583-17-102 dwg pkg 3 of 4.pdf

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Engineering and Facilities Management Services

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Structural\Revit Working Folder\163-428

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SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

FOUNDATION NOTES

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 JDM AST

SB-001

21 40

583-17-102

Revisions: Date

STATEMENT OF SPECIAL INSPECTIONS

4/17/19

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DRAWN BY:

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PLOT DATE:

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SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

FOUNDATION DETAILS

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 JDM AST

SB-002

22 40

583-17-102

Revisions: Date

GENERAL NOTES

1. THESE GENERAL NOTES REPRESENT AND/OR SUMMARIZE KEY PROJECT INFORMATION FOR THE DRAWING USER'S

CONVENIENCE. HOWEVER, ALL CONSTRUCTION DOCUMENTS SHOULD BE REVIEWED FOR FURTHER DETAILS AND

REQUIREMENTS.

2. ALL REFERENCES TO REFERENCE STANDARDS HEREIN ARE TO MOST RECENT ISSUE IN EFFECT AS OF THE DATE OF THESE DOCUMENTS, UNLESS NOTED OTHERWISE IN CONSTRUCTION DOCUMENTS OR ON THE DRAWINGS.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL BUILDING PERMITS AND

SCHEDULING/ACCOMMODATING ALL REQUIRED INSPECTIONS PERTAINING TO THE BUILDING PERMITS.

4. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE CONSTRUCTION IS FULLY COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND ENSURE THE STABILITY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY BRACING, ETC. THAT MAY BE NECESSARY. SUCH

MATERIAL SHALL REMAIN THE CONTRACTOR'S PROPERTY AFTER COMPLETION OF THE PROJECT.

5. THIS ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES. THIS INCLUDES SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK AND ACTS OR OMISSIONS OF THE CONTRACTOR, THEIR SUBCONTRACTORS, AND ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF THESE

PERSONS TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

6. THE FOLLOWING ABBREVIATIONS MAY BE USED ON THE DRAWINGS:

A/E- ARCHITECT & ENGINEER

AB- ANCHOR BOLT

APPROX- APPROXIMATE

ARCH- ARCHITECT(URAL)

@- AT

BLDG- BUILDING

BM - BEAM

BO- BOTTOM OF

BOF-BOTTOM OF FOOTING

BOS- BOTTOM OF STEEL

BOT- BOTTOM

BRG- BEARING

C/C- CENTER-TO-CENTER

CJ- CONTROL JOINT

CL- CENTERLINE

CLR- CLEAR

CMU- CONCRETE MASONRY UNIT

COL- COLUMN

CONC- CONCRETE

CONT- CONTINUOUS

CTR- CENTER

DIA- DIAMETER

DIM- DIMENSION

DWG- DRAWING

EA- EACH

EF- EA FACE

EJ- EXPANSION JOINT

EL- ELEVATION

EOR - ENGINEER OF RECORD

EW- EA WAY

EXT- EXTERIOR

FFE- FINISHED FLOOR ELEVATION

FIN- FINISH/FINISHED

FLR- FLOOR

FND- FOUNDATION

FT / '- FOOT, FEET

FTG- FOOTING

HORIZ- HORIZONTAL

IN / "- INCH

L- ANGLE

LLH- LONG LEG HORIZ

LLV- LONG LEG VERT

LONG- LONGITUDINAL

MAX- MAXIMUM

MECH- MECHANICAL

MFR- MANUFACTURER

MID- MIDDLE / MIDPOINT

MIN- MINIMUM

MISC- MISCELLANEOUS

MO - MASONRY OPENING

MTL- METAL

NOM- NOMINAL

NTS- NOT TO SCALE

OC- ON CENTER

OPP- OPPOSITE

PL- PLATE

PLF- POUNDS PER LINEAR FOOT

PLS - PLATES

PSF- POUNDS PER SQUARE FOOT

PSI- POUNDS PER SQUARE INCH

REINF- REINFORCEMENT

REQ- REQUIRED

REV- REVISED/REVISION

SEC- SECTION

SJI- STRUCTURAL JOIST INSTITUTE

SIM- SIMILAR

SPEC- SPECIFICATION

SQ- SQUARE

STD- STANDARD

STRUCT- STRUCTURAL

T/- TOP OF

TOC- TOP OF CONCRETE

TOF- TOP OF FOOTING

TOS- TOP OF STEEL

TOW- TOP OF WALL

TRAN- TRANSVERSE

TYP- TYPICAL

UNO - UNLESS NOTED OTHERWISE

VERT- VERTICAL

VIF - VERIFY IN FIELD

W/- WITH

W/O- WITHOUT

WCJ- WALL CONTROL JOINT

WWF- WELDED WIRE FABRIC

DESIGN CODES

BUILDING CODE

CONCRETE - ENVIRONMENTAL

CONCRETE - STRUCTURAL

LOADING

MASONRY

REINF PLACEMENT

REINF DETAILING

REINFORCING

REINF DETAILING

STRUCTURAL STEEL

STEEL WELDING

STEEL JOISTS

STEEL DECKING

STEEL DECKING

ICC INTERNATIONAL BUILDING CODE, 2015 EDITION

ACI 350 CODE REQUIREMENTS FOR ENVIRONMENTAL ENGINEERING CONCRETE

ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ASCE 7 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES

TMS 402/ACI 530-13/ASCE 5-13 BUILDING CODE REQUIREMENTS AND

SPECIFICATIONS FOR MASONRY STRUCTURES

CRSI PLACING REINFORCING BARS

CRSI REINFORCING BAR DETAILING

CRSI MSP-2-01 MANUAL OF STANDARD PRACTICE

ACI SP-66 ACI DETAILING MANUAL

AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION

AWS D1.1 STRUCTURAL WELDING CODE - STEEL

SJI STANDARD SPECIFICATIONS, LOAD TABLES, AND WEIGHT TABLES FOR STEEL

JOISTS AND STEEL GIRDERS

SDI DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS

SDI DIAPHRAGM DESIGN MANUAL

DESIGN CRITERIA

RISK CATEGORY

DEAD LOADS

ROOF DEAD LOADS (SELF-WEIGHT)

TYPICAL GROUND FLOORS

MINIMUM ROOF DEAD LOAD TO RESIST UPLIFT

LIVE LOADS

ROOF LIVE LOAD

SNOW LOADS

GROUND SNOW LOAD

EXPOSURE FACTOR

THERMAL FACTOR

IMPORTANCE FACTOR

UNIFORM ROOF SNOW LOAD

SEISMIC LOADS

SDS

SD1

SITE CLASS

IMPORTANCE FACTOR

SEISMIC DESIGN CATEGORY

BASIC SEISMIC-FORCE RESISTING SYSTEM:

BEARING WALLS OF ORDINARY REINFORCED MASONRY SHEAR WALLS

DESIGN BASE SHEAR

ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE

WIND LOADS

ULTIMATE WIND SPEED

WIND EXPOSURE

TOPOGRAPHY

BUILDING ENCLOSURE

COMPONENTS & CLADDING:

MWFRS LOADING:

III

25 PSF

100 PSF

10 PSF

20 PSF

20 PSF

1.0 1.0 1.1

22 PSF

0.170 0.138

D (ASSUMED)

1.25

C

R= 2.0 V= 0.106W

120 MPH

C

1.0

ENCLOSED

MASONRY NOTES

1. THESE NOTES APPLY TO STRUCTURAL MASONRY THAT IS LOAD BEARING AND/OR PART OF THE LATERAL FORCE

RESISTING SYSTEM. REFER TO ARCHITECTURAL DRAWINGS FOR INFORMATION ON NON-STRUCTURAL MASONRY.

2. MASONRY WALLS SHALL CONSIST OF ASTM C-90 HOLLOW CONCRETE, TYPE 1 MASONRY UNITS

3. MASONRY SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH f'm = 1,500 PSI.

4. MORTAR SHALL COMPLY WITH ASTM C-270, AND SHALL BE TYPE S (1800 PSI).

5. CORE FILL GROUT SHALL COMPLY WITH ASTM C-476, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI, AND ALL MASONRY SHALL REMAIN UNLOADED UNTIL IT HAS REACHED 80% OF THE DESIGN STRENGTH.

6. GROUT LIFTS SHALL NOT EXCEED 5 FT VERTICALLY, UNLESS THE CONTRACTOR PROVIDES CLEAN OUT HOLES PER

ACI 530 AND RECEIVES ENGINEER APPROVAL.

7. MASONRY SHALL BE LAID IN A RUNNING BOND PATTERN UNLESS OTHERWISE NOTED. NO CONTINUOUS VERTICAL

JOINTS ARE PERMITTED AT WALL CORNERS, INTERSECTIONS, AND OPENING EDGES. SAW TOOTH BLOCK EACH ALTERNATE COURSE AT THESE LOCATIONS TO ACHIEVE MONOLITHIC CONSTRUCTION, USING AN APPROVED

MASONRY SAW. NO UNITS SHALL BE LESS THAN HALF SIZED.

8. CONTRACTOR SHALL SELECT FINE OR COURSE GROUTS IN ACCORDANCE WITH ACI 530.

9. VERTICAL REINFORCEMENT LOCATION, SIZE, AND SPACING SHALL BE AS INDICATED ON THE STRUCTURAL

DRAWINGS. WALLS SHALL BE REINFORCED FULL HEIGHT IN GROUT FILLED CELLS AT ALL WALL CORNERS, INTERSECTIONS, ENDS, AND ADJACENT TO OPENINGS.

10. VERTICAL REINFORCEMENT SHALL EXTEND FROM THE FOUNDATION TO THE TOP OF THE WALL, AND SHALL EXTEND THROUGH BOND AND TIE BEAMS. DOWELS FROM FOUNDATIONS SHALL MATCH SIZE AND SPACING OF

VERTICAL REINFORCING.

11. VERTICAL REINFORCEMENT SHALL BE CENTERED IN GROUT FILLED CELLS, UNLESS NOTED OTHERWISE.

REINFORCEMENT SHALL BE HELD SECURELY IN POSITION AT THE TOP AND BOTTOM OF WALL AND AT 5 FEET

VERTICALLY, MINIMUM.

12. HORIZONTAL JOINT REINFORCEMENT SHALL BE HOHMANN AND BARNARD, INC. 220 LADDER MESH REINFORCING OR ENGINEER APPROVED SUBSTITUTE, LOCATED AT SIXTEEN (16) INCHES VERTICALLY. PROVIDE PREFORMED

TEES AND CORNERS AT CMU INTERSECTIONS.

13. PROVIDE HORIZONTAL JOINT REINFORCING IN PARAPETS AND FREE STANDING WALLS AT EIGHT (8) INCHES

VERTICALLY.

14. VERTICAL CONTROL JOINTS SHALL BE FULL HEIGHT AND SPACED AT NO MORE THAN THE LESSER OF 25 FT AND

1.5 TIMES THE WALL HEIGHT CENTER TO CENTER. JOINTS SHALL BE A MINIMUM OF SIXTEEN (16) INCHES FROM BEARING PLATES AND OPENINGS. PROVIDE CONTROL JOINTS AT ALL CHANGES IN WALL HEIGHT, CHANGES IN WALL THICKNESS, WALL INTERSECTIONS, AND WITHIN 1/2 CONTROL JOINT SPACING ON BOTH SIDES OF CORNERS. DISCONTINUE HORIZONTAL REINFORCING AT CONTROL JOINTS, EXCEPT AT TIE OR BOND BEAMS.

15. CONTROL JOINTS SHALL BE PROVIDED AS SPECIFIED BY THE ARCHITECT. TERMINATE REINFORCEMENT EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTS AT CONTROL JOINTS.

16. PROVIDE HORIZONTAL JOINT REINFORCING OVER ALL OPENINGS WITH PRECAST LINTELS FOR A MINIMUM OF TWO

COURSES AND EXTEND 24 INCHES MINIMUM BEYOND EACH SIDE OF OPENING.

17. PROVIDE CONTINUOUS BOND BEAMS AT TOP OF WALLS, JOIST BEARING, DIAPHRAGM ANGLES, AND WHERE SHOWN

ON DRAWINGS.

18. ALL MASONRY CELLS BELOW GRADE SHALL BE FILLED SOLID WITH GROUT.

19. TEMPORARY BRACING OF ALL MASONRY WORK IS THE RESPONSIBILITY OF THE CONTRACTOR.

20. PROVIDE LINTELS AT ALL OPENINGS GREATER THAN SIXTEEN (16) INCHES.

21. CONTRACTOR TO SUBMIT PRECAST LINTELS FOR APPROVAL.

22. PROVIDE SOLID GROUTED JAMB UNDER EACH SIDE OF OPENING.

OPEN WEB STEEL JOISTS NOTES

1. DESIGN LOADS ARE AS INDICATED. MINIMUM NET UPLIFT LOADING: 20 PSF, OR THE VALUES LISTED IN THE

COMPONENTS AND CLADDING (C&C) TABLE, WHICHEVER IS GREATER.

2. CONCENTRATED LOADS TO BE ATTACHED IN SUCH MANNER OR AT SUCH LOCATION THAT LOCAL BENDING IS NOT

INTRODUCED INTO THE CHORDS EXCEPT AS NOTED.

3. JOIST BEARING HEIGHTS AT THE ROOF ARE INDICATED ON THE ROOF FRAMING PLAN AND ASSOCIATED DETAILS.

4. JOISTS TO BE WELDED OR BOLTED TO SUPPORTS. WELDED CONNECTIONS AT ALL ROOF JOISTS SHALL BE CAPABLE

OF RESISTING FULL UPLIFT CAPACITY OF THE JOIST.

5. PROVIDE BRIDGING IN ACCORDANCE WITH SJI STANDARDS UNLESS NOTED OTHERWISE. DO NOT HANG CEILING OR

DUCTWORK FROM BRIDGING.

6. SHOP DRAWINGS SHALL BEAR THE ORIGINAL SIGNATURE AND SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN

THE STATE WHERE JOISTS WILL BE INSTALLED.

7. LIVE LOAD DEFLECTION SHALL NOT EXCEED L/360.

STEEL DECK NOTES

1. MATERIAL: A653 GRADE A (33,000 PSI MIN), GALVANIZED (G60).

2. INSTALLATION: WHERE POSSIBLE, EXTEND OVER 3 OR MORE SUPPORTS. DECK ATTACHMENTS SHALL BE IN

ACCORDANCE WITH SDI SPECS UNLESS NOTED OTHERWISE AND SHALL BE ADEQUATELY SHOWN ON SHOP

DRAWING SUBMITTAL.

STEEL NOTES

1. ALL CONNECTIONS NOT DETAILED ON THE STRUCTURAL DRAWING SHALL BE DESIGNED AND DETAILED BY THE

STEEL FABRICATOR AND SEALED BY THE FABRICATOR'S ENGINEER. THIS ENGINEER SHALL BE EXPERIENCED IN

CONNECTION DESIGN AND LICENSED IN THE PROJECT LOCATION STATE.

2. REACTION FORCES ON THE STRUCTURAL DRAWINGS ARE MAXIMUM LOADS, USING ALLOWABLE STRESS DESIGN

(ASD) LOAD COMBINATIONS, IN ACCORDANCE WITH ASCE 7.

3. ALL CONNECTIONS SHALL BE AISC MANUAL STANDARD CONNECTIONS, UNLESS NOTED OTHERWISE. HIGH-

STRENGTH BOLTS: ASTM A325-N, 3/4" UNLESS NOTED OTHERWISE.

4. ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE INSTALLED IN CONFORMANCE WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS", RESEARCH COUNCIL ON RIVETED AND BOLTED STRUCTURAL JOINTS. UNLESS NOTED OTHERWISE, STANDARD AISC "USUAL GAGE" DIMENSIONS SHALL BE USED FOR LOCATING HOLES FOR BOLTS, EXPANSION ANCHORS, ETC. IN ALL ANGLES, BEAM FLANGES, ETC.

5. THE ASSEMBLY SURFACE, INCLUDING THOSE ADJACENT TO THE WASHER, SHALL BE FREE OF MILL SCALE, OIL, PAINT OR OTHER COATINGS.

6. ALL HIGH STRENGTH BOLTS SHALL BE SNUG TIGHTENED TO A BOLT TENSION NOT LESS THAN THAT SPECIFICATION IN THE AISC MANUAL. FULL TENSIONING SHALL BE BY THE TURN OF NUT METHOD, BY A DIRECT TENSION INDICATOR, OR BY PROPERLY CALIBRATED WRENCHES. PROVIDE HARDENED WASHERS UNDER THE

NUT OR BOLT HEAD, WHICHEVER IS THE ELEMENT TURNED IN TIGHTENING.

7. PERFORM ALL WELDING IN ACCORDANCE WITH AWS D1.1 CODE AND AN APPROVED WPS. WELDS SHALL BE MADE

ONLY BY OPERATORS CERTIFIED BY AWS IN PERFORMING THE TYPE OF WORK INDICATED.

8. TOLERANCES ARE PER THE AISC CODE OF STANDARD PRACTICE (LATEST EDITION).

9. PROVIDE POSITIVE CAMBER AS NOTED ON DRAWINGS. WHERE NO CAMBER IS NOTED, RESIDUAL MILL CAMBER IS

TO BE UPWARDS.

10. ALL HSS OR PIPE COLUMNS SHALL HAVE 3/4" THICK CAP PLATES, UNLESS NOTED OTHERWISE.

11. ALL EXPOSED STEEL SHALL BE HOT DIPPED GALVANIZED.

12. AFTER MATERIAL HAS BEEN PROPERLY CLEANED AND TREATED, APPLY SHOP PRIME COAT TO ALL SURFACES, EXCEPT THOSE INTENDED FOR EMBEDMENT INTO CONCRETE OR TO RECEIVE FIELD WELDING, SLIP CRITICAL BOLTS, OR CEMENTITIOUS FIREPROOFING. CONTRACTOR IS RESPONSIBLE FOR COORDINATING PRIMER AND FIRE

PROOFING COMPATIBILITY.

13. METAL DECK SHALL BE A THREE SPAN CONDITION. METAL DECK SHALL HAVE LAP AND BEARING LENGTHS OF

NO LESS THAN 2 INCHES.

14. NON-SHRINK GROUT SHALL BE NON-METALLIC WITH A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI AT 28

DAY.

15. ALL STEEL EXPOSED TO EARTH, GRAVEL, OR CONCRETE SHALL BE COATED WITH HYDROCIDE MASTIC.

16. ANCHOR RODS SHALL BE AS NOTED. NO "J" BOLTS ALLOWED. RODS SHALL MEET STRENGTH AND DUCTILITY

REQUIREMENTS EQUIVALENT ASTM A36 MATERIAL AND SHALL BE GALVANIZED AND FURNISHED WITH

CHAMFERED ENDS.

17. SHOP DRAWINGS:

WIDE FLANGES

CHANNELS, ANGLES, AND PLATES

SHEAR CONNECTOR PLATES

SQUARE OR RECTANGLE HSS

ANCHOR BOLTS

STRUCTURAL BOLTS

WELDS

PIPES

ASTM A992, GR 50

ASTM A36

ASTM A572, GR 50

ASTM A500, GR C, Fy=50 KSI

ASTM F1554, GR 36, WELDABLE

ASTM A325-N

E70XX ELECTRODES

ASTM A53, GR B

STEEL GRADES

SUBMIT ERECTION AND FABRICATION SHOP DRAWINGS.

SUBMIT ERECTION PROCEDURES AND TEMPORARY BRACING PLAN FOR A/E REVIEW.

SHOP DRAWINGS AND CALCULATIONS MUST BE SIGNED AND SEALED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE WHERE STRUCTURAL STEEL WILL BE INSTALLED.

LIGHT GAUGE METAL FRAMING NOTES

1. ONLY MANUFACTURERS WHO ARE MEMBERS OF THE STEEL STUD MANUFACTURERS ASSOCIATION

(SSMA) WILL BE ACCEPTED. THE INSTALLATION SHALL COMPLY WITH THE MANUFACTURER'S

RECOMMENDATIONS.

2. MINIMUM YIELD STRENGTH (FY) FOR STUDS SHALL BE 50,000 PSI UNLESS OTHERWISE NOTED.

3. MATERIAL: ASTM A 500, STANDARD SPECIFICATION FOR COLD FORMED WELDED AND SEAMLESS

CARBON STEEL STRUCTURAL TUBING IN ROUNDS AND SHAPES. ASTM A 653/A 653M, STANDARD

SPECIFICATION FOR STEEL SHEETS, ZINC-COATED (GALVANIZED) OR ZINC-IRON ALLOY COATED BY

THE HOT DIP PROCESS.

4. BRIDGING: IN ACCORDANCE WITH AISI "DESIGN GUIDE FOR COLD-FORMED STEEL STRUCTURAL

MEMBERS".

5. NO CUTTING OF THE STUD FLANGE IS PERMITTED.

6. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR BY WELDING. SCREWS AND

WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE THE FULL STRENGTH OF THE CONNECTION AND/OR

AS SHOWN ON THE DRAWINGS. BURN-THROUGHS ARE PROHIBITTED.

7. ALL FIELD WELDS SHALL BE TOUCHED UP WITH ZINC-RICH PAINT.

8. SPLICES OF FRAMING COMPONENTS (OTHER THAN RUNNER TRACK AND BRACING) SHALL NOT BE

PERMITTED.

9. WALL STUDS SHALL BE LATERALLY BRACED WITH HORIZONTAL CHANNELS SPACED AT 48" O/C

VERTICALLY. BRACING MUST BE INSTALLED IMMEDIATELY AFTER THE WALL STUDS ARE ERECTED.

10. FLOOR BRIDGING MUST BE INSTALLED IMMEDIATELY AFTER THE JOISTS ARE ERECTED AND BEFORE

CONSTRUCTION LOADS ARE APPLIED. BRIDGING SHALL CONSIST OF SOLID BLOCKING AND STRAP

BRACING.

11. LOAD BEARING WALL STUDS SHALL BE ATTACHED TO BOTH FLANGES OF THE UPPER AND LOWER

RUNNERS.

12. FLOOR JOISTS TO BEAR DIRECTLY ON TOP OF METAL STUDS UNLESS A LOAD DISTRIBUTION MEMBER IS

PROVIDED ON THE TOP TRACK AS SHOWN IN THESE DRAWINGS.

13. WEB STIFFENERS SHALL BE PROVIDED AT REACTION POINTS AND POINTS OF CONCENTRATED LOADS.

14. END BLOCKING SHALL BE PROVIDED WHERE JOIST ENDS ARE NOT RESTRAINED FROM ROTATION.

15. RUNNERS SHALL BE OF THE SAME GAUGE THICKNESS AS THE WALL STUDS.

16. MEMBER DESIGNATION INDICATED ON THE DRAWINGS IS IN ACCORDANCE WITH THE STEEL STUD

MANUFACTURERS ASSOCIATION (SSMA) AS DESCRIBED BELOW:

SSMA DESIGNATION:

DESIGN STIFFENING LIP LENGTHS

SECTION

FLANGE

WIDTH (IN)

S125 1 1/4

DESIGN STIFFENING

LIP LENGTH (IN)

0.188

S137 1 3/8 0.375

S162 1 5/8 0.500

S200 2 0.625

S250 2 1/2 0.625

THICKNESS - STEEL COMPONENTS

MINIMUM

THICKNESS

(MILS)

REFERENCE ONLY

GAGE NO.

27 25

30 20 - DRYWALL

33 20 - STRUCTURAL

43 18

54 16

68 14

97 12

MEMBER DEPTH:

(EXAMPLE: 6"=600 X 1/100 INCHES)

ALL MEMBER DEPTHS ARE TAKEN IN 1/100 INCHES.

FOR ALL "T" SECTIONS, MEMBER DEPTH IS THE INSIDE TO

INSIDE DIMENSION.

FLANGE WIDTH:

(EXAMPLE: 1 5/8" = 1.625" = 162 X 1/100 INCHES)

ALL FLANGE WIDTH ARE TAKEN AS 1/100 INCHES.

MATERIAL THICKNESS:

(EXAMPLE: 0.054IN = 54 MILS: 1 MIL = 1/100

INCHES)

MATERIAL THICKNESS IS THE MINIMUM BASE METAL

THICKNESS IN MILS.

MINIMUM BASE METAL THICKNESS REPRESENTS 95%

OF THE DESIGN THICKNESS.

STYLE:

THE FOUR ALPHA CHARACTERS UTILIZED BY THE

DESIGNATOR SYSTEM ARE:

S = STUD OR JOIST SECTIONS

F = TRACK SECTIONS

U = CHANNEL SECTIONS

F = FURRING CHANNEL SECTIONS

NOTE:

FOR THOSE SECTIONS WHERE TWO DIFFERENT YIELD STRENGTHS (33 KSI AND 50 KSI) ARE SHOWN, THE YIELD STRENGTH USED IN THE DESIGN, IF GREATER THAN 33 KSI, NEEDS TO BE IDENTIFIED ON THE DESIGN AND ORDERING

OF STEEL. (I.E. 600S162-54 (50 KSI))

600 S 162 - 54

FOUNDATION NOTES

1. FOUNDATION DESIGN WAS COMPLETED PRIOR TO COMPLETION OF GEOTECHNICAL INVESTIGATIONS. ASSUMPTIONS

WERE MADE FOR SOIL PROPERTIES AS NOTED BELOW:

BEARING CAPACITY - 1,500 PSF

MODULUS OF SUBGRADE REACTION - 150 LB/IN^3

FROST DEPTH - 4.0 FT

2. IT IS OUR RECOMMENDATION THAT A GEOTECHNICAL INVESTIGATION OF THE SITE BE PERFORMED, PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ENGAGING A GEOTECHNICAL TESTING AGENCY TO VERIFY ASSUMED GEOTECHNICAL PARAMETERS. IF DETERMINED GEOTECHNICAL PARAMETERS ARE FOUND TO DIFFER FROM THOSE ASSUMED, CONTACT ENGINEER OF RECORD FOR REVISED CONSTRUCTION DRAWINGS PRIOR TO

CONSTRUCTION.

3. IT IS ALSO OUR RECOMMENDATION THAT A GEOTECHNICAL ENGINEER BE RETAINED BY THE OWNER TO PROVIDE OBSERVATION AND TESTING SERVICES DURING THE GRADING AND FOUNDATION PHASE OF CONSTRUCTION.

INSPECTION AND TESTING REPORTS TO BE SUBMITTED TO THE ENGINEER OF RECORD. PREPARATION OF

SUBGRADES SHALL BE AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.

4. AREAS TO RECEIVE SLAB STRUCTURES SHALL BE GRADED TO REQUIRED LINES (TO INCLUDE THICKNESS OF SUBGRADE). AREAS SHALL BE FREE OF TOPSOIL, VEGETATION, STANDING WATER, LOOSE SOIL/ROCK, OR OTHER

DELETERIOUS MATERIALS PRIOR TO PLACEMENT OF SUBGRADE MATERIAL.

5. PROOF ROLL THE GRADES AREA TO IDENTIFY SOFT SPOTS. WHERE SOFT SPOTS ARE ENCOUNTERED, THEY SHALL BE OVER-EXCAVATED BY A MINIMUM OF 18" AND BROUGHT BACK TO REQUIRED LINES USING COMPACTED

STRUCTURAL FILL (PLACED IN 8" MAX LIFTS).

6. AREAS GRADED FOR STRUCTURES SHALL BE SLOPED TO DRAIN. ADJACENT AREAS SHALL BE MAINTAINED TO

PREVENT SURFACE WATER RUNOFF INTO THE GRADED AREAS.

7. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE SHORING OR SLOPING OF EXCAVATIONS TO MEET OSHA REQUIREMENTS. DESIGN OF SHORING IS THE CONTRACTORS RESPONSIBILITY. EXCAVATIONS SHALL BE IN

ACCORDANCE WITH ALL LOCAL, STATE AND FEDERAL REGULATIONS.

8. CARE SHALL BE TAKEN WHILE EXCAVATING NEAR EXISTING STRUCTURES TO AVOID DAMAGE TO THEM.

REINFORCING STEEL NOTES

1. REINFORCING BARS: ASTM A615, GRADE 60

2. BAR SUPPORTS CLASS 1, MAXIMUM PROTECTION (CRSI MANUAL OF STANDARD PRACTICE) FOR ALL SLABS AND

BEAMS WITH SOFFITS EXPOSED TO VIEW.

3. ALL REINFORCING STEEL DETAILS SHALL BE IN ACCORDANCE WITH THE ACI CODE REQUIREMENTS (ACI 318

CURRENT EDITIONS).

4. REINFORCING STEEL PLACING DRAWINGS AND BAR LISTS SHALL CONFORM TO THE ACI OR CRSI DETAILING

MANUALS. ALL BAR SUPPORTS MUST BE CLEARLY DETAILED.

5. HOOKS AND BENDS SHALL BE ACI STANDARD UNLESS OTHERWISE INDICATED.

6. CONTINUOUS REINFORCING BARS SHALL BE PROVIDED WITH TENSION LAPS AT ALL SPLICES, UNLESS NOTED

OTHERWISE. ALL STEEL REINFORCING LAPS SHALL BE TENSION B LAPS TYPICAL, UNLESS NOTED OTHERWISE.

7. MECHANICAL SPLICES SHALL NOT BE PERMITTED UNLESS APPROVED BY THE ENGINEER OF RECORD.

8. REINFORCING STEEL FABRICATION AND PLACEMENT SHALL BE IN ACCORDANCE WITH CRSI MANUAL OF

STANDARD PRACTICE AND CRSI PLACING REINFORCING BARS (LATEST EDITIONS).

9. REINFORCING STEEL IN FOOTINGS SHALL BE ASSEMBLED IN MAT GRILLES EQUALLY SPACED AND SECURELY

WIRED TOGETHER BEFORE THE CONCRETE IS POURED.

10. WALL FOOTING DOWELS ARE TO HAVE A FULL TENSION LAP SPLICE WITH THE WALL STEEL UNLESS NOTED

OTHERWISE.

11. ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONCRETE.

12. NO REINFORCING STEEL SHALL BE FIELD BENT WITHOUT THE APPROVAL OF THE ENGINEER OF RECORD. FIELD

BENDING OF PLAIN REINFORCEMENT, IF PERMITTED, SHALL BE PERFORMED USING AN APPROVED AND APPROPRIATE SIZED PORTABLE HYDRAULIC DEVICE THAT MAKES ACI STANDARD RADIUS BENDS. NO OTHER

FIELD BENDING METHOD SHALL BE PERMITTED.

13. WELDING, INCLUDING TACK WELDING, FOR REINFORCING STEEL IS PROHIBITED. WELDING OF REINFORCING STEEL AND HIGH STRENGTH BOLTS (A325, A490) WILL BE PERMITTED ONLY BY WRITTEN APPROVAL OF THE ENGINEER

OF RECORD.

CONCRETE DEVELOPMENT/LAP SPLICE SCHEDULE (f'c = 4 KSI)

BAR SIZE

DEVELOPMENT LENGTH (IN)

4 19 29 25 38

*BAR TYPE 1 - CLEAR SPACING OF BARS BEING DEVELOPED OR LAP SPLICED NOT LESS THAN Db, CONCRETE COVER NOT LESS THAN Db, AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN THE CODE MINIMUM.

BAR TYPE 2 - OTHER CASES

+WHERE REINFORCEMENT IS PLACED SUCH THAT AT LEAST 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE DEVELOPMENT LENGTH OR SPLICE LOCATION(S), INCREASE THE VALUES IN THIS TABLE BY A FACTOR OF 1.3.

BAR TYPE 1* BAR TYPE 2*

LAP SPLICE LENGTH (IN)

BAR TYPE 1* BAR TYPE 2*

5 24 36 32 47

6 29 43 38 56

REINFORCING CLEAR COVER TABLE

TYPE MINIMUM CLEAR COVER (IN)

PERMANENTLY EXPOSED TO OR CAST AGAINST EARTH 3

EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER) 1 1/2

1 1/2

EXPOSED TO EARTH OR WEATHER (#6 OR LARGER)

NOT EXPOSED TO EARTH OR WEATHER (#11 OR SMALLER)

NOT EXPOSED TO EARTH OR WEATHER (#12 OR LARGER)

MASONRY DEVELOPMENT/LAP SPLICE SCHEDULE

BAR SIZE

DEVELOPMENT LENGTH (IN)

4 15 15

LAP SPLICE LENGTH (IN)

23 23

43 43

3 12 12

8" CMU 8" CMU

*LENGTHS CALCULATED USING TMS 402/602-16 EQN 6-1

STRUCTURAL CONCRETE NOTES

1. ALL CONCRETE AGGREGATE SHALL COMPLY WITH ASTM C33 (NORMAL WEIGHT).

2. USE ADMIXTURES AS NOTED IN THE CONSTRUCTION DOCUMENTS, OR AS APPROVED BY THE ENGINEER OF RECORD.

SUBMIT PROPOSED ADMIXTURES AS PART OF CONCRETE MIX DESIGN SUBMITTAL.

3. DESIGN FORMWORK FOR THE LOADS, LATERAL PRESSURE AND ALLOWABLE STRESSES OUTLINED IN ACI 347.

4. FORMWORK SHALL BE SHORED ADEQUATELY TO ENSURE THAT IT WILL NOT MOVE DURING POURING OR CURING OF

THE CONCRETE.

5. CURE CONCRETE IN ACCORDANCE WITH THE SPECIFICATION, MEETING THE REQUIREMENTS OF ACI 301

"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS".

6. SEE THE MECHANICAL, ELECTRICAL AND SUPPLIERS DRAWINGS FOR THE LOCATION OF SPECIAL ANCHORS, CHAMFERS, SLEEVES, PIPES, CONDUITS AND OTHER DETAILS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

7. ALL CONCRETE SHALL CURE A MINIMUM OF 7 DAYS AFTER POURING, AND SHALL REMAIN UNLOADED UNTIL

CONCRETE HAS REACHED 80% OF THE 28 DAY DESIGN STRENGTH, UNLESS APPROVED BY THE ENGINEER OF

RECORD.

CONCRETE MIX REQUIREMENTS

CONCRETE TYPE

28 DAY

COMPRESSIVE

STRENGTH

(f'c, PSI)

AIR CONTENT

(+/- 1%)

(AE=AIR

ENTRAINED)

MAX W/C

RATIO

MAX

NOM

AGG

SIZE*

MAX SLUMP

AT

PLACEMENT

(IN)

*AGGREGATES SHALL CONFORM TO REQUIREMENTS IN ACI 302.1.

+NON-METALLIC SURFACE HARDENER TO BE APPLIED.

FOUNDATIONS 0.45 3/4"5

CEMENT

TYPE

FLYASH %

(OF TOTAL

CEMENT)

10-206% (AE) I/II4,000

MIN SLUMP

AT

PLACEMENT

(IN)

CONCRETE CAP AT T/CMU WALL 0.45 3/4"3 10-206% (AE) I/II3,000 1

SLAB ON GRADE/CURBS 0.45 3/4"3 10-205% (AE) I/II5,000 1

SECTION OF RUNNER TRACK FOR ATTACHMENT

OF HEADER TO FULL HEIGHT STUD.

WEB STIFFENER AS REQUIRED

BOXED HEADER

CRIPPLE STUDS

RUNNER TRACK

FULL HEIGHT JAMB

NESTED JAMB POST

ROUGHEN EXISTING SLAB AND

APPLY BONDING AGENT

T Y

P

M

IN

# 4 BAR W/ STANDARD HOOK @

18" OC BOTH WAYS - DOWEL

AND EPOXY INTO EXISTING SLAB

W/ HILTI HIT-HY 200 EPOXY

3/4" CHAMFER, TYP

EXISTING SLAB, VIF

#4 BARS @ 12" OC BOTH

WAYS, TYP

E

N

NW

SW

NE

SE

S

W

Dwg. of

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

ADDRESS: PROJECT ENGINEERS:NORTH REFERENCEPLOT DATE:

DRAWN BY:

CAD DRAWING FILE LOCATION:

PLOT DATE:

Engineering and Facilities Management Services

8 9 o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

RLR VAMC FORM 09-JD0227

1 2 3 4 5 6 7

F

E

D

C

B

A

97 8654321

Structural\Revit Working Folder\163-428

_Structural_CENTRAL_R18.rvt

SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

STRUCTURAL NOTES

(PUMP HOUSE & GENERATOR)

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 RTJ BCK

SB-003

23 40

583-17-102

3/4" = 1'-0"SB-003

1 TYPICAL LIGHT GAUGE HEADER

Revisions: Date

1" = 1'-0"SB-003

2 CONCRETE - EQUIPMENT PAD

F

F

M a in te n a n c e C le a ra n c e

M a in te n a n c e C le a ra n c e

D

C

B

A

H

SS

4X 4X 1/

F2 .0

H

SS

4X 4X 1/

H

SS

4X 4X 1/

F2 .0

H

SS

4X 4X 1/

H

SS

4X 4X 1/

H

SS

4X 4X 1/

F2 .0

H

SS

4X 4X 1/

F2 .0

H

SS

4X 4X 1/

8' - 2"8' - 0"9' - 10"

26' - 0"

SB-006

SB-006

SB-007

6" CONCRETE SLAB

W/ #4 @ 18" OC EW

T S

.1

T S

.1

TS2.1

TS2.1

INTERIOR NON-LOAD

BEARING WALL

M

O

SB-006

SB-006

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

F2 .0 b

F2 .0 b

F2 .0 b

F2 .0 b

6" CONCRETE SLAB

W/ #4 @ 18" OC EW

M

O

9' - 10" 10" 6' - 4" MO 10" 8' - 2"

D

C

B

A

8' - 2"4' - 0"4' - 0"9' - 10"

12' - 2"13' - 10"

W8X18

W X

W8X18

W8X18

W8X18

SB-006

SB-007

26' - 0"

SB-006

INTERIOR NON-LOAD

BEARING WALL

L

IN

T E

L L

SB-006

L

IN

T E

L L

LINTEL L2

D

C

B

A

SB-006

SB-007

K

J O

IS

T S

W

S

LO

P

E D

B E A

R

IN

G S

E A

T A

N D

S

E X

T E

N S

IO

N

F O

R O

V E

R H

A N

G O

N E

A E

N D

O C

M A

X

1 7/8 : 12 ROOF SLOPE

(SEE ARCH)

JO

IS

T B

E A

R

IN

G E

L E

V

JO

IS

T B

E A

R

IN

G E

L E

V

SB-006

METAL DECKING -

SEE ROOF FRAMING

NOTES

CMU WALL BELOW, TYP

FOUNDATION PLAN NOTES

1. ELEVATIONS ARE BASED ON FINISHED FLOOR ELEVATION (FFE) = 0' - 5 1/2". ACTUAL

FINISHED FLOOR ELEVATION IS 703.50' BASED ON CIVIL SITE PLAN. NOTE: B/WALL = 0' - 0"

2. SEE STRUCTURAL NOTES SHEET FOR ADDITIONAL DESIGN CRITERIA.

3. INDICATES 8" CMU WALL W/ #5 @ 32" OC

4. CONTRACTOR TO FIELD VERIFY ALL ASSUMED CONDITIONS AND COORDINATE W/OTHER

DISCIPLINES. IF ANY ASSUMPTIONS ARE INCORRECT, CONTRACTOR SHALL NOTIFY EOR OF

CONFLICTS IMMEDIATELY AND PRIOR TO DEMOLITION AND/OR CONSTRUCTION.

FRAMING PLAN NOTES

1. SEE STRUCTURAL NOTES SHEET FOR ADDITIONAL DESIGN CRITERIA.

2. INDICATES 8" CMU WALL W/ #5 @ 32" OC

3. L# INDICATES LINTEL SIZE - SEE LINTEL SCHEDULE ON THIS SHEET

4. CONTRACTOR TO FIELD VERIFY ALL ASSUMED CONDITIONS AND COORDINATE W/OTHER

DISCIPLINES. IF ANY ASSUMPTIONS ARE INCORRECT, CONTRACTOR SHALL NOTIFY EOR OF

CONFLICTS IMMEDIATELY AND PRIOR TO DEMOLITION AND/OR CONSTRUCTION.

ROOF FRAMING PLAN NOTES

1. STRUCTURAL ROOF DECKING TO BE 1.5B22 METAL DECKING (3-SPAN CONDITION)

FASTENED TO ROOF FRAMING AS FOLLOWS:

A. SUPPORT FASTENERS: 36/4 PATTERN W/ 5/8" PUDDLE WELDS

B. SIDELAP FASTENERS: (2) #10 TEK SCREWS

2. SEE STRUCTURAL NOTES SHEET FOR ADDITIONAL DESIGN CRITERIA.

3. CONTRACTOR TO FIELD VERIFY ALL ASSUMED CONDITIONS AND COORDINATE W/OTHER

DISCIPLINES. IF ANY ASSUMPTIONS ARE INCORRECT, CONTRACTOR SHALL NOTIFY EOR OF

CONFLICTS IMMEDIATELY AND PRIOR TO DEMOLITION AND/OR CONSTRUCTION.

DOOR

OPENING

(2) FULL-HEIGHT VERT BARS

REQ IN FIRST (2) CELLS

ADJACENT TO OPENING - MATCH

WALL REINF

LINTEL REINF - SEE PLAN

VERT DOWELS INTO

FOOTING - SEE PLAN

VERT WALL REINF - SEE PLAN

BRG LENGTH

1' - 4"

NOTE:

NO UNITS SHALL BE LESS

THAN HALF-SIZED

NOTES:

1. CONTROL JOINTS IN SLABS ON GRADE SHALL BE LOCATED @ 10' - 0" OC MAX EA WAY.

2. ALL JOINTS SHALL BE LAID OUT IN APPROX SQUARE PATTERN.

3. CONTROL JOINTS MAY BE EITHER SAWN (WITHIN 24 HOURS OF FINAL SET) OR FORMED WITH

PROPRIETARY INSERTS OR BULKHEAD STRIPS.

4. CONTROL JOINTS SHALL BE APPROX 1" DEEP X 1/8" WIDE.

SAW CUT OR PLASTIC INSERT

10 MIL VAPOR BARRIER

SLAB REINF AT MID-DEPTH -

SEE PLAN

SUB BASE MATERIAL - SEE

PLAN

S E

E P

LA

N

S

LA

B T

H

IC

K t/

STOP REINF 2" FROM

JOINT (TYP)

WATERSTOP SIKA GREENSTREAK

MOD 741 OR EQUAL

SAW CUT SHELL OR USE

SPECIAL BLOCK AT

CORNER

HORIZONTAL BOND BEAM

REINFORCEMENT

CORNER BARS TO BE SAME SIZE AS

HORIZ REINF WITH 24" LEGS

SEE PLANS FOR BOND BEAM

SIZE AND DEPTH

#4 HOOKED BARS

@ 8" OC

VERT

WALL REINF -

SEE PLAN

BOT REINF

8" WIDTH

D E

P T H

LINTEL SCHEDULE

MARK SIZE (WxD) REINFORCEMENT

L1 8x8 (2) #5

L2 8x16 (2) #5 T&B

NOTES:

1. LINTELS TO BE FULLY GROUTED

2. VERTICAL JAMB STEEL TO BE

CONTINUOUS THROUGH LINTEL

BEARING

3. VERTICAL WALL REINFORCING TO

EXTEND THROUGH LINTEL

TOP REINF

#4 HOOKED BARS

@ 8" OC

VERT

WALL REINF -

SEE PLAN

BOT REINF

8" WIDTH

D E

P T H

L1 L2

6"

3' - 0"

36/7 PATTERN

36/5 PATTERN

36/4 PATTERN

36/3 PATTERN

TYPICAL DECKING FASTENER LAYOUT

NOTES:

1. 1" OR MORE RIGID INSULATION IS

REQUIRED FOR TYPE B DECK.

2. MIN EXTERIOR BEARING LENGTH

REQUIRED IS 1 1/2".

3. MIN INTERIOR BEARING LENGTH

REQIORED IS 3".

Structural Foundation Schedule F2.0 2'-0" x 2'-0" x 2'-0" (4) #5 EW T&B

F2.0b 2'-0" x 2'-0" x 4'-0" (4) #5 EW T&B

TS2.1 2'-0" X CONT X 4'-0" (4) #5 CONT & #5 @ 12" TRANS T&B

E

N

NW

SW

NE

SE

S

W

Dwg. of

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

ADDRESS: PROJECT ENGINEERS:NORTH REFERENCEPLOT DATE:

DRAWN BY:

CAD DRAWING FILE LOCATION:

PLOT DATE:

Engineering and Facilities Management Services

8 9 o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

RLR VAMC FORM 09-JD0227

1 2 3 4 5 6 7

F

E

D

C

B

A

97 8654321

Structural\Revit Working Folder\163-428

_Structural_CENTRAL_R18.rvt

SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

FOUNDATION, HOIST & ROOF

FRAMING PLANS (PUMP HOUSE)

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 RTJ BCK

SB-004

24 40

583-17-102

1/4" = 1'-0"SB-004

1 FOUNDATION PLAN

1/4" = 1'-0"SB-004

2 HOIST FRAMING PLAN

1/4" = 1'-0"SB-004

3 ROOF FRAMING PLAN

N.T.S.SB-004

5 TYPICAL CMU WALL ELEVATION

N.T.S.SB-004

4 TYPICAL CONTROL JOINT WITH WATERSTOP

1" = 1'-0"SB-004

6 TYPICAL CMU BOND BEAM CORNER DETAIL

1" = 1'-0"SB-004

7 TYPICAL CMU LINTEL DETAIL

B/WALL

0"

JOIST BRG (LOW)

15' - 4"

JOIST BRG (HIGH)

19' - 4"

DCBA

B/HOIST BEAM

7' - 7 1/2"

FIN FLR EL

5 1/2"

T/STEEL FRAME

9' - 0 3/8"

DOOR THRESHOLD ELEV = 0'-1 1/2"

10' - 0" 10' - 0"

CONTROL JOINT - PROVIDE CAULK

JOINT IN LIEU OF MORTAR

CMU: PAINT WITH (1) COAT OF

TEXTURED ELASTOMERIC

PRIMER FOLLOWED BY TWO

COATS OF ELASTOMERIC

FINISH (TYP ALL EXT WALLS)

STANDING SEAM

METAL ROOF

40' - 4"

B/WALL

0"

JOIST BRG (LOW)

15' - 4"

JOIST BRG (HIGH)

19' - 4"

D C B A

B/HOIST BEAM

7' - 7 1/2"

FIN FLR EL

5 1/2"

T/STEEL FRAME

9' - 0 3/8"

CONTROL JOINT - PROVIDE CAULK

JOINT IN LIEU OF MORTAR

CMU: PAINT WITH (1) COAT OF

TEXTURED ELASTOMERIC

PRIMER FOLLOWED BY TWO

COATS OF ELASTOMERIC

FINISH (TYP ALL EXT WALLS)

STANDING SEAM

METAL ROOF

10' - 0"10' - 0"

40' - 4"

DOOR THRESHOLD

ELEV = 0'-5 1/2"

B/WALL

0"

JOIST BRG (LOW)

15' - 4"

JOIST BRG (HIGH)

19' - 4"

2 1

B/HOIST BEAM

7' - 7 1/2"

FIN FLR EL

5 1/2"

T/STEEL FRAME

9' - 0 3/8"

CMU: PAINT WITH (1) COAT OF

TEXTURED ELASTOMERIC

PRIMER FOLLOWED BY TWO

COATS OF ELASTOMERIC

FINISH (TYP ALL EXT WALLS)

STANDING SEAM

METAL ROOF

8" MIN DEPTH CONCRETE RAKE BEAM

26' - 0"

STEP TOP BLOCK;

DO NOT CUT CMU

SB-007

B/WALL

0"

JOIST BRG (LOW)

15' - 4"

JOIST BRG (HIGH)

19' - 4"

B/HOIST BEAM

7' - 7 1/2"

FIN FLR EL

5 1/2"

T/STEEL FRAME

9' - 0 3/8"

CMU: PAINT WITH (1) COAT OF

TEXTURED ELASTOMERIC

PRIMER FOLLOWED BY TWO

COATS OF ELASTOMERIC

FINISH (TYP ALL EXT WALLS)

STANDING SEAM

METAL ROOF

26' - 0"

HOIST BEAM - SEE STRUCTURAL

SEE 5/SB-008 FOR CUTOUT DETAILS

8" MIN DEPTH CONCRETE RAKE BEAM

DOOR THRESHOLD

ELEV = 0'-5 1/2"

STEP TOP BLOCK;

DO NOT CUT CMU

SB-007

SIM

E

N

NW

SW

NE

SE

S

W

Dwg. of

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

ADDRESS: PROJECT ENGINEERS:NORTH REFERENCEPLOT DATE:

DRAWN BY:

CAD DRAWING FILE LOCATION:

PLOT DATE:

Engineering and Facilities Management Services

8 9 o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

RLR VAMC FORM 09-JD0227

1 2 3 4 5 6 7

F

E

D

C

B

A

97 8654321

Structural\Revit Working Folder\163-428

_Structural_CENTRAL_R18.rvt

SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

EXTERIOR ELEVATIONS

(PUMP HOUSE)

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 SGC JDS

SB-005

25 40

583-17-102

1/4" = 1'-0"SB-005

1 WEST ELEVATION

1/4" = 1'-0"SB-005

2 EAST ELEVATION

1/4" = 1'-0"SB-005

3 NORTH ELEVATION

1/4" = 1'-0"SB-005

4 SOUTH ELEVATION

Revisions: Date

ELEVATION KEY PLAN

B/HOIST BEAM

7' - 7 1/2"

W8X18 SUPPORT BEAM

W8X58 HOIST BEAM

8" CMU WALL W/ #5 VERT

@ 32" OC

8" MIN CONCRETE RAKE

BEAM - REINF NOT SHOWN

FOR CLARITY

ROOF - SLOPED

(VARIES)

STEP CMU WALL UP TO

ACCOMMODATE ROOF SLOPE

AS NECESSARY - DO NOT

CUT CMU BLOCK

600S162-43 NON-STRUCTURAL

STUD @ 16" OC

SIMPSON SC62-5/97 SLIP CONNECTOR

W/ 1/4" DIA TITEN HD INTO CMU

FIN FLR EL

5 1/2"

CMU WALL (BEYOND) - SEE PLAN

CMU LINTEL - SEE LINTEL SCHEDULE

L4 X 4 X 1/4 X CONT

(SLOPED)

ROOF JOISTS - SEE PLAN

METAL DECK - SEE PLAN

2" POLYISO INSULATION

JOIST BRIDGING - PER JOIST MANUF

7" X 6" X 1/2" THICK A36

STEEL PL @ 2'-8" W/ (3)

1/2" DIA X 5" LONG STUDS

L3 X 3 X 1/4 W/(3) 1/2" DIA EXP ANCHOR

#5 BENT BAR AT 12" OC

FINISH GRADE

- SEE SITE PLAN

1" THICK STOP PLATE

1/4"

JOIST SPACING - SEE PLAN

COLUMN (BEYOND) - SEE PLAN

(5) #5 CONT

SLAB ON GRADE -

SEE PLAN

SLAB REINF - SEE PLAN

FOOTING REINF (BOTTOM) - SEE PLAN

FOOTING REINF (TOP) - SEE PLAN

T/STEEL FRAME

9' - 0 3/8"

1/4

CRUSHED STONE BASE

PRE-FIN METAL STANDING

SEAM METAL ROOFING

SCREW @ 12" OC

SEALANT TAPE

CONT SEALANT

GABLE TRIM

M

IN

B

E

LO

W G

R A

D E

F R

O S

T D

E P

T H

24 GA R-PANEL SCREWED TO STUDS

3/4" DEEP METAL CEILING

(SOFFIT) PANEL

FASTENED TO BOTTOM OF

BAR JOISTS

4" THICK CLOSED-CELL FOAM INSULATION

SB-007

B/WALL

0"

FIN FLR EL

5 1/2"

W8X18 SUPPORT BEAM

HSS4X4X1/4 POST

8" CMU WALL W/ #5 VERT

@ 32" OC

ROOF - SLOPED

(VARIES)

600S162-43 NON-STRUCTURAL

STUD @ 16" OC

SIMPSON SC62-5/97 SLIP CONNECTOR

W/ 1/4" DIA TITEN HD INTO CMU

EXTEND CURB WIDTH TO PROVIDE

BEARING FOR COLUMN BASEPLATE

9" X 9" X 3/8" A36 STEEL BASEPLATE W/

(4) 1/2" DIA ANCHOR BOLTS (F1554 GR 36)

STEP CMU WALL UP TO

ACCOMMODATE ROOF SLOPE

AS NECESSARY - DO NOT

CUT CMU BLOCK

L4 X 4 X 1/4 X CONT

(SLOPED)

ROOF JOISTS - SEE PLAN

METAL DECK - SEE PLAN

JOIST BRIDGING - PER JOIST MANUF

7" X 6" X 1/2" THICK A36

STEEL PL @ 2'-8" W/ (3)

1/2" DIA X 5" LONG STUDS

L3 X 3 X 1/4 W/(3) 1/2" DIA EXP ANCHOR

(FULLY GROUTED CELLS)

(5) #5 CONT

FOOTING REINF (BOTTOM) AT

COLUMN LOCATIONS - SEE PLAN

#5 VERT AT 12" OC

E M

B E

D

1/4"

S E

E S

T R

U C

T N

O T

E S

W A

LL

R

E

IN

F L

A P

, T Y

P

S E

E S

T R

U C

T N

O T

E S

D O

W E

L R

E

IN

F L

A P

, T Y

P

#5 VERT DOWEL AT 32" OC

2"

FOOTING REINF (TOP) AT COLUMN

LOCATIONS - SEE PLAN

SLAB ON GRADE -

SEE PLAN

1/4

8" X 8" DEEP CMU BOND

BEAM W/ (2) #5 CONT

FINISH GRADE

- SEE SITE PLAN

T/STEEL FRAME

9' - 0 3/8"

SLAB REINF - SEE PLAN

CRUSHED STONE BASE

2" POLYISO INSULATION

PRE-FIN METAL STANDING

SEAM METAL ROOFING

SCREW @ 12" OC

SEALANT TAPE

CONT SEALANT

GABLE TRIM

M

IN

B

E

LO

W G

R A

D E

F R

O S

T D

E P

T H

8" MIN CONCRETE RAKE

BEAM - REINF NOT SHOWN

FOR CLARITY

24 GA R-PANEL SCREWED TO STUDS

3/4" DEEP METAL CEILING

(SOFFIT) PANEL

FASTENED TO BOTTOM OF

BAR JOISTS

4" THICK CLOSED-CELL FOAM INSULATION

SB-007

B/WALL

0"

FIN FLR EL

5 1/2"

#5 BENT BAR AT 12" OC

(5) #5 CONT

SLAB ON GRADE -

SEE PLAN

FOOTING REINF (BOTTOM) - SEE PLAN

FOOTING REINF (TOP) - SEE PLAN

8" CMU WALL W/ #5 VERT

@ 32" OC

8" X 16" DEEP CMU LINTEL -

SEE LINTEL SCHEDULE

600S162-43 NON-STRUCTURAL

STUD @ 16" OC

SIMPSON SC62-5/97 SLIP CONNECTOR

W/ 1/4" DIA TITEN HD INTO CMU

M

IN

B

E

LO

W G

R A

D E

F R

O S

T D

E P

T H

SLAB REINF - SEE PLAN

2' - 0"

FINISH GRADE

- SEE SITE PLAN

DOOR OPENING - SEE ARCH

24" LAP

SLAB REINF - SEE PLAN

CRUSHED STONE BASE

LIGHT GAUGE HEADER - SEE TYPICAL

LIGHT GAUGE HEADER DETAIL

B

B/HOIST BEAM

7' - 7 1/2"

T/STEEL FRAME

9' - 0 3/8"

W8X58 HOIST BEAM

W8X18 SUPPORT BEAM

(2) 1/2" DIA THRU-BOLTS

EA SIDE OF W8X58 BEAM WEB

(4 BOLTS TOTAL PER LOCATION)

B/WALL

0"

C

FIN FLR EL

5 1/2"

2' - 0"

FOOTING REINF AT

COLUMN LOCATIONS -

SEE PLAN

9" X 9" X 3/8" A36 STEEL

BASEPLATE W/ (4) 1/2" DIA

ANCHOR BOLTS (F1554 GR 36)

1/4

SLAB REINF - SEE PLAN

T Y

P A

LL

B

O

LT

S

E

M B

E D

HSS4X4X1/4 POST

24" LAP

CRUSHED STONE BASE

3/4" = 1'-0"SB-006

1 WALL SECTION AT EXTERIOR DOOR

3/4" = 1'-0"SB-006

2 WALL SECTION AT EXTERIOR COLUMN

E

N

NW

SW

NE

SE

S

W

Dwg. of

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

ADDRESS: PROJECT ENGINEERS:NORTH REFERENCEPLOT DATE:

DRAWN BY:

CAD DRAWING FILE LOCATION:

PLOT DATE:

Engineering and Facilities Management Services

8 9 o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

RLR VAMC FORM 09-JD0227

1 2 3 4 5 6 7

F

E

D

C

B

A

97 8654321

Structural\Revit Working Folder\163-428

_Structural_CENTRAL_R18.rvt

SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

STRUCTURAL DETAILS

(PUMP HOUSE)

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 RTJ BCK

SB-006

26 40

583-17-102

3/4" = 1'-0"SB-006

3 WALL SECTION AT SLAB DEPRESSION

3/4" = 1'-0"SB-006

4 HOIST BEAM CONNECTION

3/4" = 1'-0"SB-006

5 INTERIOR COLUMN FOUNDATION

JOIST BRG (LOW)

15' - 4"

JOIST BRG (HIGH)

19' - 4"

2 1

FIN FLR EL

5 1/2"

8" CMU WALL W/ #5 VERT

@ 32" OC

600S162-43 NON-STRUCTURAL

STUD @ 16" OC

SIMPSON SC62-5/97 SLIP CONNECTOR

W/ 1/4" DIA TITEN HD INTO CMU

8" X 8" DEEP CMU BOND

BEAM W/ (2) #5 CONT

L3 1/2 X 3 1/2 X

1/4 X CONT

ROOF JOISTS W/SLOPED

BRG SEAT & EXTENSION -

SEE PLAN

METAL DECK -

SEE PLAN

2" POLYISO INSULATION

7" X 6" X 1/2" THICK A36

STEEL PL W/ (3) 1/2" DIA

X 5" LONG STUDS

W8X18

W8X58

HSS4X4X1/4HSS4X4X1/4

FOOTING REINF AT

COLUMN LOCATIONS -

SEE PLAN

FOOTING REINF AT

COLUMN LOCATIONS -

SEE PLAN

FOOTING REINF AT

COLUMN LOCATIONS -

SEE PLAN

1' - 4" OH

T Y

P

E

M B

E D

(2) 1/2" DIA BOLTS EA SIDE OF

W8X18 BEAM WEB (4 BOLTS

TOTAL PER LOCATION)

HOIST BEAM

TYP

1 1/2"

FINISH GRADE

- SEE SITE PLAN

9" X 9" X 3/8" A36 STEEL BASEPLATE W/

(4) 1/2" DIA ANCHOR BOLTS (F1554 GR 36)

9" X 9" X 3/8" A36 STEEL BASEPLATE W/

(4) 1/2" DIA ANCHOR BOLTS (F1554 GR 36)

T/STEEL FRAME

9' - 0 3/8"

#5 BENT BAR AT 12" OC

(5) #5 CONT

SLAB ON GRADE -

SEE PLAN

SLAB REINF - SEE PLAN

FOOTING REINF (BOTTOM) - SEE PLAN

FOOTING REINF (TOP) - SEE PLAN

M

IN

B

E

LO

W G

R A

D E

F R

O S

T D

E P

T H

#5 BENT BAR AT 12" OC

(5) #5 CONT

SLAB REINF - SEE PLAN

FOOTING REINF (BOTTOM) - SEE PLAN

FOOTING REINF (TOP) - SEE PLAN

T Y

P C

U R

B

2' - 0" 2' - 0"

2' - 0" 4' - 2"

600T125-43 W/#12 SCREWS EA SIDE

600T125-43 W/#12 SCREWS EA SIDE

SB-007

SB-007

8" CMU WALL W/ #5 VERT

@ 32" OC

8" X 8" DEEP CMU BOND

BEAM W/ (2) #5 CONT

8" X 8" DEEP CMU BOND

BEAM W/ (2) #5 CONT

S E

E S

T R

U C

T N

O T E

S

D O

W E

L R

E

IN

F L

A P

, T Y

P

S E

E S

T R

U C

T N

O T E

S

W A

LL

R

E

IN

F L

A P

, T Y

P

SB-007

HILTI X-U 0.157ø FASTENERS @ 16" O.C. HILTI X-U 0.157ø FASTENERS @ 16" O.C.

1' - 4" OH

FINISH GRADE

- SEE SITE PLAN

24 GA STANDING SEAM METAL ROOF

METAL CLOSURE/TRIM

24 GA 3/4" DEEP METAL

SOFFIT PANEL FASTENED TO

BOTTOM OF BAR JOISTS

CONT SEALANT

CONT ROOF EDGE CLEAT

3/4" DEEP METAL CEILING (SOFFIT) PANEL

FASTENED TO BOTTOM OF BAR JOISTS

24 GA R-PANEL SCREWED TO STUDS 24 GA R-PANEL SCREWED TO STUDS

600S162-43 NON-STRUCTURAL

STUD @ 16" OC

SIMPSON SC62-5/97 SLIP CONNECTOR

W/ 1/4" DIA TITEN HD INTO CMU

4" THICK CLOSED-CELL FOAM INSULATION

1 7/8

CRUSHED STONE BASE

9"

1 1/2" TYP

1/4

T/STEEL FRAME

9' - 0 3/8"

3/16

W8X18 SUPPORT BEAM

HSS4X4X1/4 POST

3/4" THICK A36 STEEL

CAP PLATE

4 X 6 X 1/4 A36 STEEL PLATE

(2) 3/4" DIA A325 BOLTS

2 1/2" 1 1/2"

SB-007

M

IN

STEP CMU WALL TO

ACCOMMODATE SLOPE -

DO NOT CUT CMU BLOCK

S E

E S

T R

U C

T N

O T

E S

W A

LL

R

E

IN

F L

A P

, T Y

P

90° STANDARD HOOKED

#5 BARS VERT @ 32" OC

8" CMU WALL W/ #5 VERT

@ 32" OC

8" MIN CONCRETE

RAKE BEAM

24 GA STANDING SEAM METAL ROOF

(2) #5 CONT T&B (SLOPED)

L4X4X1/4 CONT (SLOPED)

2" POLYISO INSULATION

1 1/2" METAL DECKING

600S162-43 NON-STRUCTURAL

STUD @ 16" OC

SIMPSON SC62-5/97 SLIP CONNECTOR

W/ 1/4" DIA TITEN HD INTO CMU

JOIST BRIDGING - PER JOIST MANUF

7" X 6" X 1/2" THICK A36

STEEL PL @ 2'-8" W/ (3)

1/2" DIA X 5" LONG STUDS

L3 X 3 X 1/4 W/(3) 1/2" DIA EXP ANCHOR

24 GA R-PANEL SCREWED TO STUDS

4" THICK CLOSED-CELL FOAM INSULATION

2@121/4

2@121/4

STEP CMU WALL TO

ACCOMMODATE SLOPE -

DO NOT CUT CMU BLOCK

3/4" = 1'-0"SB-007

1 BUILDING SECTION

E

N

NW

SW

NE

SE

S

W

Dwg. of

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

ADDRESS: PROJECT ENGINEERS:NORTH REFERENCEPLOT DATE:

DRAWN BY:

CAD DRAWING FILE LOCATION:

PLOT DATE:

Engineering and Facilities Management Services

8 9 o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

RLR VAMC FORM 09-JD0227

1 2 3 4 5 6 7

F

E

D

C

B

A

97 8654321

Structural\Revit Working Folder\163-428

_Structural_CENTRAL_R18.rvt

SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

STRUCTURAL DETAILS

(PUMP HOUSE)

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 RTJ BCK

SB-007

27 40

583-17-102

3" = 1'-0"SB-007

2 BASE PLATE DETAIL

3" = 1'-0"SB-007

3 TYPICAL BEAM-TO-COLUMN CONNECTION

Revisions: Date

1 1/2" = 1'-0"SB-007

4 TYPICAL SLOPED EXTERIOR CMU WALL

1 1/2" = 1'-0"SB-007

5 CONCRETE RAKE BEAM

METAL CLOSURE

METAL R-PANEL

PAINTED HOLLOW METAL DOOR FRAME

SEALANT & BACKER ROD

SCHED. DOOR

CMU WALL - SEE STRUCTURAL

D

O O

R S

5 7/8" FRAME

D

O O

R

METAL CLOSURE

METAL R-PANEL

PAINTED HOLLOW METAL DOOR FRAME

SEALANT & BACKER ROD

SCHED. DOOR

CMU WALL - SEE STRUCTURAL

5 7/8" FRAME

GROUT JAMB SOLID

JAMB ANCHOR (3 PER JAMB)

HOIST BEAM - SEE STRUCTURAL

DOOR SWEEPS ATTACHED TO

DOORS AROUND HOIST BEAM TO

MAKE CLOSURE AROUND BEAM

DOOR MANUFACTURER TO CUT

DOORS TO FIT AROUND STEEL

HOIST BEAM

DOOR FRAME ABOVE HOIST

BEAM - DO NOT CUT

AS SCHED.

DOUBLE

PAINTED

STEEL

DOORS

PAINTED

STEEL

DOOR

NOTCH CUT OUT OF DOORS

FOR HOIST BEAM

D1 D2 D3

F1 F2 F3

3' - 0" 6' - 0" 6' - 0"

2" 2" 2"

PAINTED

HOLLOW METAL

FRAME

PAINTED

HOLLOW METAL

FRAME

PAINTED

HOLLOW METAL

FRAME

MATERIAL

FRAME

DOOR SCHEDULE

MK

W

3'-0" 8'-0"

SIZE

H

1 3/4"

Thk. MATERIAL

STEEL

STEEL

STYLE

D1

D3

FINISH HARDWARE

HW-E1

STEEL

FRAME

FINISH SILL HEAD

DETAILS

JAMB

REMARKS

PAINT STEEL PAINT

STEEL D2 DOUBLE 3'-0" DOORSSTEEL1 3/4"

1 3/4"

PAINT

PAINT

PAINT

PAINT

HW-E2

HW-E2

8'-0"

8'-0"

6'-0"

6'-0" DOUBLE 3'-0" DOORS

DOOR DOOR DOOR

STYLE

F2

F1

F3

FRAME

2/AF-001

2/AF-001

2/AF-001 1/AF-001

1/AF-001

1/AF-001-

NOTE: SEE SPEC. SECTION 08 71 00 FOR HARDWARE.

E

N

NW

SW

NE

SE

S

W

Dwg. of

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

ADDRESS: PROJECT ENGINEERS:NORTH REFERENCEPLOT DATE:

DRAWN BY:

CAD DRAWING FILE LOCATION:

PLOT DATE:

Engineering and Facilities Management Services

8 9 o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

RLR VAMC FORM 09-JD0227

1 2 3 4 5 6 7

F

E

D

C

B

A

97 8654321

Structural\Revit Working Folder\163-428

_Structural_CENTRAL_R18.rvt

SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

DOOR SCHEDULE, DOOR TYPES,

FRAME TYPES & DETAILS

(PUMP HOUSE)

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 SGC JDS

SB-008

28 40

583-17-102

3" = 1'-0"SB-008

3 HEAD DETAIL

3" = 1'-0"SB-008

4 JAMB DETAIL

3" = 1'-0"SB-008

5 HOIST BEAM @ EXTERIOR WALL DETAIL

3/8" = 1'-0"SB-008

1 DOOR TYPES

3/8" = 1'-0"SB-008

2 FRAME TYPES

x xx x x x x x x xx xxxxxx x x x x x x x

SB-009

26' - 0"

39' - 6"

ASPHALT DRIVEWAY

CONCRETE FUEL TRUCK

TRANSFER AREA

CONCRETE

GENERATOR SLAB

FENCE (BY OTHERS)

12" CURB

6" CURB

FENCE GATE

SB-009

SB-009

SB-009

ASPHALT DRIVEWAYCONCRETE FUEL TRUCK

TRANSFER AREA

CONCRETE

GENERATOR SLAB

12" CURB

26' - 0" 39' - 6"

" 1

702.50' 702.34'

702.34' 702.18'

702.50'

702.26'

702.50'

702.34'

SB-009

SB-009

SB-009

6" CURB

1/2" EXPANSION JOINT - SEE TYPICAL DETAIL THIS SHEET

CONTROL JOINT, TYP

1/2" EXPANSION JOINT - SEE

TYPICAL DETAIL THIS SHEET

2" BALL VALVE

12" CURB

C U

R B

2" STAINLESS STEEL PIPE

NOTES:

1. CONTROL JOINTS IN SLABS ON GRADE SHALL BE LOCATED @ 10' - 0" OC MAX EA WAY.

2. ALL JOINTS SHALL BE LAID OUT IN APPROX SQUARE PATTERN.

3. CONTROL JOINTS MAY BE EITHER SAWN (WITHIN 24 HOURS OF FINAL SET) OR FORMED WITH

PROPRIETARY INSERTS OR BULKHEAD STRIPS.

4. CONTROL JOINTS SHALL BE APPROX 1" DEEP X 1/8" WIDE.

SAW CUT OR PLASTIC INSERT

10 MIL VAPOR BARRIER

SLAB REINF AT MID-DEPTH -

SEE PLAN

SUB BASE MATERIAL - SEE

PLAN

S E

E P

LA

N

S

LA

B T

H

IC

K t/

STOP REINF 2" FROM

JOINT (TYP)

6"

3" CLR.

C

LR

6" MIN CRUSHED STONE SUB-GRADE

#4 @ 12" C/C, EW (TYP)

SLOPE

18" X 18" #4 CORNER

BAR @ 12" C/C, TYP

#4 CONT, TYP

M

IN

S

LA

B

1' - 0"

3" CLR.

PROVIDE SIKA GREENSTREAK MOD #781

WATERSTOP IF SLAB/CURB ARE NOT

POURED MONOLITHICALLY

6" MIN CRUSHED STONE SUB-GRADE

#4 @ 12" C/C, EW (TYP)

SLOPE

C

LR

FENCE POST

(SEE CIVIL)

18" X 18" #4 CORNER

BAR @ 12" C/C, TYP

#4 CONT, TYP

M

IN

S

LA

B

#4 @ 12" C/C SLAB REINFORCEMENT;

TURN DOWN AT END

M

IN

PAVEMENT (BY OTHERS)

POURABLE JOINT SEALER

#5 BAR SMOOTH DOWELS 16"

LONG @ 16" C/C

STOP REINFORCEMENT

2" FROM JOINT (TYP)

VAPOR BARRIER - SEE PLAN

1/2"

PREFORMED EXPANSION JOINT

GREASE OR APPLY 15# FELT PAPER

TO THIS END OF DOWEL

1/2" EXPANSION GAP BEHIND

DOWEL FORMED WITH STYROFOAM

OR DOWEL CAPS

SLAB REINFOREMENT AT

MID-DEPTH - SEE PLAN

BASE MATERIAL - SEE PLAN

EXPANSION JOINT

T

SEE PLAN

E

N

NW

SW

NE

SE

S

W

Dwg. of

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

ADDRESS: PROJECT ENGINEERS:NORTH REFERENCEPLOT DATE:

DRAWN BY:

CAD DRAWING FILE LOCATION:

PLOT DATE:

Engineering and Facilities Management Services

8 9 o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

RLR VAMC FORM 09-JD0227

1 2 3 4 5 6 7

F

E

D

C

B

A

97 8654321

Structural\Revit Working Folder\163-428

_Structural_CENTRAL_R18.rvt

SEPTEMBER, 2020

Richard L. Roudebush VA Medical Center

1481 W. 10th St.

Indianapolis, Indiana 46202

STRUCTURAL DETAILS (GENERATOR)

CONTINGENCY WATER SUPPLY

AND REMEDIATION

H-LOT

SEPTEMBER, 2020 BCK JDS

SB-009

29 40

583-17-102

3/16" = 1'-0"SB-009

1 CONCRETE PAD PLAN VIEW

3/16" = 1'-0"SB-009

2 CONCRETE PAD ELEVATION PLAN

1" = 1'-0"SB-009

5 CURB-VALVE DETAIL

N

Revisions: Date

N.T.S.SB-009

6 TYPICAL CONTROL JOINT

1" = 1'-0"SB-009

3 CONCRETE 6" CURB SECTION DETAIL

1" = 1'-0"SB-009

4 CONCRETE 12" CURB SECTION DETAIL

1" = 1'-0"SB-009

7 SLAB EDGE DETAIL

N.T.S.SB-009

8 TYPICAL EXPANSION JOINT

NOTE: VERIFY REQUIREMENT FROM GENERATOR VENDOR FOR ANCHORAGE AND DIMENSIONS.

1 2

B

WET PIPE RISER DETAIL

MAIN DRAIN

DISCHARGE TO

EXTERIOR WALL

BELL

ELECTRIC

EXTERIOR.

F

CONNECT TO

NEW SYSTEM

NO SCALE

POTTER MODEL "PAV"

OR PRIOR APPROVED

EQUAL AUTOMATIC AIR

VENT WITH BALL

VALVE INCLUDING

POTTER RBVS BALL

VALVE WITH TAMPER

SWITCH IN LINE FROM

HIGH POINT OF WET

PIPE SYSTEM. PIPE TO

DRAIN.

LISTED OS&Y

VALVE WITH

TAMPER SWITCH

FLOW

SWITCH

LEAD FREE REDUCED

PRESSURE ZONE

BACKFLOW PREVENTER.

ROUTE TO EXISTING

PUBLIC WATER MAIN

TO FLOW TEST HEADER

LOCATED ON EXTERIOR

WALL. PROVIDE (1) 2 1/2"

VALVED OUTLETS SIMILAR

TO POTTER ROEMER

MODEL NO. 5862 (LABEL

"FLOWTEST CONNECTION")

CONNECTION DETAIL

SPRINKLER SYSTEM TEST

FLOOR

FINISHED

UNION

SPLASH BLOCK

EXTERIOR WALL

45 ELL.

REMOTE BRANCH LINE

FROM END OF

NO SCALE

LISTED TEST AND

DRAIN VALVE IN

READILY ACCESSIBLE

LOCATION

LISTED OS&Y

VALVE WITH

TAMPER SWITCH

ALARM CHECK VALVE

18"

FLOW

SLEEVE

FIRE LINE ENTRY DETAIL

NO SCALE

6'-0" OR CUSTOM

LENGTH AS REQUIRED

BY INSTALLATION

6'-0" OR CUSTOM

LENGTH AS REQUIRED

BY INSTALLATION

H-LOT

Richard L. Roudebush VA Medical Center 1481 W. 10th St.

Indianapolis, Indiana 46202

CONTINGENCY WATER SUPPLY

AND REMEDIATION

APRIL, 2019 S.G.C. E.M.C.

APRIL, 2019

1217-10...\CONSTRUCTION DOCUMENTS\

39LWB KAS

FIRE PROTECTION PLAN

FP-001

PUMP BUILDING FIRE PROTECTION PLAN

1/2" = 1'-0"

FP.1

FIRE PROTECTION GENERAL NOTES:FIRE PROTECTION KEYNOTES

FIRE PROTECTION LEGEND

SYM. K-FACTOR

VIKING MODEL M QUICK RESPONSE UPRIGHT (212°F MINIMUM) 5.6

SPRINKLER HEAD (SEE SPECIFICATIONS FOR APPROVED EQUALS)

REFER TO STRUCTURAL DRAWINGS FOR ALL DIMENSIONS

AutoCAD SHX Text 2 1/2"

AutoCAD SHX Text 1 1/2"

AutoCAD SHX Text 1 1/2"

AutoCAD SHX Text 1 1/2"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text 1"

AutoCAD SHX Text

CIPS COUPLING

AutoCAD SHX Text AMES TYPE 304 STAINLESS STEEL, ONE PIECE UL LISTED/ FM APPROVED "IN BUILDING RISER" OR APPROVED EQUAL

AutoCAD SHX Text

SPRINKLER ROOM BUILDING FLOOR

AutoCAD SHX Text

CONNECT TO FIRE MAIN SUPPLY

AutoCAD SHX Text

SIZES = 4"-10" REFER TO SITE PLAN

AutoCAD SHX Text

BUILDING PERIMETER WALL (TYPICAL)

AutoCAD SHX Text

TIE-ROD BRACKET

AutoCAD SHX Text

STD. GROOVED END CONNECTOR

AutoCAD SHX Text Dwg. of

AutoCAD SHX Text 583-17-102

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text Drawing Title

AutoCAD SHX Text Approved: Project Director

AutoCAD SHX Text Project Title

AutoCAD SHX Text Date

AutoCAD SHX Text Location

AutoCAD SHX Text Checked

AutoCAD SHX Text Building Number

AutoCAD SHX Text Project Number

AutoCAD SHX Text Drawing Number

AutoCAD SHX Text Drawn

AutoCAD SHX Text Revisions:

AutoCAD SHX Text Date

AutoCAD SHX Text

ADDRESS:

AutoCAD SHX Text

PROJECT ENGINEERS:

AutoCAD SHX Text one eighth inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text B

AutoCAD SHX Text A

AutoCAD SHX Text C

AutoCAD SHX Text D

AutoCAD SHX Text E

AutoCAD SHX Text F

AutoCAD SHX Text three inches = one foot

AutoCAD SHX Text 6"

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 6"

AutoCAD SHX Text one and one half inches = one foot

AutoCAD SHX Text one inch = one foot

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text 6"

AutoCAD SHX Text 6"

AutoCAD SHX Text

Au…