PARTITION TYPE PH - (1/2 NOM.) PARTITION TYPE F2 - (2 NOM ...
Transcript of 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
Drawing Title
Approved: Project Director
Project Title
Date
Building Number
Project Number
Drawing Number
Drawn
Office ofConstructionand FacilitiesManagement
13100 watertown plank road
suite 200
elm grove, wi 53122
REPAIR LAUNDRYLOADING DOCKS
Nagel Architects Project Number: 150901
William S. Middleton VA Hospital, Madison, WI
607-16-133
BLDG. 2WEST SIDE
106
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Location
Checked
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CONSULTANTS: ARCHITECT/ENGINEERS:
JAL JAL
X:\MD\2016\20165012\CAD\Site\dwg\00\C_00_VF100_Survey_50122/13/2017 11:06 AM
KEY NOTES
CS100
SITE PLAN
100% CONSTRUCTIONDOCUMENTS
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
GENERAL NOTES
BENCHMARKS
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architects + engineers
JAL SRKESC100
EROSION CONTROL PLAN
EROSION CONTROL NOTESLEGEND
Drawing Title
Approved: Project Director
Project Title
Date
Building Number
Project Number
Drawing Number
Drawn
Office ofConstructionand FacilitiesManagement
13100 watertown plank road
suite 200
elm grove, wi 53122
REPAIR LAUNDRYLOADING DOCKS
Nagel Architects Project Number: 150901
William S. Middleton VA Hospital, Madison, WI
607-16-133
BLDG. 2WEST SIDE
106
---
4/28/2016
Location
Checked
Dwg. ofRevisions: Date
CONSULTANTS: ARCHITECT/ENGINEERS:
JAL JAL
X:\MD\2016\20165012\CAD\Site\dwg\00\C_00_ESC100_ErosionControl_50122/13/2017 11:07 AM
KEY NOTES
CS100
SITE PLAN
100% CONSTRUCTIONDOCUMENTS
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
2/13/2017 33
13100 watertown plank road
suite 200
elm grove, wi 53122
architects + engineers
2/13/2017 JAL SRKCD100
SITE DEMOLITION PLAN
Drawing Title
Approved: Project Director
Project Title
Date
Building Number
Project Number
Drawing Number
Drawn
Office ofConstructionand FacilitiesManagement
13100 watertown plank road
suite 200
elm grove, wi 53122
REPAIR LAUNDRYLOADING DOCKS
Nagel Architects Project Number: 150901
William S. Middleton VA Hospital, Madison, WI
607-16-133
BLDG. 2WEST SIDE
106
---
4/28/2016
Location
Checked
Dwg. ofRevisions: Date
CONSULTANTS: ARCHITECT/ENGINEERS:
JAL JAL
X:\MD\2016\20165012\CAD\Site\dwg\00\C_00_CD100_SiteDemo10sc_50122/13/2017 11:10 AM
KEY NOTES
CS100
SITE PLAN
100% CONSTRUCTIONDOCUMENTS
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
LEGEND
GENERAL NOTES
34
13100 watertown plank road
suite 200
elm grove, wi 53122
architects + engineers
2/13/2017 JAL SRKCS200
SITE PLAN
Drawing Title
Approved: Project Director
Project Title
Date
Building Number
Project Number
Drawing Number
Drawn
Office ofConstructionand FacilitiesManagement
13100 watertown plank road
suite 200
elm grove, wi 53122
REPAIR LAUNDRYLOADING DOCKS
Nagel Architects Project Number: 150901
William S. Middleton VA Hospital, Madison, WI
607-16-133
BLDG. 2WEST SIDE
106
---
4/28/2016
Location
Checked
Dwg. ofRevisions: Date
CONSULTANTS: ARCHITECT/ENGINEERS:
JAL JAL
X:\MD\2016\20165012\CAD\Site\dwg\00\C_00_CS200_Site_50122/13/2017 10:47 AM
KEY NOTES
CS100
SITE PLAN
100% CONSTRUCTIONDOCUMENTS
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
GENERAL NOTES
LEGEND
35
13100 watertown plank road
suite 200
elm grove, wi 53122
architects + engineers
JAL SRKCG100
SITE GRADING PLAN
Drawing Title
Approved: Project Director
Project Title
Date
Building Number
Project Number
Drawing Number
Drawn
Office ofConstructionand FacilitiesManagement
13100 watertown plank road
suite 200
elm grove, wi 53122
REPAIR LAUNDRYLOADING DOCKS
Nagel Architects Project Number: 150901
William S. Middleton VA Hospital, Madison, WI
607-16-133
BLDG. 2WEST SIDE
106
---
4/28/2016
Location
Checked
Dwg. ofRevisions: Date
CONSULTANTS: ARCHITECT/ENGINEERS:
JAL JAL
X:\MD\2016\20165012\CAD\Site\dwg\00\C_00_CG100_Grading_50122/13/2017 10:46 AM
KEY NOTES
CS100
SITE PLAN
100% CONSTRUCTIONDOCUMENTS
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
LEGEND
GENERAL NOTES
2/13/2017 36
13100 watertown plank road
suite 200
elm grove, wi 53122
architects + engineers
JAL SRKGC100
SITE DETAILS
ASPHALT PAVEMENT SECTION CONCRETE PAVEMENT SECTION
Drawing Title
Approved: Project Director
Project Title
Date
Building Number
Project Number
Drawing Number
Drawn
Office ofConstructionand FacilitiesManagement
13100 watertown plank road
suite 200
elm grove, wi 53122
REPAIR LAUNDRYDOCKS/BLDG. 2 UPGRADES
Nagel Architects Project Number: 151001
William S. Middleton VA Hospital, Madison, WI
607-16-133
BLDG. 2UPGRADES
105
---
4/28/2016
Location
Checked
Dwg. ofRevisions: Date
CONSULTANTS: ARCHITECT/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
Kahler Slater, Inc.
44 E. Mifflin Street
Madison, WI 53703
JAL JAL
X:\MD\2016\20165012\CAD\Site\dwg\00\C_00_RC100_Details_50122/1/2017 11:27 AM
KEY NOTES
CS100
SITE PLAN
100% CONSTRUCTIONDOCUMENTS
CONCRETE SIDEWALK SECTION
DOWELED CONTRACTION JOINT CONTRACTION JOINT SEALISOLATION JOINT SEAL
BOLLARD DETAIL
2/13/2017 37
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suite 200
elm grove, wi 53122
architects + engineers
= 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
William S. Middleton VA Hospital, Madison, WI
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
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
GENERAL NOTES
S001
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
GENERAL INFORMATION
S002
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
GENERAL FOUNDATION DETAILS
S003
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
GENERAL ROOF DECK DETAILS
S005
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
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
LINTEL BEARING,TYPICAL
VERTICALREINFORCEMENT,FULL HEIGHT OFWALL, TYPICAL
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
LINTEL BEARING,TYPICAL
VERTICALREINFORCEMENT,FULL HEIGHT OFWALL, TYPICAL
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.
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
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
GENERAL MASONRY DETAILS
S007
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
GROUND FLOOR PLAN
S101
607-16-133REPAIR LAUNDRYLOADING DOCKS
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.
• SEE "GENERAL DETAILS" SHEET(S) FOR THE FOLLOWING DETAILS:
- 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
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 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.
• VERIFY ALL EXISTING GRID LINE DIMENSIONS.
• 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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
FIRST FLOOR PLAN
S102
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagementChecker
44
GENERAL SHEET NOTES
N
1/8" = 1'-0"A1FIRST FLOOR PLAN
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 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.
• SEE "GENERAL DETAILS" SHEET(S) FOR THE FOLLOWING DETAILS:
- 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
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 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.
• 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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
MEZZANINE FLOOR PLAN
S103
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagementChecker
45
N
GENERAL SHEET NOTES
1/8" = 1'-0"A1MEZZANINE FLOOR PLAN
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.
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
16"x16"EXISTINGCOLUMN
16"x16"EXISTINGCOLUMN
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.
• SEE "GENERAL DETAILS" SHEET(S) FOR THE FOLLOWING DETAILS:
- 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
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 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.
• 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 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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
ROOF PLAN
S104
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagementChecker
46
N
GENERAL SHEET NOTES
1/8" = 1'-0"A1ROOF PLAN
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 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
DRAIN TILE,SEE PLUMBING
DRAIN TILE,SEE PLUMBING
(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
SEE ARCHITECTURALDRAWINGS
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
DOWEL WITHSTANDARD HOOKSAME SIZE ANDSPACING AS WALLVERTICALS
#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
DRAIN TILE,SEE PLUMBING
#4 x CONTINUOUS
#5 x 5'-0" DOWEL ATCMU REINFORCING
SLAB ON GRADE ORCOMPOSITE SLAB, SEE PLAN2'
-6"
LAP
CMU WALL(BEYOND AT SIM)
#4@12" OC
8"
PLAN
SEE
PLAN
SEE
PLAN
SEE
DOWEL WITHSTANDARD HOOKSAME SIZE ANDSPACING AS WALLVERTICALS
#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
DRAIN TILE,SEE PLUMBING
#4 x CONTINUOUS
#5 x 5'-0" DOWEL ATCMU REINFORCING
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
FOUNDATION AND CONCRETE DETAILS
S501
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
FOUNDATION AND CONCRETE DETAILS
S502
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagementChecker
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
COMPOSITE SLAB AND ROOF DECKDETAILS
S511
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
STEEL DETAILS
S521
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagementChecker
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
SEE ARCHITECTURALDRAWINGS
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:
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
William S. Middleton VA Hospital, Madison, WI
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
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
SCHEDULES
S601
607-16-133REPAIR LAUNDRYLOADING DOCKS
Office ofConstructionand FacilitiesManagement
51
13100 watertown plank road
suite 200
elm grove, wi 53122
Nagel Architects Project Number: 150503
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
13100 watertown plank road
suite 200
elm grove, wi 53122
architects + engineers
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
13100 watertown plank road
suite 200
elm grove, wi 53122
Nagel Architects Project Number: 150503
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
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
13100 watertown plank road
suite 200
elm grove, wi 53122
architects + engineers