED.

12. COLUMN BASE PLATES SHALL HAVE OVERSIZED HOLES WITH PLATE WASHERS (MIN3/8-INCH THICK) PROVIDED WITH ANCHOR RODS.

13. GROUT UNDER BASE PLATES IN ACCORDANCE WITH THE AISC “CODE OF STANDARDPRACTICE FOR STEEL BUILDINGS AND BRIDGES.”

14. METAL DECK SHALL BE GALVANIZED WITH A MINIMUM G-90 COATING PER ASTM A653.15. METAL DECK SHALL BE LAID OUT AND INSTALLED TO HAVE A MINIMUM OF 3

CONTINUOUS SPANS. IF LESS THAN THE MINIMUM IS REQUIRED, PROVIDE THICKERGAGE DECK AS REQUIRED.

16. ROOF DECK SHALL BE WIDE RIB PROFILE, 1 1/2 INCHES DEEP AND 18 GAGETHICKNESS UNLESS OTHERWISE SHOWN ON THE DRAWINGS.

17. STEEL ROOF DECK SHALL BE SECURELY FASTENED TO ALL STRUCTURAL SUPPORTSBY WELDING IN 36/4 PATTERN. WELDS SHALL BE MADE WITH 5/8 INCH DIAMETERPUDDLE WELDS. IN NO CASE SHALL WELDS BE SPACED GREATER THAN 12 INCHESON CENTER.

18. STEEL ROOF DECK SHALL BE SECURELY FASTENED TO ALL PERIMETER STRUCTURALSUPPORTS BY WELDING IN EVERY RIB. WELDS SHALL BE MADE WITH 5/8-INCHDIAMETER PUDDLE WELDS. IN NO CASE SHALL WELDS BE SPACED GREATER THAN 6INCHES ON CENTER.

19. STEEL ROOF DECK SIDELAPS SHALL BE MECHANICALLY FASTENED. PROVIDE TWO (2)SIDELAPS FASTENERS EQUALLY SPACED BETWEEN SPANS WITH SELF-DRILLINGSCREWS.

20. ROOF DECK ENDS SHALL BE LAPPED OR BUTTED OVER SUPPORTS.21. STEEL FLOOR DECK SHALL BE FASTENED TO ALL STRUCTURAL SUPPORTS BY

WELDING. WELDS SHALL BE MADE WITH 5/8 INCH DIAMETER PUDDLE WELDS. IN NOCASE SHALL WELDS BE SPACED GREATER THAN 12 INCHES ON CENTER.

22. STEEL HEADED STUD INSTALLED LENGTH FOR COMPOSITE BEAMS SHALL BE 1-1/2INCHES ABOVE THE COMPOSITE DECK UNLESS NOTED OTHERWISE.

23. WHERE CONTINUOUS DIAPHRAGM CHORD ANGLES ARE INDICATED, PROVIDE A FULLPENETRATION WELD AT THE SPLICE LOCATIONS.

24. CLEAN, PREPARE, AND SHOP PRIME EXTERIOR EXPOSED STRUCTURAL STEELMEMBERS IN ACCORDANCE WITH S.S.P.C. STANDARDS SP-1 AND SP-6.

25. CLEAN, PREPARE, AND SHOP PRIME INTERIOR EXPOSED STRUCTURAL STEELMEMBERS IN ACCORDANCE WITH S.S.P.C. STANDARDS SP-1 AND SP-3.

26. WHILE THE DESIGN DOCUMENTS MAY REFERENCE OSHA, THEY ARE NOT INTENDEDTO SPECIFICALLY IDENTIFY ALL APPLICABLE OSHA REQUIREMENTS. IT IS THECONTRACTORS RESPONSIBILITY TO IDENTIFY AND COMPLY WITH ALL APPLICABLEOSHA REQUIREMENTS.

27. ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE WEATHER, INCLUDINGMASONRY SHELF ANGLES, SHALL BE STAINLESS STEEL.

28. ALL STEEL SHALL BE POSITIONED WITH THE NATURAL CAMBER OR INDUCED CAMBERTURNED UP.

29. REFER TO ARCHITECTURAL SHEETS FOR STRUCTURAL STEEL AND DECK TO BEFIREPROOFED.

30. THE THICKNESS OF THE FIREPROOFING MATERIAL SHALL BE BASED ON STEELMEMBER SIZES, FIREPROOFING MATERIAL AND THE HOURLY RESISTANCE RATINGSPECIFIED ABOVE. CALCULATIONS TO SPECIFY THE REQUIRED THICKNESS SHALLBE PERFORMED.

31. REFER TO ARCHITECTURAL DRAWINGS FOR STEEL STAIRS, PLATFORMS, RAILINGS,AND ADDITIONAL MISCELLANEOUS STEEL.

PRE-ENGINEERED COLD-FORMED STEEL FRAMING

1. DESIGN, FABRICATION, AND ERECTION OF COLD-FORMED STEEL FRAMING SHALL BE INACCORDANCE WITH THE AISI DESIGN MANUAL AS AMENDED TO DATE. ALL FRAMINGMEMBERS SHOWN ON PLANS ARE SCHEMATIC AND ARE SHOWN FOR INTENT ONLY.

2. STEEL STUD WALL AND CONNECTIONS TO BE DESIGNED BY SUPPLIER. STEEL STUDWALL AND CONNECTION DESIGN SHALL BE SEALED BY PROFESSIONAL STRUCTURALENGINEER EXPERIENCED IN THIS WORK AND REGISTERED IN THE STATE OF WISCONSIN.

3. MIMINUM DESIGN THICKNESS OF STUDS AND TRACK AT EXTERIOR OF BUILDINGVERTICALLY SHALL BE 20 GAGE.

4. LOAD BEARING STUDS VERTICALLY SUPPORTING EXTEROIR CLADDING SHALL BEDESIGNED TO CARRY ALL GRAVITY LOADS AND LATERAL FORCES INCLUDING BUT NOTLIMITED TO DEAD LOADS, LIVE LOADS, WIND LOADS, AND AXIAL LOAD ECCENTRICITY.

5. NON-LOAD BEARING STUDS NOT VERTICALLY SUPPORTING MASONRY SHALL TRANSFERLATERAL LOADS TO STRUCTURE BY MEANS OF SLIDE CLIPS TO ALLOW FOR VERTICALMOVEMENT OF PRIMARY STRUCTURAL MEMBERS.

6. SPLICES IN AXIALLY LOADED STUDS ARE NOT PERMITTED.7. STUDS, TRACK, AND ACCESSORIES SHALL BE GALVANIZED WITH A MINIMUM G-90

COATING PER ASTM A653.8. STUDS SHALL BE PLUMBED, ALIGNED, AND SECURELY ATTACHED TO FLANGES OR

WEBS OF LOWER TRACK. STUDS SHALL BE SEATED TIGHT TO TRACK WEBS PRIOR TOATTACHMENT.

9. JOINTS SHALL BE LOCATED DIRECTLY OVER BEARING STUDS OR A LOAD DISTRIBUTIONMEMBER SHALL BE PROVIDED AT THE TOP OF THE WALL.

10. REFER TO ARCHITECTURAL WALL SECTIONS AND DETAILS FOR ADDITIONALINFORMATION.

11. STEEL STUD ERECTOR SHALL CONSTRUCT ALL LIGHTGAGE FRAMING IN A MANNERWHICH PROTECTS LATERAL STABILITY OF THE STRUCTURE.

12. ALL WELDS PERFORMED ON GALVANIZED LIGHTGAGE COMPONENTS SHALL BECOATED WITH ZINC RICH PAINT FOR CORROSION PROTECTION IN ACCORDANCE WITHASTM A780. CONTRACTOR SHALL NOTIFY THE ARCHITECT TO ALLOW ADEQUATE TIMEFOR WELDS TO BE REVIEWED BEFORE SYSTEMS ARE ENCLOSED.

13. STEEL STUD WALLS SHALL BE DESIGNED AND CONSTRUCTED TO PROVIDE REQUIREDCAPACITIES TO CARRY CONSTRUCTION LOADS. CONTRACTOR SHALL PROVIDENECESSARY BRIDGING OR ATTACHMENT TO WALL SHEATHING BEFORE STRUCTURALCOMPONENTS ARE LOADED.

ANCHORS AND FASTENERS

1. INSTALLATION OF MECHANICAL AND ADHESIVE ANCHORS, FASTENERS ANDSCREWS SHALL BE IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS.INSTALLERS SHALL BE TRAINED BY THE MANUFACTURERS REPRESENTATIVE.

2. EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT TZ UNLESS NOTED OTHERWISE.3. ADHESIVE ANCHORS SHALL BE HILTI HIT RE 500 UNLESS NOTED OTHERWISE.4. SLEEVE ANCHORS SHALL BE HILTI HLC UNLESS NOTED OTHERWISE.5. CONCRETE SCREW ANCHORS SHALL BE HILTI KWIK HUS SCREW ANCHOR UNLESS

NOTED OTHERWISE.6. SHEET METAL SCREW TYPE FASTENERS SHALL BE HILTI, INC. UNLESS NOTED

OTHERWISE.7. ANCHORS AND FASTENERS LISTED ABOVE ARE THE BASIS OF DESIGN.

SUBSTITUTIONS WILL BE CONSIDERED PERMITTED CALCULATIONS ARE SUBMITTEDILLUSTRATING STRENGTH MEETING OR EXCEEDING THE BASIS OF DESIGN.

COMPONENT STRUCTURAL CALCULATION REVIEW

COMPONENT STRUCTURAL CALCULATIONS SHALL BE SUBMITTED FOR THE FOLLOWING ITEMS:1. COLD-FORMED METAL FRAMING2. RAILING SYSTEMS3. STRUCTURAL STEEL CONNECTIONS*

PRIOR TO SUBMITTING FOR REVIEW, COMPONENT STRUCTURAL CALCULATIONS SHALL BEPREPARED UNDER THE DIRECT SUPERVISION AND CONTROL AND BE SIGNED AND SEALED BY ASTATE OF WI REGISTERED ENGINEER EXPERIENCED IN THIS TYPE OF WORK. AT MINIMUM,CALCULATIONS SHALL INCLUDE MATERIAL, LOADING AND SERVICE DESIGN CRITERIA.

THE REGISTERED ENGINEER SHALL HAVE A MINIMUM OF 5 YEARS OF RELATED EXPERIENCEUNLESS NOTED OTHERWISE.

REVIEW OR APPROVAL OF CALCULATIONS HAS BEEN LIMITED TO DETERMINING WHETHER THESUPERIMPOSED LOADS AND DESIGN ASSUMPTIONS, REPORTED AS HAVING BEEN USED IN THECALCULATIONS SUBMITTED FOR REVIEW, ARE IN GENERAL CONFORMANCE WITH THEREQUIREMENTS OF THE CONTRACT DOCUMENTS. NO OTHER DETAILS OF THE CALCULATIONSHAVE BEEN REVIEWED. REVIEW OR APPROVAL SHALL NOT RELIEVE SUBMITTER EITHER FROMRESPONSIBILITY FOR FULLY COMPLYING WITH ALL REQUIREMENTS OF THE CONTRACTDOCUMENTS, OR FROM ANY ERROR OR OMISSION IN ANY CALCULATIONS.

THE REGISTERED PROFESSIONAL ENGINEER SEALING THE CALCULATIONS FOR REVIEWWARRANTS TO REVIEWING ENGINEER THAT THE SUPERIMPOSED LOADS AND DESIGNASSUMPTIONS, AS INDICATED IN THE CONTRACT DOCUMENTS, HAVE BEEN USED PROPERLYTHROUGHOUT ALL SUCH CALCULATIONS. REVIEWING ENGINEER HAS RELIED UPON THEREGISTERED PROFESSIONAL ENGINEER SEALING THE CALCULATIONS SUBMITTED FOR REVIEWFOR THE PROPER DESIGN OF ALL COMPONENT(S) TO WHICH THE SEALED CALCULATIONSRELATE, ALL SUCH COMPONENT(S) ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THECONTRACT DOCUMENTS, AND ALL SUCH COMPONENT(S) ARE FIT FOR USE FOR WHICH THEYARE INTENDED.

SHOP DRAWINGS AND SUBMITTALS

SHOP DRAWINGS AND SUBMITTALS SHALL BE PROVIDED FOR THE FOLLOWING ITEMS:1. CONSTRUCTION PROCEDURES INCLUDING PROVISIONS FOR HOT AND COLD WEATHER

CONSTRUCTION2. CONSTRUCTION JOINT LOCATIONS IN CONCRETE ELEMENTS3. CONDUITS, PIPES, AND SLEEVES EMBEDDED IN CONCRETE ELEMENTS4. CONCRETE AND GROUT MIX DESIGNS INCLUDING PROPORTIONING DATA5. MATERIAL CERTIFICATES6. REINFORCING STEEL7. ELEVATORS8. STRUCTURAL STEEL9. METAL DECK10. COLD-FORMED METAL FRAMING*11. RAILING SYSTEMS*12. STRUCTURAL STEEL CONNECTIONS*

PRIOR TO SUBMITTING FOR REVIEW, STARRED (*) ITEMS SHALL BE PREPARED UNDER THEDIRECT SUPERVISION AND CONTROL AND BE SIGNED AND SEALED BY THE ENGINEER PREPARINGSTRUCTURAL COMPONENT CALCULATIONS OF SUCH ITEMS. SEE “COMPONENT STRUCTURALCALCULATION REVIEW” ABOVE.

SHOP DRAWINGS SUBMITTED FOR REVIEW SHALL BEAR THE CONTRACTOR “APPROVAL” STAMP.SHOP DRAWINGS RECEIVED WITHOUT CONTRACTOR APPROVAL WILL BE RETURNED WITHOUTREVIEW.

AS-BUILT DRAWINGS AND DOCUMENTS

1. THE CONTRACTOR SHALL SUBMIT AS-BUILT DRAWINGS INDICATING DEVIATIONS FROMTHE CONSTRUCTION DOCUMENTS. PROVIDE STRUCTURAL AS-BUILT DRAWINGS TOTHE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD UPON COMPLETION OF THEWORK INDICATED IN THIS DRAWING SET.

2. AS-BUILT DOCUMENTS WILL BE UTILIZED TO PREPARE RECORD DOCUMENTS FOR THEOWNERS USE.

MATERIALS AND FIELD TESTING

EARTHWORK AND FOUNDATIONS1. COMPACTION AND SOIL TESTING, AND SITE PREPARATION OVERSIGHT SHALL BE

PROVIDED BY A GEOTECHNICAL CONSULTANT RETAINED BY THE CONTRACTOR. THEGEOTECHNICAL ENGINEER SHALL VERIFY THAT ALL RECOMMENDATIONS INLUDINGSOIL BEARING CAPACITIES, AND OTHER RECOMMENDED ITEMS AS OUTLINED IN THEGEOTECHNICAL REPORT NOTED ABOVE HAVE BEEN SATISFIED. THE GEOTECHNICALENGINEER SHALL PROVIDE FIELD REPORTS TO THE OWNER.

2. EXISTING AND NEW BUILDINGS SHALL BE MONITORED UNDER A FIELD SETTLEMENTOBSERVATION PROGRAM PROVIDED BY A GEOTECHNICAL ENGINEER RETAINED BY THECONTRACTOR. AT LEAST FOUR LOCATIONS OF EACH STRUCTURE SHOULD BEMARKED AND MONITORED FOR FIELD SETTLEMENT BY THE GEOTECHNICAL ENGINEER.ALL SURVEYING REQUIRED SHALL BE PERFORMED BY A STATE OF WISCONSINREGISTERED SURVEYOR.

CONCRETE AND GROUT1. CONCRETE SHALL BE TESTED BY THE CONTRACTOR’S TESTING LAB. SEE

SPECIFICATIONS FOR REQUIREMENTS. PROVIDE TEST REPORTS TO THE OWNER ANDSTRUCTURAL ENGINEER.

2. GROUT SHALL BE TESTED BY THE CONTRACTOR'S TESTING LAB. SEE SPECIFICATIONSFOR REQUIREMENTS. PROVIDE TEST REPORTS TO THE OWNER.

THIRD PARTY INSPECTION

CONCRETE REINFORCING STEEL1. REINFORCING STEEL INSTALLATION SHALL BE VERIFIED BY THE CONTRATCTOR’S

INSPECTION AGENCY. SEE SPECIFICATIONS FOR REQUIREMENTS. PROVIDEINSPECTION REPORTS TO THE OWNER AND STRUCTURAL ENGINEER.

CONCRETE PLACEMENT1. CONCRETE PLACEMENT SHALL BE OBSERVED BY THE CONTRACTORS INSPECTION

AGENCY. RECORD FIELD CONDITIONS, INSTALLATION PROCEDURE, AND CURINGMETHOD. PROVIDE INSPECTION REPORTS TO THE OWNER AND STRUCTURALENGINEER.

STRUCTURAL STEEL1. METAL DECK, FIELD BOLTED AND WELDED STEEL CONNECTION INSTALLATION SHALL

BE VERIFIED BY THE CONTRACTOR’S INSPECTION AGENCY. SEE SPECIFICATIONS FORREQUIREMENTS. PROVIDE INSPECTION REPORTS TO THE OWNER AND STRUCTURALENGINEER.

Drawing Number:

Drawing Title:Project Number

DrawnChecked

CONSULTANTSProject Title

Building Number

Location

ARCHITECT/ ENGINEERS:

Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot

Department ofVeterans Affairs

100% CONSTRUCTION DOCUMENTS

Revisions Date

www.graef-usa.com

KN02/15/2017


106BS

BLDG 2,WEST SIDE13100 watertown plank road

suite 200elm grove, wi 53122

p 262.641.0746f 262.641.0584

BRYANT E. STEMPSKIWI PE No.37299




GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GENERAL NOTES

S001

607-16-133REPAIR LAUNDRYLOADING DOCKS


38

WIND PROVISIONSFOR COMPONENTS ANDCLADDING TABLE

SECTION TOP (T) FRONT (F) BACK (B) BOTTOM (BOT)

HP, M,W

C, MC

L

(2) L

SLBB LLBB

HSS

HSS(ROUND),PIPE

MT,WT

BG,DLH,G, K,LH,VG

LLVLLH

T

BOT

F B

F B

T

BOT

T

BOT

T

BOT

T

BOT

T

BOT

T

BOT

T

BOT

LINE

BEYOND

CENTER, GRID

DEMOLITION

EXISTING(HALFTONE)

HIDDEN

MATCHLINE

NEW (CUT)

NEW (PROJECTION)

OVERHEAD

MATERIAL

ALUMINUM

BRICK

CONCRETE

CONCRETEMASONRY BLOCK

EARTH

GRAVEL

GROUT

WOOD STRUCTURALPANEL

STEEL

REFERENCE

BREAK LINE

N

1

1

A6

S-501

EXISTING GRIDINDICATOR

GRID INDICATOR

NORTH INDICATOR

DETAIL VIEWINDICATOR

SECTION VIEWINDICATOR

SLOPE INDICATOR

STEP INDICATOR

REVISION CLOUD

SPAN DIRECTIONINDICATOR

ELEVATION VIEWINDICATOR

KEYNOTE INDICATOR

REVISION INDICATOR

OPENING(FLOOR, ROOFOR WALL)

ELEVATIONINDICATOR

TOC

100'-0"

01

01

S-201

A1

A1

A1

A1B1

C1

D1

A6/S501 VIEW INDICATOR

A6

S-501

CONCRETE SLABON STEEL DECK(TRANSVERSE)

CONCRETE SLABON STEEL DECK(LONGITUDINAL)

CONCRETE SLABON GRADE

WELDED WIRE FABRICREINFORCEMENT

ANCHOR ROD

ADHESIVE ANCHOR

3

'-0

"

2'-0"BENT BAR2'-0" H x 3'-0" V

BAR DRILLED ANDEPOXIED INTOCONCRETE

EXPANSION ANCHOR

SHEAR STUDRAILREINFORCEMENT

STEEL ROOF DECK(TRANSVERSE)

STEEL ROOF DECK(LONGITUDINAL)

BOLT

SHEAR STUD

A6A5A4A3A2A1

B6B5B4B3B2B1

C6C5C4C3C2C1

D6D5D4D3D2D1

BOND BEAM

CONCRETE MASONRYUNIT (SECTION)

CONCRETE MASONRYUNIT (TOP)

BRICK VENEER

2#4E

F24

G

WALL REINFORCEMENT EXTENT

WALL TO BE GROUTED SOLID.IF "G" IS OMITTED, GROUT WALLCORES AT BAR LOCATIONS ONLY.

BAR SIZE

NUMBER OF BARS

BAR SPACING (INCHES)

LOCATION OF BAR(S) WITHINBLOCK CORE:

EF = 1/2 TOTAL NUMBER OF BARS EACH FACE

C = CENTER IN WALLIF = INSIDE FACEOF = OUTSIDE FACE

VERTICAL BARS TO PASS THROUGHINTERMEDIATE BOND BEAMS

L01

MP01

MW01

MASONRY WALLMARK

MASONRY LINTELMARK

MASONRY PIERMARK

F01

F01

F01

TOF 100'-0"C01, P01

TOF 100'-0"C01, P01

TOF 98'-0"C01, P01

WF

01G

B01

TOF 98'-0"

CONCRETE WALL

GRADE BEAM

SPREAD FOOTING

WALL FOOTING

FOOTING STEP

FOOTING MARK

TOP OF FOUNDATIONELEVATION

GRADE BEAM MARK

WALL FOOTING MARK

CONCRETE COLUMN OR PIER

TOF 100'-0"TOP OF FOUNDATIONELEVATION

CONCRETE COLUMNOR PIER MARK

CJ

CJ

CJ

WALL STARTS HERE AND/OR CONTINUES

WALL ENDS HERE

TOW 110'-0"TOP OF WALLELEVATION

SLAB ON GRADECONTROL ORCONSTRUCTIONJOINT

CONCRETE ENCASED COLUMN

DIAGONAL BRACING ABOVE OR BELOW

COLUMN CONTINUES

COLUMN ENDS HERE (BEAM FRAMESOVER COLUMN)

ANGLEKICKERBRACE

BRACED BOTTOM FLANGE LOCATION

MOMENT CONNECTION

W18

x35

(8)

1"

3045

100

SECTION DESIGNATION

TOTAL NUMBER OFSHEAR STUDS

CAMBER AT MIDSPAN

FACTORED AXIAL TRANSFER FORCE (KIPS).DESIGN BEAM END CONNECTION FORTRANSFER FORCE IN ADDITION TO SHEARREACTION.

FACTORED END SHEARREACTION (KIPS)

TOP OF STEEL ELEVATION, NOTED ONEACH END INDICATES A SLOPED BEAM

CANTILEVER SAME SECTION AS BACKSPAN UNLESS NOTED OTHERWISE

CAMBER AT END OF CANTILEVER1"

COLUMN STARTS HERE

BEAM SPLICE

SHEAR CONNECTION

WP

01

BEAM WEB PENETRATION MARK

50

FACTORED END MOMENT REACTION(FOOT-KIPS)

±1'

-0"

FL01

TOC 100'-0"TOS 99'-6"

FLOOR TYPE MARK

EMBED PLATE

EDGE OF SLAB OR EDGE OF DECK

OPENING

BOTTOM FLANGE BRACE

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GENERAL INFORMATION

S002



39

S001 GENERAL NOTES

S002 GENERAL INFORMATION

S003 GENERAL FOUNDATION DETAILS

S005 GENERAL ROOF DECK DETAILS

S007 GENERAL MASONRY DETAILS

S101 GROUND FLOOR PLAN

S102 FIRST FLOOR PLAN

S103 MEZZANINE FLOOR PLAN

S104 ROOF PLAN

S501 FOUNDATION AND CONCRETE DETAILS

S502 FOUNDATION AND CONCRETE DETAILS

S511 COMPOSITE SLAB AND ROOF DECK DETAILS

S521 STEEL DETAILS

S601 SCHEDULES

ABBREVIATIONS1WAY ONE-WAY

AB ANCHOR BOLTADDL ADDITIONALADDM ADDENDUMAHU AIR HANDLING UNITALT ALTERNATEAPPROX APPROXIMATEAR AS REQUIREDARCH ARCHITECT

B PL BASE PLATEB/B BACK TO BACKBC BOTTOM CHORDBF BOTH FACESBF BOTTOM FACEBM BEAMBO BOTTOM OF __ (REFER TO TOP OF __)BOT BOTTOMBRDG BRIDGINGBRG PL BEARING PLATEBS BOTH SIDESBSMT BASEMENTBW BOTH WAYS

C CHANNELC TO C CENTER TO CENTERCANTIL CANTILEVERCIP CAST-IN-PLACECJ CONSTRUCTION JOINTCJ CONTROL JOINTCL CENTER LINECMU CONCRETE MASONRY UNITCOL COLUMNCONC CONCRETECONN CONNECTCONSTR CONSTRUCTIONCONT CONTINUE/CONTINUOUSCONTR CONTRACTORCPRS COMPRESSIBLECTRL CONTROLCU CUBICCU FT CUBIC FEETCU IN CUBIC INCHCU YD CUBIC YARD

D DEEPD DEPTHDBE DECK BEARING ELEVATIONDBL DOUBLEDEG DEGREEDET DETAILDEMO DEMOLITIONDIA DIAMETERDIAG DIAGONALDIM DIMENSIONDIR DIRECTIONDL DEAD LOADDWG DRAWING

E EASTEA EACHEE EACH ENDEF EACH FACEEJ EXPANSION JOINTEL ELEVATIONELEC ELECTRICELEV ELEVATORENGR ENGINEEREOD EDGE OF DECKEOG EDGE OF GRATINGEOS EDGE OF SLABEQ EQUALEQL SP EQUALLY SPACEDEQUIP EQUIPMENTEQUIV EQUIVALENTEW EACH WAYEXC EXCAVATEEXIST, (E) EXISTINGEXP EXPANSIONEXP BT EXPANSION BOLTEXT EXTERIOR

FD FLOOR DRAINFDTN FOUNDATIONFF FAR FACEFLR FLOORFR FRAMEFS FAR SIDEFSTNR FASTENERFT FEETFTG FOOTINGFUT FUTURE

GA GAGEGALV GALVANIZEDGC GENERAL CONTRACTORGLU LAM GLUE LAMINATED WOODGR BM GRADE BEAMGRTG GRATING

H HIGHHDR HEADERHGR HANGERHORIZ, H HORIZONTALHS HIGH STRENGTHHSKPG HOUSEKEEPINGHT HEIGHT

I MOMENT OF INERTIAID INSIDE DIAMETERIF INSIDE FACEINFO INFORMATIONINT INTERIOR

JST JOISTJST BRG JOIST BEARING

K KIPKB KNEE BRACEKIP THOUSAND POUNDSKLF KIPS PER LINEAR FOOTKOP KNOCK OUT PANELKSF KIPS PER SQUARE FOOTKSI KIPS PER SQUARE INCHKWY KEYWAY

L ANGLELATL LATERALLB POUND

LD BRG LOAD-BEARINGLDH LONG DIMENSION HORIZONTALLDV LONG DIMENSION VERTICALLL LIVE LOADLLBB LONG LEG BACK TO BACKLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLVL LAMINATED VENEER LUMBERLVR LOUVER

M MOMENTMAX MAXIMUMMBR MEMBERMC MOMENT CONNECTIONMD METAL DECKMECH MECHANICALMEZZ MEZZANINEMFR MANUFACTURERMFR REC MANUFACTURER'S RECOMMENDATIONMID MIDDLEMIN MINIMUMMISC MISCELLANEOUSML MONOLITHICMO MASONRY OPENINGMTL METALMULT MULTIPLE

N NORTHNF NEAR FACENIC NOT IN CONTRACTNLB NON-LOAD-BEARINGNO NUMBERNOM NOMINALNS NEAR SIDENTS NOT TO SCALE

OC ON CENTEROD OUTSIDE DIAMETEROF OUTSIDE FACEOPNG OPENINGOPH OPPOSITE HANDOPP OPPOSITEOPT OPTIONALO/O OUT TO OUT

PCC PRECAST CONCRETEPCF POUNDS PER CUBIC FOOTPL PLATEPLF POUNDS PER LINEAR FOOTPLYWD PLYWOODPRCST PRECASTPRELIM PRELIMINARYPS CONC PRESTRESSED CONCRETEPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPT POST-TENSIONEDPT PRESSURE TREATEDPT CONC POST-TENSIONED CONCRETE

QTY QUANTITY

R RADIUSRD ROOF DRAINREF REFERENCEREINF REINFORCEREQD REQUIREDREV REVISIONRS ROUGH SAWNRTU ROOF TOP UNIT

S SOUTHSCHED SCHEDULESCHEM SCHEMATICSE STRUCTURAL ENGINEERSECT SECTIONSF SQUARE FOOT (FEET)SHT SHEETSIM SIMILARSL SLABSLBB SHORT LEG BACK TO BACKSP SUMP PITSPCL SPECIALSPEC SPECIFICATIONSQ SQUARESQ IN SQUARE INCHSQ YD SQUARE YARDSTD STANDARDSTIF STIFFENERSTL JST STEEL JOISTSTRUC STRUCTURALSYMM SYMMETRICAL

T&B TOP AND BOTTOMTB THROUGH BOLTTC TOP CHORDTEMJ TOP ELEVATION MATCHES JOISTTEMP TEMPORARYTHK THICKNESSTHRU THROUGHTOB TOP OF BEAMTOC TOP OF CONCRETETOD TOP OF DECKTOF TOP OF FOUNDATIONTOG TOP OF GRATINGTOP TOP OF PIERTOS TOP OF STEELTOW TOP OF WALLTS TUBE STEELTYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VAR VARIESVERT, V VERTICALVIF VERIFY IN FIELD

W WESTW WIDEW/ WITHW/O WITHOUTWBL WOOD BLOCKINGWD WOODWF WIDE FLANGEWP WORK POINTWT WEIGHTWWF WELDED WIRE FABRICWWM WELDED WIRE MESH

YD YARD

STEEL SHAPES LEGEND

SYMBOL LEGEND

CONCRETE LEGENDSTEEL LEGEND

VIEW LOCATION LEGEND

CONCRETE MASONRY LEGEND CONCRETE MASONRY PLAN LEGEND

SHEET INDEX

FOUNDATION PLAN LEGEND

STEEL FRAMING PLAN LEGEND

T

T/4

T

BASE COURSE, SEE SPECIFICATIONS

VAPOR RETARDER,SEE SPECIFICATIONS

SAW CUT OR TOOLED JOINT REINFORCEMENT, STOP AT JOINT

BOND BREAKER (FORM RELEASE AGENT)

SAW CUT OR TOOLED JOINT REINFORCEMENT

CONTINUOUS KEYWAY

T/2

BASE COURSE, SEE SPECIFICATIONS

CONSTRUCTION JOINT

CONTROL JOINT

VAPOR RETARDER,SEE SPECIFICATIONS

1" TYPICAL

T/8

T/8

SPLICE, TYPICAL

30 BAR DIAMETER

SPLICE, TYPICAL

30 BAR DIAMETER

TY

PIC

AL

EVERY OTHER HORIZONTAL BAR TOBE DISCONTINUOUS ACROSS JOINT

2x4 CONTINUOUS KEYWAY

EVERY OTHER HORIZONTAL BAR TOBE DISCONTINUOUS ACROSS JOINT

1/2"

TO

3/4

"

CONSTRUCTION JOINT

CONTROL JOINT

3'-0"x3'-0" CORNERBARS SAME SIZEAND SPACING ASHORIZONTAL BARS

(3) #4 VERTICALS

2" T

YP

ICA

L2"

TY

PIC

AL

3'-0"x3'-0" CORNERBARS SAME SIZEAND SPACING ASHORIZONTAL BARS

TWO LAYERS OF REINFORCEMENT

ONE LAYER OF REINFORCEMENT

2"

SP

LIC

E T

YP

ICA

L

30 B

AR

DIA

ME

TE

R2"

TY

PIC

AL

SP

LIC

E T

YP

ICA

L

30 B

AR

DIA

ME

TE

R

DOWEL EACH FACEWITH STANDARDHOOK SAME SIZEAND SPACING ASHORIZONTAL BARS

2x4 CONTINUOUSKEYWAY

DOWEL EACH FACEWITH STANDARDHOOK SAME SIZEAND SPACING ASHORIZONTAL BARS

2x4 CONTINUOUSKEYWAY

TWO LAYERS OF REINFORCEMENT

ONE LAYER OF REINFORCEMENT

2W TYPICAL W

2L T

YP

ICA

LL

2D TYPICAL D

ADD (1) #5 x 4'-0" LONG DIAGONAL ATEACH CORNER FOR EACH LAYER OFREINFORCEMENT

NOTES:

1. = STEEL REINFORCEMENT CONTINUOUS.

2. = STEEL REINFORCEMENT CUT.

3. TYPICAL FOR ALL OPENINGS IN CONCRETE WALLS AND SLABS UNLESSNOTED OTHERWISE ON PLAN.

4. DO NOT WELD REINFORCEMENT TO PIPE SLEEVES AND INSERTS.

5. FOR OPENINGS 1'-0" ROUND/SQUARE OR LESS THE WALL STEEL CANBE REPLACED WITHOUT ADDITIONAL REINFORCEMENT.

EQUAL TO HALF THE NUMBER OF CUTBARS AND SPACED AT 2" OC EACHSIDE OF OPENING, TYPICAL. EXTENDADDITIONAL REINFORCEMENT PASTOPENING BY 2D AS INDICATED (2'-0"MINIMUM)

EQUAL TO HALF THE NUMBER OF CUTBARS AND SPACED AT 2" OC EACHSIDE OF OPENING, TYPICAL. EXTENDADDITIONAL REINFORCEMENT PASTOPENING BY 2W OR 2L AS INDICATED(2'-0" MINIMUM)

ADD (1) #5 x 4'-0" LONG DIAGONAL ATEACH CORNER FOR EACH LAYER OFREINFORCEMENT

MINIMUM

1'-0"

SPLICE, TYPICAL

30 BAR DIAMETER

1

1.5

Z-BARS SAME SIZE ANDNUMBER AS CONTINUOUSFOOTING REINFORCEMENT

LOCATION INDICATEDTHUS ON PLAN

1'-0"

1'-0"

#4@12"OCEACH WAY

#4@12"OCALL AROUND

#4@12"OCEACH WAY

CONCRETE SLAB,ON GRADE

1" COMPRESSIBLEFILLER, TYP

3/4" CHAMFER

SEEMECHANICAL

NOTES: ALL LOCATIONS AND DIMENSIONS SHALL BE COORDINATED WITH MECHANICAL CONTRACTOR.

SEE MECHANICAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF PADS.

SECTION (EQUIPMENT PAD)

SECTION (ISOLATION PAD)

1'-0

"

0'-5

"

T/2

0'-6

"

T/2

0'-2

1/4

"

1" C

OV

ER

0'-1

0 1

/2"

"T"

SE

E

PLA

N

0'-4

"DRAWINGS

0'-6

"6"

@ C

HIL

LER

ISO

LAT

ION

PA

D

TOC

SEE PLAN

TOC

SEE PLAN

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GENERAL FOUNDATION DETAILS

S003



40

1" = 1'-0"A6

SLAB ON GRADE CONTROLAND CONSTRUCTION JOINT

1/2" = 1'-0"B6

WALL CONTROL ANDCONSTRUCTION JOINT

1/2" = 1'-0"C6WALL CORNER

1/2" = 1'-0"A5WALL INTERSECTION

1/2" = 1'-0"A3OPENING REINFORCEMENT

1/2" = 1'-0"B5FOOTING STEP

1/2" = 1'-0"C5TYPICAL PAD SECTIONS

3/16

3/16TYPICAL

L3x3x5/16,COPE VERTICALLEG EACH END

*

*

NOTES:

1. = DIMENSION BY MECHANICAL CONTRACTOR.

2. FASTEN DECK TO ANGLES WITH PUDDLE WELD AT 6" OC ALONG EACH SIDE OF OPENING.

3. REFER TO PLUMBING DRAWINGS FOR ROOF DRAIN LOCATIONS.

*

CL BEAMCL BEAM

ROOF DRAIN

3/16

EDGE OF BEAMFLANGE, TYPICAL

4" TYPICAL

L3x3x5/16, COPEVERTICAL LEGAT BEAM END

CL

BE

AM

SIDE INDICATEDAS ON PLAN

CL BEAMCL BEAM

L3x3x5/163/8" PLATE,TYPICAL

KICKER INDICATED WITHDASHED LINE ON PLAN,SEE NOTE 1

NOTES:

1. LOCATE KICKER AT MID-LENGTH OF BEAM UNLESS DIMENSIONED OTHERWISE ON PLAN.

3/16TYPICAL

3 3/16TYPICAL

L3x3

x5/1

6

CL BEAM CL BEAM

NOTES:

1. = DIMENSION BY MECHANICAL CONTRACTOR.

2. DECK SUPPLIER TO PROVIDE 1 1/2" HIGH, 20 GAGE CHANNEL CLOSURE ALONG NON-BEARINGSIDES OF DECK.

3. FASTEN DECK TO ANGLES WITH PUDDLE WELD AT 6" OC ALONG EACH SIDE OF OPENING.

4. PROVIDE MECHANICAL SUBFRAME FOR ALL DUCT PENETRATIONS THROUGH ROOF.COORDINATE SIZE AND LOCATION WITH MECHANICAL CONTRACTOR.

*

L3x3

x5/1

6

*

*

L3x3x5/16, COPEVERTICAL LEGEACH END

3/16TYPICAL

EDGE OF BEAM FLANGE,TYPICAL

4" TYPICAL

3/16TYPICAL

3/16TYPICAL

AT ROOF EDGE ANGLE OR BENT PLATE DIRECTLY ON TOP OF BEAM TOP FLANGE

NOTES:

1. WELD ALL ROOF EDGE ANGLE OR BENT PLATE SEGMENTS TOGETHER WITH BUTTWELD, BOTH LEGS.

2. SEE SECTIONS FOR WELD OF ROOF EDGE ANGLE OR BENT PLATE TO BEAM.

SPLICE LOCATION ROOF EDGE ANGLEOR BENT PLATE

3/16 2-12

CL BEAM

EOD (1'-0" MAXIMUM)

3"

SEE PLAN FORDIRECTION OFDECK SPAN

1/4" CONTINUOUSBENT PLATE OREDGE ANGLE

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GENERAL ROOF DECK DETAILS

S005



41

3/4" = 1'-0"B5ROOF DRAIN SUBFRAME

3/4" = 1'-0"A5ANGLE KICKER BRACE

3/4" = 1'-0"A6MECHANICAL SUBFRAME

3/4" = 1'-0"B6

ROOF PERIMETER EDGE ANGLEOR BENT PLATE SPLICE

3/4" = 1'-0"C6

EDGE CONDITION AT DECKOPENINGS OR EDGES

LINTEL BEARING,TYPICAL

LAP

, TY

PIC

AL

48 B

AR

DIA

ME

TE

R

TY

PIC

AL

48 B

AR

DIA

ME

TE

RS

,

VERTICALREINFORCEMENT,FULL HEIGHT OFWALL, TYPICAL

DOWEL WITHSTANDARD HOOKTO MATCH SIZEOF VERTICALREINFORCEMENT,TYPICAL

CMU WALL

NOTES:

1. GROUT ALL CELLS SOLID CONTAINING REINFORCEMENT

MASONRY LINTEL

LINTEL HORIZONTALREINFORCEMENT

TOC



STEEL ORPRECAST LINTEL

CMU WALL

X'-X", TYPICAL

(2) #4 HORIZONTALWALL REINFORCEMENT

NOTES:

1. GROUT ALL CELLS SOLID CONTAINING REINFORCEMENT.

STOP HORIZONTAL JOINTREINFORCEMENT ATCONTROL JOINT, TYPICAL

SEE PLAN FOR CONTROLJOINT LOCATIONS

CMU WALL PREMOLDED CONTROL JOINT

BACKER ROD ANDSEALANT BOTH SIDES

NOTES:

1. STOP BOND BEAM REINFORCEMENT (NOT SHOWN) AT CONTROL JOINT.

TYPICAL (24" MINIMUM)

48 BAR DIAMETER LAP,

(2) #5 VERTICAL. GROUT CORESOLID AT REINFORCEMENT.

CMU WALL

OUTER BAR BENDS AROUND CORNER

INNER BAR BENDS DOWNINTO CORNER CORE, TYPICAL

CMU WALL

BOND BEAM REINFORCEMENT

BOND BEAM REINFORCEMENT

TYPICAL

48 BAR DIAMETER LAP,

(2) #5 VERTICAL. GROUT CORESSOLID AT REINFORCEMENT

CMU WALL

CMU WALL



CMU WALL

NOTES:

1. GROUT ALL CELLS SOLID CONTAINING REINFORCEMENT.

X'-X", TYPICAL

(2) #4 HORIZONTALWALL REINFORCEMENT

MASONRY LINTEL

LINTELHORIZONTALREINFORCEMENT

(2) #5 VERTICAL. GROUT CORESOLID AT REINFORCEMENT.

CMU WALL

CMU WALL

LADDER OR TRUSS TYPE HORIZONTALJOINT REINFORCEMENT, TYPICAL. LAPAT WALL CORNER AS SHOWN.

(2) #5 VERTICAL. GROUT CORESSOLID AT REINFORCEMENT.

1/4" ROUND TIES IN MORTARJOINTS AT 16" OC

CMU WALL

CMU WALL

LADDER OR TRUSS TYPE HORIZONTALJOINT REINFORCEMENT, TYPICAL. LAPAT WALL INTERSECTION AS SHOWN.


LAP

, TY

PIC

AL

48 B

AR

DIA

ME

TE

R

TY

PIC

AL

48 B

AR

DIA

ME

TE

RS

,


STEEL ORPRECAST LINTEL

DOWEL WITHSTANDARD HOOKTO MATCH SIZEOF VERTICALREINFORCEMENT,TYPICAL

CMU WALL

NOTES:

1. GROUT ALL CELLS SOLID CONTAINING REINFORCEMENT

TOC

BAR SPACING

EQ

UA

LE

QU

AL

TH

ICK

NE

SS

NO

MIN

AL

VERTICAL REINFORCEMENT- SEE SCHEDULE FOR SIZE- EXTEND FULL HEIGHT OF WALL- PROVIDE LAP SPLICE LENGTH PER SPECIFICATIONS- STAGGER LAPS

FILL CORES SOLID WITHGROUT AT REINFORCEMENT

BED FACE SHELLS AND WEBSWITH MORTAR AT FILLED CORES

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GENERAL MASONRY DETAILS

S007



42

3/8" = 1'-0"A4CMU WALL DOOR OPENING

3/8" = 1'-0"C6CMU WALL PUNCHED OPENING

1" = 1'-0"C4

CMU WALL VERTICALCONTROL JOINT

1" = 1'-0"B4BOND BEAM CORNER

1" = 1'-0"A5BOND BEAM INTERSECTION

3/8" = 1'-0"B6CMU WALL PUNCHED OPENING

1" = 1'-0"B5CMU WALL CORNER

1" = 1'-0"C5CMU WALL INTERSECTION

3/8" = 1'-0"A6CMU WALL DOOR OPENING

1" = 1'-0"A3TYP MASONRY WALL

A

B

C

D

0.1 10.2

Z

2'-0"1'-4" 10'-11 3/8"

2'-0

"

1'-0

1/2

"

3 1/

2"11

'-6"

1'-4

"V

IF1'

-10

5/8"

TOC 883'-0"

D6

S501

TOF 882'-0", VIF(MATCH EXIST)

10'-0" 10'-0"

TOF 880'-0"

TOC 878'-0"

TOEF = 876'-11"BOEF = 875'-3"

TOEF = 882'-0"BOEF = 880'-4"

TOEF = 882'-0"BOEF = 880'-4"

TOEF = 882'-0"BOEF = 880'-3"

TOEF = 882'-0"BEOF = 879'-6"

TOEF = 878'-6"BOEF = 877'-5"

TOEF = 881'-0"BEOF = 879'-6"

TOEF = 882'-11"BEOF = 881'-6"

TOEF = 884'-10"BEOF = 883'-6"

TOEF = 885'-7 1/2"BEOF = 884'-3 1/2"

TOEF = 885'-2 1/2"BEOF = 884'-3 1/2"

3'-7

"1'

-1"

4'-3

"1'

-2"

4'-8

"1'

-5"

5'-4

"1'

-11"

5'-6" 4'-0" 24'-0" 10'-0" 10'-0"

2'-9

"1'

-0"

9" V

IF

1'-2

" V

IF

SAWCUT EXISTING WALL

TOF 884'-0"TOF 885'-7 1/2"

3'-0

"

4"1'

-0"

12'-4

"16

'-8"

16'-0

"16

'-8"

33'-0" 7'-9"

1'-0" 1'-0"

4"

2'-0"

GRANULAR BACKFILL

CJ

CJ

TEMPORARY EARTHRETENTION BYCONTRACTOR

TEMPORARY EARTHRETENTION BYCONTRACTOR

05

06

B2

S501

04

07

07

SG03

4'-0

"2'

-0"

A1

S501

TYP

03

03

8"

53'-6" VIF

07

• SEE "SCHEDULES" SHEET(S) FOR FOOTING AND PIER SCHEDULES.

• SEE "GENERAL DETAILS" SHEET(S) FOR THE FOLLOWING DETAILS:

- OPENING REINFORCEMENT- SLAB ON GRADE CONTROL AND CONSTRUCTION JOINT- WALL CONTROL AND CONSTRUCTION JOINT- WALL CORNER- WALL INTERSECTION- FOOTING STEP- SLAB ON GRADE DEPRESSION- CMU WALL ON SLAB ON GRADE- INTERIOR COLUMN ISOLATION JOINT- EXTERIOR COLUMN ISOLATION JOINT

EXISTING BUILDING NOTE• INFORMATION PERTAINING TO THE EXISTING CONDITIONS PROVIDED IN THESE CONSTRUCTION

DOCUMENTS REPRESENTS, TO THE BEST OF OUR KNOWLEDGE, THE ACTUAL EXISTING FIELDCONDITION. DIMENSIONS OF EXISTING CONSTRUCTION SHALL BE FIELD VERIFIED AND COORDINATEDPRIOR TO FABRICATION OF STRUCTURAL COMPONENTS. REPORT DISCREPANCIES BETWEEN THESEDRAWINGS AND FIELD CONDITIONS TO ARCHITECT/ENGINEER FOR REVIEW. ANY WORK PERFORMEDPRIOR TO RESOLUTION OF DISCREPANCIES BY THE ARCHITECT/ENGINEER IS SUBJECT TO REMOVAL ANDREPLACEMENT AT NO ADDITIONAL COST TO THE CONTRACT. EXISTING STRUCTURAL COMPONENTS ARESHOWN AS HALF-TONE OR GRAYSCALE. FIELD VERIFY THAT ALL EXISTING STRUCTURAL COMPONENTSMATCH EXISTING PLANS.

• VERIFY ALL EXISTING GRID LINE DIMENSIONS.

• REFER TO ARCHITECTURAL DEMOLITION SHEETS AND NEW CONSTRUCTION DRAWINGS AND DETAILSFOR ADDITIONAL INFORMATION REGARDING CUT/DEMOLITION EXTENTS AND MISCELLANEOUSOPENINGS.

• CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, ERECTION AND SEQUENCING OF ALLTEMPORARYSHORING. ALL LOCATIONS OF TEMPORARY BRACING, SHORING AND UNDERPINNING IS TOBE DETERMINED BY THE CONTRACTOR AND THE CONTRACTORS ENGINEER. SEE SPECIFICATION FORADDITIONAL REQUIREMENTS. SHORING NOTED IN THESE DRAWINGS ARE RECOMMENDATIONS AND DONOT REFLECT ALL LOCATIONS OF TEMPORARY SHORING, BRACING AND UNDERPINNING.

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GROUND FLOOR PLAN

S101


Office ofConstructionand FacilitiesManagementChecker

43

1/8" = 1'-0"A1GROUND FLOOR PLAN

GENERAL SHEET NOTES

N

FLOOR / ROOF SCHEDULEWTWT DESCRIPTION REMARKS

SG03 6" CONCRETE SLAB ON GRADE REINFORCED WITH #4@16" OC EW (EPOXYCOATED). TOP OF CONCRETE SLAB ELEVATION NOTED ON PLAN.

FL02 TYPICAL COMPOSITE FLOOR, 4" NORMAL WEIGHT CONCRETE OVER 2" x 18GAGE COMPOSITE METAL DECK (6" TOTAL THICKNESS) REINFORCED WITH#3@12" OC EW.

FL03 TYPICAL ROOF AT ELEVATOR, 4 1/2" NORMAL WEIGHT CONCRETE OVER 3" x 18GAGE COMPOSITE METAL DECK (7 1/2" TOTAL THICKNESS) REINFORCED WITH#5@12" OC EW. TOP OF CONCRETE NOTED ON PLAN.

TEMPORARILY SHORE CANTILEVER UNTIL CONCRETEOBTAINS 75% OF SPECIFIED STRENGTH.

FL04 6" CONCRETE STRUCTURAL SLAB WITH #4@12" OC EW TOP AND BOTTOM(EPOXY COATED). LAP REINFORCING TO SG03 WITH CLASS B SPLICES.

FL05 8" CONCRETE STRUCTURAL SLAB WITH 6" WEARING SLAB (SG03) ABOVE. TOPOF CONCRETE SLAB ELEVATION NOTED ON PLAN.

SEE SECTION FOR REINFORCING.

RF01 TYPICAL ROOF, 1 1/2" x 18 GAGE WR GALVANIZED METAL ROOF DECK, TOP OFDECK NOTED ON PLAN.

KEYNOTE LEGEND03 (2) #4 x 5'-0" LONG LOCATED 1" BELOW TOP OF SLAB ON GRADE. PROVIDE AT ALL SLAB ON GRADE

RE-ENTRANT CORNERS. ALL LOCATIONS NOT SHOWN ON PLAN.

04 ABUT EXISTING FOOTING.

05 2'-0" THICK ELEVATOR PIT SLAB.

06 2'-0" x 2'-0" SUMP PIT WITH GRATING, SEE REFERENCED DETAIL ON PLAN.

07 CONNECTION TO EXISTING WALL, SEE C3/S501.

A

B

C

D

0.1 1 2 3 4 5 6 70.2

Z

TOW 894'-0"TOL 890'-1"

TOC 893'-0"

TOC 892'-11"

TOC 894'-0"

L2

TOC 894'-0"

L3

TOW 893'-6"TOL 890'-1"

TOW 893'-6"TOL 890'-1"

B6

S501

TOC 892'-5" *

GOEFOAM FILL

1'-0

"1'

-0"

2'-0

" T

YP

L2

8" CMU WALL INFILL

1'-0"

1'-0" 2'-0"

TOF 893'-0"

VIF

1'-7" 17'-8 1/4" 8 3/4" 3 1/4"

1'-0"

VIF1'-7"

4" 8"

1'-8

"1'

-0"

9" V

IF

12'-4

"16

'-8"

16'-0

"16

'-8"

33'-0" 7'-9" 20'-8" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"

3 1/

2"11

'-6"

1 5/8"

GRANULAR BACKFILLTO ELEV 894'-0"

.

TOL = VARIES AT STAIRS,SEE ARCHITECTURAL

TOW 894'-0"TOL 890'-1"

CJ

CJ

CJ

TOF 895'-0"

TOF 899'-0"

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

B1

S501

08

08

07

07

07

07

10

SG03

ELEV.

B4

S501

C2

S501 FL02

A1

S501

FL02

B5

S511 SIM

CJ

TOW 893'-6"

03

A5

S511

03

03

A1

S501

A3

S501

09

B1

S5012" 2"

TOF 895'-0"

EXISTING VAULTTOEC 900'-8"BOEC 893'-4"

01

EXISTING UTILITIES, i.e. ELECTRICALDUCT BAN, CHILLED WATER, ETC, TOREMAIN; SLEEVE UTILITIES, TYP

SLEEVEUTILITIES, TYP

B2

S501

SIM

C4

S501

0909

EXISTING CHILLED WATERLINES TO REMAIN, PROVIDE1/2" COMPRESSIBLE FILLERAND SEALANT AROUNDPIPES

TOW 893'-6"TOL 890'-1"

NOTES:* = VERIFY DIMENSIONS WITH DOCK SUPPLIER.

6'-2

" *

TOW 893'-6"TOL 890'-1"

TOW 891'-9"

1'-0

" , T

YP

1'-0

"

TY

P

2'-0

"

GOEFOAM FILL

08 4"

8"

4"

A2

S5014"

8"

4"

0707

8"

8"

B6

S501

4'-0" * 2'-3"

B1

S501SIM

07

4" 4"

20

19

07

5'-9"

GEOFOAM FILL

NEW 12"x12" FLOOROPENING IN EXISTINGCONCRETE SLAB. CORECORNERS AND NOOVERCUT IS PERMITTED.

01

01

9'-8"

• = DECK SPAN DIRECTION.

• = 8" LOAD BEARING CMU, REINFORCE WITH #5@48" OC, UNO. NON LOAD BEARING CMU NOT SHOWN FOR CLARITY. SEE ARCHITECTURAL FOR NON LOAD BEARING CMU. REINFORCE NON LOAD BEARING CMU WITH #5@48" OC.


- EDGE CONDITION AT SLAB OPENINGS AND EDGES- SHEAR STUD REQUIREMENTS- SLAB CONSTRUCTION JOINT- WALL AND SLAB PENETRATIONS- ADDITIONAL SLAB REINFORCEMENT AT GIRDERS- VERTICAL CONCENTRATED LOAD ON SLAB- DECK SUPPORT AT INTERIOR COLUMNS- DECK SUPPORT AT EXTERIOR COLUMNS- SUPPORT AT TOP OF INTERIOR CMU WALLS- ANGLE KICKER BRACE- BOTTOM FLANGE BRACE- ECCENTRIC STAIR HANGER

• SEE S511 FOR THE FOLLOWING DETAILS:

- SLAB OPENINGS- WELDED WIRE FABRIC LOCATION


DOCUMENTS REPRESENTS, TO THE BEST OF OUR KNOWLEDGE, THE ACTUAL EXISTING FIELDCONDITION. DIMENSIONS OF EXISTING CONSTRUCTION SHALL BE FIELD VERIFIED ANDCOORDINATED PRIOR TO FABRICATION OF STRUCTURAL COMPONENTS. REPORT DISCREPANCIESBETWEEN THESE DRAWINGS AND FIELD CONDITIONS TO ARCHITECT/ENGINEER FOR REVIEW. ANYWORK PERFORMED PRIOR TO RESOLUTION OF DISCREPANCIES BY THE ARCHITECT/ENGINEER ISSUBJECT TO REMOVAL AND REPLACEMENT AT NO ADDITIONAL COST TO THE CONTRACT. EXISTINGSTRUCTURAL COMPONENTS ARE SHOWN AS HALF-TONE OR GRAYSCALE. FIELD VERIFY THAT ALLEXISTING STRUCTURAL COMPONENTS MATCH EXISTING PLANS.


• REFER TO ARCHITECTURAL DEMOLITION SHEETS AND NEW CONSTRUCTION DRAWINGS ANDDETAILS FOR ADDITIONAL INFORMATION REGARDING CUT/DEMOLITION EXTENTS ANDMISCELLANEOUS OPENINGS.

• CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, ERECTION AND SEQUENCING OF ALLTEMPORARYSHORING. ALL LOCATIONS OF TEMPORARY BRACING, SHORING AND UNDERPINNING ISTO BE DETERMINED BY THE CONTRACTOR AND THE CONTRACTORS ENGINEER. SEESPECIFICATION FOR ADDITIONAL REQUIREMENTS. SHORING NOTED IN THESE DRAWINGS ARERECOMMENDATIONS AND DO NOT REFLECT ALL LOCATIONS OF TEMPORARY SHORING, BRACINGAND UNDERPINNING.

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

FIRST FLOOR PLAN

S102



44

GENERAL SHEET NOTES

N

1/8" = 1'-0"A1FIRST FLOOR PLAN










KEYNOTE LEGEND01 SLEEVE FOR UTILITY PENETRATION THROUGH WALL. COORDINATE SIZE, LOCATION AND ELEVATION

WITH MECHANICAL/ELECTRICAL/PLUMBING DRAWINGS.

03 (2) #4 x 5'-0" LONG LOCATED 1" BELOW TOP OF SLAB ON GRADE. PROVIDE AT ALL SLAB ON GRADERE-ENTRANT CORNERS. ALL LOCATIONS NOT SHOWN ON PLAN.

07 CONNECTION TO EXISTING WALL, SEE C3/S501.

08 BACKFILL AS REQUIRED WITH GRANULAR FILL TO APPROXIMATE ORIGINAL SUBGRADE ELEVATIONS,THEN PROVIDE EP515 GEOFOAM FILL ABOVE ORIGINAL PRPARED SUBGRADE ELEVATIONS. SEEDETAIL A6/S501.

09 EXISTING WALL BELOW PREPARED TO ACCEPT NEW SLABS AND/OR STAIRS.

10 VERIFY ALL LOADING DOCK DIMENSIONS AND ELEVATIONS WITH LEVELER SUPPLIER.

19 6" MINIMUM GRANULAR BACKFILL TO ELEVATION 901'-8".

20 CRAWLSPACE WITH 4" CONCRETE SLAB REINFORCED WITH #4@16" OC EW. TOC = 900'-8", VERIFY 4"MIN BELOW EXISTING LOUVER.

A

B

C

D

0.1 1 2 3 4 5 6 70.2

Z

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

W12

X14

TOD 905'-1 1/2"

L2

EOS

8" CMUWALL, TYP

B6

S501

TOC 901'-4 1/2" *

L1

A4

S501

5 EQ SPACES

W10

X39

TO

S 9

04'-1

0"

Pipe5XS

8" CMU WALLINFILL BELOW

3 1/

2"11

'-6"

7 5/

8" 10'-7 3/8"

4"

4"3

5/8"

4" 7 5/8" 3'-5" 4'-0" *

8"

VIF

1'-7"

1'-0

"5'

-0"

8"

VIF

1'-7" 3 1/4"

33'-0" 7'-9" 20'-8" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"

12'-4

"16

'-8"

16'-0

"16

'-8"

9"15

'-7"

4"

4"

B5

S511

TYP

RF01

8"4'-3 5/8"

D4

S511

EOD EOS

C4

S511

C3

S511

1312 12

B6

S511

A6

S511

B6

S521

A5

S511

B1

S501

B1

S501 B1

S501

SG03

TOC 905'-4"

CJ

CJ

1415

CJ

8" M

IN

TOC 905'-4"

TOC 905'-4"

SG03

FL05

16

10

ELEV.

RD RD

EOS

TOC 905'-4"

FL02

FL02

03

17

4" 4"

B1

S501

TOEC

905'-6"

5'-4

" *

B1

S501SIM

NOTES:* = VERIFY DIMENSIONS WITH DOCK SUPPLIER.

A6

S502TYP

A3

S511

EXISTING CHILLED WATERLINES BELOW TO REMAIN

WALL OPENING BELOW,SEE ARCH/MECHANICAL

NEW WALL OPENINGBELOW, SEEARCH/MECHANICAL

TOC 905'-4"

FL04SG03

TOC 905'-4"

CJ

21

B5

S521

• TOP OF STEEL ELEVATION = 905'-0" UNLESS NOTED (±) ON PLAN.

• REFER TO PLUMBING DRAWINGS FOR ROOF DRAIN LOCATIONS.

• PROVIDE MECHANICAL SUBFRAME FOR ALL DUCT PENETRATIONS THROUGH ROOF. COORDINATE SIZEAND LOCATION WITH MECHANICAL CONTRACTOR.

• BEAMS SHALL BE EQUALLY SPACED IN A BAY UNLESS NOTED OTHERWISE ON PLAN.

• = DECK SPAN DIRECTION.

• = 8" LOAD BEARING CMU, REINFORCE WITH #5@48"OC, UNO. NON LOAD BEARING CMU NOTNOT SHOW FOR CLARITY. SEE ARCHITECTURAL FOR NON LOAD BEARING CMU.REINFORCE NON LOAD BEARING CMU WITH #5@48" OC.


- ROOF DRAIN SUBFRAME- MECHANICAL SUBFRAME- ROOF PERIMETER EDGE ANGLE OR BENT PLATE SPLICE- EDGE CONDITION AT DECK OPENING OR EDGES- ANGLE KICKER BRACE- BOTTOM FLANGE BRACE


DOCUMENTS REPRESENTS, TO THE BEST OF OUR KNOWLEDGE, THE ACTUAL EXISTING FIELDCONDITION. DIMENSIONS OF EXISTING CONSTRUCTION SHALL BE FIELD VERIFIED AND COORDINATEDPRIOR TO FABRICATION OF STRUCTURAL COMPONENTS. REPORT DISCREPANCIES BETWEEN THESEDRAWINGS AND FIELD CONDITIONS TO ARCHITECT/ENGINEER FOR REVIEW. ANY WORK PERFORMEDPRIOR TO RESOLUTION OF DISCREPANCIES BY THE ARCHITECT/ENGINEER IS SUBJECT TO REMOVALAND REPLACEMENT AT NO ADDITIONAL COST TO THE CONTRACT. EXISTING STRUCTURALCOMPONENTS ARE SHOWN AS HALF-TONE OR GRAYSCALE. FIELD VERIFY THAT ALL EXISTINGSTRUCTURAL COMPONENTS MATCH EXISTING PLANS.



• CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, ERECTION AND SEQUENCING OF ALLTEMPORARYSHORING. ALL LOCATIONS OF TEMPORARY BRACING, SHORING AND UNDERPINNING IS TOBE DETERMINED BY THE CONTRACTOR AND THE CONTRACTORS ENGINEER. SEE SPECIFICATION FORADDITIONAL REQUIREMENTS. SHORING NOTED IN THESE DRAWINGS ARE RECOMMENDATIONS AND DONOT REFLECT ALL LOCATIONS OF TEMPORARY SHORING, BRACING AND UNDERPINNING.

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

MEZZANINE FLOOR PLAN

S103



45

N

GENERAL SHEET NOTES

1/8" = 1'-0"A1MEZZANINE FLOOR PLAN










KEYNOTE LEGEND03 (2) #4 x 5'-0" LONG LOCATED 1" BELOW TOP OF SLAB ON GRADE. PROVIDE AT ALL SLAB ON GRADE

RE-ENTRANT CORNERS. ALL LOCATIONS NOT SHOWN ON PLAN.

10 VERIFY ALL LOADING DOCK DIMENSIONS AND ELEVATIONS WITH LEVELER SUPPLIER.

12 PROVIDE (2) 3/4" DIA GALVANIZED EXPANSION BOLTS AT 8" OC EACH END OF LEDGE ANGLE.

13 L6X4X5/16 FIELD WELDED EACH END TO LEDGE ANGLE.

14 5" PIPEXS COLUMN, SEE A6/S521 FOR BASE PLATE.

15 5" PIPEXS COLUMN TO BEAR ON STRUCTURAL SLAB, SEE A6/S521.

16 RAMP, SEE ARCHITECTURAL DRAWINGS.

17 8"x8" CMU COLUMN WITH (4)#4 VERTICAL AND #2 TIES AT 8" OC.

21 SLOPE TO DRAIN AND COORDINATE WITH PLUMBING.

A

B

C

D

0.1 1 2 3 4 5 6 70.2

Z

TOC 921'-4"

W8X

18T

OS

920

'-1"

HO

IST

BE

AM

8"

W12X26 W12X26

W12

X26

W12

X26

W12

X26

W12X26

EOD

EOD

W12X26

W12X26W

12X

26

W12

X26

W12

X26

W10X22W10X22W10X22

1 1/2" x 18 GA WIDERIB GALVANIZEDMETAL ROOF DECK

W10X22

RD

RD RD

Pipe5XS

Pipe5XS

Pipe5XS

TOD 915'-11 1/2"

RF01

TOD 915'-11 1/2"

RF01

FL03

12'-4

"16

'-8"

16'-0

"16

'-8"

33'-0" 7'-9" 20'-8" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"

3 1/

2"11

'-6"

10'-7 3/8"

4" 11"

4"

4 1/

16" 4" 8" 3 1/4"

16"x24" EXISTING COLUMN

16"x16"EXISTINGCOLUMN




W12X26

W10

X22

W10

X22

W8X18 W10X22W10X22W10X22W10X22

RD A3

S511

NOTE: PROVIDE LIGHTGAGE POUR STOP ATPERIMETER

B3

S511B3

S511

SIM

B3

S511

SIM C6

S521

B6

S511

A3

S511

C6

S521

B6

S511C6

S521

D4

S511

A5

S521

TYP

A5

S521

4" E

OD

BE

LOW

17

17

17

17

D4

S511

TYP

1'-2

"W10X12W10X12 BOS 914'-10"BOS 914'-10"

SCREEN WALL TRACKBEAM WITH HOLES FORRAIL ATTACHMENT

• TOP OF STEEL ELEVATION = 915'-10" UNLESS NOTED OTHERWISE ON PLAN.

• = DECK SPAN DIRECTION

• REFER TO PLUMBING DRAWINGS FOR ROOF DRAIN LOCATIONS.

• PROVIDE MECHANICAL SUBFRAME FOR ALL DUCT PENETRATIONS THROUGH ROOF. COORDINATESIZE AND LOCATION WITH MECHANICAL CONTRACTOR.

• BEAMS SHALL BE EQUALLY SPACED IN A BAY UNLESS NOTED OTHERWISE ON PLAN.


- ROOF DRAIN SUBFRAME- MECHANICAL SUBFRAME- ROOF PERIMETER EDGE ANGLE OR BENT PLATE SPLICE- EDGE CONDITION AT DECK OPENING OR EDGES- ANGLE KICKER BRACE- BOTTOM FLANGE BRACE


DOCUMENTS REPRESENTS, TO THE BEST OF OUR KNOWLEDGE, THE ACTUAL EXISTING FIELDCONDITION. DIMENSIONS OF EXISTING CONSTRUCTION SHALL BE FIELD VERIFIED AND COORDINATEDPRIOR TO FABRICATION OF STRUCTURAL COMPONENTS. REPORT DISCREPANCIES BETWEEN THESEDRAWINGS AND FIELD CONDITIONS TO ARCHITECT/ENGINEER FOR REVIEW. ANY WORK PERFORMEDPRIOR TO RESOLUTION OF DISCREPANCIES BY THE ARCHITECT/ENGINEER IS SUBJECT TO REMOVALAND REPLACEMENT AT NO ADDITIONAL COST TO THE CONTRACT. EXISTING STRUCTURALCOMPONENTS ARE SHOWN AS HALF-TONE OR GRAYSCALE. FIELD VERIFY THAT ALL EXISTINGSTRUCTURAL COMPONENTS MATCH EXISTING PLANS.



• CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, ERECTION AND SEQUENCING OF ALL TEMPORARYSHORING. ALL LOCATIONS OF TEMPORARY BRACING, SHORING AND UNDERPINNING IS TO BEDETERMINED BY THE CONTRACTOR AND THE CONTRACTORS ENGINEER. SEE SPECIFICATION FORADDITIONAL REQUIREMENTS. SHORING NOTED IN THESE DRAWINGS ARE RECOMMENDATIONS AND DONOT REFLECT ALL LOCATIONS OF TEMPORARY SHORING, BRACING AND UNDERPINNING.

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

ROOF PLAN

S104



46

N

GENERAL SHEET NOTES

1/8" = 1'-0"A1ROOF PLAN










KEYNOTE LEGEND17 8"x8" CMU COLUMN WITH (4)#4 VERTICAL AND #2 TIES AT 8" OC.

SLOPE

NOTES:

1. VERIFY DIMENSIONS WITH DOCK SUPPLIER.2. EPOXY COATED BARS.

#5@12" OC BENT BAR3'-6" H x 3'-0" V

1

1

#5@12" OCBENT BAR3'-6" H x ASREQUIRED V

#5@12" OC(3) #5MINIMUM

SEE NOTE 8"

C6

S501

EDGE ANGLE WITHHEADED STUDS BYDOCK SUPPLIER

SE

E N

OT

E 1

8"

SE

E N

OT

E 1

#5@12" OC BENT2x4CONTINUOUSKEYWAY

1/2" COMPRESSIBLE FILLER

SITE PAVEMENT

DOWEL WITHSTANDARD HOOKSAME SIZE ANDSPACING AS WALLVERTICALS

#7@12" OC

#4@12" OC

#5@12" OC

NOTES:

1. COORDINATE DIMENSION WITH DOCK SUPPLIER.2. EPOXY COATED BARS.

#5@12" OC BENTBAR 3'-6" H x ASREQUIRED V,TYPICAL

#5@12" OC, TYPICAL(3) #5 MINIMUM

#5@12" OC BENT, TYPICAL

EDGE ANGLE WITH HEADEDSTUDS BY DOCK SUPPLIER,TYPICAL

SEE NOTE 1

3'-0" MINIMUM LAP 8" TYPICAL

8"

WATERPROOFING AND INSULATION,SEE ARCHITECTURAL DRAWINGS

EXISTINGFOUNDATION WALLEXISTING FOUNDATION WALL

STRUCTURAL SLAB, SEE PLAN

SLAB ON GRADE, SEE PLAN

#4@16" x 2'-0" EPOXYDOWEL 6" EMBED

HOT DIPPED GALVANIZED L8X8X1/2WITH 3/4" DIA x 8" LONG GALVANIZEDEXPANSION BOLTS AT 12" OC

#5@12"#5@12" OC (EPOXY COATED)

#4@12"#5@12" OC (EPOXY COATED)

#5 (EPOXY COATED)

HOT DIPPED GALVANIZEDL6X6X1/2 WITH 1/2" DIA x4" LONG HWS AT 12" OC

3'-6"

180 DEGREE HOOK

EPOXY EMBED 6"EQ EQ

CONCRETE SLAB ONGRADE, SEE PLAN

15 MIL VAPORBARRIER

GEOFOAM FILL

3" SANDLEVELING BASE

PREPARED SUBGRADEWITH 8oz NON-WOVENGEOTEXTILE FABRIC

1

2

TEMPORARYEARTH RETENTIONBY CONTRACTOR

BOF

876'-0"

TOF

878'-0"ELEV

877'-5"

D

SEE PLAN

TOW

894'-0"

8" M

IN

#4 WITH EPOXY COATEDSTANDARD HOOK, EPOXYDOWEL 6" EMBED

NEW CIP STAIR

#5@16" OC EPOXY COATED

#5@12" EPOXY COATED,EPOXY DOWEL 6" EMBED

TOL

MATCH STEPS

STEPPED WALL BEYOND

EXISTINGCONCRETE WALLS

DRAIN TILE,SEE PLUMBING

ELEV WALL, SEETYP SECTION FORWALL REINFORCING

EXISTING WALL

NEW WALL, SEE PLAN

#5 x 2'-8" DOWEL AT12" OC, EPOXY EMBEDINTO EXISTING 8"

PLAN

SEE

PLAN

SEE

TY

PIC

AL

PLAN

SEE

PLAN

SEE

BOXOUT FOR ELEVATOREQUIPMENT, COORDINATEWITH ELEVATOR SUPPLIER

#5 TOP AND BOTTOM ATALL SIDES OF BOXOUT.EXTEND 3'-0" PASTEDGES OF BOXOUT.

DOWEL EACH FACEWITH STANDARDHOOK SAME SIZEAND SPACING ASWALL VERTICALS,TYPICAL

#4@16" OC BENT BAR3'-0" H x 3'-0" V

NOTES:

1. SEE OPENING REINFORCEMENT DETAIL ON "GENERAL DETAILS" SHEET(S) FOR ADDITIONAL REINFORCEMENTREQUIRED AT ELEVATOR SUMPS. SEE PLUMBING DRAWINGS FOR SIZES AND LOCATIONS.

TOP OF ROUGH OPENING

SEE ARCHITECTURALDRAWINGS

LAP

SP

LIC

E

CLA

SS

BT

EN

SIO

N

#6@12" OC EW TOPAND BOTTOM#6@12" OC EW TOPAND BOTTOM

#5@12" OC EW, EF#5@12" OC EW, EF



(3) #5 ABOVE OPENING, EXTEND1'-0" MINIMUM PAST EDGE OFOPENING BOTH ENDS

#5 x 5'-0" DOWEL ATCMU REINFORCING

2'-6

" LA

P

#4@12" OC EW#4@12" OC EW

TOP OF ROUGH OPENING


LINTEL, SEE PLAN

WATERSTOP

WATERSTOP

#3@12" OC BENTBAR 2'-6" H x 2'-6" V

#4@12" OC EW#4@12" OC EW, EF

NOTES:

1. SUMP PIT. COORDINATE DEPTH, SIZE AND LOCATION WITH PLUMBING DRAWINGS.

SEENOTE 1

8" TYPICAL

8"

#5@12" OC

#5@12" OC BENT BAR#

EQ

UA

LE

QU

AL

ELEVATOR MATFOUNDATION

1

2

2'-0" 2'-0"

1'-4"

1'-6

"

SIDEWALK ABOVE

INSULATION ANDWATERPROOFING,SEE ARCHITECTURAL

EPOXY TOP AND BOTTOMBARS INTO CONCRETEEACH END 8" AND PROVIDECLASS B LAP

CONCRETE BEAM WITH (2) #4 TOPAND BOTTOM AND #3 TIES AT 9" OC

EXISTINGRETAINING WALL

CMU WALL

#5 x 3'-2" DOWEL AT 48"OC EPOXY EMBED INTOEXISTING WALL 8"

4"

(2) #5 x CONTINUOUS

EPOXY DOWEL 4" EMBED

#4@12" OC#4@12" OC

SLAB ON GRADE, SEE PLAN

#4@12" (EPOXY COATED)

3'-0"

FRAME OPENING,SEE ARCHITECTURAL

..

COORDINATE OPENINGSIZE WITH FRAMEMANUFACTURER

1'-0

"

SEE PLANPLAN

SEE

SEE PLAN

EXISTING VAULT

10'-0" MAX

VOID FORM

2" 2"

2"

3'-0

" M

IN

4'-0" TYP

2

TOC

SEE PLAN

TOF

SEE PLAN

#3 TIES AT 15" OC

(2) #6 TOP ANDBOTTOM, 2" CLR

GRADE

2'-0" TYP

(2)#3 TIES, TYP

2"

NOTES:

1. EPOXY COATED REBAR, TYP.

PLAN

SEE

PLAN

SEE

PLAN

SEE


#5@12" OC

#5@12" OC

#7@12" OC

#4@12" OC

SITE PAVEMENT

1/2" COMPRESSIBLE FILLER

#5@12" OC

#4@16" OC BENT BAR3'-0" H x 3'-0" V

EXTEND HOOK

1'-0

"

SP

LIC

E, T

YP

CLA

SS

BT

EN

SIO

N L

AP


#4 x CONTINUOUS


SLAB ON GRADE ORCOMPOSITE SLAB, SEE PLAN2'

-6"

LAP

CMU WALL(BEYOND AT SIM)

#4@12" OC

8"

PLAN

SEE

PLAN

SEE

PLAN

SEE


#5@12" OC

#5@12" OC

#7@12" OC

#4@12" OC

SITE PAVEMENT

1/2" COMPRESSIBLE FILLER#5@12" OC

#5@12" OC

#4@16" OC BENT BAR3'-0" H x 3'-0" V

EXTEND HOOK

1'-0

"

SP

LIC

E, T

YP

CLA

SS

BT

EN

SIO

N L

AP


#4 x CONTINUOUS


SLAB ON GRADE ORCOMPOSITE SLAB, SEE PLAN2'

-6"

LAP

CMU WALL(BEYOND AT SIM)

NOTE: SEE PLAN FORSLAB EDGE AT SIMILAR

NOTE:WALL AND SLAB ONGRADE REINFORCINGSHALL BE EPOXY COATED.

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

FOUNDATION AND CONCRETE DETAILS

S501



47

1/2" = 1'-0"B6DETAIL

1/2" = 1'-0"C6DETAIL

1/2" = 1'-0"A4SECTION

1/2" = 1'-0"A6

TYP SLAB ON GRADEOVER GEOFOAM DETAIL

1/2" = 1'-0"B4SECTION

3/4" = 1'-0"C3DETAIL

1/2" = 1'-0"B2DETAIL

1/2" = 1'-0"D6DETAIL

3/4" = 1'-0"C2SECTION

3/4" = 1'-0"A3SECTION

3/4" = 1'-0"A2SECTION

1/4" = 1'-0"C4ELEVATION AT EXISTING VAULT

1/2" = 1'-0"A1DETAIL

1/2" = 1'-0"B1DETAIL

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

#4@9" OC WITHSTANDARD HOOK,EACH FACE

#4@12" OC

(5) #4 x CONTINUOUS

#4@12"

1'-0

"

6" SLAB ON GRADEWITH #4@12" EW, TYP

3/4" CHAMFER, TYP

#4@9" OC WITHSTANDARD HOOK

#4@9" EACH WAY

GRADE/PAVING

4'-0

" M

IN

3'-0"

3'-0"

NOTE:SEE ARCH FOR RAILINGS.

NOTE:WALL AND SLAB ONGRADE REINFORCINGSHALL BE EPOXY COATED.

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

FOUNDATION AND CONCRETE DETAILS

S502



48

1/2" = 1'-0"A6TYP SECTION AT RAMP

CONTINUOUS L3 1/2x3 1/2x5/16WITH 1/2" DIAMETER x 6"LONG HEADED STUDSAT 2'-0" OC

#4@16" OC BENT BAR3'-0" H x 3'-0" V, TYPICAL

SEE PLAN

EQUALEQUAL

#4 x 5'-0" LONG AT 16" OCTOP CENTERED ON JOINT

SEE PLAN FOR DIRECTIONOF DECK SPAN

1 1/2" MINIMUM

3/4"

CLE

AR

TO

RE

BA

RSLAB ON GRADE,SEE PLAN

COMPOSITE FLOOR,SEE PLAN

EOS

CL BEAM

1/4" CONTINUOUSBENT PLATE

#5 x 3'-0" DOWELBAR EPOXY EMBED6" AT CMU WALLREINFORCING

2'-6

" LA

P

1

EXISTING CONCRETE BEAM

TOC

905'-6"TOEL

904'-10 1/4"

HOT DIPPED GALVANIZEDL6X4X5/16 x CONTINUOUS WITH3/4" DIA GALVANIZED EXPANSIONBOLTS AT 24" OC, 8" EMBED

NEW SLAB, SEE PLAN

ELEV

903'-5 1/4"

4"

EOD

L4X3X1/4 (LLH) xCONTINUOUS

3"

3/16 2-12

CL BEAM

BEAM, TYPICAL

NOTES:

1. BLOCK OUT OPENING BEFORE PLACING CONCRETE. REMOVE BLOCKOUT AND CUT DECKAT UNFRAMED OPENINGS AFTER CONCRETE HAS CURED.

2. CONTRACTOR SHALL COORDINATE SIZE AND LOCATION WITH MECHANICAL ANDELECTRICAL CONTRACTORS AND ARCHITECTURAL DRAWINGS.

AT ALL OPENINGS: (1) ADDITIONAL #4 AT 4SIDES BOTTOM PLACED 1" CLEAR FROMBOTTOM OF DECK. SPACING OF ADJACENTHOLES SHALL NOT BE LESS THAN 3xLARGEST HOLE SIZE. HOLES LESS THAN6" DO NOT REQUIRE REINFORCING.

SPACING OFADJACENT HOLESSHALL NOT BE LESSTHAN 3x LARGESTHOLE SIZE. HOLESLESS THAN 6" DONOT REQUIREREINFORCING.

BARS PARALLEL TO DECK SHALLBE PLACED IN BOTTOM OF DECKFLUTE (MINIMUM 1" CLEAR)ADJACENT TO OPENING

GIR

DE

R

10'-0"

1'-7" TO6" T

O "

L"6"

TO

"L"

1'-7" TO 10'-0"

"L"

2" C

LEA

RT

YP

ICA

L

6" T

YP

ICA

L

6" T

O 1

'-6"

2'-0" TYPICAL

1'-6" MAXIMUMFOR NO ADDEDBEAMS REQUIRED

6" TO 1'-6" (IF GREATERTHAN 1'-6" ADD CHANNELSAS SHOWN BELOW)

C8x11.5

C8x

11.5

C8x

11.5

C8x11.5

C8x11.5

C8x

11.5

3/4"

CLR

SEE ARCHITECTURAL DRAWINGSFOR WALL THICKNESS

1/4" BENT PLATE x 4" LONGAT 5'-0" O.C.

PLATE 1/4"x4"AT 5'-0" OC

1/2" DIAMETER EXPANSIONANCHOR IN DECK RIB

WALL AT SLAB

WALL AT BEAM

WALL PARALLEL TO DECK

NOTE: FILL ALL VOIDS BETWEEN TOP OF MASONRY WALL AND BOTTOM OF DECK WITH A FIRE-RESISTIVE FILLER MATERIAL.

L3 1/2x3 1/2x1/4 x 1'-0" LONG WITH(2) 1/2" DIAMETER EXPANSIONANCHORS AT 5'-0" OC (LOCATE INTHICKEST PORTION OF SLAB)

3 1/

2"

1/4" BENT PLATE x 4" LONGAT 5'-0" OC

5"

3" E

MB

ED

3" E

MB

ED

.

.

.1/8" 1/8"

L2X2X1/4

1/4" PLATE, TYP

3/16 2TYP

CMU WALL, SEE PLAN

8" CONTINUOUS BONDBEAM WITH (2) #5

CMU WALL BEYOND#3@12" x 3'-0" WITH STD HOOK

HOOK WALL BARS INTO SLAB

COMPOSITE SLAB, SEE PLAN

HOT DIPPED GALVANIZED L6X4X5/16 xCONTINUOUS (LLV) WITH 3/4" DIAGALVANIZED EXPANSION BOLTS AT24" OC, 5" EMBED

4"

METAL DECK, SEE PLAN

L4X3X5/16 x CONTINUOUS (LLH)WITH 1/2" x 6" LONG EXPANSIONANCHORS AT 24" OC

BOND BEAM WITH(2) #5 CONTINUOUS

3/8"x8"x5" BEARING PLATEWITH (2) 1/2" DIAMETER x 4"LONG HEADED STUDS AT 6" OC

BLOCK IN WALL AFTERBEAM INSTALLATION

BEAM,SEE PLAN

METAL DECK, SEE PLAN

L4x3x1/4 x CONTINUOUS (LLH)WITH 1/2" DIA x 6" LONGEXPANSION ANCHORS AT 24" OC

3/16 2TYP

1/4TYPICAL

TOC

SEE PLAN

SLAB, SEE PLANCONTINUOUS PLATE 1/4"x4"WITH 1/2" DIAMETER x 4" LONGHEADED STUDS @ 16" OC

BOND BEAM WITH(2) #5 CONTINUOUS

CMU WALL, SEE PLAN

3/4"

CLR

1/2" DIA x 6" HWS AT 16" OC

LIGHT GAGE POURSTOP BY DECKSUPPLIER

CMU WALL, SEE PLAN

8" CONTINUOUS BONDBEAM WITH (2) #5

COMPOSITE SLAB, SEE PLAN

HOT DIPPED GALVANIZED L6X4X5/16 xCONTINUOUS (LLV) WITH 3/4" DIAGALVANIZED EXPANSION BOLTS AT24" OC, 5" EMBED

4"

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

COMPOSITE SLAB AND ROOF DECKDETAILS

S511



49

3/4" = 1'-0"A5DETAIL

3/4" = 1'-0"A6DETAIL

1/2" = 1'-0"B5DETAIL

3/4" = 1'-0"B6DETAIL

1/8" = 1'-0"A4SLAB OPENINGS

3/4" = 1'-0"B4SLAB REINFORCEMENT LOCATION

3/4" = 1'-0"C5SECTION

3/4" = 1'-0"C4SECTION

3/4" = 1'-0"D4SECTION

3/4" = 1'-0"A3SECTION

3/4" = 1'-0"B3SECTION

3/4" = 1'-0"C3SECTION

TOC

5/16

1 1/2" 1 1/2"

6" 6"

1'-0"

1 1/

2"

3"3"

6"

1 1/

2"

COLUMN, SEE PLAN

1" NON-SHRINK GROUT

PLATE WASHER, TYPICAL3/8" DIAMETER WEEPHOLE AT COLUMN BASE(ONLY IF NOT SEALED)

3/4" DIA THREADED ROD,EPOXY EMBED 12"

t

1/2" BASE PLATE

5/16

BEAM, SEE PLAN

1 1/2"

2 1/

2"2

1/2"

COLUMN, SEE PLAN

(4) 3/4" DIAMETERA325 BOLTS WITHNUTS AND WASHERS

STIFFENER PLATETO MATCH COLUMNWALL THICKNESS(NEAR SIDE AND FARSIDE), ALIGN WITHCOLUMN WALLS

1 1/2"

TYPICAL

1" T

YP

ICA

L

3/8"x7"x7" BEARINGPLATE WITH (2) 1/2" DIA x4" LONG HWS

10"

5" 5"

8"

4"4"

1/2" BASE PLATE

VERTICALREINFORCEMENT

STEEL BEAM,SEE PLAN

3/8"x7"x7" BEARING PLATE WITH (2) 1/2"DIAMETER x 4" LONG WELDED HEADEDSTUDS

TYPICAL BOTHFLANGE EDGES

ROOF DECK, SEE PLAN

BEAM, SEE PLAN

EXISTING CONCRETECOLUMN

TOSSEE PLAN

SHEAR TAB CONNECTIONBY FABRICATOR

1"x8"x1'-0" PLATE WITH(4) 3/4" DIA ADHESIVEANCHORS, 3 3/4" GAGE, 5" MINEMBED

1' -

0"

2"8"

2"

A

POCKET EXISTING BRICK TOATTACH BEAM TO COLUMN

5" MIN EMBED

METAL STAIRCONNECTIONS BY METALSTAIR MANUFACTURER,SEE SPECIFICATIONS

TOC

SEE PLAN

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

STEEL DETAILS

S521



50

3/4" = 1'-0"A6BASE PLATE

3/4" = 1'-0"B6SECTION

3/4" = 1'-0"C6SECTION

3/4" = 1'-0"A5SECTION

1" = 1'-0"B5DETAIL

N/A

MARK

LINTEL SCHEDULE

8" BOND BEAM WITH (2) #5 BOTTOMI

TYPE SIZE

16" BOND BEAM WITH (2) #5 BOTTOM (PROVIDE (2) #6 BOTTOM WHEREOPENINGS ARE GREATER THAN 10'-0" BUT LESS THAN OR EQUAL TO 12'-0")

8"

BEARINGLENGTH

8"ALL INTERIOR NON-LOAD BEARING WALL OPENINGS GREATER THAN 6'-0" BUT LESS THAN OR EQUALTO 12'-0". SEE DETAIL A.

ALL INTERIOR NON-LOAD BEARING WALL OPENINGS LESS THAN OR EQUAL TO 6'-0". SEE DETAIL A.

REMARKS

N/A II

L1 8" BOND BEAM WITH (2) #5 BOTTOMIII 8" SEE DETAIL A.

L2 16" BOND BEAM WITH (2) #5 BOTTOMIV 8"

L3 16" BOND BEAM WITH (2) #5 BOTTOM AND 7"x7"x3/8" BENT PLATEV 8"

L6x4x5/16 8" LOOSE ANGLE AT FACE BRICK OPENINGS LESS THAN OR EQUAL TO 6'-0".NA VI

LINTEL SCHEDULE NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS.2. COORDINATE BOTTOM OF LINTEL ELEVATION WITH ARCHITECTURAL DRAWINGS.3. ALL DIMENSIONS ARE NOMINAL MASONRY DIMENSIONS UNLESS NOTED OTHERWISE.4. PROVIDE MINIMUM 8" BEARING EACH END UNLESS NOTED OTHERWISE.5. FOR CMU LINTELS, CONTRACTOR TO PROVIDE TEMPORARY SHORING UNTIL MASONRY HAS PROPERLY SET (3 DAYS MINIMUM).

SEE DETAIL A.

SEE DETAIL A.

SEE ARCHITECTURAL

INTERIORCMU WALL

BOND BEAM

TYPE II


INTERIORCMU WALL

BOND BEAM

TYPE I

DRAWINGS

X" CMU WALL

BOND BEAM

TYPE III

X" CMU WALL

BOND BEAM

TYPE IV TYPE VI

BEARING, SEESCHEDULE

MASONRY OPENING

LOOSE ANGLE,SEE SCHEDULE

MASONRY WALL OPENING

TYPE V

CMU WALL

(2) #5. EXTEND BARSFROM BOTTOM OF WALLTO FLOOR / ROOF ABOVE.GROUT CORE SOLID.

DETAIL A

CMU WALL

BRICK VENEER

BOND BEAM

3/4" DIAMETEREXPANSIONANCHOR AT16" OC(EMBED = 6")

8" 8"

1'-4

"

1'-4

"

1'-4

" 1 1/

2"

Drawing Number:


DrawnChecked


Building Number

Location


Approved:

Date

Dwg. of

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

one e

ighth

inch =

one foot

one q

uart

er

inch =

one foot

thre

e e

ighth

s inch =

one foot

one h

alf inch =

one foot

thre

e q

uart

ers

inch =

one foot

one in

ch =

one foot

one a

nd o

ne h

alf inches =

one foot

thre

e inches =

one foot



Revisions Date

www.graef-usa.com

KN02/15/2017


106BS



p 262.641.0746f 262.641.0584





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

SCHEDULES

S601



51


suite 200

elm grove, wi 53122





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603


suite 200

elm grove, wi 53122


52 106

B/C

C

1 2 4 5 6 107

A

3

B

2'-6

" x 2

'-6

" B

LO

CK

OU

T

IN

SID

E C

AB

D

IM

9'-6

" x 9

'-6

"

SU

MP

O

R D

RA

IN

12

D

C/D

8 911 13

0.1

F F F F F

SP

VTS

FS

VTSDP/SP

VTS

ITD

F

97 108 11 1312

A

B/C

D

F

6"

VTS

6" FL. MODIFY AND

REMODEL EXISTING

PIPING AS REQUIRED

6" FL UP


suite 200

elm grove, wi 53122





GRAEF


Suite 111

Madison, WI 53718




The Concord Group

55 E. Monroe Street

Suite 2850

Chicago, IL 60603

GROUND FLOOR PLAN BUILDING 2 WEST

1/8"=1'-0"

1

FP101

NORTH

BASEMENT FLOOR PLAN BUILDING 2 WEST

1/8"=1'-0"

2

FP101

NORTH

53 106


suite 200

elm grove, wi 53122


Documents

PARTITION TYPE PH - (1/2 NOM.) PARTITION TYPE F2 - (2 NOM