36C24919R0128-0003004.pdf

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

CONSULTANTS: PROJECT MANAGER:

Date Checked Drawn

JMW JBM

USP 800 PHARMACY

COMPLIANCE FOR YORK

VAMC - TVHS

3400 LEBANON ROAD, MURFREESBORO,

TN 37129

05/07/2019

626-308

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120

Cary, North Carolina 27511 www.acg-pa.com 919-858-7420

NC License #: C-1848

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

GENERAL

1. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT

SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE EFFECTIVE

TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, DESIGN PROFESSIONAL, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE

CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE DESIGN PROFESSIONAL OF

RECORD OR ANY OF THE DESIGN PROFESSIONAL OF RECORD'S CONSULTANTS, AGENTS, OR

EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE

OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE

PROVISIONS OF THE CONTRACT DOCUMENTS.

2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS

(DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR

MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR.

3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR

ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS

SPECIFICALLY STATED OTHERWISE.

4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE

OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS

WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN.

5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.

6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL,

MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. DESIGN PROFESSIONAL SHALL BE

NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL

DRAWINGS SEE THE ARCHITECTURAL DRAWINGS.

7. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE

STARTING WORK. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY.

8. CONTRACTOR SHALL VERIFY THE STRUCTURALLY SUPPORTED MECHANICAL EQUIPMENT WEIGHTS, OPENING SIZES AND LOCATIONS IDENTIFIED ON THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL

AND MECHANICAL DRAWINGS.

9. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL

DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS

CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS.

10. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND

PROCEDURES OF CONSTRUCTION.

11. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR

STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR.

12. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS.

13. ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF

STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED.

14. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE

CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP

DRAWINGS BEFORE SUBMITTING TO THE DESIGN PROFESSIONAL. CONTRACTOR REMAINS SOLELY

RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP

DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE

CONTRACT DOCUMENTS.

15. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING

ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THE TYPICAL DETAILS UNLESS THOSE

LOCATIONS ARE SPECIFICALLY DETAILED OTHERWISE.

16. STRUCTURAL DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF STEEL STAIRS, HANDRAILS, CURTAIN WALL/WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING, OR OTHER

SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED,

FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.

CODE/DESIGN CRITERIA

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING:

INTERNATIONAL BUILDING CODE, 2018 EDITION, WITH CITY OF MURFREESBORO AMENDMENTS

2. GRAVITY LOADS

2.1 UNIFORM FLOOR LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

GENERAL AREAS 100 PSF

EQUIPMENT PLATFORM 40 PSF

2.2 UNIFORM ROOF LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

ROOF 20 PSF

GROUND SNOW LOAD 5 PSF

SNOW EXPOSURE COEFFICIENT = 1.0

SNOW LOAD IMPORTANCE FACTOR = 1.0

THERMAL FACTOR = 1.0

2.3 DEAD LOADS (IN ADDITION TO STRUCTURE SELF-WEIGHT):

DEAD:

MISCELLANEOUS 5 PSF

CEILING/MEP 15 PSF

ROOF:

ROOFING 5 PSF

INSULATION 5 PSF

MISCELLANEOUS 5 PSF

CEILING/MEP 5 PSF

3. WIND LOADS:

ULTIMATE DESIGN WIND SPEED, VULT = 105MPH

NOMINAL DESIGN WIND SPEED, VASD = 90MPH

RISK CATEGORY: II

IMPORTANCE FACTOR = 1.0

EXPOSURE C

INTERNAL PRESSURE COEFFICIENT = ±0.18

SEE COMPONENT AND CLADDING DESIGN WIND PRESSURE DIAGRAM

4. EARTHQUAKE LOADS:

SEISMIC IMPORTANCE FACTOR: I = 1.0

RISK CATEGORY: II

SHORT PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, SS = 0.248

1 SECOND PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.124

SITE CLASS D

SHORT PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS = 0.264

1 SECOND PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.194

SEISMIC DESIGN CATEGORY: C

BASIC SEISMIC-FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE

DESIGN BASE SHEAR: 10 KIPS

OVER STRENGTH FACTOR, OMEGA = 3

SEISMIC RESPONSE COEFFICIENT, CS = 0.087

RESPONSE MODIFICATION FACTOR, R = 3

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

5. UNLESS NOTED OTHERWISE CALCULATED INDIVIDUAL MEMBER DEFLECTIONS (IN INCHES) DO NOT

EXCEED THE FOLLOWING:

DEAD LOAD LIVE LOAD DEAD + LIVE LOAD

ROOF MEMBERS: L/360 L/360 L/240

FLOOR MEMBERS: L/360. L/360 L/240

WHERE, L = SPAN LENGTH (IN INCHES) BETWEEN SUPPORTS. (FOR CANTILEVERS, L IS TWICE THE

LENGTH OF THE CANTILEVER.) NOTE THAT THE TOTAL MAXIMUM CALCULATED FLOOR SYSTEM

DEFECTION WILL BE THE SUM OF THE DEFLECTIONS OF THE SUPPORTED ELEMENTS IN A BAY.

6. SPECIAL INSPECTIONS:

6.1 THE STRUCTURAL TESTING/INSPECTION AGENCY WILL PERFORM SPECIAL INSPECTIONS AS

REQUIRED BY CHAPTER 17 OF THE BUILDING CODE. MATERIALS AND WORK TO BE INSPECTED

INCLUDE SOIL, CONCRETE, AND STEEL CONSTRUCTION. SEE SPECIFICATIONS.

6.2 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE ARE REQUIRED FOR

STRUCTURAL COMPONENTS AND ASSEMBLIES WHICH ARE NOT FABRICATED AT THE CONSTRUCTION

JOB SITE INCLUDING BUT NOT LIMITED TO JOISTS OF STEEL MATERIALS, STRUCTURAL STEEL

FRAMING, AND CLADDING.

6.3 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE MAY BE WAIVED FOR

ITEMS WHICH ARE PRODUCED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO

PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW

OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND BY PERIODIC

AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. THE

APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE CHIEF COMMERCIAL

BUILDING INSPECTOR OR HIS DESIGNEE WHICH STATES THAT THE FABRICATION WORK WAS

PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

6.4 THE PROJECT OWNER WILL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM INSPECTIONS

AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE DURING CONSTRUCTION OF THE PROJECT.

DOCUMENTATION THAT SUMMARIZES THE QUALIFICATION AND CREDENTIALS OF EACH SPECIAL

INSPECTOR AND DEMONSTRATES COMPETENCE FOR INSPECTION OF EACH PARTICULAR TYPE OF

CONSTRUCTION REQUIRING SPECIAL INSPECTION SHALL BE SUBMITTED TO THE CHIEF COMMERCIAL

BUILDING INSPECTOR OR HIS DESIGNEE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION.

6.5 APPROVED SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS TO THE CHIEF COMMERCIAL

BUILDING INSPECTOR OR HIS DESIGNEE AND TO THE DESIGN PROFESSIONAL WHICH INDICATE THAT

THE WORK INSPECTED WAS DONE IN CONFORMANCE WITH THE APPROVED CONSTRUCTION

DOCUMENTS. A FINAL REPORT WHICH DOCUMENTS THE RESULTS OF THE SPECIAL INSPECTIONS

PERFORMED INCLUDING CORRECTION OF ANY DISCREPANCIES IDENTIFIED DURING INSPECTION

SHALL BE SUBMITTED PERIODICALLY AT A FREQUENCY APPROVED BY CHIEF COMMERCIAL BUILDING

INSPECTOR PRIOR TO CONSTRUCTION.

7. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION

FOUNDATION

1. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT

PREPARED BY TERRACON CONSULTANTS, REPORT NUMBER 18185203 DATED DECEMBER 24, 2018.

DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE

FIELD DIFFERENT TO THOSE ASSUMED FOR DESIGN.

2. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM.

3. INDIVIDUAL SPREAD FOOTINGS AND CONTINUOUS FOOTINGS SHALL BEAR ON SOIL CAPABLE OF

SUPPORTING 2,500 PSF.

3.1 NO FOOTINGS SHALL BEAR ON ROCK. UNDERCUT ROCK A MINIMUM OF 2 FEET BELOW BOTTOM OF

FOOTING AND REPLACE WITH STRUCTURAL FILL.

4. UNDERCUT THE ENTIRE BUILDING AREA TO A MINIMUM OF 2'-0" BELOW FINISHED FLOOR ELEVATION

AND REPLACE WITH COMPACTED STRUCTURAL FILL AS REQUIRED BY THE SPECIFICATIONS.

ADDITIONAL UNDERCUTTING UP TO 4'-0" MAY BE REQUIRED AT FOUNDATION LOCATIONS WHERE

EXISTING FILL IS ENCOUNTED.

5. PROOF ROLL BUILDING AREAS WITH TWO COMPLETE COVERAGES OF A LOADED DUMP-TRUCK OR

SCRAPER. REPLACE SOFT AREAS WITH COMPACTED STRUCTURAL FILL AS REQUIRED BY THE

SPECIFICATIONS.

6. STRUCTURAL FILL SHALL BE ENGINEERED QUARRY STONE FILL AND SHALL CONTAIN NO ORGANIC

MATERIAL AND BE APPROVED BY A GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. STRUCTURAL

FILL UNDER SLABS AND WITHIN 10'-0" OF THE BUILDING FOOTPRINT SHALL BE PLACED IN LIFTS OF

THICKNESS DETERMINED BY THE INDEPENDENT TESTING AGENCY AND COMPACTED USING A PLATE

COMPACTOR, JUMPING JACK, OR OTHER VIBRATORY COMPACTION DEVICES. ALL BACKFILL,

COMPACTION AND PROOF ROLLING OPERATIONS SHALL BE OBSERVED BY AN INDEPENDENT TESTING

LABORATORY.

7. SLABS-ON-GRADE SHALL BE PLACED ON A 4" FREE-DRAINING (LESS THAN 5% PASSING THE U.S.NO. 200

SIEVE) OR CRUSHED AGREGGATE BASE, COMPACTED USING A VIBRATORY COMPACTION DEVICE, AND

COVERED WITH A CONTINUOUSLY SEALED VAPOR BARRIER PER ARCH. THE BASE FOR

SLABS-ON-GRADE SHALL BE INSPECTED BY A GEOTECHNICAL ENGINEER PRIOR TO EACH PLACEMENT

OF CONCRETE.

8. FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE.

9. ALL FOOTINGS AND TURN DOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF 1'-6" BELOW

FINISHED GRADE.

REINFORCEMENT

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND HAVE MINIMUM SIDE AND END LAPS OF 8".

3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT.

WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND

DETAILS IS NOT ACCEPTABLE.

4. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE.

REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL

DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS

DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY

THE DESIGN PROFESSIONAL.

5. REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS:

CONCRETE REINFORCEMENT: CLASS B TENSION LAP

6. PROVIDE DOWELS FROM FOUNDATIONS THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR

PEDESTAL REINFORCING, UNLESS NOTED OTHERWISE.

7. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

7.1 CONCRETE REINFORCEMENT COVER

EXPOSED TO EARTH OR WEATHER:

UNFORMED CAST AGAINST EARTH 3” CLEAR

FORMED #6 AND LARGER 2” CLEAR

FORMED #5 AND SMALLER 1-1/2” CLEAR

NOT EXPOSED TO EARTH OR WEATHER:

SLABS 3/4" CLEAR

8. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL CONFORM TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL

CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING

CONNECTEED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED

INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC (ICC-ES) ACCEPTANCE

CRITERIA 308 FOR LONG TERM CREEP. REINFORCING INSTALLED IN CONCRETE THAT MAY BECOME

CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE CRITERIA 308 AND BE

SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN PROFESSIONAL FOR

DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED

ON THE DRAWINGS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

MINIMUM EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

9. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK.

10. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION

JOINTS AND AROUND CORNERS.

CAST-IN-PLACE CONCRETE

1. CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.

2. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH:

2.1 NORMAL WEIGHT STRUCTURAL CONCRETE:

FOOTINGS 3000 PSI

SLABS-ON-GRADE 4000 PSI

2.2 LIGHTWEIGHT STRUCTURAL CONCRETE:

(110-120 PCF FRESH UNIT WEIGHT/107-116 PCF AIR-DRIED UNIT WEIGHT)

(USE 113 PCF AS UPPER LIMIT FOR 3-HR, 6-1/4" SLAB)

SLABS ON COMPOSITE STEEL DECK 3500 PSI

3. PIPES OR DUCTS SHALL NOT EXCEED ONE-THIRD THE SLAB OR WALL THICKNESS INCLUDING CROSSING

UNLESS SPECIFICALLY DETAILED IN THE STRUCTURAL DOCUMENTS. ALL PIPES AND DUCTS SHALL BE

PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL THICKNESS UNLESS SPECIFICALLY DETAILED

OTHERWISE IN THE STRUCTURAL DOCUMENTS. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR

LOCATION OF SLEEVES, ACCESSORIES, ETC.

4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUNDS

REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB

DEPRESSIONS.

5. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE DESIGN PROFESSIONAL. NO

HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL

DRAWINGS.

6. DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND

CRACKS WITH WIDTHS EXCEEDING 0.016 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE

DETERMINED BY THE DESIGN PROFESSIONAL.

7. CONCRETE MIX DESIGN FOR 3000 PSI CONCRETE SHALL BE BASED ON A MAXIMUM AGGREGATE SIZE

OF 1 IN. MAXIMUM WATER/CEMENT RATIO OF .58 FOR NON-AIR-ENTRAINED CONCRETE AND .46 FOR

AIR-ENTRAINED CONCRETE AND A MAXIMUM SLUMP OF 4 IN. AIR ENTRAINED CONCRETE SHALL BE

USED FOR EXTERIOR EXPOSED CONCRETE WITH AN AIR CONTENT BETWEEN 5.5 AND 7.5 PERCENT.

8. CONCRETE SLABS ON GRADE SHALL NOT BE LOADED UNTIL A MINIMUM CONCRETE STRENGTH OF 1800

PSI HAS BEEN ATTAINED AND THE CONCRETE IS AT LEAST THREE DAYS OLD. ALL OTHER CONCRETE

MEMBERS SHALL NOT BE LOADED UNTIL THE SPECIFIED CONCRETE DESIGN STRENGTH HAS BEEN

ATTAINED.

9. CONCRETE SHALL BE TESTED IN ACCORDANCE WITH ACI 301 AND THE SPECIFICATIONS FOR

COMPLIANCE WITH THE CONTRACT DOCUMENTS. AT A MINIMUM CONCRETE SPECIMENS SHALL BE

TAKEN FOR EVERY 100 YARDS OR PORTION THEREOF FOR EACH MIX DESIGN PLACED IN A DAY.

CONCRETE TEST REPORTS SHALL BE AVAILABLE ON SITE FOR INSPECTION.

10. C.J. ON THE SLAB AND FOUNDATION PLAN INDICATES A KEY-FORMED CONSTRUCTION JOINT OR

SAW-CUT CONTROL JOINT IN THE CONCRETE SLAB ON GRADE. SAW-CUT CONTROL JOINTS SHALL BE

INSTALLED WITHIN 12 HOURS OF SLAB PLACEMENT. CONTINUE REINFORCEMENT THROUGH JOINTS.

CONSTRUCTION AND/OR CONTROL JOINTS SHALL BE SPACED NO FARTHER APART THAN 48 TIMES THE

SLAB THICKNESS O.C IN EACH DIRECTION CREATING PANELS WITH AN ASPECT RATIO NOT GREATER

THAN 2:1.

11. UNLESS NOTED OTHERWISE, ALL REINFORCING SHALL BE CONTACT LAP SPLICED WITH A CLASS B

SPLICE IN ACCORDANCE WITH ACI 318. FOR BARS WITH MINIMUM COVER AND SPACING GREATER THAN

2db AND 3db RESPECTIVELY, THE MINIMUM SPLICE LENGTH OF NOT LESS THAN 48db (db=BAR

DIAMETER) SHALL BE USED. SPLICE LENGTHS SHALL BE INCREASED BY A FACTOR OF 1.3 FOR TOP

REINFORCEMENT. LAP WELDED WIRE FABRIC (WWF) ONE SPACE PLUS 2 IN. ON ALL SIDES AT SPLICES.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.

STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

STRUCTURAL CHANNELS, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO

ASTM A36, UNLESS NOTED OTHERWISE.

2. BOLTS AND ANCHORS:

2.1 BOLTED CONNECTIONS SHALL BE TYPE N (BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE)

WITH MINIMUM 3/4" DIAMETER (UNO) A325 BOLTS. SUBMIT PROPOSED BOLT TIGHTENING PROCEDURE

FOR REVIEW.

2.2 ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 AND SHALL BE HEADED RODS

OR THREADED RODS WITH HEAVY HEXAGONAL NUT WELDED TO THE BOTTOM OF THE THREADED

ROD, GRADE A36, UNLESS NOTED OTHERWISE.

2.3 EXPANSION ANCHORS SHALL HAVE BEEN EVALUATED BY THE ICC EVALUATION SERVICES, INC

(ICC-ES) WITH A PUBLISHED EVALUATION REPORT. ANCHORS INSTALLED IN CONCRETE THAT MAY

BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE CRITERIA

193 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN

PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS

CONDITION IS NOTED ON THE DRAWINGS. ALL ANCHORS SHALL BE APPROVED FOR RESISTING WIND

AND SEISMIC LOADS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE ANCHOR DIAMETER, UNLESS NOTED

OTHERWISE.

2.4 ADHESIVE ANCHORS SHALL CONSIST OF AN ALL-THREAD STEEL ANCHOR WITH ADHESIVE

CONFORMING TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY

CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE

BY SIDE PACKAGING CONNECTED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE

COMPONENTS AS IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION

SERVICES, INC (ICC-ES) ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP. ANCHORS INSTALLED IN

CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES

ACCEPTANCE CRITERIA 308 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE.

CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE

CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. INSTALL IN ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE

ANCHOR DIAMETER, UNLESS NOTED OTHERWISE.

3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC

“SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE

FOR STEEL BUILDINGS AND BRIDGES".

4. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND

CONNECTIONS SHOWN IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON

THE DESIGN INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE

DESIGNED FOR THE SERVICE LOAD REACTION VALUES SHOWN ON THE STRUCTURAL DRAWINGS. FOR

STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE DESIGN REACTION SHALL BE OBTAINED

FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART 3 OF THE AISC "MANUAL OF

STEEL CONSTRUCTION", FOURTEENTH (14TH) EDITION. THE DESIGN REACTION IS EQUAL TO HALF THE

TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS

DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION

FROM THE DESIGN PROFESSIONAL. REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL

RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH CONNECTIONS. SINGLE ANGLE

CONNECTIONS ARE NOT ACCEPTABLE.

5. USE PRE-QUALIFIED WELDED JOINTS IN ACCORDANCE WITH AISC AND THE STRUCTURAL WELDING

CODE OF THE AMERICAN WELDING SOCIETY. "NON-PRE-QUALIFIED JOINTS" SHALL BE QUALIFIED PRIOR

TO FABRICATION.

6. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.

STEEL JOISTS

1. STEEL JOISTS, BRIDGING, AND THEIR CONNECTIONS SHALL BE DESIGNED, FABRICATED, AND ERECTED

ACCORDING TO THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE (SJI).

2. STEEL ROOF JOISTS AND BRIDGING SHALL BE DESIGNED FOR A NOMINAL NET UNIFORM UPLIFT LOAD

OF 10 PSF.

3. BRIDGING SHALL BE DESIGNED TO FULLY BRACE TOP CHORD OF JOISTS UNDER SERVICE LOADS FOR

ROOF JOISTS NOT BRACED BY STEEL ROOF DECK.

4. DESIGN OF STEEL JOISTS, BRIDGING, AND THEIR CONNECTIONS SHALL BE THE SOLE RESPONSIBILITY

OF THE CONTRACTOR. SUBMIT SHOP DRAWINGS SEALED BY AN ENGINEER LICENSED IN THE PROJECT

STATE. REVIEW OF SHOP DRAWINGS SHALL BE FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS

REGARDING ARRANGEMENT AND SIZES OF MEMBERS AND THE CONTRACTOR'S INTERPRETATION OF

THE DESIGN LOADS AND CONTRACT DOCUMENT DETAILS. SUCH REVIEW SHALL NOT RELIEVE THE

CONTRACTOR OF FULL RESPONSIBILITY FOR THE DESIGN OF THE STEEL JOISTS, BRIDGING AND THEIR

CONNECTIONS.

5. CONTRACTOR SHALL COORDINATE THE CONSTRUCTION AND ERECTION OF WALLS, BEAM FRAMING, METAL DECKING, ETC. TO ENSURE COMPATIBILITY OF ROOF AND WALL SYSTEMS CONSIDERING PITCH

AND CAMBER OF STEEL JOISTS.

METAL DECK

1. DECK DESIGN IS BASED ON THE STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS.

2. PROVIDE COMPOSITE DECK WITH THE FOLLOWING MINIMUM PROPERTIES:

1 1/2 INCH DEPTH

18 GAGE THICKNESS

0.311IN3/FT SECTION MODULUS

0.272 IN4/FT MOMENT OF INERTIA

33,000 PSI YIELD STRESS

4. DECK IS SPECIFIED BASED ON A THREE SPAN CONDITION. FURNISH HEAVIER GAGE DECK IF REQUIRED

FOR ONE OR TWO SPAN CONDITIONS.

5. FASTEN ROOF DECK TO RESIST A NOMINAL NET UPLIFT OF 21 PSF INNER ZONE AND 35 PSF PERIMETER

OR AS INDICATED ON THE DRAWINGS.

6. FASTEN DECK TO RESIST A DIAPHRAGM NOMINAL SHEAR FORCE OF 139 POUNDS PER LINEAR FOOT.

COMPOSITE FLOOR CONSTRUCTION

1. COMPOSITE FLOOR MEMBERS ARE DESIGNED TO BE UNSHORED UNLESS NOTED OTHERWISE.

2. COMPOSITE FLOOR SLABS ARE TO BE FINISHED LEVEL. THE WEIGHT OF THE WET CONCRETE WILL

CAUSE DEFLECTIONS OF THE STEEL FRAMING AND DECKING. THUS, CONCRETE OVERRUNS ARE TO BE

ANTICIPATED AND INCLUDED IN THE CONTRACTOR'S BASE BID.

4. COORDINATE EMBEDDED ITEMS REQUIRED FOR ARCHITECTURAL, STRUCTURAL, AND MECHANICAL

ELEMENTS. OBTAIN WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER FOR PLACEMENT OF

EMBEDDED ITEMS, RECESSES OR DEPRESSIONS IN THE SLAB NOT SHOWN ON THE STRUCTURAL

DOCUMENTS.

5. CONDUIT, PIPE, OR DUCT CAST WITHIN COMPOSITE SLAB SHALL NOT EXCEED 1 INCH IN OUTSIDE

DIAMETER NOR ONE THIRD THE CONCRETE COVER THICKNESS, SHALL BE PLACED WITHOUT

CROSSOVERS, SHALL HAVE AT LEAST 3/4 INCH OF CONCRETE COVER AND SHALL BE PLACED AT LEAST

19 INCHES APART UNLESS SPECIFICALLY DETAILED AND SHOWN IN STRUCTURAL DOCUMENTS. THE

STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE EFFECT OF CONDUIT, PIPE, OR

DUCT NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DOCUMENTS ON THE FULFILLMENT OF

GOVERNING CODE REQUIREMENTS AND SPECIFIED FIRE RATINGS BY THE COMPOSITE SLAB SYSTEM.

6. PLACEMENT OF CONTROL JOINTS IN THE COMPOSITE FLOOR SLAB IS PROHIBITED.

WALL ELEVATION COMPONENTS AND CLADDING

ULTIMATE WIND PRESSURE DIAGRAM

= -22.3 PSF/+20.5 PSF

= --26.5 PSF/+20.5 PSF

NOTE: WIND PRESSURE BASED ON 25 SQUARE FOOT AREA ON

WALL, 10 SQUARE FOOT AREA ON PARAPET. NEGATIVE

INDICATES PRESSURE AWAY FROM SURFACE

= -38.1 PSF/+54.4 PSF

= -43.5 PSF/+74.6 PSF

ROOF PLAN COMPONENTS AND CLADDING

ULTIMATE WIND PRESSURE DIAGRAM

= -22.4 PSF/+16 PSF

= -30.1 PSF/+16 PSF

NOTE: WIND PRESSURE BASED ON 50 SQUARE FOOT AREA ON

ROOF LEVEL. NEGATIVE INDICATES PRESSURE AWAY

FROM SURFACE

= -36.1 PSF/+33 PSF

ELEV

ELEV

ELEV

ELEVATION 1

ELEVATION 2

ELEVATION 3

P A

R A

P E

T

S E

E

A

R C

H

P A

R A

P E

T

S E

E

A

R C

H

P A

R A

P E

T

S E

E

A

R C

H

4'-6" TYP.

4'-6" TYP.

(E) BLDG

4'-6" TYP.

4'-6" TYP.

(E) BLDG

(E) BLDG

GENERAL NOTES

S-001

ADDENDUM 1 5/23/20191

26 30

E

F

A

1' - 3 1/8"

2' - 7" 7' - 10 1/2" 11' - 8 3/4"

B

D

C

F4.

F4.

F2.

F4.

H

SS4X

4X 1/

H

SS5X

5X 3/

H

SS4X

4X 1/

H

SS5X

5X 1/

H

SS5X

5X 1/

H

SS4X

4X 1/

SLAB ON GRADE

SEE NOTE 5

SEE NOTE 8, TYP

25.5

S-301

S-301

(E) FOOTING

BP1

BP1

BP2

BP3

BP3

S-301

S-301

SLAB ON GRADE

SEE NOTE 5

(E) BUILDING

S-301

EXISTING NEW

TRENCH DRAIN,

SEE ARCH

S-301

R A

M P

S L

O P

E 37

F4.

H

SS4X

4X 1/

S-301

BP1

/8

/4

/2

/8

F6.

F14 .0H

SS5X

5X

3/

H

SS5X

5X 3/

H

SS5X

5X 1/

S-301

BP2

BP2

BP2

BF

B F

G

4' - 6"

F6.

H

SS5X

5X 3/

BP2

BF

EXISTING NEW

F8.

H

SS4X

4X 1/

BP1

F4.

0H

SS5X

5X

1/

S-301

BP2

H

SS

4X4X1/4

F8.0

BP1

5' - 7 1/4" 10' - 8"

BP2

C.J., TYP

SEE NOTE 6

/4

/4

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.

3. Fx INDICATES COLUMN FOOTING. SEE 2/S-301. T/FTG = -1'-4" UNO, BASED ON T/SLAB REFERENCE ELEVATION = 0'-0".

TOP OF SLAB TO BE COORDINATED WITH ADJACENT EXISTING BUILDING.

4. BPx INDICATES COLUMN BASE PLATE. SEE 6 & 10/S-301.

5. PROVIDE 4" SLAB ON GRADE REINFORCED WITH WWF 6x6 W1.4xW1.4 ON VAPOR BARRIER AND 6" GRANULAR BASE.

6. C.J. INDICATES SLAB CONTROL JOINT. SEE 8/S-301 AND GENERAL NOTES FOR ADDITIONAL INFORMATION.

7. ISOLATION JOINT AT COLUMN. SEE 4/S-301.

8. PROVIDE REINFORCEMENT AT RE-ENTRANT CORNERS, SEE 12/S-301.

9. INDICATES BRACED FRAME, SEE S-502.

10. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL UTILITY AND PLUMBING LINES. SEE 15/S-301.

## KEY NOTES:

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS PROJECT MANAGER:

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

/7

/2

:1

:0

A

M

S-101

GROUND FLOOR PLAN

JMW JBM

USP 800 PHARMACY

COMPLIANCE FOR YORK

VAMC - TVHS

3400 LEBANON RD, MURFREESBORO,

TN 37129

05/07/2019

FINAL CONSTRUCTION DOCUMENTS

626-308

N

AREA OF WORK

SCOPE OUTLINE

KEY PLAN

SCALE: NO SCALE

1/4" = 1'-0"S-101

1 GROUND FLOOR PLAN

BRACED FRAME

SEE NOTE 9

F

A

B

D

C

W12X19

W

X

S-501

W12X19W12X19

W8X10

W8X10

W X

W

X

W x

W x

W

X

H

SS4X

4X 1/

H

AN

G

ER

ABO

VE

H A

N G

ER

ABO

VEH

SS4X

4X

1/

S-501

S-501

25.5

W8X10

S-501

S-501

(E) BUILDING

/8

/4

/2

/8

0' - 9"

1' - 3 1/8"

2' - 7" 7' - 10 1/2" 11' - 8 3/4"

S-501

S-501

/4

/4

/4

BF

BF

B F

HANDRAIL, SEE ARCH

EXISTING NEW

EXISTING NEW

S-501

@ OPNG

/8

37 40

G W12X19

W12X19

S-501

S-501

W x

W

X

W

X

W

X

W

X

5' - 7 1/4" 10' - 8"

4' - 6"

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.

3. INDICATES DIRECTIONAL SPAN OF 0.6" 22 GA GALV. COMPOSITE FLOOR DECK WITH 2" LIGHT WEIGHT

CONCRETE (TOTAL 2 1/2" DEPTH) AND WWF 6x6 W2.1xW2.1, SEE 3/S-501.

4. DECK BEARING ELEVATION @ 10'-9 1/2" RELATIVE TO FIRST FLOOR REFERENCE ELEVATION = 0'-0" UNO. SEE ARCH.

5. INDICATES BRACED FRAME, SEE S-502.

## KEY NOTES:

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS PROJECT MANAGER:

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

/7

/2

:1

:0

A

M

S-102

FIRST FLOOR - EQUIPMENT PLAN

JMW JBM

USP 800 PHARMACY

COMPLIANCE FOR YORK

VAMC - TVHS

3400 LEBANON RD, MURFREESBORO,

TN 37129

05/07/2019

FINAL CONSTRUCTION DOCUMENTS

626-308

N

AREA OF WORK

SCOPE OUTLINE

KEY PLAN

SCALE: NO SCALE

1/4" = 1'-0"S-102

1 FIRST FLOOR - EQUIPMENT PLAN

DN

E

F

A

B

D

C

20K4

20K4

20K4

20K4

10K1

10K1

10K1

20K4

10K1

10K1

10K1

W X

W

X

W14X22

W

X

W16X26 W

X

W

X

W

X

W16X26 W12X19

22K5

22K5

22K5

22K5

22K5

20K4

20K4

20K4

10K1 22K5

W X

S-501

S-501

S-501

S-501

S-501

S-501

W12X19

10K1

H

AN

G

ER

BELO

W

H

AN

G

ER

BELO

W

25.5

S-501

S-501

D E

C K

B R

N G

E L

/4

(E) BUILDING

0' - 4"

0' - 11 1/8"

2' - 7" 7' - 10 1/2" 11' - 8 3/4"

W X

W X

CANT

CANT

S-501

S-501

/8

S-501

/4

/4

/4

EXISTING NEW

37 40

G

W

X

W

X

W

X

D E

C K

B R

N G

E L

/8

/4

/2

/8

S-501

B F

W16X26 W12X19W12X19

CANT

S-501

1' - 1 3/8"

BF

EXISTING NEW

W X

BF

4' - 6"

5' - 7 1/4" 10' - 8"

NOTES:

1. SEE S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.

3. DECK BEARING ELEVATIONS (D.B.E.) SHOWN ARE RELATIVE TO FIRST FLOOR REFERENCE ELEVATION = 0'-0" UNO.

4. INDICATES DIRECTIONAL SPAN OF 1 1/2" 20 GA GALV. COMPOSITE FLOOR DECK WITH 2" LIGHT WEIGHT CONCRETE

(TOTAL 3 1/2" DEPTH) AND WWF 6x6 W1.4xW1.4, SEE 3/S-501.

5. INDICATES BRACED FRAME, SEE S-502.

## KEY NOTES:

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

Office of Construction and Facilities Management

CONSULTANTS PROJECT MANAGER:

SHEET NOTES:

Date Checked Drawn

FULLY SPRINKLERED

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

/7

/2

:1

:0

A

M

S-103

ROOF FRAMING PLAN

JMW JBM

USP 800 PHARMACY

COMPLIANCE FOR YORK

VAMC - TVHS

3400 LEBANON RD, MURFREESBORO,

TN 37129

05/07/2019

FINAL CONSTRUCTION DOCUMENTS

626-308

N

AREA OF WORK

SCOPE OUTLINE

KEY PLAN

SCALE: NO SCALE

1/4" = 1'-0"S-103

1 ROOF FRAMING PLAN

- A B C D E F NO W

WELDANCHOR BOLTSBASE PLATECOLUMN SIZE

BASE PLATE AND ANCHOR BOLT SCHEDULE

BP1 3/4 10 10 3.5 3/4 9 4 1/4

B

D D

D D

A

F

E

G R

O U

T

M I N

TACK

W

THREADED ANCHOR BOLT

PROJECTION = GROUT + BASE

PLATE THICKNESS + ANCHOR

BOLT DIA + 1" MIN

ANCHOR ROD WITH 2 STD FLAT

WASHERS AND 2 HEAVY HEX

NUTS, TYP

BASE PLATE AND ANCHOR BOLT SCHEDULE

3/4" = 1'-0"

TYPICAL BASE PLATE AND ANCHOR BOLT (TUBE)

3/4" = 1'-0"

FOOTING SCHEDULE

3/4" = 1'-0"

F2.0 2'-0"x2'-0"x1'-0" (2) #5 EW -

REMARKSREINF

SIZE (WxLxT)

MARK

FOOTING SCHEDULE

TYPICAL GRADE SUPPORTED SLAB AT JOINTS

3/4" = 1'-0"

NOTE: SAW CUT OR DISCONTINUE REINF AT

CONTRACTION JT

CONSTRUCTION JOINT

CONTRACTION JOINT

SLAB REINF IN TOP 1/3 OF SLAB

1/8"x1/3 SLAB DEPTH SAW CUT JT

SLAB REINF IN TOP 1/3 OF SLAB

TOOLED JT

TYPICAL REINFORCEMENT AT SLAB RE-ENTRANT

CORNER

3/4" = 1'-0"

BLDG CORNER OR CONSTRUCTION JT

2#5 x 4'-0" TOP

TYPICAL ISOLATION JOINT AT STEEL COLUMN

3/4" = 1'-0"

C L

R

C

L

R

C

L

R

C

L

R

TYPICAL TURNDOWN SLAB ON FOOTING

3/4" = 1'-0"

FIN GR

8"

M I N

8"8"

WWF

#4@12"

3#4 CONT

T/FTG EL

T/SLAB EL

3'-0"

2#5 CONT

TYPICAL GRADE SUPPORTED SLAB AT EXISTING

BUILDING

3/4" = 1'-0"

8"

T/SLAB EL

(E) MASONRY WALL

1/2" EXP JT

1#4 CONT

WWF

TYPICAL THICKENED FOOTING AT UNDERGROUND

PIPING

3/4" = 1'-0"

M I N

1'-6" 2'-0"

M I N

F

T G

T H

I C

K N

E S

S

2'-0" 1'-6"

PIPE AT BOTTOM OF FOOTING

2'-8"2'-8"

PIPE UNDER FOOTING

NOTE:

VERIFY PIPE PENETRATION

LOCATIONS W/ PLUMBING

CONTRACTOR

T/FTG EL

T/FTG EL

M I N

W A

F

T G

W A

L L

F

T G

ADDL REINF TO

MATCH FTG REINF

FTG REINF

FTG REINF

#6@12"

BASE PLATE

ISOLATION JT

EDGE OF SLAB

CONTRACTION JT

OR CONSTRUCTION

JT, TYP

BASE PLATE

CONTRACTION JT OR

CONSTRUCTION JT,

TYP

ISOLATION JT

EDGE OF SLAB

EDGE OF SLAB

TYPICAL EXTERIOR STEEL COLUMN FOOTING

3/4" = 1'-0"

T/FTG EL

G R

O U

T

SEE 10/S-301 FOR

BASE PLATE AND

ANCHOR BOLT DTL /

SCHED

T/SLAB EL

CL COL / FTG

TYPICAL INTERIOR STEEL COLUMN FOOTING

3/4" = 1'-0"

G R

O U

T

T/SLAB EL

T/FTG EL

CL COL/FTG

ISOLATION JOINT

SEE 10/S-301 FOR

BASE PLATE AND

ANCHOR BOLT DTL /

SCHED

F4.0 4'-0"x4'-0"x1'-0" (4) #5 EW -

F6.0 6'-0"x6'-0"x1'-0" (6) #5 EW -

F8.0 8'-0"x8'-0"x1'-4" (10) #5 EW -

F14.0 14'-0"x4'-0"x1'-0" #5 @ 12" OC EW -

BP2 3/4 12 12 4.5 3/4 9 4 1/4

BP3 3/4 12 12 4.5 3/4 6 NOTE 1 1/4

COLUMN BEARING AT EXISTING FOOTING

3/4" = 1'-0"

T/FTG MATCH

(E) FTG EL

T/SLAB EL

CL COL / FTG

(E) CONC COLUMN

(E) FOOTING

BASE PLATE, SEE 6&10/S-301

COLUMN, SEE PLAN

6"

M

I N

VENEER, SEE ARCH

GROUT SOLID BELOW

GRADE

2#4 CONT

#4 @ 12" O.C., ALTERNATE HOOKS

STUD WALL, SEE ARCH

M

A X

FOOTING EXTENSION

NOTES:

1. PROVIDE 4 ADHESIVE ANCHORS TO EXISTING FOOTING. SEE

GENERAL NOTES FOR ADDITIONAL INFORMATION.

2#4 T&B

#4 ADHESIVE DOWELS

@ 12" O.C., MINIMUM 6"

EMBEDMENT T&B

TYPICAL TURN DOWN SLAB AT DOOR

3/4" = 1'-0"

1'-0"

M I N

1/2" EXP JT

SIDEWALK,

SEE CIVIL

WWF

#4@12"

3'-0"

2#4 CONT

T/SLAB EL

WALLBEYOND,

SEE ARCH

TYPICAL RAMP SECTION

3/4" = 1'-0"

1'-0"

M I N

FIN GRADE EL

VARIES

M A

X

T/RAMP EL

VARIES

6"

2#4 CONT

2#4 CONT

#4 @ 12" O.C.

1'-0"

6"

#4 @12'' CONT

#4 @ 12'' O.C.

SEE NOTE 1

S E

E

N

O T

E

2'-6"

5" MIN

TYP

T/SLAB EL

NOTES:

1. SEE ARCH FOR DRAIN DIMENSIONS AND

INFORMATION.

#4 @ 12" O.C.

TRENCH DRAIN, SEE NOTE 1

TYPICAL TRENCH DRAIN AT EDGE OF SLAB

3/4" = 1'-0"

SLAB REINFORCEMENT,

SEE PLAN

#4 @ 12" O.C.

SEE ARCH

#6@12"

PROVIDE SLEEVE AT

PENETRATION

FOUNDATION DETAILS

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

CONSULTANTS: PROJECT MANAGER:

Date Checked Drawn

JMW JBM

USP 800 PHARMACY

COMPLIANCE FOR YORK

VAMC - TVHS

3400 LEBANON ROAD, MURFREESBORO,

TN 37129

05/07/2019

626-308

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120

Cary, North Carolina 27511 www.acg-pa.com 919-858-7420

NC License #: C-1848

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

11 7

610 2

S-301

ADDENDUM 1 5/23/20191

TYP

1/8

CL OF CONCENTRATED LOAD ON ROOF

NOTE 1

CL OF PANEL POINT

NOTE:

1. CONCENETRATED LOAD GREATER THAN 100 LBS BUT NOT TO EXCEED

300 LBS. MAX OF 2 LOADS TOTAL PER JOIST.

CL OF CONCENTRATED

LOAD ON ROOF NOTE 1

CL OF

PANEL

POINT

BAR JOIST

2 L1-1/2 X1-1/2 X3/16 TYP

3/16

1/8

DECK BEARING EL

6"

MIN

1/2" CAP PL

STABILIZER PLATE, THICKNESS TO

BE DETERMINED BY JOIST

SUPPLIER

DECK BEARING EL

L4X3X1/4

STD SHEAR CONN

TYP

1/8

DECK BEARING EL

C

L

NOTE:

WHEN SUPPORT WIDTH IS LESS THAN 5 1/2", LAP JOISTS

SIDE BY SIDE AT SUPPORT FOR MIN BEARING

1/2" MIN

JOIST

BEAM

TYP

1/4 MIN

1/4 MIN

UNSLOTTED COLUMN

NOTE:

CLOSE COLUMN WITH 1/2" CAP PLATE, TYP

BEAM WEB, TYP FLANGE NOT

SHOWN

SINGLE PLATE CONNECTION (3/8"

MIN) SIZE TO SUIT SHEAR AND

MOMENT

NOTES:

1. WELDING WASHERS SHALL BE USED W/ DECK 26 GAGE AND THINNER.

2. USE SCREWS FOR ALL SIDELAPS IF FACTORY MUTUAL APPROVAL IS REQUIRED.

3. COORD REQUIREMENTS FOR SLOTS VENTS IN DECK W/ CONC INSULATING FILL.

3/4" DIA PUDDLE

WELDS OR WELDING

WASHERS @ 2'-0" AT

PERIMETER

COMPOSITE DECK

(4) 3/4" DIA PUDDLE WELDS OR (4)

WASHERS AT END AND

INTERMEDIATE SUPPORTS

#12 TEK SCREWS OR 1 1/2"

SEAM WELDS @ 2'-0"

CL OF END SUPPORT

CL OF INTERMEDIATE SUPPORT

WWF

BEAM

MIN

C L

R

SEE

ARCH

1/2" DIA DBA @ 12"

COMPOSITE DECK

CLOSURE STRIP

1/4" BENT PL CONT

" OUTRIGGER PL @ 24"

WHEN OVERHANG >8"

COMPOSITE DECK

#4x2'-0" @ 12"

WWF ABOVE ALL

OTHER REINF

CLOSURE STRIP BY DECK

SUPPLIER

GIRDER

L4x4x

CONT.

BEAM,

SEE PLAN

JOIST BRIDGING

PER JOIST MANUF.

JOIST

SEE PLAN

COMPOSITE DECK

BEAM,

SEE PLAN

L2 x2 x

AT EACH

JOIST

JOIST

SEE PLAN

COMPOSITE DECK

" BENT PL CONT.

EDGE OF DECK - PERPENDICULAR

3/4" = 1'-0"

EDGE OF DECK - PARALLEL

3/4" = 1'-0"

TYPICAL JOIST REINFORCEMENT

(CONCENTRATED LOAD)

3/4" = 1'-0"

TYPICAL JOIST TO END COLUMN CONNECTION

3/4" = 1'-0"

TYPICAL BEAM TO JOIST CONNECTION

3/4" = 1'-0"

TYPICAL JOIST TO BEAM INTERIOR CONNECTION

NOT TO SCALE

3/4" = 1'-0"

TYPICAL TUBE COLUMN CONNECTIONS

3/4" = 1'-0"

TYPICAL FLOOR DECK ATTACHMENT (3/4" PUDDLE WELDS)

3/4" = 1'-0"

TYPICAL COMPOSITE SLAB AT INTERIOR BEAM

3/4" = 1'-0"

TYPICAL COMPOSITE SLAB AT EXTERIOR

AND INTERIOR SLAB EDGES

3/4" = 1'-0"

TYPICAL COMPOSITE SLAB AT INTERIOR GIRDER

3/4" = 1'-0"

M A

T C

H

S

L A

B

D

E P

T H

SEE ARCH

CL

CL

TYP

AA

DETAIL AA

3/16

T/STL EL

W COL

L3 1/2X3 1/2 X5/16 DECK SUPPORT,

NS AND FS

?" BASE PL W/ (?) A325 BOLTS

STIFF PL EACH SIDE TO MATCH

FLANGE OF COL ABOVE, 3/8" MIN

L4X4X1/4

KICKER

TYPICAL POST UP COLUMN

3/4" = 1'-0"

SEE ARCH

TYPICAL EDGE OF DECK @ EXISTING BUILDING

3/4" = 1'-0"

(E) BUILDING

SEE 14 & 18/S-501

2" EXPANSION JOINT

BEAM, SEE PLAN

METAL DECK

WALL PANEL, SEE ARCH

SEE PLAN

JOIST, SEE PLAN

CL

TYP

T/STL EL

1/2" PL W/ (4) 1/2" DIA A325 BOLTS

3/8" PL (NS & FS)

NOTE: OMIT STIFF PL WHERE BM

FRAMES PERPENDICULAR ON COL CL

TYPICAL INTERIOR COLUMN CAP PLATE CONNECTION

3/4" = 1'-0"

STANDARD LINTEL SCHEDULE

3/4" = 1'-0"

STANDARD LINTEL SCHEDULE

OPENINGS UP TO 6'-0"

4" BRICK L5x3 1/2x3/8", LLH

OPENINGS 6'-0" TO 8'-0"

4" BRICK L5x5x3/8"

WALL SIZE LINTEL TYPE REMARKS

BEAM, SEE PLAN

METAL DECK

SEE PLAN

DECK BRNG EL

VARIES

L5x5x

L4x4x

@ 2'-8" O.C.

B/STEEL EL

SEE ARCH

" STIFFENER PL @

2'-8" O.C. N.S.&F.S.

M I N

BRICK LINTEL AT DOORWAY

3/4" = 1'-0"

VENEER, SEE

ARCH

PARAPET FRAMING AT BEAM CANTILEVER

3/4" = 1'-0"

ARCH VENEER

C6x13 CONT

C6x8.2 @ 4'-0" O.C. MAX

WALL, SEE ARCH

1 1/2" COMPENSATING STUD RUNNER

M

A X

T/PARAPET

SEE ARCH

3/16"

DECK BRG EL

" BENT PL @ CHANNEL

3/16"

3/16"

TYP

C6x13, TYP

BEAM, SEE PLAN

TYPICAL PARAPET FRAMING

3/4" = 1'-0"

COLUMN, SEE PLAN

" CAP PLATE

T/PARAPET

SEE ARCH

DECK BRG EL

(E) CMU WALL

L5x5x3/8

PORTION OF (E) WALL

TO BE REMOVED

T/OPENING

SEE ARCH

LINTEL AT DOOR OPENNING

3/4" = 1'-0"

(E) BRICK VENNER

3/8'' BENT PL6x5 (LLV)

1/4'' STEEL PLATE

HANDRAIL ATTACHMENT

3/4" = 1'-0"

METAL DECK

SEE PLAN

DECK BRNG EL

SEE PLAN

3/8" STIFFENER PL

3/8" STIFFENER PL

FOR HANDRAIL

ATTACHMENT

6"

MAX

BEAM

HANDRAIL

ATTACHMENT

BY OTHERS

TYP

HANDRAIL, SEE ARCH

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

CONSULTANTS: PROJECT MANAGER:

Date Checked Drawn

JMW JBM

USP 800 PHARMACY

COMPLIANCE FOR YORK

VAMC - TVHS

3400 LEBANON ROAD, MURFREESBORO,

TN 37129

05/07/2019

626-308

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120

Cary, North Carolina 27511 www.acg-pa.com 919-858-7420

NC License #: C-1848

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

481216

11 7

610 2

17 13 1

STEEL FRAMING DETAILS

S-501

19 15

D

M

I

N

D

SEAL

WELD

CL COL

T/FDN

EL

BRACE

3/8" MIN GUSSET PL

3/16" COVER PL, NS AND FS

BASE PLATE, SEE ?/S??

WP

NOTE:

GUSSET PLATE AND WELDS TO

BE SIZED BY SUPPLIER

D

D

M

I

N

SEAL

WELD

NOTE:

GUSSET PL, SHEAR CONNECTION AND WELDS TO BE SIZED

BY SUPPLIER

C COL

L

C BEAM

L

T/STL EL

WP

3/16" COVER PL NS AND FS, TYP

3/8" MIN GUSSET PL

BRACE

D

D

M

I

N

SEAL

WELD

TYP

NOTE:

GUSSET PL AND WELDS TO BE SIZED BY

SUPPLIER

T/STL EL

3/16" COVER PL

NS AND FS, TYP

3/8" MIN GUSSET PL, TYP

BRACE, TYP

3/8" STIFF PL

(NS AND FS)

WP

TYPICAL VERTICAL BRACE AT END COLUMN AT ROOF

3/4" = 1'-0"

TYPICAL VERTICAL BRACE AT BEAM (DOUBLE)

3/4" = 1'-0"

TYPICAL VERTICAL BRACE AT FOUNDATION

3/4" = 1'-0"

TYP

TYP

LATERAL FRAME ELEVATION - ALONG G

3/8" = 1'-0"

LATERAL FRAME ELEVATION - ALONG 40

3/8" = 1'-0"

LATERAL FRAME ELEVATION - ALONG A

3/8" = 1'-0"

DECK BRG EL

T/STL EL

T/FTG EL

T/SLAB EL

DECK BRG EL

T/STL EL

T/FTG EL

T/SLAB EL

DECK BRG EL

T/STL EL

T/FTG EL

T/SLAB EL

34 37F D37 40

S-502

S-502

S-502

S-502

S-502

S-502

S-502

S-502

S-502

H

S

S x x

BEAM, SEE PLAN

BEAM, SEE PLAN

BEAM, SEE PLAN

BEAM, SEE PLAN

BEAM, SEE PLAN

BEAM, SEE PLAN

H

S

S x x

H

S

S x x

H

S

S x x

S x x

H

S

S x x

S x x

H

S

S x x

H

S

S x x

H

S

S x x

H

S

S x x

H

S

S x x

NOTES:

1. Va=x INDICATES MAXIMUM ALLOWABLE SHEAR IN KIPS.

MINIMUM ALLOWABLE SHEAR SHALL BE 10 KIPS.

2. Pa=x INDICATES MAXIUMUM ALLOWABLE AXIAL FORCE IN KIPS.

MINIMUM ALLOWABLE AXIAL FORCE SHALL BE 5 KIPS

C O

L U

M N

S

P

A

N

C O

L U

M N

S

A

N

C O

L U

M N

S

A

N

C O

L U

M N

S

A

N

C O

L U

M N

S

A

N

C O

L U

M N

S

A

N

NOTES:

1. Va=x INDICATES MAXIMUM ALLOWABLE SHEAR IN KIPS.

MINIMUM ALLOWABLE SHEAR SHALL BE 10 KIPS.

2. Pa=x INDICATES MAXIUMUM ALLOWABLE AXIAL FORCE IN KIPS.

MINIMUM ALLOWABLE AXIAL FORCE SHALL BE 5 KIPS

NOTES:

1. Va=x INDICATES MAXIMUM ALLOWABLE SHEAR IN KIPS.

MINIMUM ALLOWABLE SHEAR SHALL BE 10 KIPS.

2. Pa=x INDICATES MAXIUMUM ALLOWABLE AXIAL FORCE IN KIPS.

MINIMUM ALLOWABLE AXIAL FORCE SHALL BE 5 KIPS

a

K

K

K

K

K

K

K

K

K

K

K

K

SIM

Va = 11K

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg of

VA FORM 08-6231

CONSULTANTS: PROJECT MANAGER:

Date Checked Drawn

JMW JBM

USP 800 PHARMACY

COMPLIANCE FOR YORK

VAMC - TVHS

3400 LEBANON ROAD, MURFREESBORO,

TN 37129

05/07/2019

626-308

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120

Cary, North Carolina 27511 www.acg-pa.com 919-858-7420

NC License #: C-1848

U.S. Department of Veterans Affairs# © COPYRIGHT Apogee Consulting Group, P.A.

LATERAL FRAMING DETAILS

S-502