Design Drawings Structural_654-212.pdf

U.S. DEPARTMENT OF VETERANS AFFAIRS

STRUCTURAL 30x42 DRAWINGS

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

VA PROJECT NUMBER: 654-212

[03] STRUCTURAL

22 S-001 GENERAL NOTES

23 S-002 SYMBOLS AND ABBREVIATIONS

24 SB111 FOUNDATION AND GROUND LEVEL PLAN

25 SF112 MEZZANINE AND ROOF LEVEL FRAMING PLAN

26 S-201 BUILDING ELEVATIONS

27 S-301 BUILDING SECTIONS

28 S-501 TYPICAL CONCRETE DETAILS

29 S-502 TYPICAL MASONRY DETAILS

30 S-503 TYPICAL MASONRY DETAILS

31 S-504 TYPICAL STEEL DETAILS

32 S-505 TYPICAL DECK DETAILS

CENTRAL UTILITY PLANT

GENERAL NOTES

I. GENERAL

1. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE MAY 2020

EDITION VA SEISMIC DESIGN REQUIRMENTS DOCUMENT H-18-8, THE

2018 INTERNATIONAL BUILDING CODE WITH WASHOE COUNTY

AMENDMENTS, AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

2. THESE GENERAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE

PROJECT SPECIFICATIONS. IN CASE OF CONFLICT BETWEEN THE PLANS

AND SPECIFICATIONS, CONTACT THE RESIDENT ENGINEER.

3. REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS,

MANUFACTURER’S INSTRUCTIONS OR REQUIREMENTS OF REGULATORY

AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT THE

DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN.

4. MATERIAL-SPECIFIC DESIGN IS PER THE FOLLOWING STRUCTURAL

STANDARDS, THE LATEST VERSIONS REFERENCED BY THE 2018 IBC:

CONCRETE:

• ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE

STEEL:

• AISC 360 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS

• AISC 341 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS

MASONRY:

• TMS 402 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR

MASONRY STRUCTURES

5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.

WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF

SIMILAR CHARACTER TO DETAILS SHOWN, USE SIMILAR DETAILS OF

CONSTRUCTION, SUBJECT TO REVIEW BY THE RESIDENT ENGINEER.

6. DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS

OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE

SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH

LOCATION THAT THEY OCCUR.

7. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF

ALL TRADES AND FOR CHECKING DIMENSIONS. NOTIFY THE RESIDENT

ENGINEER OF ANY DISCREPANCIES AND RESOLVE BEFORE PROCEEDING

WITH THE WORK.

8. DO NOT SCALE THE DRAWINGS.

9. PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING

CONSTRUCTION. SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO,

BRACING AND SHORING FOR LOADS DURING CONSTRUCTION. RETAIN A

REGISTERED CIVIL ENGINEER WHOM IS PROPERLY QUALIFIED TO DESIGN

BRACING, SHORING, ETC. VISITS TO THE SITE BY THE OWNER’S

REPRESENTATIVE WILL NOT INCLUDE OBSERVATION OF THE ABOVE

NOTED ITEMS.

10. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF

FLOOR, ROOF AND WALL OPENINGS NOT SHOWN ON THE STRUCTURAL

DRAWINGS. COORDINATE THE SIZE AND LOCATION OF OPENINGS

ASSOCIATED WITH, BUT NOT LIMITED TO, ELECTRICAL, MECHANICAL AND

PLUMBING TRADES. SUBMIT FINAL SIZING AND LOCATION REQUIREMENTS

OF OPENINGS TO THE OWNER’S REPRESENTATIVE FOR REVIEW.

11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING A SAFE

PLACE TO WORK AND MEETING THE REQUIREMENTS OF ALL APPLICABLE

JURISDICTIONS. EXECUTE WORK TO ENSURE THE SAFETY OF PERSONS

AND ADJACENT PROPERTY AGAINST DAMAGE BY FALLING DEBRIS AND

OTHER HAZARDS IN CONNECTION WITH THIS WORK.

II. FOUNDATION AND SITE WORK

1. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE CRITERIA

AND RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL

INVESTIGATION REPORT ENTITLED “GEOTECHNICAL INVESTIGATION

REPORT, IOANNIS LOUGARIS MEDICAL CENTER BOILER PLANT NO. 654-877”

BY TERRACON, DATED OCTOBER 12, 2022.

3. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR

AFTER CONSTRUCTION.

4. REMOVE ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH

NEW CONSTRUCTION, UNLESS OTHERWISE INDICATED.

5. NOTIFY THE RESIDNET ENGINEER IF ANY BURIED STRUCTURES NOT

INDICATED, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC., ARE

FOUND.

6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION

PROCEDURES INCLUDING LAGGING, SHORING, UNDERPINNING AND

PROTECTION OF EXISTING CONSTRUCTION.

7. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION

EXCAVATIONS PRIOR TO PLACING CONCRETE.

8. EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE

GEOTECHNICAL ENGINEER PRIOR TO PLACING REINFORCING AND

CONCRETE. NOTIFY THE RESIDENT ENGINEER WHEN EXCAVATIONS

ARE READY FOR INSPECTION.

9. PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR

MASONRY HAS ATTAINED FULL DESIGN STRENGTH. BRACE BUILDING AND

PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED

FLOORS AND SLABS ON GRADE ARE COMPLETE AND HAVE ATTAINED

FULL DESIGN STRENGTH.

10. MECHANICALLY COMPACT EXCAVATION BACKFILLS IN ACCORDANCE WITH

THE GEOTECHNICAL REPORT.

III. FORMWORK

1. PROVIDE POUR POCKETS IN FORMS AND UNDER EXISTING STRUCTURAL

MEMBERS AS REQUIRED TO PREVENT AIR POCKETS AND/OR

“HONEYCOMB” UNDER OR AROUND THE EXISTING MEMBERS. CONCRETE

CAST WITH AIR POCKETS AND/OR “HONEYCOMB” UNDER OR AROUND THE

MEMBERS IS NOT ACCEPTABLE.

2. REMOVE FORMS AND SHORES IN ACCORDANCE WITH THE FOLLOWING:

LOCATION

UON BOTTOM FORMS AND

SHORES FOR MILDLY

REINFORCED SLABS, BEAMS

AND GIRDERS

WALLS

FOOTINGS, PILE CAPS, AND

GRADE BEAMS

REMOVE FORMS AND SHORES

NO SOONER THAN

7 DAYS, AND F’C = 3500 PSI

MINIMUM

72 HOURS

48 HOURS

3. PROVIDE CURING WHERE FORMS ARE REMOVED IN LESS THAN 7 DAYS,

INCLUDING BUT NOT LIMITED TO WALLS, COLUMNS, AND UNDERSIDE OF

ELEVATED SLABS.

IV. REINFORCING STEEL

1. REINFORCING TO CONFORM TO THE FOLLOWING, UNLESS OTHERWISE

NOTED:

LOCATION

REINFORCING STEEL #7 AND SMALLER

REINFORCING STEEL #8 AND LARGER AND

REINFORCING STEEL TO BE WELDED

WELDED STEEL WIRE FABRIC

TYPE

ASTM A615, 60 KSI

ASTM A706, 60 KSI

ASTM A185, 70 KSI

2. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT FROM

DISPLACING DUE TO FORMWORK, CONSTRUCTION, OR CONCRETE

PLACEMENT OPERATIONS. LOCATE AND SUPPORT REINFORCING BY

METAL CHAIRS, RUNNERS, BOLSTERS, SPACERS, AND HANGERS AT A

MAXIMUM 3-FOOT SPACING.

3. MECHANICALCOUPLERS: LENTON THREADED OR INTERLOCK COUPLERS

BY ERICO, ICBO #3967, CADWELD BY ERICO, ICBO #3967, OR XTENDER BY

HEADED REINFORCEMENT CORPORATION, ICBO #5309. COUPLERS FOR

BEAM AND SLAB BARS AT FORMED CONSTRUCTION JOINTS MAY BE

LENTON FORM SAVERS BY ERICO, ICBO #3967. CONTRACTOR TO SUBMIT

LOCATIONS WHERE COUPLERS ARE PROPOSED EXCEPT WHERE

SPECIFICALLY DETAILED BY THE DRAWINGS.

4. WELD REINFORCING STEEL IN ACCORDANCE WITH AWS D1.4 USING

QUALIFIED WELDERS.

5. TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS

OTHERWISE SHOWN.

6. PROVIDE REINFORCING SHOWN OR NOTED CONTINUOUS IN LENGTHS AS

LONG AS PRACTICABLE.

V. CAST-IN-PLACE CONCRETE

1. CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE

NOTED. WHERE REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE

DETAILS ARE NOT GIVEN, PROVIDE REINFORCING SIMILAR TO THAT SHOWN

FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE OWNER’S

REPRESENTATIVE.

2. ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH

AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE

PARTICLES. LOCATE CONSTRUCTION JOINTS AS SHOWN ON THE

DRAWINGS. SUBMIT ALTERNATE JOINT LOCATIONS OR JOINTS NOT SHOWN

TO THE OWNER’S REPRESENTATIVE FOR REVIEW AND APPROVAL PRIOR TO

PROCEEDING WITH THE WORK.

3. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE,

ROUGHEN CONTACT SURFACES TO ¼ INCH AMPLITUDE AND CLEAN OF

LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES.

4. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING MASONRY,

THOROUGHLY ROUGHEN CONTACT SURFACES BY LIGHT SANDBLASTING OR

OTHER SUITABLE MEANS AND CLEAN OF LAITANCE, FOREIGN MATTER, AND

LOOSE PARTICLES.

5. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS

OF ADDITIONAL CONCRETE CURBS AND HOUSEKEEPING PADS NOT SHOWN.

6. CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, UNLESS

OTHERWISE NOTED:

LOCATION

CONCRETE PLACED AGAINST EARTH

FORMED SURFACES EXPOSED TO

WEATHER OR IN CONTACT WITH EARTH:

#6 BARS AND LARGER

#5 BARS AND SMALLER

SLABS ON GRADE (TOP CLEARANCE)

BEAMS, GIRDERS AND COLUMNS NOT

EXPOSED TO WEATHER OR EARTH

WALL OR SLAB SURFACES NOT EXPOSED

TO WEATHER OR EARTH:

#5 & SMALLER

#6 & #7 #8,#9, #10 & #11 #14 & #18

CLEAR COVER

3 INCHES

2 INCHES

1 ½ INCHES

1 ½ INCHES

1 ½ INCHES

¾ INCH

1 INCH

1 ½ INCHES

2 ½ INCHES

7. CONCRETE TYPES:

CLASS

A

B

C

D

28-DAY

STRENGTH

4000 PSI

4000 PSI

4000 PSI

4000 PSI

TYPE

NORMAL

WEIGHT

NORMAL

WEIGHT

NORMAL

WEIGHT

NORMAL

WEIGHT

LOCATION

FOUNDATIONS, MISC. CURBS,

HOUSE –KEEPING PADS, ETC.

SLABS ON GRADE

WALLS AND COLUMNS

FILL ON METAL DECK

8. CONCRETE FILL THICKNESS SHOWN ON THE FRAMING PLANS ARE MINIMAL

THICKNESSES. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL

CONCRETE FILL REQUIRED TO COMPENSATE FOR FRAME, DECK, OR

FORMWORK DEFLECTIONS TO MAINTAIN SURFACE TOLERANCES

SPECIFIED.

9. NON-SHRINK GROUT, 7000 PSI: MIN AT FLOWABLE MIXING

RECOMMENDATIONS. MUST MEET 7000 PSI MIN.

VI. UNIT MASONRY

1. MINIMUM COMPRESSIVE STRENGTH OF MASONRY, F’M, EQUAL TO 1500 PSI

AT 28 DAYS.

2. MASONRY UNITS: ASTM C-90, GRADE N, TYPE 1, MEDIUM WEIGHT, HOLLOW,

LOAD BEARING UNITS. MINIMUM COMPRESSIVE STRENGTH: 1900 PSI.

3. MORTAR: ASTM C-270, TYPE S.

4. GROUT: ASTM C-476, MINIMUM COMPRESSIVE STRENGTH: 2000 PSI.

5. REINFORCING STEEL:

LOCATION

REINFORCING TO BE WELDED

ALL OTHER REINFORCING

JOINT REINFORCING

TYPE

ASTM A706, GRADE 60

ASTM A615, GRADE 60

UBC STD 21-10

6. CENTER VERTICAL REINFORCING IN WALL UNLESS NOTED OTHERWISE.

7. LAY UNITS IN RUNNING BOND AND MAINTAIN VERTICAL CONTINUITY OF

CORES OR CELL CAVITIES. USE OPEN END UNITS AT LOCATIONS OF

VERTICAL REINFORCING. PLACE HORIZONTAL REINFORCING IN BOND

BEAM UNITS.

8. FILL ALL CELLS SOLIDLY WITH GROUT. CLEAN CELLS AND BOND BEAMS

OF MORTAR PROTRUSIONS AND DEBRIS BEFORE GROUTING.

9. DOWELS FROM THE FOUNDATION TO MATCH SIZE AND LOCATION OF

VERTICAL REINFORCING IN MASONRY, UNLESS NOTED OTHERWISE.

10. PROVIDE VERTICAL CONTROL JOINTS IN THE WALLS AT LOCATIONS

SHOWN ON THE DRAWINGS.

11. LOW-LIFT GROUTING: LAY UNITS A MAXIMUM OF 2 FEET HIGH BEFORE

GROUTING. PLACE GROUT IN A CONTINUOUS PLACEMENT IN GROUT LIFTS

NOT EXCEEDING 2 FEET. COMPLETELY GROUT THE FULL HEIGHT OF THE

WALL SECTION IN ONE DAY WITH NO INTERRUPTIONS GREATER THAN ONE

HOUR.

12. HIGH-LIFT GROUTING: LAY UNITS A MAXIMUM OF 12 FEET HIGH BEFORE

GROUTING. PLACE GROUT IN A CONTINUOUS PLACEMENT IN GROUT LIFTS

NOT EXCEEDING 6 FEET. COMPLETELY GROUT THE FULL HEIGHT OF THE

WALL SECTION IN ONE DAY WITH NO INTERRUPTIONS GREATER THAN ONE

HOUR. PROVIDE CLEANOUTS AT EVERY CELL ALONG THE BOTTOM

COURSE OF EACH GROUT LIFT. USE SIKA GROUT AID TYPE II OR E-Z MIX

ADMIXTURE IN THE GROUT TO REDUCE EARLY WATER LOSS AND PRODUCE

AN EXPANSIVE ACTION.

VII. STRUCTURAL STEEL

1. STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING UNLESS

OTHERWISE NOTED:

SECTIONS

ROLLED SHAPES

WIDE FLANGES

CHANNELS, ANGLES, & OTHER

PLATES

COLUMN BASE PLATES

BRACE GUSSET PLATES

BEAM SHEAR CONNECTION PLATES

COLUMN CONTINUITY PLATES

BEAM STIFFENER PLATES

DECK CLOSURE PLATES

OTHER

STEEL PIPE

COLD FORMED HOLLOW STRUCTURAL

SECTION (HSS)

STAINLESS STEEL SHAPES, PLATES

AND BARS

BOLTS

MACHINE BOLTS

ANCHOR RODS & BOLTS

THREADED AND HANGER ROD

WELDED SHEAR CONNECTORS

WELDED THREADED STUDS

NUTS FOR BOLTS AND MACHINE BOLTS

HARDENED WASHERS

UNHARDENDED WASHERS

PLAIN WASHERS

BEVELED WASHERS

TYPE UON

ASTM A992

ASTM A36

ASTM A572, GR 50

ASTM A572, GR 50

ASTM A36

ASTM A572, GR 50

ASTM A36

ASTM A36

ASTM A572, GR 50

ASTM A53 GRADE B

ASTM A500 GRADE B

ASTM A276

ASTM A325X

ASTM A307

ASTM F1554-GR105

ASTM A572, GR50

ASTM A 108, GRADE

1015 THROUGH 1020

ASTM A 108, GRADE

1015 THROUGH 1020

ASTM A563

ASTM F436

ASTM F844

ANSI B18.22.1

ANSI B18.23.1

2. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153

STRUCTURAL STEEL AND FASTENERS THAT ARE PERMANENTLY EXPOSED

TO THE WEATHER. REPAIR GALVANIZING AFTER WELDING IN ACCORDANCE

WITH ASTM A780.

3. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE

COMPLETED BUILDING ARE DESIGNATED ARCHITECTUALLY EXPOSED

STRUCTURAL STEEL (AESS) IN THE DRAWINGS. AESS TO MEET THE

REQUIREMENTS OF AISC 303-16 AND THE DESIGNATION GIVEN IN THE

DRAWINGS.

4. ARC-WELDING ELECTRODES/FILLER METALS TO BE LOW HYDROGEN

TYPES E7XTX, E7XTXX OR E70XXX MINIMUM AS APPLICABLE.

5. WELDERS TO BE CERTIFIED BY AWS AND THE GOVERNING JURISDICTION.

6. WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A

SUGGESTED CONSTRUCTION PROCEDURE ONLY.

7. PROVIDE NATURAL CAMBER UP, UNLESS NOTED OTHERWISE, EXCEPT AT

CANTILEVERS. AT CANTILEVERS PROVIDE CAMBER SUCH THAT TIP OF

CANTILEVER IS ABOVE FINAL ELEVATION.

8. SPLICE MEMBERS ONLY WHERE INDICATED.

VIII. METAL DECKING

1. METAL FLOOR AND ROOF DECK TO HAVE MINIMUM SECTION PROPERTIES

SHOWN ON SHEET “TYPICAL DECK DETAILS.”

2. ALL FLOOR AND ROOF DECK TO BE GALVANIZED IN ACCORDANCE WITH

ASTM A653 COATING CLASS G60. REPAIR DAMAGED COATING.

3. WHERE POSSIBLE, LAYOUT METAL DECK TO SPAN AT LEAST THREE SPANS

CONTINUOUSLY. TERMINATE ENDS OVER SUPPORTS EXCEPT AT OPENINGS

OR BUILDING EDGES WHERE METAL DECKS MAY BE CANTILEVERED AS

SHOWN.

XI. STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS

1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE RETAINED BY

THE CONTRACTOR TO PERFORM THE FOLLOWING TESTS AND INSPECTION. PROVIDE

ACCESS AND FURNISH SAMPLES TO THE AGENCY AS REQUIRED BY THE CONTRACT

DOCUMENTS.

2. IF INITIAL TESTS OR INSPECTIONS MADE BY THE TESTING AGENCY REVEAL THAT ANY

PORTION OF THE WORK DOES NOT COMPLY WITH THE CONTRACT DOCUMENTS,

ADDITIONAL TESTS, INSPECTIONS, AND NECESSARY REPAIRS WILL BE MADE AT THE

CONTRACTOR’S EXPENSE.

3. THE FOLLOWING ITEMS REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE WITH THE

REQUIREMENTS OF THE CHAPTER “STRUCTURAL TESTS AND INSPECTIONS” OF THE CODE

OF THE GOVERNING JURISDICTION AS NOTED IN THE GENERAL SECTION OF THESE

GENERAL NOTES. ADDITIONAL ITEMS AND REQUIREMENTS FOR TESTS AND INSPECTIONS

ARE IDENTIFIED IN THE SPECIFICATIONS.

4. NOTIFY THE ENGINEER AT SIGNIFICANT CONSTRUCTION STAGES 72 HOURS

IN ADVANCE AND PROVIDE ACCESS FOR THE FOLLOWING STRUCTURAL

OBSERVATIONS:

A. FOUNDATIONS

1. REINFORCEMENT

B. STEEL FRAMING

1. GENERAL

2. METAL DECKING AND SHEAR CONNECTORS

C. CONCRETE

1. SLABS AND SLABS-ON-GRADE

2. SLAB ON DECK REINFORCING

D. MASONRY

1. ALL REINFORCEMENT AND BOUNDARY ELEMENTS

XII. DESIGN CRITERIA

1. APPLICABLE CODE: VA MAY 2020 H-18-8 SEISMIC DESIGN REQUIREMENTS

2018 INTERNATIONAL BUILDING CODE

2. FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING CRITERIA:

SPREAD AND CONTINIOUS FOOTINGS

ALLOWABLE NET SOIL PRESSURE FOR DL + LL = 3000* PSF

ALLOWABLE NET SOIL PRESSURE FOR DL + LL + EQ = 4000* PSF

PASSIVE PRESSURE = 350 PCF

FRICTION = 35%

MODULUS OF SUBGRADE REACTION, k = 200 PCI

3. NEW SOIL RETAINING STRUCTURES HAVE BEEN DESIGNED WITH THE

FOLLOWING CRITERIA:

ACTIVE EQUIVALENT FLUID PRESSURES = 40 PCF

AT-REST EQUIVALENT FLUID PRESSURE = 55 PCF

EARTHQUAKE LATERAL PRESSURE (UNIFORM DISTRIBUTION) = 11XH^2 PLF

APPLIED AT 0.33H FROM THE BASE OF THE WALL.

4. GRAVITY LOADS:

A. DEAD LOADS - VARY BASED ON ACTUAL BUILDING AND EQUIPMENT

OPERATING WEIGHTS. APPROXIMATE OPERATING WEIGHTS ARE AS

FOLLOWS, BUT ARE SUBJECT TO CHANGE:

• FLX WATERTUBE BOILERS - 40,000 LBS EA

• DEAERATOR - 17,500 LBS

• CHILLERS - 8,600 LBS EA

• FRAME-MOUNTED SUCTION PUMPS - 1,500 LBS EA

• COOLING TOWER - 83,000 LBS

B. LIVE LOADS:

ROOF 20 PSF + 30 PSF MIN EQUP

FLOOR 150 PSF

CATWALKS 40 PSF

C. DEFLECTIONS

LL = L/360

DL + LL = L/240

5. SEISMIC DESIGN:

METHOD PER ASCE 7-16 TABLE 12.6-1: MODAL RESPONSE SPECTRUM

ANALYSIS PROCEDURE

SITE SEISMISITY

SS = 1.652

S1 = 0.585

TL = 6

SITE CLASS C

SDS = 1.322

SD1 = 0.552

CUP: R = 5.5 FOR SPECIAL CMU SHEAR WALLS

CD = 4.0

OMEGA = 2.5

I = 1.5 FOR OCCUPANCY CATEGORY IV (CRITICAL)

DRIFT LIMIT = 0.5% x STORY HEIGHT

SEISMIC DESIGN CATEGORY = D

BASE SHEAR V = 0.397 W FOR NORTH-SOUTH DIR.

V = 0.397 W FOR EAST-WEST DIR.

6. NON-STRUCTURALANCHORAGE: ITEMS SUCH AS EQUIPMENT, UTILITIES,

AND ARCHITECTURAL COMPONENTS ARE TO BE ANCHORED AND

SUPPORTED FOR SEISMIC FORCES PER ASCE 7-10 AND VA H 18-8. IT IS

THE CONTRACTOR’S RESPONSIBILITY TO HIRE A PROFESIONAL ENGINEER

TO DESIGN THE ANCHORAGE OF THESE ITEMS. SEE SPEC 130541.

ANCHORAGE DESIGN AND INSTALLATION FOR CONTRACTOR SUPPLIED

/ CONTRACTOR INSTALLEDAND VA FURNISHED / CONTRACTOR INSTALLED

EQUIPMENT ARE THE RESPONSIBILITY OF THE CONTRACTOR.

7. THE DESIGN IS BASED UPON THE CRITERIA AND RECOMMENDATIONS

CONTAINED IN THE REPORT ENTITLED "INITIAL BLAST PROTECTION DESIGN

GUIDANCE, PROJECT 654-212" BY FORCE PROTECT SECURITY

CONSULTANTS, DATED JULY 6, 2022.

8. THE STRUCTURE IS DESIGNED TO THE VA PHYSICAL SECURITY AND

RESILIENCY DESIGN MANUAL (PSRDM) 2020, JULY 2022 REVISION.

9. DO NOT HANG UTILITIES, EQUIPMENT, ETC ECCENTRICALLY FROM BEAMS

OR BRACE TO THE LOWER 2/3 OF THE BEAM DEPTH.

10. WIND DESIGN:

RISK CATEGORY: IV CUP

EXPOSURE CATEGORY: C

BASIC WIND SPEED: 135 MPH, PER SPECIAL WIND REGION DEFINED

BY WASHOE COUNTY AMENDMENTS TO THE

INTERNATIONAL BUILDING CODE

VELOCITY PRESSURE EXPOSURE COEFFICIENT, Kz = 1.0 TOPOGRAPHIC FACTOR, Kzt = 1.0 WIND DIRECTIONALITY FACTOR, Kd = 0.85 GROUND ELEVATION FACTOR, Ke = 1.0, PER WASHOE COUNTY

AMENDMENTS TO THE INTERNATIONAL

BUILDING CODE

VELOCITY PRESSURE, qz = 39.7psf

GUST-EFFECT FACTOR, G = 0.85

ENCLOSURE CLASSIFICATION: ENCLOSED

INTERNAL PRESSURE, GCpi = ±0.18

COMPONENTS AND CLADDING LOADS: DETERMINE FROM ASCE 7-16

CHAPTER 30, PART 1: LOW RISE BUILDINGS

WALLS: FIGURE 30.3-1

FLAT ROOF: FIGURE 30.3-2A

11. DRAWINGS INDICATE GENERAL LAYOUT AND POSSIBLE DESIGN

SOLUTIONS. THE FINAL DESIGN IS THE RESPONSIBLITY OF THE DESIGN

BUILD CONTRACTOR AND THEIR DESIGN PROFESIONALS.

12. DESIGN TEAM

ROBERT GRAFF PROJECT MANAGER

PETER FOBEL PROJECT ENGINEER

MUSTAFA AMIN PROJECT CAD SPECIALIST

IX. MECHANICAL ANCHORS

1. EXPANSION OR WEDGE ANCHORS INTO CONCRETE: HILTI KB-TZ2 (ICC-ESR-4266),

SIMPSON STRONG-BOLT 2 (ICC-ESR-3037) OR DEWALT POWER-STUD+ SD2 (ICC-

ESR-2502), UNLESS SPECIFICALLY NOTED OTHERWISE.

2. HEAVY DUTY SLEEVE ANCHORS INTO CONCRETE: HILTI HSL-3 ANCHORS (ICC-ESR-1545)

OR DEWALT POWER-BOLT+ (ICC-ESR-3260)

3. UNDERCUT ANCHORS: HILTI HDA (ICC-ESR-1546)[, SIMPSON STRONG-TIE TORQ-CUT (ICC-

ESR-2705); DEWALT/POWERS ATOMIC+ UNDERCUT (ICC-ESR-3067).]

4. SCREW ANCHORS: HILTI HUS-EZ (ICC-ESR-3027), SIMPSON STRONG-TIE TITEN-HD (ICC-

ESR-2713), OR DEWALT SCREW-BOLT + (ICC-ESR-3889)

5. ANCHORS INTO CMU: [HILTI KB-3 (ICC-ESR-1385); HILTI KB-TZ (ICC-ESR-3785)]

[SIMPSON STRONG-TIE WEDGE-ALL (ICC-ESR-1396); SIMPSON STRONG-TIE TITEN-HD

(ICC-ESR-1056)], OR DEWALT POWER STUD+ SD1 (ICC-ESR-9266).

6. ALL EMBEDMENT DEPTHS NOTED ON DRAWINGS ARE EFFECTIVE EMBEDMENT PER

MANUFACTURER.

7. INSTALL ANCHORS IN ACCORDANCE WITH LATEST ICC-ESR REPORT AND

MANUFACTURER INSTRUCTIONS.

8. PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO

WEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS,

UNLESS OTHERWISE NOTED.

9. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE

HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR

DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE

ANCHOR AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK

GROUT. IF THE ANCHOR MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL

DETERMINE A NEW LOCATION.

10. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO

FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH

MECHANICAL ANCHORS.

11. ALL ANCHORS REQUIRE SPECIAL INSPECTION BY OWNER’S TESTING AND INSPECTION

AGENCY IN ACCORDANCE WITH THE ICC REPORTS AND THE CODE.

12. WEDGE, SLEEVE AND UNDERCUT ANCHORS REQUIRE PROOF TESTING. TEST 25% OF

ANCHORS TO THE MANUFACTURER’S RECOMMENDED INSTALLATION TORQUE OR

RECOMMENDED TORQUE IN ICC-ESR REPORT.

5. ANCHORS AND DOWELS INSTALLED INTO UNREINFORCED BRICK MASONRY (URM): HILTI-

HY 270 (ICC-ESR-4144), SIMPSON STRONG-TIE SET (ICC-ESR-1772), OR DEWALT AC100+

GOLD (ICC-ESR-4105). USE SCREENS AS SPECIFIED BY THE MANUFACTURER.

6. THE TESTING LABORATORY IS TO PERFORM TENSION TESTS ON 25% OF ANCHORS AND

DOWELS TO THE FOLLOWING TEST LOADS:

ROD DIA OR BAR SIZE EMBEDMENT TEST LOAD BASE MATERIAL

5/8” 12” 3000 # URM

3/4” 12” 3000 # URM

7. ANCHORS: ASTM A36 THREADED RODS WITH ASTM A563 GRADE A NUTS AND ANSI

B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS DESIGNATED AS

ASTM A193 GRADE B7 THREADED RODS TO USE ASTM A563 GRADE DH HEAVY HEX NUTS

AND ASTM F436 WASHERS.

8. REBAR DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.

9. INSTALL ANCHORS IN ACCORDANCE WITH LATEST ICC-ESR REPORT AND

MANUFACTURER INSTRUCTIONS.

10. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE

HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR

DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE

DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK

GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE

ENGINEER WILL DETERMINE A NEW LOCATION.

11. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO

FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH

ADHESIVE ANCHORS.

ROD DIA

OR BAR

SIZE

CMIN

TEST LOAD (LBS)

ANCHOR

LOCATED > CMIN &

< 12" FROM EDGE

ANCHOR

LOCATED ≥ 12”

FROM EDGE

3/8", #3

1/2", #4

5/8", #5

3/4", #6

7/8", #7

1", #8

2"

2 1/2"

3"

4"

4 1/2"

5"

1,300

2,000

2,800

3,700

3,700

4,800

1,600

3,400

4,200

5,000

5,000

6,100

X. ADHESIVE ANCHORS AND DOWELS

1. ANCHORS AND DOWELS INSTALLED INTO CONCRETE: HILTI HIT-RE-500-V3 (ICC-

ESR-3814), SIMPSON STRONG-TIE SET-3G (ICC-ESR-4057) OR DEWALT PURE 110+ (ICC-

ESR-3298). ALL EMBEDMENT DEPTHS NOTED ON DRAWINGS ARE EFFECTIVE

EMBEDMENT PER MANUFACTURER.

2. ANCHORS AND DOWELS INSTALLED INTO CONCRETE MASONRY UNITS (CMU):

HILTI HIT-HY 270 (ICC-ESR-4143), SIMPSON STRONG-TIE SET-XP (IAPMO UES ER-265) OR

DEWALT AC100+ GOLD (ICC-ESR-3200).

3. ALL ANCHORS REQUIRE SPECIAL INSPECTION BY THE OWNER'S TESTING AND

INSPECTION AGENCY IN ACCORDANCE WITH THE ICC-ESR REPORTS AND THE CODE.

4. THE TESTING LABORATORY IS TO PERFORM TENSION TESTS ON 25% OF ANCHORS AND

DOWELS INSTALLED INTO CONCRETE TO THE FOLLOWING TEST LOADS:

STRUCTURAL STEEL

REVIEW MILL CERTIFICATE & TEST REPORTS�

REVIEW WELDING PROCEDURE SPECIFICATION & WELDER CERTIFICATION

SAMPLE & TEST SECTIONS AS SPECIFIED AS REQUIRED

SAMPLE & TEST HIGH-STRENGTH BOLTS & WASHERS

SHOP MATERIAL IDENTIFICATION

FIELD ERECTION INSPECTION

FABRICATION INSPECTION

WELDING INSPECTION

NON-DESTRUCTIVE WELD TEST

BOLTING INSPECTION

COMPOSITE STUD INSPECTION & TESTING

METAL DECK

REVIEW MILL CERTIFICATE & TEST REPORTS

PLACEMENT INSPECTION

WELDING & FASTENING INSPECTION

REINFORCING STEEL

REVIEW MILL CERTIFICATE & TEST REPORTS

SHOP FIELD

SHOP FIELD

SHOP FIELD

SHOP FIELD

SAMPLE & TEST REINFORCING BARS WELDED WIRE FABRIC

PLACEMENT INSPECTION

WELDING INSPECTION

MASONRY

REVIEW MILL CERTIFICATE & TEST REPORTS

SAMPLE & TEST

PLACEMENT INSPECTIONS OF UNITS

CORE TEST

EARTHWORK/FOUNDATION

ACCEPTANCE TESTS OF MATERIALS

REVIEW OF IMPORT MATERIAL TEST REPORTS

PLACEMENT & EXCAVATION INSPECTION CONTINUOUS AS ORDERED

COMPACTION TEST

BEARING CAPACITY TEST

PIER & CAISSON DRILLING INSPECTION

MISCELLANEOUS

DRILLED-IN CONCRETE ANCHORS

EPOXY OR GROUTED DOWELS

BOLTS CAST IN CONCRETE

CONCRETE, SHOTCRETE, GROUT & MORTAR

CONCRETE SHOTCRETE

AGGREGATE TESTS

CEMENT TEST

MIX DESIGN REVIEW

CONTINUOUS BATCH PLANT INSPECTION

BATCH PLANT INSPECTIONS

CAST, PICK-UP, AND COMPRESSION TEST SAMPLES

SHRINKAGE TEST (SLAB ON GRADE)

PLACEMENT INSPECTION

CORE & TEST

SLUMP, ENTRAINED AIR, & TEMPERATURE TEST

CEILING HANGER & BRACING WIRES�

COLD FORM METAL FRAMING WELDING�

GROUT MORTAR

UNIT WEIGHT TEST WET DRY�

FOR OFFICIAL USE ONLY

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 o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

OKLAHOMA CITY, OK 73109

(405) 842-6100

CODY DOUGLAS

ARCH - SETH A. CAVIN #7580 EXP. 12/31/2023

MECH - JAMES R. MYLES #027005 EXP. 12/31/2023

ELEC - BRADY MERZ #027238 EXP. 12/31/2023

CIVIL ENGINEER

CALIBRE ENGINEERING

9090 S. RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH, CO 80129

(303) 730-0434

BEN MURPHY

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

2519 MADISON AVENUE, SUITE 100

KANSAS CITY, MO. 64108

(913) 369-7200

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

FULLY SPRINKLERED

STRUCTURAL ENGINEER

DEGENKOLD ENGINEERS

375 BEALE STEET, SUITE 500

SAN FRANCISCO, CA 94105

(415) 354-6439

ROBERT GRAFF

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

FRANK FINLEY

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

/1

/2

:0 :4

P

M

GENERAL NOTES

PF 19 88RG

LEVEL 1 SD2 RFP

CENTRAL UTILITY PLAN

4/21/2023

654-212

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

S-001

No. REVISION DESCRIPTION DATE

REFERENCE SYMBOLS

DETAIL/SECTION

SECTION NUMBER

LINE OF SECTION CUT

DIRECTION OF VIEW

S3.1

DETAIL

DETAIL PLAN OR ELEVATION

SINGLE ELEVATION

GRID LINES

LEVEL LINE

WORK POINT

REVISION

CENTER POINT OF CURVE

REFERENCED ELEVATION

METAL DECK & FILL

PLAN SYMBOLS

CONCRETE FILL

FLOOR DEPRESSIONS

SHEAR CONNECTIONS

COLUMNS

SLAB OPENING

BRACED FRAME OR DIAGONAL BRACE

BAR COUPLERS

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

S5.2

DETAIL NUMBER

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

LINE OF SECTION CUT

DIRECTION OF VIEW

S6.3 AREA OF DETAIL

S5.1

AREA OF ENLARGED

PLAN OR ENLARGED

ELEVATION

DIRECTION OF VIEW

ELEVATION NUMBER

A

INDICATES HEIGHT ABOVE

DATUM

WP

WORK POINT OF CONNECTION,

POINT WHERE FORCES ARE

RESOLVED

REVISION NUMBER-

SEE REVISION HISTORY ON

TITLE BLOCK OF EACH SHEET

CURVE TO BE LOCATED

RADIUS OF CURVE

CENTER POINT OF CURVE

TOW

EL 98'-0"

DESCRIPTION OF REFERENCED

POINT

ELEVATION OF POINT

ABOVE DATUM

SINGLE ARROW INDICATES

EDGE OF DECK

EXTENT TO EDGE OF SLAB OR WALL, TYP.

SLAB TYPE, SEE SHEET NOTES FOR

DETAIL REFERENCE

ORIENTATION OF METAL

DECK

CONCRETE FILL

CONCRETE SLAB OR WALL

EXTENT TO EDGE OF SLAB

OR WALL, TYP.

SINGLE ARROW INDICATES

EDGE OF CONCRETE

DEPTH OF DEPRESSION OR

STEP IN SLAB

EXTENT OF DEPRESSION IN

SLAB. S.A.D. FOR DIMENSIONS

TYPICAL SHEAR CONNECTION

WIDE-FLANGE COLUMN, SEE

COLUMN SCHEDULE

TUBE COLUMN, SEE COLUMN

SCHEDULE

LIMITS OF SLAB OPENING

BRACE ABOVE

MECHANICAL COUPLER SPLICE

REINF. BARS

BEAM DESIGNATIONS

W16X31 [22]

(-4 1/2") <3/4">

BEAM SIZE

INDICATES NO. SHEAR STUDS

TOP OF STEEL RELATIVE

TO REFERENCE ELEVATION

INDICATES BEAM CAMBER

KEY NOTE

SEE LIST OF NOTES ON

EACH SHEET

MATERIAL SYMBOLS

CONCRETE (NEW)

CONCRETE (EXISTING)

EARTH, UNDISTURBED

ROCK FILL OR GRAVEL

EARTH, COMPACTED

GROUT OR SAND

S3.1

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

S#

MOMENT CONNECTIONS

MOMENT RESISTING BEAM-COLUMN

CONNECTION SEE DETAILS

BEAM-BEAM MOMENT CONNECTION

BEAM TO BEAM MOMENT

CONNECTION PER DETAILS

BEAM PENETRATIONS

TYPE A-1

10"x18" (-8")

VERT x HORIZ WEB OPENING

CENTERLINE OF OPENING TO TOP OF

STEEL

WEB OPENING TYPE, SEE

DETAILS

BRACE BELOW

X'-X"

STEEL

MASONRY (BRICK / CMU)

CONCRETE, ELEVATED OR

DEPRESSED

DEMO

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 o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

OKLAHOMA CITY, OK 73109

(405) 842-6100

CODY DOUGLAS

ARCH - SETH A. CAVIN #7580 EXP. 12/31/2023

MECH - JAMES R. MYLES #027005 EXP. 12/31/2023

ELEC - BRADY MERZ #027238 EXP. 12/31/2023

CIVIL ENGINEER

CALIBRE ENGINEERING

9090 S. RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH, CO 80129

(303) 730-0434

BEN MURPHY

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

2519 MADISON AVENUE, SUITE 100

KANSAS CITY, MO. 64108

(913) 369-7200

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

FULLY SPRINKLERED

STRUCTURAL ENGINEER

DEGENKOLD ENGINEERS

375 BEALE STEET, SUITE 500

SAN FRANCISCO, CA 94105

(415) 354-6439

ROBERT GRAFF

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

FRANK FINLEY

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

/1

/2

:0 :4

P

M

SYMBOLS AND ABBREVIATIONS

PF 20 88RG

LEVEL 1 SD2 RFP

CENTRAL UTILITY PLAN

4/21/2023

654-212

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

S-002

(E) EXISTING

# NUMBER

& AND

@ AT

Ø DIAMETER OR ROUND

ℓd DEVELOPMENT LENGTH ℓdh HOOK DEVELOPMENT LENGTH ℓs LAP SPLICE LENGTH

AA ADHESIVE ANCHOR

AB ANCHOR BOLT

ABV ABOVE

AC ASPHALT CONCRETE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

ALT ALTERNATE

ALUM ALUMINUM

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL / ARCHITECT

ASPH ASPHALT

ASTM AMERICAN SOCIETY for TESTING and MATERIALS

AWG AMERICAN WIRE GAUGE

B. O. BOTTOM OF

BF BOTH FACES

BF BRACED FRAME

BLDG BUILDING

BLK, BLKG BLOCK OR BLOCKING

BLW BELOW

BM, BMS BEAM, BEAMS

BN BOUNDARY NAILING

BOF BOTTOM OF FOOTING

BOT BOTTOM

BRBF BUCKLING RESTRAINED BRACE FRAME

BRG BEARING

BS BOTH SIDES

BSMT BASEMENT

BTWN BETWEEN

BW BOTH WAYS

C CHANNEL

CIP CAST IN PLACE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLG CEILING

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CSK COUNTERSINK

CTR CENTER

d PENNY (NAIL SIZE)

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEMO DEMOLITION

DET, DETS DETAIL, DETAILS

DIA, DIAM DIAMETER

DIAG DIAGONAL

DIM, DIMS DIMENSION, DIMENSIONS

DIST DISTANCE

DK, DKG DECK OR DECKING

DN DOWN

DO DITTO

DP DEEP

DS DIAGONAL SHEATHING

DSA DIVISION OF THE STATE ARCHITECT

DWG, DWGS DRAWING, DRAWINGS

DWL, DWLS DOWEL, DOWELS

EA EACH

EBF ECCENTRIC BRACE FRAME

EF EACH FACE

EJ EXPENSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

EMBED EMBEDMENT

EN EDGE NAILING

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EXCAV EXCAVATION

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FF FAR FACE

FIN FINISH

FLG FLANGE

FLR, FLRS FLOOR, FLOORS

FN FIELD NAILING

FO FACE OF

FOC FACE OF CONCRETE

FOS FACE OF STUD

FP FIREPROOF

FRMG FRAMING

FS FAR SIDE

FT FOOT OR FEET

FTG, FTGS FOOTING, FOOTINGS

GA GAUGE

GALV GALVANIZED

GL GLU-LAM

GLB GLU-LAM BEAM

GR GRADE

GRND GROUND

GYP GYPSUM

HDG HOT DIPPED GALVANIZED

HDR HEADER

HK, HKS HOOK, HOOKS

HORIZ, (H) HORIZONTAL

HP HIGH POINT

HSB HIGH STRENGTH BOLTS

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

ID INSIDE DIAMETER/DIMENSION

INFO INFORMATION

ABBREVIATIONS SHEET INDEX

NO DESCRIPTION

S-001 GENERAL NOTES

S-002 SYMBOLS AND ABBREVIATIONS

SB111 FOUNDATION AND GROUND LEVEL PLAN

SF112 MEZZANINE AND ROOF LEVEL FRAMING PLAN

S-201 BUILDING ELEVATIONS

S-301 BUILDING SECTIONS

S-501 TYPICAL CONCRETE DETAILS

S-502 TYPICAL MASONRY DETAILS

S-503 TYPICAL MASONRY DETAILS

S-504 TYPICAL STEEL DETAILS

S-505 TYPICAL DECK DETAILS

JH JOIST HANGER

JST,JSTS JOIST, JOISTS

JT JOINT

KO KNOCK-OUT

L ANGLE

LEV LEVEL

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LONGIT LONGITUDINAL

LP LOW POINT

LT LIGHT

LWC LIGHTWEIGHT CONCRETE

MAX MAXIMUM

MB MACHINE BOLT

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING DOCUMENTS

MEZZ MEZZANINE

MF MOMENT FRAME

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTD MOUNTED

MTL METAL

NF NEAR FACE

NIC NOT IN CONTRACT

NOM NOMINAL (DIAMETER)

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OBF ORDINARY BRACED FRAMES

OC ON CENTER

OD OUTSIDE DIAMETER

OPH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

P-T POST-TENSION

PC, PCS PIECE, PIECES

PCC PRECAST CONCRETE

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLYWD PLYWOOD

PT PRESSURE TREATED

PTN PARTITION

R RADIUS

REBAR REINFORCING BAR

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

REV REVISION

RFG ROOFING

RO ROUGH OPENING

RSJ ROLLED STEEL JOIST

S.A.D. SEE ARCHITECTURAL DOCUMENTS/DRAWINGS

S.M.D. SEE MECHANIAL DRAWINGS

SCHED SCHEDULE

SECT SECTION

SEOR STRUCTURAL ENGINEER OF RECORD

SFRS SEISMIC FORCE RESISTING SYSTEM

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SL SLOPE

SMF SPECIAL MOMENT FRAME

SMS SHEET METAL SCREW

SOG SLAB ON GRADE

SP STRUCTURAL PLYWOOD

SPEC, SPECS SPECIFICATION, SPECIFICATIONS

SPSW SPECIAL PLATE SHEAR WALL

SQ SQUARE

SS STAINLESS STEEL

STAG STAGGER or STAGGERED

STD STANDARD

STIF STIFFENER

STIR STIRRUP OR STIRRUPS

STL STEEL

STRUCT STRUCTURAL

SUB SUBSTITUTE

SUSP SUSPENDED

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE and GROOVE

T.O. TOP OF

THK THICK

THRD THREADED

THRU THROUGH

TN TOE NAIL

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TR TREAD

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

URM UNREINFORCED MASONRY

VENT VENTILATE

VERT, (V) VERTICAL

VIF VERIFY IN FIELD

W or WF WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WP WORK POINT

WS WOOD SCREW

WT WEIGHT/TEE SECTION

WWM WELDED WIRE MESH

X HVY EXTRA HEAVY

X STR EXTRA STRONG

XX HVY DOUBLE EXTRA HEAVY

XX STR DOUBLE EXTRA STRONG

1 2 3 4 5

A A

B

C

D

E

A.8 A.8

75'-0"

14'-6" 26'-4" 18'-8" 15'-6"

C1

S-301

3.9

B.2 B.2

C.2

NOTES:

1. SEE GEOTECH FOR SUBGRADE PREP, VAPOR BARRIER, ETC.

2. PROVIDE CONCRETE HOUSEKEEPING PADS AT ALL EQUIPMENT TYP. SEE

DETAIL F2/S-501

3. AT DESIGN TEAM'S OPTION, WALLS SHOWN AS CMU MAY BE

SUBSTITUTED FOR CONCRETE WALLS WITH SAME THICKNESS AND

REINFORCEMENT.

4. ALL DIMENSION AND SIZES ARE APROX.

EXISTING TUNNEL

TIE INTO NEW PIT.

DEMOLISH REMAINDER

OF TUNNEL.

DEMOLISH EXISITNG

UTILITY TUNNEL AND

BACKFILL WITH

ENGINEERED FILL OR

LEAN CONCRETE.

HSS COLUMNS,

SEE 2/SF112

C6

S-301

F6

S-301

8"

2'-0" x 2'-0"

TYPICAL FOOTING

AT CMU WALLS

5'-0" x 5'-0" x 2'-0" DEEP SPREAD

FOOTING AT COLUMNS, U.N.O.

6'-0" x 6'-0" x 2'-0" DEEP

SPREAD FOOTING

C6

S-201

F1

S-201

C1

S-201

F6

S-201

TEMPORARY UTILITY TRENCH

T E

M P

O R

A R

Y U

T

IL

IT

Y

T R

E N

C H

EXISTING UTILITY

TUNNEL TO REMAIN

C.5

1 2 3 4 5

A

B

C

D

E

A.8

-10'-0"

-10'-0"

75'-0"

14'-6" 26'-4" 18'-8" 15'-6"

C1

S-301

3.9

B.2

C.2

5" MIN SLAB ON GRADE

W/ #4 @ 12" OC EW MIN.

NOTES:

1. SEE GEOTECH FOR SUBGRADE PREP, VAPOR BARRIER, ETC.

2. PROVIDE CONCRETE HOUSEKEEPING PADS AT ALL EQUIPMENT TYP SEE DETAIL

F2/S-501

3. AT DESIGN TEAM'S OPTION, WALLS SHOWN AS CMU MAY BE SUBSTITUTED FOR

CONCRETE WALLS WITH SAME THICKNESS AND REINFORCEMENT.

4. ALL DIMENSION AND SIZES ARE APROX.

5. PROVIDE TRENCH DRAINS AND DEPRESSIONS AS NEEDED. SEE D2/S501

3'-2"

8"

2'-4"

C6

S-301

F6

S-301

CMU OR METAL

STUD PARTITIONS

SEE ARCH PLANS.

16" CMU WALLS AT

TWO STORY SPACE.

12" CMU WALLS

TYP UON.

CMU PILASTER AT

OPENINGS IN WALL

SEE 12 & 18 / S503

C6

S-201

F1

S-201

C1

S-201

F6

S-201

16" CMU WALL

16" CMU WALL

16" CMU WALL

8" CMU WALL

8" CMU WALL

16" CMU WALL

C.5 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 o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

OKLAHOMA CITY, OK 73109

(405) 842-6100

CODY DOUGLAS

ARCH - SETH A. CAVIN #7580 EXP. 12/31/2023

MECH - JAMES R. MYLES #027005 EXP. 12/31/2023

ELEC - BRADY MERZ #027238 EXP. 12/31/2023

CIVIL ENGINEER

CALIBRE ENGINEERING

9090 S. RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH, CO 80129

(303) 730-0434

BEN MURPHY

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

2519 MADISON AVENUE, SUITE 100

KANSAS CITY, MO. 64108

(913) 369-7200

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

FULLY SPRINKLERED

STRUCTURAL ENGINEER

DEGENKOLD ENGINEERS

375 BEALE STEET, SUITE 500

SAN FRANCISCO, CA 94105

(415) 354-6439

ROBERT GRAFF

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

FRANK FINLEY

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

/1

/2

:0 :5

P

M

FOUNDATION AND GROUND LEVEL

PLAN

PF 21 88RG

LEVEL 1 SD2 RFP

CENTRAL UTILITY PLAN

4/21/2023

654-212

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

SB111

1/8" = 1'-0"

2 GROUND LEVEL FOUNDATION

1/8" = 1'-0"

1 GROUND LEVEL

1 2 3 4 5

A

B

C

D

E

A.8

W18x

W x

W x

W18x W21x

W30x

W21x W21x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W16x W18x W18x

W18x W21x W18x

W x

W21xW16x W18x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W16x

W x

W x

W x

75'-0"

14'-6" 26'-4" 18'-8" 15'-6"

C1

S-301

3.9

W12x

W x

W16x B.2

C.2

C6

S-301

F6

S-301

C6

S-201

F1

S-201

C1

S-201

F6

S-201

NOTES:

1. ALL DIMENSION ARE APROX.

2. ALL CMU WALL THICKNESSES MATCH WALL THICKNESS AT

GROUND LEVEL

3. AT DESIGN TEAM'S OPTION, WALLS SHOWN AS CMU MAY BE

SUBSTITUTED FOR CONCRETE WALLS WITH SAME THICKNESS AND

REINFORCEMENT.

4. PROVIDE HOUSEKEEPING PADS UNDER EQUIPMENT.

STEEL STAIR,

TYP

STEEL STAIR,

TYP

S1

W8x

W x

HSS 10X10

COLUMNS, U.N.O.

HSS 12X12

COLUMNS AT

GRIDS C, C.2, D

HSS 14X14 COLUMNS

AT GRIDS E

CMU BELOW

CMU BELOW

ALIGN BEAMS WITH

CHILLER RAILS

W16x

W x

W x

W x

C.5 W18xW16x

W21x

W x

W x

W x

W x

W x

W x

W x

1 2 3 4 5

A

B

C

D

E

A.8

75'-0"

14'-6" 26'-4" 18'-8" 15'-6"

W14x

W21x W18x

W x

W x

W x

W21x

W x

W16x

W x

W30x W30x W21x

W30x

W30x

W16x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x W x

W x

W x

C1

S-301

3.9

W18x

W x

W x

W x

W24x

W12x

B.2

C.2

NOTES:

1. CHORDS AND COLLECTORS NOT SHOWN.

2. ALL DIMENSION ARE APROX.

3. SEE 2/SF112 FOR COLUMN SIZES

4. PROVIDE HOUSEKEEPING PADS UNDER EQUIPMENT.

BEAM REMOVABLE

FOR CHILLER

REPLACMENT.

S1

C6

S-301

F6

S-301

W16x

W x

W x

58'-10"

C6

S-201

F1

S-201

C1

S-201

F6

S-201

CONTINUOUS FLAT

C O

N T

IN

U

O U

S F

L A

T

W8x

W x

C.5

W12x

W x 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 o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

OKLAHOMA CITY, OK 73109

(405) 842-6100

CODY DOUGLAS

ARCH - SETH A. CAVIN #7580 EXP. 12/31/2023

MECH - JAMES R. MYLES #027005 EXP. 12/31/2023

ELEC - BRADY MERZ #027238 EXP. 12/31/2023

CIVIL ENGINEER

CALIBRE ENGINEERING

9090 S. RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH, CO 80129

(303) 730-0434

BEN MURPHY

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

2519 MADISON AVENUE, SUITE 100

KANSAS CITY, MO. 64108

(913) 369-7200

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

FULLY SPRINKLERED

STRUCTURAL ENGINEER

DEGENKOLD ENGINEERS

375 BEALE STEET, SUITE 500

SAN FRANCISCO, CA 94105

(415) 354-6439

ROBERT GRAFF

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

FRANK FINLEY

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

/1

/2

:0 :5

P

M

MEZZANINE AND ROOF LEVEL FRAMING

PLAN

PF 22 88RG

LEVEL 1 SD2 RFP

CENTRAL UTILITY PLAN

4/21/2023

654-212

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

SF112

1/8" = 1'-0"

2 MEZZANINE FRAMING PLAN

1/8" = 1'-0"

1 ROOF FRAMING PLAN

GROUND LEVEL

0"

MEZZANINE

15'-0"

ROOF

33' - 0"

12345

C1

S-301

BLAST RATED METAL STUD

FRAME WALL ABOVE AND

BETWEEN LOUVERS

LOUVER LOUVER LOUVER LOUVER LOUVER LOUVER

CMU OR CAST IN PLACE

CONCRETE WALLS. SEE

PLAN FOR SIZES. SEE

SHEETS S502 AND S503

BLAST RATED LOUVERS

BLAST RATED DOORS

ON EXTERIOR, TYP

STANDARD COILING DOORS

WITH BLAST CATCHMENT

SYSTEM. PROVIDE

SUPPLEMENTAL STEEL

SUPPORTS AS NEEDED, TYP

GROUND LEVEL

0"

MEZZANINE

15'-0"

ROOF

33' - 0"

ABCDE

C6

S-301

F6

S-301

LOUVER

LOUVER

BLAST RATED

LOUVERS

BLAST RATED

LOUVERS

BLAST RATED DOORS

ON EXTERIOR, TYP

CMU OR CAST IN PLACE CONCRETE

WALLS. SEE PLANS FOR SIZES. SEE

SHEETS S502 AND S503

C.5

GROUND LEVEL

0"

MEZZANINE

15'-0"

ROOF

33' - 0"

A B C D EA.8

C6

S-301

F6

S-301

BLAST RATED METAL

STUD FRAMED WALL

ABOVE AND BETWEEN

LOUVERS

LOUVER LOUVER

BLAST RATED

LOUVERS

STANDARD COILING DOORS

WITH BLAST CATCHMENT

SYSTEM. PROVIDE

SUPPLEMENTAL STEEL

SUPPORTS AS NEEDED, TYP

BLAST RATED

DOORS ON

EXTERIOR, TYP

CMU OR CAST IN PLACE

CONCRETE WALLS. SEE

PLAND FOR SIZES. SEE

SHEETS S502 AND S503

C.5

GROUND LEVEL

0"

MEZZANINE

15'-0"

ROOF

33' - 0"

1 2 3 4 5

C1

S-301

BLAST RATED GUILITTINE TYPE

DOOR INTERIOR OF EXTERIOR

WALL. CMU PILASTERS OR

SUPPLEMENTAL STEEL ON

INTERIOR TO SUPPORT DOORS

CMU OR CAST IN PLACE CONCRETE

WALLS. SEE PLANS FOR SIZES. SEE

SHEETS S502 AND S503

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 o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

OKLAHOMA CITY, OK 73109

(405) 842-6100

CODY DOUGLAS

ARCH - SETH A. CAVIN #7580 EXP. 12/31/2023

MECH - JAMES R. MYLES #027005 EXP. 12/31/2023

ELEC - BRADY MERZ #027238 EXP. 12/31/2023

CIVIL ENGINEER

CALIBRE ENGINEERING

9090 S. RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH, CO 80129

(303) 730-0434

BEN MURPHY

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

2519 MADISON AVENUE, SUITE 100

KANSAS CITY, MO. 64108

(913) 369-7200

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

FULLY SPRINKLERED

STRUCTURAL ENGINEER

DEGENKOLD ENGINEERS

375 BEALE STEET, SUITE 500

SAN FRANCISCO, CA 94105

(415) 354-6439

ROBERT GRAFF

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

FRANK FINLEY

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

/1

/2

:0 :4

P

M

BUILDING ELEVATIONS

PF 23 88RG

LEVEL 1 SD2 RFP

CENTRAL UTILITY PLAN

4/21/2023

654-212

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

S-201

1/8" = 1'-0"

C6 ELEVATION

1/8" = 1'-0"

F1 ELEVATION

1/8" = 1'-0"

C1 ELEVATION

1/8" = 1'-0"

F6 ELEVATION

GROUND LEVEL

0"

MEZZANINE

15'-0"

ROOF

33' - 0"

1 2 3 4 53.9

SCREEN WALL AND

LOUVER BRACING BEAMS.

SUPPLEMENTAL TUBE STEEL

FRAMING TO SUPPORT

BLAST RATED SCREEN WALL

AND LOUVERS.

LOUVERS

METAL STUD FRAMING

ABOVE LOUVERS

LOUVERS

CONCRETE ON METAL

DECK OVER STEEL

FRAMING, SEE PLANS

GROUND LEVEL

0"

MEZZANINE

15'-0"

ROOF

33' - 0"

A B C D E

SCREEN WALL AND

LOUVER BRACING BEAMS.

SUPPLEMENTAL TUBE

STEEL FRAMING TO

SUPPORT SCREEN WALL

AND LOUVERS.

LOUVERS

METAL STUD FRAMING

ABOVE LOUVERS

CONCRETE ON METAL DECK

OVER FRAMING, SEE PLANS

C.5

GROUND LEVEL

0"

MEZZANINE

15'-0"

ROOF

33' - 0"

1 2 3 4 53.9

CONCRETE ON METAL

DECK OVER STEEL

FRAMING, SEE PLANS

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 o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

OKLAHOMA CITY, OK 73109

(405) 842-6100

CODY DOUGLAS

ARCH - SETH A. CAVIN #7580 EXP. 12/31/2023

MECH - JAMES R. MYLES #027005 EXP. 12/31/2023

ELEC - BRADY MERZ #027238 EXP. 12/31/2023

CIVIL ENGINEER

CALIBRE ENGINEERING

9090 S. RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH, CO 80129

(303) 730-0434

BEN MURPHY

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

2519 MADISON AVENUE, SUITE 100

KANSAS CITY, MO. 64108

(913) 369-7200

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

FULLY SPRINKLERED

STRUCTURAL ENGINEER

DEGENKOLD ENGINEERS

375 BEALE STEET, SUITE 500

SAN FRANCISCO, CA 94105

(415) 354-6439

ROBERT GRAFF

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

FRANK FINLEY

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

/1

/2

:0 :4

P

M

BUILDING SECTIONS

PF 24 88RG

LEVEL 1 SD2 RFP

CENTRAL UTILITY PLAN

4/21/2023

654-212

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

S-301

1/8" = 1'-0"

C6 SECTION

1/8" = 1'-0"

C1 SECTION

1/8" = 1'-0"

F6 SECTION

NOTES:

1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS. FOR GRADE 75 REINFORCING BARS, MULTIPLY THE ABOVE LENGTHS BY 1.25.

2. CASES 1 AND 2 DEPEND ON THE TYPE OF STRUCTURAL MEMBER, CONCRETE COVER, AND CENTER-TO-CENTER SPACING OF THE BARS. THEY ARE

DEFINED IN THE FOLLOWING TABLE, WHERE "db" IS BAR DIAMETER:

CASE 2

CASE 1

CASE 2

CASE 1

CONCRETE COVER AT LEAST 1.0db AND CENTER LINE TO CENTER LINE SPACING AT LEAST 2.0db.

CONCRETE COVER LESS THAN 1.0db OR CENTER LINE TO CENTER LINE SPACING LESS THAN 2.0db.

BEAMS, COLUMNS,

GRADE BEAMS

ALL OTHERS

CONCRETE COVER AT LEAST 1.0db AND CENTER LINE TO CENTER LINE SPACING AT LEAST 3.0db.

CONCRETE COVER LESS THAN 1.0db OR CENTER LINE TO CENTER LINE SPACING LESS THAN 3.0db.

3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW THE BARS.

4. TENSION LAP SPLICES NOT ALLOWED FOR #14 AND #18 BARS.

5. MULTIPLY THE ABOVE LENGTHS BY 1.5 FOR EPOXY COATED REINFORCEMENT.

6. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.33.

7. Ld = DEVELOPMENT LENGTH

Ls = ACI CLASS 'B' LAP SPLICE LENGTH

8. WHEN SPLICING BARS OF DIFFERENT SIZES, USE THE GREATER OF Ld OF THE LARGER BAR AND Ls OF THE SMALLER BAR.

Ls

Ld

SAD FOR LOCATION OF

DEPRESSION, TYP

SEE TYP SOG DETAIL FOR SLAB

THICKNESS 't', REINF & SUBGRADE

PREPARATION, TYP

A 'd' ≤ 3"

PROVIDE SLAB REINF @

INSIDE OF ALL BAR

BENDS, TYP

EL: SEE PLAN

TO SLAB

B 3" < 'd' ≤ 12"

EL: SEE PLAN

TO SLAB

C 12" < 'd' ≤ 42"

OPTIONAL

CONSTRUCTION

JOINT @ T&B

HORIZ #4 @ 12" OC, (1)

BAR MIN

SLAB REINF

PER PLAN

S.A.D. FOR EDGE CONDITION

AND / OR INSERTS.

SEE TYP REINF CORNER

DETAIL AS REQ'D

SLAB REINF

PER PLAN

VERT REINF, MATCH SLAB

REINF SIZE & SPACING

(#4 @ 18" OC MIN)

NOTE:

1. COORDINATE LOCATION, DEPTH, EXTENT, AND EDGE CONDITIONS WITH

ARCHITECTURAL DRAWINGS.

2. CONCRETE SLABS WITH DOUBLE LAYERS OF REINFORCEMENT ARE SIMILAR.

VERT REINF, MATCH SLAB

REINF SIZE & SPACING

EL: SEE PLAN

TO SLAB P

L A

N 'd

' P E

R

't'

't'

P L A

N

'd ' P

E R

't'

't'

M

IN

't'

P L A

N

'd ' P

E R

't'

EQ EQ

UON

8" MIN,

MIN

1'-0"

MIN

8"

MIN

1'-0"

TYP

Ldh

INTERMEDIATE WALLS

@ 8'-0" OC, EW MAX

FOAM FILL

OMIT IF < 8"

#4 EPOXY DWLS

@ 12" OC, TYP

4 SIDES EMBED 2 3/4"

#4 @ 12" OC, EW

ROUGHEN SURFACE TO

1/4" MIN AMPLITUDE

#4 EPOXY DWLS @

12" OC, TYP EMBED 2 3/4"

ROUGHEN SURFACE TO

1/4" MIN AMPLITUDE

#4 @ 12" OC, EW

8'-0” MAX. 8'-0” MAX.

TYP.

2'-0"

P L A

N

S E

E M A

X

P L A

N S

E E h

8" TYP.

E Q

E Q

SOG REINF PER PLAN

#4 CONT

#4 CONT

#3 @ 12" OC

NOTES:

1. SEE ARCH AND MECH DWGS FOR CURB LOCATIONS, DIMENSIONS, CHAMFERS, AND

INSERTS.

2. COORDINATE REINF LOCATION TO AVOID INTERFERENCE W/ INSTALLATION OF EXP

ANCHORS IF USED.

A 4" ≤ 'W' ≤ 10"

B 10" < 'W' ≤ 24"

#3 @ 12" OC

SOG REINF

PER PLAN

1'-0"

TYP

1'-0"

'W'

P L A

N S

E E

C L R

M A

X

C L R

CLR, TYP

1 1/2"

'W'

M A

X

S E

E S

C H

E D

T Y

P

IC

A L

STD HK, ALL SIDES

SEE PLAN FOR

SLAB & REINF

SLAB BLOCKOUT

AT COL, TYP

SLAB DWLS W/ STD HK,

SEE SCHEDULE

LONGIT. REINF,

SEE SCHED

B A

R S

W S

T D

H K

E A

E N

D

COLUMN & BASE PLATE,

SEE SCHEDULE

TRANSVERSE REINF, SEE

SCHEDULE

EL.: SEE PLAN

T.O. SLAB

EL.: SEE PLAN

T.O. FTG.

'H

T Y

P

L d

O R

L d h

SEE SCHED

'B'

TYP

3" CLR

C L

R

6" MAX.

EQ EQ

STAIR STRINGER

ADD'L BENT BAR

TO MATCH SOG REINF

SIZE & SPACING

SOG PER PLAN

THICKEN SLAB 2'-0" PAST

STRINGER, EA SIDE

ADD'L (2) #4

TYP

1'-0"

1'-0" f 'c=3000 psi (NWC)

BAR

SIZE

#3 6

#4

#5

#6

CASE 1

NOTES:

1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS. FOR GRADE 75 REINFORCING

BARS, MULTIPLY THE TABULATED VALUES BY 1.25.

2. CASES 1 AND 2 ARE DEFINED BELOW:

CASE 1: FOR #11 BARS AND SMALLER HKS WITH SIDE COVER NOT LESS THAN 2.5 INCHES

AND COVER ON BAR EXTENSION BEYOND HK NOT LESS THAN 2 INCHES.

CASE 2: ALL OTHER CASES

3. FOR EPOXY COATED ERINFORCEMENT, MULTIPLY THE TABULATED VALUES BY 1.2

4. FOR LIGHT WEIGHT CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.33.

5. Ldh = HOK DEVELOPMENT LENGTH.

CASE 2

f 'c=4000 psi (NWC)

CASE 1

CASE 2

f 'c=5000 psi (NWC)

CASE 1

CASE 2

f 'c=6000 psi (NWC)

CASE 1

CASE 2

#7 14 20 12 17 11 15 10 14

#8 16 22 14 19 12 17 11 16

#9 18 25 15 22 14 20 13 18

#10 20 28 17 25 16 22 14 20

#11 22 31 19 27 17 24 16 22

#14 - 38 - 33 - 29 - 27

#18 - 50 - 43 - 39 - 35

DEVELOPMENT LENGTH OF STANDARD HK IN TENSION FOR CONCRETE REINFORCEMENT

CONT REINF THRU JT.,

DO NOT SPLICE WITHIN

2'-0" OF JT.

NOTE:

CONSTRUCTION JOINTS TO BE USED ONLY WHERE SHOWN ON PLAN

OR SPECIFICALLY APPROVED BY THE OWNER'S REPRESENTATIVE.

BULLNOSE EDGE

TYP CONT

CONSTRUCTION

JOINT KEY TYPE 2

SEE TYPICAL DETAILS

FOR SLAB THICKNESS,

REINF, & SUBGRADE

PREPARATION

3/4"Ø GREASED DWLS

TO MATCH SPACING OF

SLAB REINF

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 o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

OKLAHOMA CITY, OK 73109

(405) 842-6100

CODY DOUGLAS

ARCH - SETH A. CAVIN #7580 EXP. 12/31/2023

MECH - JAMES R. MYLES #027005 EXP. 12/31/2023

ELEC - BRADY MERZ #027238 EXP. 12/31/2023

CIVIL ENGINEER

CALIBRE ENGINEERING

9090 S. RIDGELINE BLVD, SUITE 105

HIGHLANDS RANCH, CO 80129

(303) 730-0434

BEN MURPHY

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

2519 MADISON AVENUE, SUITE 100

KANSAS CITY, MO. 64108

(913) 369-7200

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

FULLY SPRINKLERED

STRUCTURAL ENGINEER

DEGENKOLD ENGINEERS

375 BEALE STEET, SUITE 500

SAN FRANCISCO, CA 94105

(415) 354-6439

ROBERT GRAFF

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

FRANK FINLEY

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

/1

/2

:0 :5

P

M

TYPICAL CONCRETE DETAILS

PF 25 88RG

LEVEL 1 SD2 RFP

CENTRAL UTILITY PLAN

4/21/2023

654-212

VA SIERRA NEVADA HEALTH CARE SYSTEM

975 KIRMAN AVE

RENO, NV 89502

S-501

D6 REINFORCEMENT DEVELOPMENT & SPLICE LENGTHS

#18 ℓd 162 242 124 186 141 210 108 161 125 188 96 144 115 172 88 132

#14 ℓd 121 182 93 140 106 158 81 121 94 141 72 108 86 129 66 99 ℓs 133 197 102 151 115 172 88 132 102 153 78 117 94 140 72 107 #11 ℓd 102 151 78 116 88 132 67 101 78 117 60 90 72 107 55 82 ℓs 119 179 91 137 104 155 80 119 93 138 71 106 85 127 65 97 #10 ℓd 91 137 70 105 80 119 61 91 71 106 54 81 65 97 50 74 ℓs 106 158 81 121 93 138 71 106 82 123 63 94 76 112 58 86 #9 ℓd 81 121 62 93 71 106 54 81 63 94 48 72 58 86 44 66 ℓs 94 141 72 108 82 123 63 94 73 110 56 84 67 101 51 77 #8 ℓd 72 108 55 83 63 94 48 72 56 84 43 64 51 77 39 59 ℓs 82 123 63 94 72 107 55 82 65 95 50 73 59 88 45 67 #7 ℓd 63 94 48 72 55 82 42 63 50 73 38 56 45 67 34 51 ℓs 56 85 43 65 50 73 38 56 45 67 34 51 42 60 32 46 #6 ℓd 43 65 33 50 38 56 29 43 34 51 26 39 32 46 24 35 ℓs 49 72 37 55 42 62 32 47 38 55 29 42 34 51 26 39 #5 ℓd 37 55 28 42 32 47 24 36 29 42 22 32 26 39 20 30 ℓs 38 56 29 43 33 50 25 38 30 45 23 34 28 42 21 32 #4 ℓd 29…