36C24619B0039-005.pdf

SCOPE

THIS SPECIFICATION OUTLINES THE STRUCTURAL DESIGN CRITERIA FOR A SINGLE

STORY 3RD LEVEL ADDITION TO THE VA MEDICAL CENTER IN RICHMOND, VA. WHEN

A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING

CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED

THEREIN SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE.

THESE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL,

ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS AND

SPECIFICATIONS.

DESIGN STANDARDS

1. INTERNATIONAL BUILDING CODE, 2015 EDITION.

2. INTERNATIONAL EXISTING BUILDING CODE, 2015 EDITION.

3. AMERICAN SOCIETY OF CIVIL ENGINEERS - ASCE 7-10.

4. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

5. MSJC 2013, BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY

STRUCTURES AND RELATED COMMENTARIES.

6. AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION, 2010.

7. AISI S-100 – 12, NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD

FORMED STEEL STRUCTURAL MEMBERS.

8. VA SEISMIC DESIGN REQUIREMENTS, H-18-8, 2013.

9. VA STRUCTURAL DESIGN MANUAL 2014.

DESIGN LOADING

1. DEAD LOADS: WEIGHT OF STRUCTURE AND ALL THINGS PERMANENTLY

ATTACHED.

• FLOORS (WAFFLE SLAB) 200 PSF

• INTERSTITIAL 65 PSF

• ROOFS 30 PSF

2. GRAVITY LIVE LOADS:

• LAB FLOOR (INCLUDES PARTITIONS) 75 PSF

• INTERSTITIAL 20 PSF

• ROOFS (NOT REDUCABLE) 20 PSF

3. SNOW LOAD

• GROUND SNOW LOAD Pg = 20 PSF

• FLAT ROOF SNOW LOAD Pf = 17 PSF

• SNOW EXPOSURE FACTOR 1.0

• SNOW IMPORTANCE FACTOR 1.2

• SNOW THERMAL FACTOR 1.0

4. SEISMIC DESIGN CRITERIA

• SITE CLASS D

• SEISMIC IMPORTANCE FACTOR 1.5

• RISK CATAGORY IV

• SEISMIC DESIGN CATAGORY C

• SPECTRAL RESPONSE: Ss = 0.186

S1 = 0.062 Sds = 0.198 Sd1 = 0.099

• SEISMIC RESPONSE COEFFICIENT 0.059

THE EXISTING STRUCTURE SEISMIC FORCE-RESISTING SYSTEM IN THE

NORTH-SOUTH AND EAST-WEST DIRECTIONS IS COMPOSED OF ORDINARY

REINFORCED CONCRETE SHEAR WALLS. THE SEISMIC FORCE RESISTING

SYSTEM FOR THE EXPANSION STRUCTURE IN BOTH THE NORTH-SOUTH

AND EAST-WEST DIRECTIONS IS COMPOSED OF STEEL SYSTEM NOT

SPECIFICALLY DESIGNED FOR SEISMIC RESISTANCE (R = 3). SEISMIC

ANALYSIS WAS PERFORMED USING THE EQUIVALENT LATERAL FORCE

PROCEDURE

5. WIND LOAD

• ANALYSIS PROCEDURE DIRECTIONAL

• BASIC WIND SPEED (1700 YR MRI) 120 MPH (3-SEC GUST)

• MEAN ROOF HEIGHT 54 FT

• RISK CATAGORY IV

• EXPOSURE CATAGORY C

• INTERNAL PRESSURE COEFFICIENT +/- 0.18

NOTES:

1. DESIGN PRESSURES ARE FOR STRENGTH DESIGN. MULTIPLY BY 0.6 FOR

ALLOWABLE STRESS DESIGN.

2. TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF) TRIBUTARY AREA

SHOWN. FOR TRIBUTARY AREAS BETWEEN VALUES SHOWN, INTERPOLATE

BASED ON TRIBUTARY AREA TO OBTAIN DESIGN PRESSURE.

3. VALUES ABOVE INCLUDE INTERNAL PRESSURE COEFFICIENT.

4. REFER TO CHAPTER 30 OF ASCE 7-10 FOR ADDITIONAL INFORMATION

INCLUDING DEFINITION OF ZONES.

5. POSITIVE PRESSURE ACTS TOWARDS THE BUILDING, NEGATIVE PRESSURE

ACTS AWAY FROM THE BUILDING.

(AS APPLICABLE TO EACH PHASE OF CONSTRUCTION, UNLESS NOTED OTHERWISE)

1. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. DO NOT SCALE DRAWINGS.

2. DO NOT REPRODUCE CONTRACT DOCUMENTS OR COPY STANDARD PRINTED

INFORMATION AS BASIS OF SHOP DRAWINGS.

3. CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION PRACTICES INCLUDING

TECHNIQUES, PROCEDURES AND THE SEQUENCE OF CONSTRUCTION.

CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER IF A CONFLICT ARISES DUE

TO VARIATIONS OR OTHER PROBLEMS WITH THE CONSTRUCTION DOCUMENTS.

4. THIS STRUCTURE HAS BEEN DESIGNED FOR IN SERVICE LOADS ONLY. DURING

ERECTION OF THE BUILDING, THE CONTRACTOR SHALL BE RESPONSIBLE FOR

TEMPORARY BRACING TO WITHSTAND ALL LOADS TO WHICH THE STRUCTURE

MAY BE SUBJECTED, INCLUDING LATERAL LOADS, STOCKPILES OF MATERIALS

AND EQUIPMENT. SUCH BRACING SHALL BE LEFT IN PLACE AS LONG AS MAY BE

REQUIRED FOR SAFETY AND UNTIL ALL STRUCTURAL FRAMING AND DIAPHRAGMS

ARE IN PLACE WITH CONNECTIONS COMPLETED.

5. OBSERVATIONS OF JOBSITE OTHER THAN REQUIRED INSPECTIONS BY ENGINEER

ARE NOT CONSTRUCTION APPROVALS.

6. STRUCTURAL ENGINEER MUST BE NOTIFIED AT LEAST 48 HOURS PRIOR TO ANY

REQUIRED CONSTRUCTION OBSERVATION.

7. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST MASONRY OR

CONCRETE WALLS UNLESS WALLS ARE SECURELY BRACED AGAINST

OVERTURNING, EITHER BY TEMPORARY CONSTRUCTION BRACING OR BY

PERMANENT CONSTRUCTION.

8. PROVIDE SLEEVES FOR ALL PIPES PLACED THROUGH CONCRETE BEAMS, WALLS,

COLUMNS OR SLABS.

9. VERIFY ALL OPENINGS THROUGH FLOOR, ROOF, AND WALLS WITH MECHANICAL

AND ELECTRICAL CONTRACTORS.

1. EXPANSION ANCHORS

• EXPANSION ANCHORS CALLED FOR ON THE DRAWINGS SHALL BE WEDGE TYPE

EXPANSION ANCHORS UNO.

• EXPANSION ANCHORS IN CONCRETE OR SOLID GROUTED MASONRY SHALL BE

MIN 7 TIMES THE INSERT DIAMETER, UNO.

• ACCEPTABLE WEDGE TYPE EXPANSION ANCHORS IN CONCRETE ARE:

• KWIK BOLT TZ BY HILTI CORPORATION

• TRUBOLT+ BY ITW REDHEAD

• POWERSTUD+ SD1 OR SD2 BY POWERS FASTENERS

• STRONG-BOLT BY SIMPSON STRONG-TIE

• ACCEPTABLE DROP-IN EXPANSION ANCHORS IN CONCRETE ARE:

• HDI SERIES BY HILTI CORPORATION

• DROP-IN (DIA) BY SIMPSON STRONG-TIE

2. ADHESIVE ANCHORS

• EPOXY SHALL CONFORM TO ASTM C-881, TYPE IV, GRADE 2 WITH CLASS

SUITABLE FOR ENVIRONMENTAL CONDITIONS.

• EMBEDMENT INTO CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT

LEAST 9 TIMES THE INSERT DIAMETER, UON.

• ACCEPTABLE EPOXIES FOR ANCHORING TO EXISTING CONCRETE ARE:

• PE1000+ BY POWERS FASTENERS

• HIT-HY 200 AND HIT-RE 500-SD BY HILTI CORPORATION

• SET-XP BY SIMPSON STRONG-TIE

• ACCEPTABLE EPOXIES FOR ANCHORING TO CMU ARE:

• HIT-HY 70 BY HILTI CORPORATION

• THREADED STEEL RODS SHALL BE UNGREASED WITH Fy = 58KSI MIN AND Fu =

72KSI MIN, UNO.

3. SCREW ANCHORS

A. SCREW ANCHOR EMBEDMENT INTO CONCRETE OR SOLID GROUTED MASONRY

SHALL BE AT LEAST 9 TIMES THE INSERT DIAMETER, UON.

• KWIK HUS-EZ BY HILTI CORPORATION

• TITEN HD BY SIMPSON STRONG-TIE

1. CONCRETE SHALL BE PROPORTIONED, MIXED, CONVEYED, AND PLACED IN

ACCORDANCE WITH ACI 301.

2. MATERIALS SHALL BE AS FOLLOWS:

• CONCRETE 28 DAY MINIMUM COMPRESSIVE STRENGTH:

• FOOTINGS - SELF-CONSOLIDATING CONCRETE 5000 PSI

• OTHER - LIGHTWEIGHT CONCRETE, UNO 4000 PSI

• WATER CEMENT RATIO BY WEIGHT 0.45

• STEEL REINFORCING BARS ASTM A615, GRADE 60

• STEEL REINFORCING BARS THAT ARE FIELD BENT ASTM 706, GRADE 60

• WELDED WIRE FABRIC ASTM A185

• ANCHOR BOLTS / RODS ASTM F1554, GRADE 55

• GROUT, HIGH STRENGTH/LOW SHRINK DRY PACK ASTM C1107

• MINIMUM COMPRESSIVE STRENGTH 5,000 PSI

3. CONCRETE PROTECTION FOR REINFORCEMENT (COVER) SHALL BE AS FOLLOWS:

• CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

• CONCRETE EXPOSED TO EARTH OR WEATHER (#5 AND SMALLER): 1.5"

• CONCRETE EXPOSED TO EARTH OR WEATHER (#6 AND LARGER): 2"

• CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

• WALLS, SLABS, AND JOIST TOP BARS (#11 AND SMALLER): 0.75"

• BEAMS, COLUMNS, AND JOIST BOTTOM BARS: 1.5"

4. DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF ACI315 AND ACI318.

5. NO SPLICES OF REINFORCEMENT SHALL BE MADE AND NO WELDING TO

REINFORCING SHALL BE PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY THE

STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE PER THE

REBAR DEVELOPMENT LENGTH TABLE. WIRE FABRIC REINFORCEMENT MUST LAP

12" AND SHALL BE WIRED TOGETHER. MAKE ALL BARS CONTINUOUS AROUND

CORNERS OR PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING.

6. CONTINUOUS BARS IN BEAMS SHALL BE SPLICED AT MID-SPAN FOR TOP BARS AND

OVER SUPPORTS FOR BOTTOM BARS, UNLESS NOTED OTHERWISE.

7. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING BARS AT

POSITIONS SHOWN ON THE PLANS.

8. PIPES AND CONDUITS MAY PASS THROUGH CONCRETE STRUCTURAL ELEMENTS,

BUT SHALL NOT BE EMBEDDED WITHIN THE ELEMENT UNLESS SPECIFICALLY

DETAILED TO CONFORM TO THE FOLLOWING REQUIREMENTS:

• SHALL CONFORM TO TYPICAL CONCRETE PENETRATION DETAILS

• SHALL NOT DISPLACE OR BE IN CONTACT WITH REINFORCING BARS

• CONDUIT AND PIPES SHALL NOT DISPLACE MORE THEN 4% OF CONCRETE

TRIBUTARY AREA

• PIPES AND CONDUIT SHALL NOT CONTAIN ALUMINUM

• CONTRACTOR SHALL SUBMIT DETAILS OF CONDUIT/PIPING LOCATIONS TO THE

ENGINEER FOR REVIEW AND APPROVAL

9. CAST-IN-PLACE CONCRETE SHALL NOT HAVE CONSTRUCTION JOINTS IN A

HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE IN THE NORTH-

SOUTH DIRECTION AT QUARTER-POINTS OF THE BEAM SPAN WITH VERTICAL

BULKHEADS AND HORIZONTAL KEYS, UNLESS OTHERWISE SHOWN IN DETAILS.

CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS OF CONSTRUCTION JOINTS.

10. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS.

11. ALL CONCRETE SHALL BE CONSOLIDATED BY VIBRATION SO THAT CONCRETE

COMPLETELY SURROUNDS REINFORCING AND EMBEDDED ITEMS WITHOUT

SEGREGATION.

12. DESIGN AND CONSTRUCT FORMWORK IN ACCORDANCE WITH THE LATEST EDITION

OF ACI 347.

1. DETAIL, FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE

LATEST PROVISIONS OF AISC MANUAL OF STEEL CONSTRUCTION, CODE OF

STANDARD PRACTICE AND CHAPTER 22 OF THE IBC PER THE REQUIREMENTS OF

THE AUTHORITY HAVING JURISDICTION.

2. MATERIALS SHALL BE AS FOLLOWS UNO:

• PLATES AND ANGLES ASTM A36

• WIDE FLANGE SHAPES ASTM A992

• HOLLOW STRUCTURAL SECTIONS ASTM A500, GRADE B

• PIPE COLUMNS ASTM A53, GRADE B

• HIGH STRENGTH BOLTS ASTM A325, U.N.O.

• PLAIN WASHERS ANSI B18.22.1 65 (R2008)

• WELDING ELECTRODES SHALL BE E70XX RODS CONFORMING TO AWS A5.20

(FCAW PROCESS), AWS A5.18 (GMAW PROCESS) OR AWS A5.1 (SMAW PROCESS)

3. WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER.

4. WELDING PROCEDURES ARE THE RESPONSIBILITY OF THE STRUCTURAL STEEL

CONTRACTOR.

5. ALL WELDS SHALL BE 3/16" FILLET WELDS WHERE NO SIZE IS PROVIDED AND ALL

WELDS SHALL BE CONTINUOUS WHERE NO LENGTH IS PROVIDED.

6. ALL GROOVE AND BUTT WELDS SHALL BE FULL PENETRATION WELDS AND SHALL

DEVELOP THE FULL STRENGTH OF THE WEAKER MEMBER.

7. ALL WELDS EXPOSED TO VIEW SHALL BE CLEANED, GROUND SMOOTH AND

PAINTED. PAINTING DONE ON STEEL MEMBERS SHOULD BE AT LEAST 3" FROM FIELD

WELDS UNLESS WELDS ARE COMPLETED. SHOP PRIME AND PAINT STEEL PER THE

OWNER’S SPECIFICATIONS.

8. CONNECTIONS MADE WITH HIGH STRENGTH STEEL BOLTS SHALL CONFORM IN ALL

RESPECTS TO THE CURRENT SPECIFICATIONS FOR STRUCTURAL JOINTS AS

ENDORSED BY AISC.

9. FOR BEARING TYPE CONNECTIONS, BOLTS SHALL BE INSTALLED TO A SNUG TIGHT

CONDITION. THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT

EXISTS WHEN ALL PLIES OF A JOINT ARE IN FIRM CONTACT. THIS CONDITION MAY

NORMALLY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL

EFFORT OF A PERSON USING AN ORDINARY SPUD WRENCH.

10. DOUBLE NUTS SHALL BE PROVIDED AT ALL CONNECTING POINTS OF BRACING AND

SAG RODS.

11. ALL EXTERIOR STEEL SHALL BE HOT-DIPPED GALVANIZED.

12. STEEL STAIRS SHALL BE DESIGNED, SIGNED AND SEALED BY STEEL FABRICATOR'S

SPECIALTY ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR STAIR

CONFIGURATION.

1. STEEL STUD CONTRACTOR SHALL SUBMIT DRAWINGS AND CALCULATIONS FOR ALL

CONNECTIONS AND FRAMING TO THE CONTRACTING OFFICER REPRESENTATIVE

FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO

FABRICATION OR ERECTION.

2. ALL COLD-FORMED STEEL FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH

AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS".

3. ALL FRAMING SHALL BE GALVANIZED, ASTM 924 COATING.

4. STUDS SHALL BE PLUMB, ALIGNED, AND FULLY NESTED IN BOTH THE UPPER AND

LOWER TRACK.

5. ALL CONNECTIONS SHALL BE SCREWED OR WELDED. SCREWS SHALL CONFORM TO

SAE J78. ATTACH STUDS TO TRACKS WITH A MINIMUM OF (1)#10 TEK SCREW

BETWEEN EACH FLANGE AND THE TRACK. SCREW THREADS SHALL EXTRUDE A

MINIMUM OF 3 EXPOSED THREADS THROUGH STEEL. POWER DRIVEN FASTENERS

(PDF) SHALL COMPLETELY PENETRATE THE STRUCTURAL STEEL.

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

7. FRAMING OF WALL OPENINGS SHALL INCLUDE HEADERS AND SUPPORTING STUDS .

8. BLOCKING BETWEEN STUDS SHALL BE PROVIDED. BLOCKING SHALL BE SAME GAGE

AS STUDS.

1. MINIMUM QUALITY ASSURANCE PROGRAM SHALL COMPLY WITH LEVEL B IN

ACCORDANCE WITH TABLE 4 OF ACI 530.

2. MATERIALS SHALL BE AS FOLLOWS:

• MASONRY COMPRESSIVE STRENGTH (f'm) 1,500 PSI

• STEEL REINFORCING BARS ASTM A615, GRADE 60

• WIRE JOINT REINFORCEMENT ASTM A951M, GRADE 30

• HOLLOW, LIGHTWEIGHT UNITS ASTM C90

• MORTAR: PORTLAND CEMENT OR LIME MORTAR, TYPE S ASTM C270

(MASONRY CEMENT NOT ACCEPTABLE)

• AGGREGATE

• MORTAR ASTM C144

• GROUT ASTM C404

• GROUT ASTM C476, C1019

• PORTLAND CEMENT, TYPE I OR TYPE II ASTM C150

• CONTROL JOINT INSERT (TYPE PVC 654-4) ASTM D2287

• JOINT REINFORCEMENT W1.7 (9 GA) LADDER TYPE ASTM A951

• EXPANSION JOINT - TYPE PVC ASTM D2287

3. PROVIDE CONSTRUCTION PROCEDURES FOR HOT AND/OR COLD WEATHER

CONSTRUCTION AS NEEDED.

4. FACILITATE ACCESS TO THE CONSTRUCTION SITE AND PERFORMANCE OF

ACTIVITIES RELATED TO QUALITY ASSURANCE BY THE TESTING AND INSPECTION

AGENCIES.

5. INSTALL MASONRY TO LINES, LEVELS AND TOLERANCES PER ACI 530.1 IN RUNNING

BOND UNLESS SHOWN OTHERWISE ON DRAWINGS.

6. POSITION AND SECURE ALL REINFORCING, DOWELS, ETC IN PLACE TO PREVENT

EXCESSIVE DISPLACEMENT BY PLACEMENT OF GROUT OR MORTAR.

7. PROVIDE CLEANOUTS IN THE BOTTOM COURSE OF MASONRY FOR EACH GROUT

POUR WHEN THE GROUT POUR HEIGHT EXCEEDS 5 FEET. ALL GROUT POURS

GREATER THAN 12 INCHES REQUIRE INTERNAL MECHANICAL VIBRATION AND

RECONSOLIDATION. GROUT POURS LESS THAN 12 INCHES SHALL BE MECHANICALLY

VIBRATED OR PUDDLED.

8. CONSTRUCT CLEANOUTS SO THAT THE SPACE TO BE GROUTED CAN BE CLEANED

AND INSPECTED. IN SOLID GROUTED MASONRY, SPACE CLEANOUTS HORIZONTALLY

A MAXIMUM OF 32 INCHES ON CENTER.

9. GROUT SOLID ALL CELLS BELOW GRADE.

10. PROVIDE MINIMUM (2) #5 BOND BEAMS AT FLOOR AND ROOF LINES, AT TOP OF

PARAPET AND AT MAXIMUM 10 FOOT VERTICAL SPACING.

11. UNO, PROVIDE MINIMUM (1) #5 AT THE END OF A WALL, AT ALL DOOR AND WINDOW

JAMBS, AND ON ALL SIDES OF OPENINGS (I.E., DOORS AND WINDOWS) WITH

DIMENSIONS GREATER THAN 12 INCHES. PLACE (1) #5 AT ALL WALL CORNERS.

EXTEND REINFORCING MINIMUM 2 FEET BEYOND EDGE OF OPENINGS.

12. STEP BOND BEAMS TO ALIGN WITH FLOORS AND ROOF. LAP BOND BEAMS MINIMUM

4 FEET AT VERTICAL STEPS.

13. MAXIMUM SPACING OF CROSS WIRES IN LADDER TYPE JOINT REINFORCEMENT AND

AT POINTS OF CONNECTION OF CROSS WIRES TO LONGITUDINAL WIRES OF TRUSS-

TYPE JOINT REINFORCEMENT SHALL BE 16 INCHES. SEE DRAWINGS FOR ADDITIONAL

REQUIREMENTS.

14. THICKNESS OF BED JOINTS SHALL NOT EXCEED 5/8 INCH.

15. CONTRACTOR SHALL COORDINATE LOCATION OF CONDUITS, PIPES, AND SLEEVES

WITH PLUMBING, MECHANICAL AND ELECTRICAL PRIOR TO CONSTRUCTION.

16. CONTRACTOR SHALL COORDINATE LOCATIONS FOR CONTROL JOINTS WITH THE

ARCHITECTURAL DRAWINGS. CONTROL JOINT SPACING SHALL NOT EXCEED 20 FEET.

17. TOOL JOINTS CONCAVE WITH ROUND JOINTER.

18. PROVIDE FULL MASONRY BOND AT CORNERS, INTERSECTIONS AND PILASTERS FOR

WALLS LAID IN RUNNING BOND.

19. LAP SLICE REINFORCEMENT 48 BAR DIAMETERS WHERE SPLICES ARE REQUIRED.

20. DESIGN, FABRICATE, CONSTRUCT, ERECT, AND MAINTAIN A PROPER TEMPORARY

BRACING SYSTEM TO PREVENT COLLAPSE OF WALLS. DESIGN TO BE BASED ON ANSI

A10.9 AS A MINIMUM.

21. PROVIDE WATER REPELLENT BLOCK AND MORTAR AT ALL EXTERIOR WALLS.

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING OF WALLS UNTIL SUCH TIME AS

WALLS ARE MADE STABLE BY THE FRAMING AND DIAPHRAGM SYSTEM.

NOTES:

1. 'LD' = DEVELOPMENT LENGTH

'LDH' = HOOK DEVELOPMENT LENGTH WITH STANDARD 90 DEGREE HOOK

'LS' = LAP SPLICE LENGTH

2. WHEN SPLICING DIFFERENT BARS, USE THE MAXIMUM OF THE SMALLER BAR

SPLICE LENGTH OR LARGER BAR DEVELOPMENT LENGTH, UNO.

3. INCREASE LENGTHS PROVIDED BY 50% IF CLEAR COVER IS GREATER THAN (1)

BAR DIAMETER. OR CLEAR SPACING BETWEEN BARS IS LESS THAN (2) BAR

DIAMETERS.

4. ALL HOOK BARS SHALL HAVE 2" COVER OFF FAR FACE OF SUPPORT WITH A 2-

1/2" SIDE COVER, UNO. INCREASE 'LDH' BY 40% IF SIDE COVER IS NOT

ACHIEVED.

5. REFER TO DETAILS ON SE502.

NOTES:

1. 'LD' = TENSION DEVELOPMENT LENGTH

'LDH' = HOOK DEVELOPMENT LENGTH WITH STANDARD 90 DEGREE HOOK

'LS' = LAP SPLICE LENGTH

2. 'TOP' REFERS TO HORIZONTAL REINFORCEMENT BARS W/ MORE THAN 12" OF

FRESH CONCRETE CAST BELOW BAR.

3. ALL BARS THAT ARE NOT 'TOP' ARE 'OTHER' BARS.

4. WHEN SPLICING DIFFERENT BARS, USE THE MAXIMUM OF THE SMALLER BAR

SPLICE LENGTH OR LARGER BAR DEVELOPMENT LENGTH, UNO.

5. INCREASE LENGTHS PROVIDED BY 50% IF CLEAR COVER IS GREATER THAN (1)

BAR DIAMETER. OR CLEAR SPACING BETWEEN BARS IS LESS THAN (2) BAR

DIAMETERS.

6. ALL HOOK BARS SHALL HAVE 2" COVER OFF FAR FACE OF SUPPORT WITH A 2-

1/2" SIDE COVER, UNO. INCREASE 'LDH' BY 40% IF SIDE COVER IS NOT

ACHIEVED.

7. REFER TO DETAIL ON SE502.

LW CONCRETE REBAR DEVELOPMENT LENGTH

F'c = 4000 PSI MINIMUM CONCRETE

DEVELOPMENT LENGTH (IN) SPLICE LENGTH (IN)

LSLD

LDH

BAR

SIZE

TOP OTHERTOP OTHER

# 3 # 4 # 5 # 6 # 7 # 8 # 9

# 10

31 24

EXPANSION BOLT AND ADHESIVE ANCHOR INSTALLATION REQUIREMENTS

1. HOLES SHALL BE DRILLED USING A COARSE CUTTING ROCK CHISEL OR HAMMER

DRILL. CORE DRILLS OR OTHER SMOOTH CUTTING DRILLS ARE NOT ALLOWED.

2. HOLES SHALL BE THOROUGHLY CLEANED WITH A BRUSH, THEN VACUUMED OR

BLOWN CLEAN WITH OIL-FREE COMPRESSED AIR TO REMOVE ALL RESIDUE FROM

THE DRILLING OPERATION.

3. EXPANSION BOLTS AND EPOXY ANCHORS SHALL BE INSTALLED PER

MANUFACTURER’S RECOMMENDATIONS.

MASONRY REBAR DEVELOPMENT LENGTH

F'm = 1500 PSI MINIMUM CONCRETE MASONRY

DEVELOPMENT LENGTH (IN) SPLICE LENGTH (IN)

LSLD

LDH

BAR

SIZE

8-IN CMU 12-IN CMU8-IN CMU 12-IN CMU

# 3 # 4 # 5 # 6 # 7 # 8 # 9

NP

15 16 15

15 NP

1. ALL STEEL DECKING SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE

LATEST PROVISIONS OF THE STEEL DECK INSTITUTE'S SPECIFICATIONS AND CODE

OF STANDARD PRACTICE.

2. ALL SHEET STEEL FOR GALVANIZED DECK SHALL CONFORM TO ASTM A653

STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 33 KSI.

3. ALL SHEET STEEL FOR COLD ROLLED PLUS PAINTED DECK SHALL CONFORM TO

ASTM A1008 WITH A MINIMUM YIELD STRENGTH OF 33 KSI.

4. PROVIDE ANGLE SUPPORT (USE 2-1/2x2-1/2x1/4) ALONG THE FACE OF STEEL

COLUMNS WHERE METAL DECK OR GRATING SPANS INTO IT.

5. NON-COMPOSITE STEEL FLOOR DECK SHALL BE ATTACHED WITH 5/8" Ø PUDDLE

WELDS (USE WELD WASHERS WHEN DECK IS LESS THAN 22 GA). WELD SIDELAPS

EACH SIDE AT EACH BEAM OR JOIST. PROVIDE WELDS AT 12" AT END LAPS.

PROVIDE PERIMETER WELDS AT 12" O.C. MAX.

6. STEEL DECKS SHALL BE INSTALLED IN A MINIMUM 3 SPAN CONDITION, UNLESS

NOTED OTHERWISE.

DESIGN CRITERIA GENERAL CONDITIONS

FASTENERS IN CONCRETE AND MASONRY

04 20 00 CONCRETE MASONRY REQUIREMENTS

05 12 00 STRUCTURAL STEEL REQUIREMENTS

05 31 00 STEEL DECKING REQUIREMENTS

05 40 00 COLD FORMED STEEL REQUIREMENTS

03 30 53 CAST-IN-PLACE CONCRETE REQUIREMENTS

1. FOUNDATION DESIGN CRITERIA FOR THE EXISTING BUILDING FROM THE

GEOTECHNICAL DESIGN REPORT PREPARED BY WOODWARD-CYLDE

CONSULTANTS AS LISTED ON SHEET S148 OF DRAWING SET BY WILLIAMS AND

TAZEWELL/PERKINS AND WILL DATED JUNE 23, 1978 FORM THE BASIS FOR THE

STRUCTURAL ANALYSIS OF THE EXISTING BUILDING.

2. PER NOTE #2 ON THE CONCRETE COLUMN SCHEDULE, AS-BUILT SHEET S97, THE

ULTIMATE SOIL BEARING PRESSURES ARE 1.6 TIMES THE ALLOWABLE BEARING

PRESSURES PROVIDED IN THE SCHEDULE.

3. THE FOLLOWING SOIL PROPERTIES HAVE BEEN USED IN THE ANALYSIS OF THE

EXISTING SHALLOW SPREAD FOUNDATIONS:

A. ALLOWABLE SOIL BEARING PRESSURE: 5000 OR 7000 PSF (PER SCHEDULE)

B. ULTIMATE SOIL BEARING PRESSURES: 8000 OR 11,200 PSF

FOUNDATIONS

EXTERIOR WALL SYSTEM NOTES:

THE CONTRACTOR SHALL RETAIN A LICENSED PROFESSIONAL ENGINEER TO DESIGN

THE EXTERIOR WALL FRAMING SYSTEM, INCLUDING THE COLD-FORMED NON-LOAD

BEARING WALL FRAMING. FRAMING AT OPENINGS AND VENEER SUPPORT

ATTACHMENTS. REFER TO ARCHITECTURAL DRAWINGS FOR MATERIAL, FRAMING

CONFIGURATION, AND DETAILS. REFER TO THE GENERAL NOTES ON THIS SHEET FOR

DESIGN LOADS. REFER TO COLD-FORMED METAL FRAMING SPECIFICATIONS 05 40 00

FOR COLD FORMED FRAMING DESIGN REQUIREMENTS AND ADDITIONAL DESIGN LOAD

INFORMATION. REFER TO METAL FABRICATIONS SPECIFICATION 05 50 00 FOR HOT-

ROLLED STEEL DESIGN REQUIREMENTS WHERE ANY SUCH SECTIONS ARE

DETERMINED TO BE NECESSARY FOR STRENGTH OR STIFFNESS. REFER TO SHEET

SE504 FOR FRAMING INFILL REQUIREMENT AT PARAPET.

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE001

GENERAL STRUCTURAL NOTES

AUGUST 2018 RID JWV

BID DOCUMENTS

-106 -81 -635P +155 +128 +108 -69 -52 -415 +37 +31 +26 -75 -66 -604P +124 +102 +86 -37 -33 -304 +37 +31 +26

ZONE 10 SF 100 SF > 500 SF

WALLS (PSF)

-117 -102 -973 +16 +16 +16 -86 -75 -712 +16 +16 +16

- 55 -48 -451 +16 +16 +16

ZONE 10 SF 50 SF > 100 SF

ROOF (PSF)

COMPONENT & CLADDING WIND PRESSURES

REVISIONS DATE

ITEM

POST INSTALLED

ANCHORS*

SLUMP, AIR CONTENT,

AND TEMPERATURE

WHEN SAMPLES ARE

TAKEN FOR STRENGTH

TESTS SPECIMENS

OBTAIN TEST SPECIMEN EACH

100CY/MIX/DAY AT POINT OF CONCRETE

PLACEMENT. ADJUST FREQUENCY AS

REQUIRED TO PROVIDE MINIMUM 5 TOTAL

TESTS PER MIX BUT NOT MORE THAN ONE

SAMPLE PER TRUCK LOAD. SLUMP SHALL

BE AS SUBMITTED IN MIX DESIGN +/-1.5".

CONTINUOUS

ACI 318:

17.8.2.4 & 17.8.2

HOLE DEPTH, DIAMETER, & CLEANLINESS

SHALL BE INSPECTED PRIOR TO

INSTALLATION OF EXPANSION ANCHORS OR

PLACEMENT OF EPOXY FOR ADHESIVE

ANCHORS FOR ALL ANCHORS.

USE OF REQUIRED

MIX DESIGN

ACI 318: CH19,

26.4.3, 26.4.4

VERIFY USE OF APPROVED DESIGN

MIXTURE FOR EACH TRUCK LOAD.

*ADHESIVE ANCHORS INSTALLED IN A HORIZONTAL TO UPWARDLY CONDITION SHALL BE INSTALLED

BY A CERTIFIED INSTALLER.

CONTINUOUS

ASTM C 172,

ASTM C31 &

ACI 318: 26.4.5

& 26.12

FREQUENCY CODE

REFERENCE

REMARKS

SPECIAL INSPECTIONS FOR CONCRETE CONSTRUCTION

ITEM

CONTINUOUS

PERIODIC

FREQUENCY CODE

REFERENCE

REMARKS

SPECIAL INSPECTIONS FOR STEEL CONSTRUCTION

PERIODIC

MATERIAL OF HIGH STRENGTH BOLTS, NUTS, AND WASHERS

VERIFY MARKINGS

CONFORM TO ASTM

STANDARDS INDICATED

IN DRAWINGS

AISC 360, SEC

A3.3 &

APPLICABLE

ASTM STANDARD

PERIODIC

MANUFACTURER'S

CERTIFICATE OF

COMPLIANCE

INSPECTION OF HIGH STRENGTH BOLTING

PERIODICSNUG TIGHT JOINTS AISC 360, SEC

M2.5

MATERIAL VERIFICATION OF STRUCTURAL STEEL

PERIODIC

STRUCTURAL STEEL,

IDENTIFICATION

MARKINGS CONFORM

TO AISC 360

PERIODIC

OTHER STEEL,

IDENTIFICATION

MARKINGS CONFORM

TO APPROPRIATE ASTM

STANDARD IDENTIFIED

IN THE CONSTRUCTION

DRAWINGS

PERIODIC

MANUFACTURER'S

CERTIFIED TEST

REPORTS APPLICATION

TECHNIQUES

AISC 360, SEC

M5.5

APPLICABLE

ASTM

STANDARD

COMPLETE/PARTIAL

JOINT PENETRATION

GROOVE WELDS

MULTI PASS FILIT

WELDS

SINGLE PASS FILIT

WELDS 5/16"

INSPECTION OF STRUCTURAL STEEL AND STEEL DECK WELDING

AWS D1.1

SINGLE PASS FILIT

WELDS > 5/16"

PLUG & SLOT WELDS

INSPECTION OF STEEL FRAME JOINT DETAILS

CONTINUOUS

CONTINUOUS

CONTINUOUS

PERIODIC

DETAILS SUCH AS

BRACING & STIFFENING

MEMBER LOCATIONS

PERIODIC

PERIODIC

APPLICATION OF JOINT

DETAILS AT EACH

CONNECTION

PERIODIC

WHERE THE INSPECTOR QUESTIONS

WELDS, NONDESTRUCTIVE TESTING

SHALL BE PERFORMED

1. SPECIAL INSPECTIONS SHALL BE PERFORMED FOR THE WORK INDICATED BELOW. SPECIAL INSPECTION SHALL BE PERFORMED IN ACCORDANCE WITH SECTIONS 110 AND 1705 OF THE IBC. A QUALIFIED TESTING AGENCY APPROVED BY THE VETERANS AFFAIRS OFFICE & RETAINED BY THE CONTRACTING OFFICER'S REPRESENTATIVE (COR) SHALL PERFORM ALL OTHER SPECIAL INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH COPIES OF ALL INSPECTION RESULTS TO THE COR, ARCHITECT, STRUCTURAL ENGINEER, AND

CONTRACTOR.

2. THE CONTRACTOR SHALL NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT LEAST 48 HOURS BEFORE SUCH INSPECTION IS TO OCCUR. ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND EXPOSED UNTIL IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE SPECIAL INSPECTOR. THE CONTRACTOR SHALL MAINTAIN JOBSITE COPIES OF ALL

REPORTS SUBMITTED BY THE SPECIAL INSPECTOR.

3. PERIODIC SPECIAL INSPECTION = SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED. WHERE PERIODIC INSPECTIONS ARE INDICATED, A MINIMUM OF 3 INSPECTIONS SHALL BE PERFORMED UNLESS DIRECTED

OTHERWISE BY THE CONTRACTING OFFICER REPRESENTATIVE.

4. CONTINUOUS SPECIAL INSPECTION = SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT

WHEN AND WHERE THE WORK TO BE INSPECTED IS BEING PERFORMED.

THE FOLLOWING SPECIAL INSPECTIONS ARE REQUIRED:

QUALITY ASSURANCE

REINFORCING STEEL

PLACEMENT

ACI 318: CH 20,

25.2, 25.3, 26.5.1-26.5.3

VERIFY GRADE, SIZE, BAR QUANTITY,

LOCATION, SPACING, COVER, HOOK AND

SPLICE LENGTH, HOOK & SPLICE LOCATIONS,

BEND DIAMETER, & SUPPORT PRIOR TO EACH

CONCRETE POUR

PERIODIC

ANCHORS TO BE

INSTALLED IN

CONCRETE PRIOR TO &

DURING PLACEMENT

ACI 318:

17.8.2

VERIFY TYPE, DIAMETER, LENGTH, FINISH

& BASE MATERIAL PRIOR TO CONCRETE

POUR

PERIODIC

CONCRETE

PLACEMENT FOR

PROPER APPLICATION

TECHNIQUES

CONTINUOUS

ACI 318:

26.4.5

VERIFY CONCRETE CONSOLIDATION &

COMPACTION BY VIBRATION DURING EACH

PLACEMENT.

MAINTENANCE OF

SPECIFIED CURING

TEMPERATURE &

TECHNIQUES

PERIODIC

ACI 318:

26.4.7-26.4.9

IN-SITU CONCRETE

STRENGTH PRIOR TO

REMOVAL OF SHORING

& FORMS FROM BEAMS

& STRUCTURAL SLABS

ACI 318:

26.10.2

TESTS PER SCHEDULE BELOW:

• 7 DAYS: (1) 6X12 OR (1) 4X8

• 28 DAYS: (2) 6X12 OR (3) 4X8

• 56 DAYS: (1) 6X12 OR (2) 4X8 (IF 28 DAY

TESTS DO NOT ACHIEVE SPECIFIED 28 DAY

STRENGTH.

PERIODIC

FORMWORK FOR

SHAPE, LOCATION &

DIMENSIONS

ACI 318:

26.10.1(b)

INSPECT FIRST CONCRETE PLACEMENT FOR

EACH MEMBER TYPE (WALLS, COLUMNS,

BEAMS, JOISTS AND SLABS).

PERIODIC

ITEM FREQUENCY CODE

REFERENCE

REMARKS

LEVEL 1 SPECIAL INSPECTIONS FOR MASONRY CONSTRUCTION

VERIFY COMPLIANCE

WITH REQUIRED

SPECIAL INSPECTION

PROVISIONS OF THE

CONSTRUCTION

DOCUMENTS &

APPROVED SUBMITTALS.

ACI 530.1:

ART 1.5PERIODIC

FLOOR & ROOF DECK

WELDS

PERIODIC AWS D1.3

VERIFY f'm & f'aac PRIOR

TO CONSTRUCTION,

EXCEPT WHERE

SPECIFICALLY

EXEMPTED BY CODE

ACI 530.1:

ART 1.4BPERIODIC

VERIFY SLUMP FLOW &

VSI AS DELIVERED TO

THE SITE OF SELF

CONSOLIDATING GROUT

CONTINUOUS

ACI 530.1:

ART 2.6A

PROPORTIONS OF SITE-

PREPARED MORTAR

CONSTRUCTION OF

MORTAR JOINTS

LOCATION OF

REINFORCING,

CONNECTORS, PRE-

STRESSING TENDONS &

ANCHORAGES.

SIZE & LOCATION OF

STRUCTURAL MEMBERS

TYPE, SIZE & LOCATION

OF ANCHORS,

INCLUDING DETAILS OF

ANCHORAGE OF

MASONRY TO OTHER

STRUCTURAL MEMBERS

SPECIFIED SIZE, GRADE

& TYPE OF REINFORCING,

ANCHOR BOLTS, PRE-

STRESSING TENDONS &

ANCHORAGES.

PREPARATION,

CONSTRUCTION &

PROTECTION OF

MASONRY FOR HOT OR

COLD WEATHER

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

ACI 530.1:

ART 3.3B

ACI 530.1:

ART 1.5B.1.b.3

ACI 530.1:

ART 3.4 & 3.6A

ACI 530.1:

ART 3.3F

ACI 530.1:

1.2.2(e) & 1.16.1

ACI 530.1:

ART 1.8C & 1.8D

ACI 530.1: 1.15 -

ART 2.4 & 3.4

VERIFY LOCATION, SPACING, HOOK & SPLICE

LENGTH, HOOK & SPLICE LOCATIONS, BEND

DIAMETER, & SUPPORTS OF CONNECTORS,

REINFORCEMENT, & ANCHORAGE

VERIFY USE OF APPROVED GROUT MIXTURE

FOR EACH DELIVERY.

VERIFY SPECIFIED MASONRY COMPRESSIVE

STRENGTH PRIOR TO CONSTRUCTION.

VERIFY USE OF APPROVED DESIGN MIXTURE.

VERIFY COLOR, SIZE, TOLERANCE, LOCATION,

CONNECTORS, AND REINFORCING .

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE002

SPECIAL INSPECTIONS

AUGUST 2018 RID JWV

BID DOCUMENTS

@ AT

Ø DIAMETER

AB ANCHOR BOLT

ADDNL ADDITIONAL

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCHITECT(URAL)

BO BOTTOM OF

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BP BEAM POCKET

BPL BASE PLATE

BRCG BRACING

BRG BEARING

BTWN BETWEEN

CF COLD FORM

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLG CEILING

CLR CLEAR(ANCE)

CMU CONCRETE MASONRY UNIT

CNR CORNER

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

COORD COORDINATE

CTR CENTER(ED)

DAS DEFORMED ANCHOR STUD

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEG DEGREE(S)

DIA, Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DTL DETAIL

DWG DRAWING

DWL DOWEL

(E) EXISTING

EE EACH END

EF EACH FACE

ES EACH SIDE

EW EACH WAY

EA EACH

EL ELEVATION

ELEC ELECTRIC(AL)

EMBED EMBEDMENT

ENG ENGINEER

EQ EQUAL

EXCAV EXCAVATE(TION)

EXP EXPANSION

EXT EXTERIOR

FO FACE OF

FS FAR SIDE

FDN FOUNDATION

FLG FLANGE

FLR FLOOR

FP FIREPROOFING

FRMG FRAMING

FTG FOOTING

GA GAGE, GAUGE

GALV GALVANIZED

GR GRADE

HAS HEAD ANCHOR STUD

HD HOLD DOWN

HDR HEADER

HGR HANGER

HORZ HORIZONTAL

HT HEIGHT

HVY HEAVY

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

JST JOIST

JT JOINT

KIP 1000LBS

KSI KIP PER SQUARE INCH

LB POUND

LDGR LEDGER

LL LIVE LOAD

LOC LOCATION(S)

LVL LAMINATED VENEER LUMBER

LW LIGHT WEIGHT

MAS MASONRY

MAX MAXIMUM

MECH MECHANICAL

MFD MANUFACTURED

MFR MANUFACTURER

MGMT MANAGEMENT

MIN MINIMUM

MISC MISCELLANEOUS

MTRL MATERIAL

MTL METAL

(N) NEW

NS NEAR SIDE

NTS NOT TO SCALE

NEC'Y NECESSARY

NOM NOMINAL

OC ON CENTER

OF OUTSIDE FACE

OH ON HAND

OPNG OPENING

OSB ORIENTED STRAND BOARD

PC PRECAST CONCRETE

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PROJ PROJECT(ION)

PSF POUND PER SQUARE FOOT

PSI POUND PER SQUARE INCH

PT POINT

RO ROUGH OPENING

RC REINFORCED CONCRETE

RE REFERENCE, REFER TO

REINF REINFORCEMENT

REQ'D REQUIRED

REQMTS REQUIREMENTS

RTN RETURN

SOG SLAB ON GRADE

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SHTHG SHEATHING

SIM SIMILAR

SP SPACE

SPCG SPACING

SPEC SPECIFICATION(S)

SQ SQUARE

STD STANDARD

STIFFR STIFFENER

STIFFD STIFFENED

STL STEEL

STRUCT STRUCTURAL

TO TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

T&B TOP AND BOTTOM

THK THICK(NESS)

THRD'D THREADED

TYP TYPICAL

UNO UNLESS OTHERWISE NOTED

URM UNREINFORCED MASONRY

VIF VERIFY IN FIELD

VERT VERTICAL

W/ WITH

W/O WITHOUT

WD WOOD

WWF WELDED WIRE FABRIC

ABBREVIATIONS

X

SE133

LEVEL

FT' - IN"

X

SE141

EXISTING STRUCTURE

MECH UNIT (XXX.Xk = MECH

UNIT OPERATING WEIGHT IN KIPS)

EARTH

CAST-IN-PLACE CONCRETE (NEW)

CAST-IN-PLACE CONCRETE (E)

GROUT

CMU

WAFFLE SLAB (E)

WELDED WIRE REINFORCEMENT

STEEL FLOOR DECK

STEEL ROOF DECK

ROUGHEN SURFACE, INTENTIONALLY

ROUGHEN TO 1/4" AMPLITUDE, UNO.

EDGE OF NEW CONST IN PLAN

EDGE OF HIDDEN CONST IN PLAN

EDGE OF (E) CONST IN PLAN

GRID LINES

SECTION OR

DETAIL CUT

SHEET NUMBER

CALLOUT OR DETAIL

SHEET NUMBER

ELEVATION CALLOUT

DRAWING REVISION

NUMBER

CURRENT REVISION

CLOUD

COLUMN MARK

BRACE FRAME

BEAM SPLICE

KEY NOTE

KEY NOTE FOR JOIST/

SLAB DESIGN

JOIST OR SLAB SPAN

DIRECTION

XX.X

XX

SYMBOL DESCRIPTION SYMBOL DESCRIPTION

GENERAL SYMBOLS LEGEND

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE003

ABBREVIATIONS AND SYMBOLS

AUGUST 2018 RID JWV

BID DOCUMENTS

NPQRSTUVW

11' - 0"

8'

8' - 10"

= CRAWLSPACE ACCESS OPENING

= FOOTING/COLUMN MODIFICATION, SEE SE501

= EDGE OF FOOTING

= 12" ABOVE GROUND SEWER LINE TO REMAIN

(APPROXIMATE LOCATIONS)

= DUCTING TO BE REMOVED

(APPROXIMATE LOCATION)

22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 4" 22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 4"

189' - 10"

/2

/2

1"

SE501

SE501

SIM

SE501

SIM

SE501

SE501

SIM

SE501

SIM

8.1

11.9

Wn V.9 N.1

10" 8" 3"

3" 3"

NOTES:

1. FOUNDATION CONCRETE MUST ACHIEVE 28-DAY STRENGTH BEFORE BEFORE STARTING 3 LEVEL ADDITION.

COLUMN

MARK

EXISTING

FOOTING

SIZE

ULTIMATE

BEARING

PRESSURE

EXISTING

LOAD

(Pu)

NEW

LOAD

(Pu)

DEFICIENCY

8-T 7' 6" x 7' 6" 11200 PSF 584 k

8-U

8-V

10-Q

10-S

10-U

7' 6" x 7' 6"

7' 6" x 7' 6"

8' 6" x 8' 6"

8' 6" x 8' 6"

8' 6" x 8' 6"

11200 PSF

11200 PSF

11200 PSF

11200 PSF

11200 PSF

584 k

584 k

711 k

711 k

711 k 1058 k

701 k

701 k

701 k

1058 k

1058 k

NOMINAL

CAPACITY

(Pn)

630 k

630 k

630 k

810 k

810 k

810 k

71 k

248 k

71 k

71 k

248 k

248 k

FOOTING MODIFICATION DATA TABLE

TN

N

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

KEYPLAN

LAB EXPANSION

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE101

FOUNDATION PLAN

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE101 SCALE: 1/8" = 1'-0"

1 FOUNDATION PLAN

1. EDGE OF EXISTING FOUNDATION WALL.

2. CREATE OPENING IN FOUNDATION WALL TO PROVIDE ACCESS

TO CRAWLSPACE. PROVIDE TEMPORARY SHORING AS

REQUIRED. RETURN WALL TO ORIGINAL CONDITION UPON

COMPLETION, SEE 6-SE501.

T.O. FOOTING ELEV. = -8' - 0"

1/8"=1'-0" 0 16'8'8' 4'

NPQRSTUVW

EXISTING ROOF TO REMAIN

E X

IS

TI

N G

ST

R U

C

TU

R E

T O

R E

M A

IN

189' - 10"

1"

3"

/2

/2

3"

22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 4" 22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 1" 3"

TYP.

1' - 4" 4' - 0" 3' - 8" 4"

3/

8"

BF

-1

BF-2

SE202

BF

-4

SE203BF

-3

SE202

BF-2

SE202

BF-2

SE202

BF-2

SE202

8.1

11.9

Wn V.9

10" 8"

SE505

SE502

SE505

SE505

SE505

N.1

SE505

W x4

W x5 5 2

SE505

SE301

SE505

SE505

SE505

4"

4"

SE301

SE301

SE301

SE203

SE505

TN

N

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

KEYPLAN

LAB EXPANSION

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE131

LEVEL 3 FRAMING PLAN

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE131 SCALE: 1/8" = 1'-0"

1 LEVEL 3 FRAMING PLAN

T.O. CONC ELEV. = 35' - 9"

F.F. ELEV. = 36' - 0"

1. EDGE OF EXISTING STRUCTURE.

2. 8" CMU WALL REINFORCED WITH (1) #5 REBAR AT 32" ON-

CENTER. SEE TYPICAL MASONRY DETAILS ON SE502.

3. EXISTING CONCRETE WAFFLE SLAB.

4. EXISTING 8" CONCRETE SLAB.

1/8"=1'-0"

76k

NOTES:

1. CONTROL JOINTS ARE DIAGRAMMATIC . IF ADJUSTED IN THE

FIELD MAINTAIN A MAXIMUM OF 12'-6" SPACING.

2. ALL TOPPING SLAB CONTROL JOINTS SHALL BE 1" DEPTH. JOINTS

SHALL BE CUT 3 - 8 HOURS AFTER CONCRETE IS PLACED.

3. SLAB PENETRATION LOCATIONS NOT SHOWN. COORDINATE WITH

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS.

4. EXISTING BUILDING AT LEVEL 3 NOT SHOWN.

CJ

19' - 9" 12' - 4"

/4

8'

9"

REFRIDGERATED

STORAGE,

NO TOPPING

SLAB, VERIFY

DIMS W/ MFR

4" ACCESS

RAMP, COORD

W/ MFR FOR LOC

SE132 (E) CIP SLAB

MAX SLOPE = 1:12

REFRIDG. FLOOR

PER MFR.

TOPPING SLAB

REFRIDGERATOR

WALL BEYOND

LEVEL 3

36' - 0"

(E) WAFFLE SLAB

3" TOPPING

ROUGHEN SURFACE TO

1/4" AMPLITUDE & APPLY

BONDING GROUT COURSE

NOTES:

1. WATER-CEMENT RATIO FOR THE TOPPING SLAB SHALL NOT EXCEED 0.35. PLASTICIZERS

MAY BE USED IF APPROVED BY THE COR.

2. TOPPING SLABS SHALL NOT CONTAIN ENTRAINED AIR UNLESS APPROVED BY THE COR.

3. JUST PRIOR TO TOPPING SLAB PLACEMENT, APPLY A PORTLAND CEMENT BONDING

GROUT COURSE BETWEEN THE OLD AND NEW CONCRETE. BONDING AGENTS MAY USED

IN PLACE OF BONDING GROUT.

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE132

TOPPING SLAB PLAN

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE132 SCALE: 1/8" = 1'-0"

1 LEVEL 3 TOPPING SLAB

FF CONC ELEV. = 36' - 0"

SE132 SCALE: 1" = 1'-0"

3 REFRIGERATED STORAGE RAMP

SE132 SCALE: 1 1/2" = 1'-0"

2 TOPPING SLAB

NPQRSTUVW

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS10

x1

0x 1/2

HSS10

x1

0x 1/2

HSS10

x1

0x 1/2

W12x16 W12x16 W12x16W12x16 W12x16W12x16W12x16 W12x16

W12x16 W12x16 W12x16W12x16 W12x16W12x16W12x16 W12x16

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

9 W 6x

W 6x

W 6x

22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 4" 22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 1" 3"

3"

/2

/2

3"

1"

189' - 10"

W 6x

W 6x

W 6x

9 W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

W 6x

TYP.

E X

IS

TI

U

C

TU

R E

T O

R E

M A

IN

W x2

W x2

BF

-1

BF-2

W x2

W x2

SE202

BF

-11

SE202

BF

-3 1

SE203

SE202

BF-2

SE202

BF-2

SE202

BF-2

SE202

8.1

11.9

Wn V.9 N.1

10" 8"

SE505

SE505

SE505

SE505

SE505

SE505

SE502

4'

0"

HSS8x 8x

3/8

19' - 6" 8"

19' - 6" 8"

1'

0" 3'

0"

SE301

SE503 TYP.

SE203

SE301

SE301

SE301

SE505

SE701

W6x9 TYP.

TN

N

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

KEYPLAN

LAB EXPANSION

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE133

INTERSTITIAL LEVEL FRAMING PLAN

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE133 SCALE: 1/8" = 1'-0"

1 LEVEL 3 INTERSTITIAL FRAMING PLAN

T.O. STEEL ELEV. = 46' - 3"

T.O. CONC ELEV. = 46' - 3"

1. EDGE OF INTERSTITIAL DECK IS PERIMETER BEAM AT

COLUMN LINE.

2. INTERSTITIAL FLOOR DECK: 2" x 20GA NON-COMPOSITE

STEEL DECK WITH 3-3/4" OF LW (110PCF) CONCRETE ABOVE

FLUTE (TOTAL = 5-3/4" THICK). REINFORCE W/ 6x6-W2.1xW2.1.

3. INTERSTITIAL DECK BEAMS SHALL BE AT (4) EQUAL SPACES

BETWEEN COLUMN LINES.

4. INTERSTITIAL BEAMS SHALL BE SPLICED NO FURTHER THAN

12" FROM HANGER SUPPORTS. SEE S504 FOR SPLICE DETAILS.

INTERSTITIAL DECK HANGER: 3/4" ROD SUSPENDS DECK FROM

ROOF BEAMS. HANGERS SHALL BE AT (3) EQUAL SPACES

BETWEEN COLUMN LINES. SEE DETAIL ON 2/SE503.

DUCT PENETRATION LOCATION. NOT ALL INCLUSIVE. SEE

MH131 FOR SIZE AND EXACT LOCATION. DO NOT PENETRATE

AT BEAM LOCATIONS.

NPQRSTUVW

W x5

W x6

W x6

W x6

W x6

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x6

W x6

W x6

W x5

W x1

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x5

W x6

W x6

W x6

W x4

W x4

W x5

W x5

W x4

W x4

W x4

W x4

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 4" 22' - 4" 25' - 1 1/2" 25' - 1 1/2" 22' - 1" 3"

189' - 10"

3"

/2

/2

3"

1"

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x 8x

3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS8x8x3/8

HSS10

x1

0x 1/2

HSS10

x1

0x 1/2

HSS10

x1

0x 1/2

W21x44 W21x44 W21x44 W21x44 W21x44 W21x44 W21x44 W21x44

W16X31 W21x44 W21x44 W21x44 W21x44 W21x44 W21x44 W21x44

W36x210 W36x182W36x170 W36x170

MECH EQ AREA

50 PSF

TYP.

E X

IS

TI

U

C

TU

R E

T O

R E

M A

IN

8" 6'

0"

16' - 9" 8" k k k

W x4

36k

36k

W21x44

W21x44

W16x31 k k

W x5 k k k k k k k

175k 200k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k

56k56k k k k k k k k k k k k k k k k k k k k k

211k 211k 211k211k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k k

210k k k k k k k k

221k

56k 56k 56k 56k56k 56k56k56k 56k 56k 56k 56k k k k k k k k

56k 56k 56k 56k56k 56k56k56k 54k 49k 56k 56k56k56k65k65k

3'

1/

2" 6'

6"

HSS8x 8x

3/8

HSS8x8x3/8

18' - 3" 8"

8.1

11.9

Wn V.9 N.1 k k k k k

W x4

W x4

36k

36k

13k13k

13k13k k

SE504

SE504

SE504

SE505

SE301

SE301

SE301

SE301

4 4

SE504

7' - 8"7' - 8"

SE504

SE502

10" 8"

TN

N

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

KEYPLAN

LAB EXPANSION

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE141

ROOF LEVEL FRAMING PLAN

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE141 SCALE: 1/8" = 1'-0"

1 ROOF LEVEL FRAMING PLAN

T.O. STEEL ELEV. = 54' - 0"

T.O. PAPAPET ELEV. = 56' - 0"

1. EDGE OF BUILDING.

2. 2" EXPANSION JOINT.

3. ROOF DECK: 1-1/2" x 18GA TYPE B GALVANIZED METAL DECK.

FRAMING AT OPENINGS NOT SHOWN, COORDINATE WITH

ARCHITECTURAL AND MECHANICAL, SEE SE503 FOR TYPICAL

FRAMING.

4. ROOF DECK: 1-1/2" x 16GA TYPE B GALVANIZED METAL DECK.

FRAMING AT OPENINGS NOT SHOWN, COORDINATE WITH

ARCHITECTURAL AND MECHANICAL, SEE SE503 FOR TYPICAL

FRAMING.

5. W12X16 AT (4) EQUAL SPACES.

6. ROOF DECK BEAMS SHALL BE AT (4) EQUAL SPACES BETWEEN

COLUMN LINES.

7. MECHANICAL PENTHOUSE FRAMING. VERIFY LOCATION WITH

AE141.

INTERSTITIAL DECK HANGER: 3/4" ROD SUSPENDS DECK FROM

ROOF BEAMS. HANGERS SHALL BE AT (3) EQUAL SPACES

BETWEEN COLUMN LINES. SEE DETAIL ON 2/SE503.

DENOTES FACTORED BEAM REACTION FOR SIZING BEAM AND

COLUMN CONNECTIONS.

# k

ROOF LEVEL

54' - 0"

N P Q R S T U V W

LEVEL 3

36' - 0"

INTERSTITIAL

46' - 3"

SE202

SE202

WnV.9N.1

ROOF LEVEL

54' - 0"

89101112

LEVEL 3

36' - 0"

INTERSTITIAL

46' - 3"

SE202

8.111.9

SE203

ROOF LEVEL

54' - 0"

8 9 10 11 12

LEVEL 3

36' - 0"

INTERSTITIAL

46' - 3"

8.1 11.9

SE203

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE201

BUILDING FRAME ELEVATIONS

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE201 SCALE: 1/8" = 1'-0"

3 PLAN NORTH & SOUTH ELEVATION

SE201 SCALE: 1/8" = 1'-0"

2 PLAN EAST ELEVATION

SE201 SCALE: 1/8" = 1'-0"

1 PLAN WEST ELEVATION

LEVEL 3

36' - 0"

INTERSTITIAL

46' - 3"

SE202

SE202

SE202

NOTES:

1. P = FACTORED AXIAL (TENSION & COMPRESSION) FORCE ALONG MEMBER.

2. SEE PLAN FOR COLUMN LOCATIONS.

3. ALL BRACES ARE ORIENTED LSV, UON.

SE202

8.1

P = 40kHSS 5x5x1/4 HSS 5x5x1/4

P = 35 k

HSS 5x 5x

1/4

P = 45k

P = 40k

HSS 5x5x1/4

22' - 4"

3" 11' - 0 1/2" 11' - 0 1/2"

ROOF LEVEL

54' - 0"

T U

LEVEL 3

36' - 0"

INTERSTITIAL

46' - 3"

25' - 1 1/2"

HSS 5x5x5/16 HSS 5x5x5/16

HSS 5x5x5/16 HSS 5x5x5/16

NOTES:

1. P = FACTORED AXIAL (TENSION & COMPRESSION) FORCE ALONG MEMBER.

2. SEE PLAN FOR COLUMN LOCATIONS.

3. ALL BRACES ARE ORIENTED LSV, UON.

P = 95k P = 95k

P = 60k P = 60k

12' - 6 3/4"

SE202

SE202

SE202

SE202

ROOF LEVEL

54' - 0"

WORK

POINT

3/8" STIFFR PL,

ES OF BM, TYP.

CL BEAM

STL BM,

SEE PLAN

PL 3/4"x12"x4'-4"

CL BRACE

BRACE, SEE BRACE

ELEV THIS SHEET 5/16

5/16

TYP.

1/4 1/4

TYP.

CL BRACE

6"

8"

4"

LEVEL 3

36' - 0"

WORK

POINT

WAFFLE SLAB

CL BRACE

1/4 1/4

TYP.

PL 3/4"x14"x2'-6"

BRACE, SEE BRACE

ELEV THIS SHEET

5/16 5/16

TYP.

CL B

RACE

8" 8"

1/

4"

INTERSTITIAL

46' - 3"

HSS COL

WORK POINT

CL BEAM

SEE HSS SHEAR CONN

ON SHEET SE504

5/16 5/16

TYP.

CL BRACE

BRACE, SEE BRACE

ELEV THIS SHEET

CL

COL

PL 3/4x12x1'-8"

5/16 5/16

TYP.

CLIP CNR 1"

8"

8"

6"

INTERSTITIAL

46' - 3"

CL BRACE

WORK POINT

CL

COL

HSS COL

5/16 5/16

TYP.

BRACE, SEE BRACE

ELEV THIS SHEET

PL 3/4x14x1'-6"

CLIP CNR 1"

BEAM, SEE PLAN

CL BEAM

1/4 1/4

TYP.

8"

8"

7"

ROOF LEVEL

54' - 0"

WORK

POINT

3/8" STIFFR PL,

ES OF BM, TYP.

CL BEAM

STL BM,

SEE PLAN

CL BRACE CL BRACE

5/16 5/16

TYP.

8" 6"

3"

1/4 1/4

TYP.

PL 3/4"x10"x5'-4"

BRACE, SEE BRACE

ELEV THIS SHEET INTERSTITIAL

46' - 3"

HSS COL

WORK POINT

CL BEAM

SEE HSS SHEAR CONN

ON SHEET SE504

CL BRACE

CL

COL

8" 6"

PL 3/4x10x1'-8"

5/16 5/16

TYP.

CLIP CNR 1"

5/16 5/16

TYP.

1/

4"

BRACE, SEE BRACE

ELEV THIS SHEET

INTERSTITIAL

46' - 3"

WORK

POINT

3/8" STIFFR PL,

ES OF BM, TYP.

CL BEAM

STL BM,

SEE PLAN

5/16 5/16

TYP.

CL BRACE CL BRACE

6" 6"

1/4 1/4

TYP.

PL 3/4"x10"x3'-2"

BRACE, SEE BRACE

ELEV THIS SHEET

5"

LEVEL 3

36' - 0"

HSS COL

WORK POINT

SEE BASEPLATES

DETAILS ON SE601

CL BRACE

CL

COL

6" 6"

BRACE, SEE BRACE

ELEV THIS SHEET

PL 3/4x12x1'-0"

5/16 5/16

TYP. CLIP CNR 1"

5/16 5/16

TYP.7 1/2"

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE202

BRACE FRAME ELEVATIONS

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE202 SCALE: 1/4" = 1'-0"

1 BRACE 1 ELEVATION

SE202 SCALE: 1/4" = 1'-0"

2 BRACE 2 ELEVATION

SE202 SCALE: 3/4" = 1'-0"

3 BF1 UPPER-CENTER GUSSET

SE202 SCALE: 3/4" = 1'-0"

5 BF1 LOWER-CENTER GUSSET

SE202 SCALE: 3/4" = 1'-0"

4 BF1 UPPER-CORNER GUSSET

SE202 SCALE: 3/4" = 1'-0"

6 BF1 LOWER-CORNER GUSSET

SE202 SCALE: 3/4" = 1'-0"

7 BF2 UPPER-CENTER GUSSET

SE202 SCALE: 3/4" = 1'-0"

8 BF2 UPPER-CORNER GUSSET

SE202 SCALE: 3/4" = 1'-0"

9 BF2 LOWER-CENTER GUSSET

SE202 SCALE: 3/4" = 1'-0"

10 BF2 LOWER-CORNER GUSSET

8 9

LEVEL 3

36' - 0"

INTERSTITIAL

46' - 3"

8.1

22' - 4"

P = 95k

HSS 5x5x3/8

HSS 5x 5x

1/1

P = 40k

HSS 5x5x5/16 P = 35 k

P = 95kHSS 5x5x3/8

SE203

SE203

SE203

SE203

NOTES:

1. P = FACTORED AXIAL (TENSION & COMPRESSION) FORCE ALONG MEMBER.

2. SEE PLAN FOR COLUMN LOCATIONS.

3. ALL BRACES ARE ORIENTED LSV, UON.

4. EXISTING BUILDING AND COMPONENTS NOT SHOWN FOR CLARITY.

3" 11' - 0 1/2" 11' - 0 1/2"

ROOF LEVEL

54' - 0"

WORK

POINT

3/8" STIFFR PL,

ES OF BM, TYP.

CL BEAM

STL BM,

SEE PLAN

PL 3/4"x12"x4'-4"

CL BRACE

BRACE, SEE BRACE

ELEV THIS SHEET

5/16 5/16

TYP.

1/4 1/4

TYP.

CL BRACE

6"

8"

INTERSTITIAL

46' - 3"

HSS COL

WORK POINT

CL BEAM

SEE HSS SHEAR CONN

ON SHEET SE504

5/16 5/16

TYP.

CL BRACE

BRACE, SEE BRACE

ELEV THIS SHEET

CL

COL

PL 3/4x12x1'-8"

5/16 5/16

TYP.

CLIP CNR 1"

8" 8"

LEVEL 3

36' - 0"

WORK

POINT

WAFFLE SLAB

CL BRACE

5/16 5/16

TYP.

PL 3/4"x14"x2'-6"

BRACE, SEE BRACE

ELEV THIS SHEET

5/16 5/16

TYP.

CL B

RACE

8" 8"

INTERSTITIAL

46' - 3"

CL BRACE

WORK POINT

CL

COL

HSS COL

5/16 5/16

TYP.

BRACE, SEE BRACE

ELEV THIS SHEET

PL 3/4x14x1'-6"

CLIP CNR 1"

BEAM, SEE PLAN

CL BEAM

1/4 1/4

TYP.

8"

8"

ROOF LEVEL

54' - 0"

101112

LEVEL 3

36' - 0"

INTERSTITIAL

46' - 3"

11.9

NOTES:

1. P = FACTORED AXIAL (TENSION & COMPRESSION) FORCE ALONG MEMBER.

2. SEE PLAN FOR COLUMN LOCATIONS.

3. ALL BRACES ARE ORIENTED LSV, UON.

4. EXISTING BUILDING AND COMPONENTS NOT SHOWN FOR CLARITY.

22' - 4" 25' - 1 1/2"

3" 11' - 0 1/2" 11' - 0 1/2" 12' - 6 3/4" 12' - 6 3/4"

P = 35k

P = 45k

HSS 5x5x1/4 P = 40 k

P = 45kHSS 5x5x1/4

HSS 5x5x1/4 HSS 5x5x1/4

HSS 5x5x1/4 HSS 5x5x1/4

SE203

SE203

SE203

SE203

SE203

SE203

SE203

SE203

P = 55k P = 55k

P = 35kP = 45k

HSS 5x 5x

1/4

HSS 5x5x1/4

ROOF LEVEL

54' - 0"

WORK

POINT

3/8" STIFFR PL,

ES OF BM, TYP.

CL BEAM

STL BM,

SEE PLAN

PL 3/4"x10"x4'-6"

8" 6"

CL BRACE

BRACE, SEE BRACE

ELEV THIS SHEET

5/16 5/16

TYP.

1/4 1/4

TYP.

CL BRACE

INTERSTITIAL

46' - 3"

HSS COL

WORK POINT

CL BEAM

SEE HSS SHEAR CONN

ON SHEET SE504

5/16 5/16

TYP.

CL

COL

PL 3/4x11x1'-10"

CLIP CNR 1"

8"

8"

CL BRACE

BRACE, SEE BRACE

ELEV THIS SHEET

5/16 5/16

TYP.

INTERSTITIAL

46' - 3"

WORK POINT

CL

COL

HSS COL

BEAM, SEE PLAN

CL BEAM

PL 3/4x12x1'-5"

CLIP CNR 1"

1/4 1/4

TYP. 8"

6"1'

0"

CL BRACE

5/16 5/16

TYP.

BRACE, SEE BRACE

ELEV THIS SHEET

LEVEL 3

36' - 0"

WORK

POINT

WAFFLE SLAB

5/16 5/16

TYP.

PL 3/4"x13"x2'-6" 8"

8"BRACE, SEE BRACE

ELEV THIS SHEET

5/16 5/16

TYP.

CL BRACECL BRACE

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE203

BRACE FRAME ELEVATIONS

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE203 SCALE: 1/4" = 1'-0"

1 BRACE 3 ELEVATION

SE203 SCALE: 3/4" = 1'-0"

2 BF3 UPPER-CENTER GUSSET

SE203 SCALE: 3/4" = 1'-0"

3 BF3 UPPER-CORNER GUSSET

SE203 SCALE: 3/4" = 1'-0"

4 BF3 LOWER-CENTER GUSSET

SE203 SCALE: 3/4" = 1'-0"

5 BF3 LOWER-CORNER GUSSET

SE203 SCALE: 1/4" = 1'-0"

6 BRACE 4 ELEVATION

SE203 SCALE: 3/4" = 1'-0"

7 BF4 UPPER CENTER GUSSET

SE203 SCALE: 3/4" = 1'-0"

8 BF4 UPPER CORNER GUSSET

SE203 SCALE: 3/4" = 1'-0"

9 BF4 LOWER CORNER GUSSET

SE203 SCALE: 3/4" = 1'-0"

10 BF4 LOWER CENTER GUSSET

DEMO (E) BRICK & SUPPORT

AROUND BEAM LOC.

ROOF

54' - 0"

INTERSTITIAL

46' - 3"

PL 3/4"

HSS COLUMN

DEMO BRICK

VENEER BELOW

LEVEL 4

6'

0"

2" 2"

INTERSTITIAL DECK

5/16

1/2" STIFFENER PL, ES

(E) INTERSTITIAL DECK

W

LEVEL 3

36' - 0"

EXISTING 12" CIP WALL

Wn

10" 8"

W36, SEE PLAN

V.9

W16, SEE PLAN

(E) 8" CIP SLAB

(E) 8" CIP SLAB

(E) 12" CIP WALL

BASEPLATE & ANCHORS,

SEE SE601 FOR DETAILS

DECK BEYOND,

INTERSTITIAL OPNG

5/16 5/16

ES OF BM

DRILL & EPOXY #5 BENT REBAR

W/ STD HOOK W/ 8" EMBED,

LOCS AS SHOWN ON 3/SE505,

DO NOT CUT (E) REBAR

DRILL & EPOXY (4) #5 BENT

REBAR AS SHOWN AT 8" SPCG

W/ 8" EMBED, DO NOT CUT (E)

REBAR, SEE 3/SE505

18"

24"

#4 W/ HOOK EA END,

TYP. (4) LOCS

SE505

SEE DETAIL 9/SE505

HSS COLUMN

6'

0"

4"

LEVEL 3

36' - 0"

(E) 8" CIP SLAB

(E) 8" CIP SLAB

(E) 12" CIP WALL

BASEPLATE & ANCHORS,

SEE SE601 FOR DETAILS

(E) BRICK & SUPPORT TO

REMAIN ABOVE 4TH LEVEL

ROOF

54' - 0"

PL 3/4"

DEMO BRICK

VENEER BELOW

LEVEL 4

5/16

W

EXISTING 12" CIP WALL

Wn

10" 8"

V.9

W16, SEE PLAN

INTERSTITIAL

46' - 3"

INTERSTITIAL DECK

(E) INTERSTITIAL DECK

DRILL & EPOXY #5 BENT REBAR

W/ STD HOOK W/ 8" EMBED,

LOCS AS SHOWN ON 3/SE505,

DO NOT CUT (E) REBAR

DRILL & EPOXY (4) #5 BENT

REBAR AS SHOWN AT 8" SPCG

W/ 8" EMBED, DO NOT CUT (E)

REBAR, SEE 3/SE505

1' - 0"

18"

24"

#4 W/ HOOK EA END,

TYP. (4) LOCS

ROUGHEN SURFACE

SE505

SEE DETAIL 9/SE505

W Wn 10" 8"

7"

BRICK VENEER AND

SUPPORT LEDGE

ASSY TO BE REMOVED

LEVEL 3

36' - 0"

3" TOPPING

3"

(E) CIP COLUMN

(E) WAFFLE SLAB

(E) CIP COLUMN

(E) WAFFLE SLAB

V.9

INTERSTITIAL

46' - 3"

INTERSTITIAL DECK

(E) INTERSTITIAL DECK

ROOF

54' - 0"

(E) BRICK & SUPPORT TO

REMAIN ABOVE 4TH LEVEL

W16, SEE PLAN

4"

SEE DETAIL 9/SE505

DEMO (E) BRICK & SUPPORT

AROUND BEAM LOC.

ROOF

54' - 0"

INTERSTITIAL

46' - 3"

PL 3/4"

HSS COLUMN

DEMO BRICK

VENEER BELOW

LEVEL 4

6'

0"

2" 2"

INTERSTITIAL DECK

5/16

3/8" STIFFENER, ES

(E) INTERSTITIAL DECK

SEE DETAIL 9/SE505

W

LEVEL 3

36' - 0"

EXISTING 12" CIP WALL

Wn

10" 8"

W16, SEE PLAN

V.9

W16, SEE PLAN

(E) 8" CIP SLAB

(E) WAFFLE SLAB,

SEE 1/SE505 FOR

SUPPORT BEAM

BASEPLATE & ANCHORS,

SEE SE601 FOR DETAILS

PROJECT NUMBER

BUILDING

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASEARCHITECT/ENGINEER OF RECORD SEALCONSULTANT

321 4 5 6 7 8 9 10

DWG. OF

NAME:

FULLY SPRINKLERED

PROJECT DIRECTOR

FULL SIZE DWG: 30x42

PHONE:

EMAIL:

TINA DEBELLA, PE

804.675.5494 Tina.Debella@va.gov

NEW CLINICAL LAB FOR

SURGICAL EXPANSION

RICHMOND, VIRGINIA

652-319

8/

/2

:4 9:

A

M

SE301

WALL SECTIONS AND DETAILS

AUGUST 2018 RID JWV

BID DOCUMENTS

REVISIONS DATE

SE301 SCALE: 3/4" = 1'-0"

3 WALL FRAMING AT 10-Wn

SE301 SCALE: 3/4" = 1'-0"

2 WALL FRAMING AT 11-Wn

SE301 SCALE: 3/4" = 1'-0"

4 WALL FRAMING AT 8-Wn & 9-Wn

SE301 SCALE: 3/4" = 1'-0"

1 WALL FRAMING AT 12-Wn

#4 DOWELS, SEE SECTION

#6 BARS EACH WAY

EDGE OF EXISTING FOOTING,

ROUGHEN SURFACE TO 1/4" AMPLITUDE

NEW FOOTING AREA

SE501

1' - 3" 8' - 6" 1' - 3"

1'

3" 8'

6"

1'

3"

2'

5" 6"

EXISTING…