2024 01 29 Drawings Structural.pdf

DESIGN CODES

1.01 2018 INTERNATIONAL BUILDING CODE (IBC) AS MODIFIED BY:

A. ANSI/ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

B. VA SEISMIC DESIGN REQUIREMENTS H18-8. 2020 EDITION

C. VA STRUCTURAL DESIGN MANUAL FOR HOSPITALS, FEBRUARY 1, 2014

D. VA PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL OCTOBER 1, 2020

1.02 AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

A. ANSI/AISC 360-16, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

1.03 AMERICAN CONCRETE INSTITUTE (ACI)

A. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

DESIGN LOADS

1.01 DESIGN LOADS ARE AS FOLLOWS:

A. ROOF:

1. DEAD LOADS:

a. EXISTING ROOF: SELF WEIGHT OF EXISTING MATERIALS PLUS 15 PSF

2. LIVE LOADS:

a. ROOF: 20 PSF UNREDUCIBLE

B. FLOOR:

1. DEAD LOADS:

a. EXISTING FLOOR SLAB: SELF WEIGHT OF EXISTING MATERIAL PLUS 15 PSF

b. EQUIPMENT PLATFORM: SEE BELOW

2. LIVE LOADS:

a. EXISTING FLOOR SLAB: 40 PSF

b. PLATFORM: 60 PSF

3. DESIGN BASIS AHU LOADS REF DESIGN BASIS AHU-1 V5 & AHU -2V5 TRANE OUTDOOR UNITS FOR VAMC LAKE

CITY DATED 09/05/23

4. DESIGN BASIS PATIENT LIFT LOADS AND SUPPORT SPACING. HANDICARE 650 LB (USE C800LB) AND C1000LB CAPACITY FOR BARIATRIC. MAX SINGLE ROD SUPPORT SPACING 56" FOR C800LB CAPACITY AND 46" FOR

C1000LB CAPACITY.

5. FLOOD LOADS:

a. N/A: NOT IN FLOOD HAZARD AREA

6. SNOW LOADS:

a. N/A: NOT APPLICABLE

C. WIND LOADS:

1. DESIGN WIND SPEED = Vult 141 MPH

2. WIND EXPOSURE = C

3. RISK CATEGORY = IV

D. SEISMIC LOADS

a. RISK CATEGORY = IV

b. SITE CLASS = D

c. SEISMIC IMPORTANCE FACTOR = 1.5

d. MAPPED SPECTRAL RESPONSE ACCELERATIONS:

1) Ss = 0.086

2) S1 = 0.015

e. SPECTRAL RESPONSE COEFFICIENTS:

1) SDS = 0.092

2) SD1 = 0.082

f. SITE COEFFICIENTS:

1) Fa = 1.6

2) Fv = 2.4

g. SEISMIC DESIGN CATEGORY = C

h. SITE CLASS = D

i. COMPONENT AMPLIFICATION FACTOR (Ap) = 1.5

j. COMPONENT RESPONSE MODIFICATION FACTOR (Rp) = 2.5

k. ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE

l. MECHANICAL COMPONENT ANCHORAGE: Fp = 0.061Wp

1.02 DEFLECTION CRITERIA: REFER TO TABLE 1604.3 FOR DEFLECTION LIMITS.

UNIT IDENTIFIER

AHU-1

AHU-2

AHU-3

AHU-4

MAX DIMENSIONS

L (IN) W (IN) H (IN)

MAX WEIGHT (LBS)

286.7 80 111.7

286.5 80 111.7

286.7 80 111.7

286.5 80 111.7

7,682

7,733

7,682

7,733

GENERAL STRUCTURAL NOTES

1.01 ELEVATIONS AS SHOWN ON THE STRUCTURAL DRAWINGS ARE ELEVATIONS RELATIVE TO THE EXISTING

TOP OF ROOFING.

1.02 WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE NOTED.

1.03 THE STRUCTURAL DESIGN OF THE STRUCTURE, IS BASED ON THE FULL INTERACTION OF ALL ITS COMPONENT PARTS, WITH NO PROVISION MADE FOR CONDITIONS OCCURRING DURING CONSTRUCTION.

THEREFORE, CONTRACTOR SHALL PROVIDE ADEQUATE BRACING AND TEMPORARY SHORING DURING

CONSTRUCTION IN ACCORDANCE WITH APPLICABLE STANDARDS.

1.04 CONTRACTOR IS RESPONSIBLE FOR ALL JOB SITE SAFETY INCLUDING THE SAFE RIGGING, LIFTING, BRACING AND SETTING OF MATERIALS AND EQUIPMENT IN ACCORDANCE WITH APPLICABLE STANDARDS.

1.05 FURNISH AND INSTALL ALL NECESSARY ATTACHMENTS, ANCHORAGES AND ACCESSORIES TO PROVIDE A

COMPLETE STRUCTURALLY SOUND STRUCTURE WITH A CONTINUOUS LOAD PATH. BRING ANY

DISCONTINUITIES TO THE ATTENTION OF THE STRUCTURAL ENGINEER IMMEDIATELY.

1.06 FIELD VERIFY EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF FABRICATION OR CONSTRUCTION.

BRING ANY DISCREPANCIES ALONG WITH DETAILED FIELD SKETCHES OF AS-BUILT CONDITIONS TO THE

ATTENTION OF THE STRUCTURAL ENGINEER IMMEDIATELY.

1.07 COORDINATE AND VERIFY ALL DIMENSIONS AND DETAILS WITH THE EXISTING, CIVIL, PROCESS, ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, SHOP AND

SUBMITTAL DRAWINGS. NOTIFY THE COR IMMEDIATELY OF ANY DISCREPANCIES

1.08 EXISTING DRAWINGS FOR HOSPITAL BUILDING NO.64 DATED 11/10/52 ARE TO BE CONSIDERED A PART OF

THE CONSTRUCTION CONTRACT DOCUMENTS.

SHOP DRAWINGS

1.01 STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC

REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE DRAWINGS.

EXISTING CONDITIONS:

1.01 AS WITH ANY WORK AFFECTING EXISTING CONSTRUCTION, UNFORESEEN CONDITIONS ARE

UNAVOIDABLE WITHOUT DEMOLISHING OTHERWISE SERVICEABLE CONSTRUCTION, DISRUPTING

OCCUPIED OPERATIONS AND INCURRING SIGNIFICANT COST FOR CLOSE UP EXAMINATION AND

NON-DESTRUCTIVE TESTING DURING THE DESIGN STAGE.

1.02 WITH THE PASSAGE OF TIME SINCE THE CREATION OF AS-BUILT DRAWINGS AND/OR THE

DESIGNERS SURVEY, BOTH CONCEALED AND VISIBLE CONDITIONS MAY HAVE CHANGED DUE TO

ALTERATIONS, ADDITIONS, RENOVATIONS, AND DETERIORATION.

1.03 PRIOR TO THE COMMENCEMENT OF ANY WORK IN PREPARATION OF CONSTRUCTION RELATED

ACTIVITIES, INCLUDING BUT NOT LIMITED TO SHOP DRAWING PREPARATION, ALL BURIED,

EMBEDDED, OR CONCEALED ITEMS LIKELY TO BE ENCOUNTERED DURING CONSTRUCTION SHALL

BE LOCATED AND MARKED ON THE SURFACE. THIS WORK SHALL BE ACCOMPLISHED BY

DESTRUCTIVE AND/OR NON-DESTRUCTIVE MEANS WITHOUT IMPAIRING THE STRUCTURAL

INTEGRITY OF THE ASSOCIATED MEMBERS. SHORING AS REQUIRED SHALL BE DESIGNED BY A

PROFESSIONAL STRUCTURAL ENGINEER, LICENSED IN THE STATE OF THE PROJECT, AND

FURNISHED AND INSTALLED AT NO ADDITIONAL COST.

1.04 THE OWNER/CLIENT SHALL CARRY A CONTINGENCY TO ALLOW FOR ADDITIONAL DESIGN AND

CONSTRUCTION COSTS ASSOCIATED WITH UNFORESEEN EXISTING CONDITIONS.

DEMOLITION AND REMOVAL:

1.01 GENERAL

A. PERFORM ALL DEMOLITION WORK INCLUDING REMOVAL, TRANSPORT, AND DISPOSAL PER

ALL FEDERAL, STATE AND LOCAL RULES AND REGULATIONS.

1.02 EXISTING CONDITIONS

A. BEFORE BEGINNING ANY DEMOLITION WORK, SURVEY THE SITE AND EXAMINE THE

DRAWINGS AND SPECIFICATIONS TO DETERMINE THE EXTENT OF THE

WORK. PHOTOGRAPH EXISTING CONDITIONS AND RECORD EXISTING ELEVATIONS OF

FINISH FLOORS, FOUNDATIONS, ETC.

B. SCAN EXISTING CONCRETE FOR EMBEDDED ITEMS UTILIZING RADAR. NOTIFY COR

IMMEDIATELY IN THE EVENT THAT EMBEDDED ITEMS ARE DISCOVERED THAT ARE NOT ON

THE STRUCTURAL DRAWINGS. DETERMINE WHAT THE EMBEDDED ITEM IS AND THE

PURPOSE IT SERVES. DO NOT PROCEED WITH DEMOLITION OF THE AFFECTED AREA

UNTIL AUTHORIZED TO BY THE GOVERNMENT.

1.03 DUST, DEBRIS AND NOISE CONTROL

A. CONFINE NOISE AND DUST TO IMMEDIATE WORK AREA.

B. CONTRACTOR SHALL REMOVE AND DISPOSE OFF-SITE ALL MATERIALS INDICATED TO BE

DEMOLISHED AND REMOVED, RUBBISH AND DEBRIS DAILY INCLUDING DUST AND DIRT.

1.04 ITEMS TO REMAIN IN PLACE

A. TAKE PRECAUTIONS TO AVOID DAMAGE TO EXISTING ITEMS TO REMAIN IN PLACE, TO BE

REUSED OR TO REMAIN THE PROPERTY OF THE OWNER.

B. DO NOT DISTURB EXISTING CONSTRUCTION BEYOND THE EXTENT INDICATED OR

NECESSARY FOR INSTALLATION OF THE NEW WORK.

C. PROTECT NEW WORK FROM DAMAGE AS A RESULT OF SUBSEQUENT WORK.

D. DO NOT OVERLOAD EXISTING PAVEMENT, FOUNDATIONS OR WORK TO REMAIN.

E. INCREASE STRUCTURAL SUPPORT OR ADD NEW SUPPORTS AS MAY BE REQUIRED AS A

RESULT OF DEMOLITION WORK INCLUDING BUT NOT LIMITED TO CUTTING, REMOVAL, AND

DECONSTRUCTION.

F. PROVIDE NEW SUPPORTS AND REINFORCEMENT FOR EXISTING CONSTRUCTION

WEAKENED BY DEMOLITION, DECONSTRUCTION, OR REMOVAL WORK.

G. PROVIDE TEMPORARY SHORING AND BRACING FOR SUPPORT OF BUILDING COMPONENTS

TO PREVENT SETTLEMENT OR OTHER MOVEMENT.

H. COMPLY WITH ALL OSHA REGULATIONS INCLUDING BUT NOT LIMITED TO EXCAVATION

SUPPORT.

I. REPAIR OR REPLACE DAMAGED ITEMS AT NO COST TO THE GOVERNMENT.

1.05 PAVING AND SLABS

A. PROVIDE NEAT SAWCUTS AT LIMITS OF PAVEMENT OR SLABS TO BE REMOVED. REMOVE

CONCRETE AND ASPHALTIC PAVING AND SLABS INCLUDING BASE AS REQUIRED FOR THE

NEW WORK.

B. PROVIDE SHORING AND/OR LAY BACK SIDES OF EXCAVATION AS REQUIRED NOT TO

UNDERMINE ADJACENT PAVING OR SLABS.

C. LAP AND TAPE NEW TO EXISTING VAPOR BARRIER TO CREATE A MOISTURE PROOF SEAL.

1.06 UTILITIES AND RELATED EQUIPMENT

A. DO NOT INTERRUPT EXISTING UTILITIES SERVING OCCUPIED OR USED FACILITIES

WITHOUT FIRST COORDINATING WITH THE GOVERNMENT.

STRUCTURAL STEEL NOTES:

1.01 PART 1 GENERAL

A. GENERAL REQUIREMENTS

1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE MANUAL OF STEEL CONSTRUCTION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.

B. SUBMITTALS

1. SHOP DRAWINGS: ERECTION AND FABRICATION DRAWINGS. SHOP DRAWINGS SHALL NOT

CONTAIN REPRODUCTIONS OF THE CONTRACT DRAWINGS. MEMBER SUBSTITUTION AND DEVIATIONS FROM THE CONTRACT DRAWINGS SHALL BE CLEARLY IDENTIFIED WITH AN EXPLANATION FOR THE

PROPOSED DEVIATION.

C. DELIVERY, STORAGE AND HANDLING

1. PROTECT FROM CORROSION, DEFORMATION, AND OTHER TYPES OF DAMAGE. STORE ITEMS IN

AN ENCLOSED AREA FREE FROM CONTACT WITH SOIL AND WEATHER. REMOVE AND REPLACE DAMAGED

ITEMS WITH NEW ITEMS.

1.02 PRODUCTS

A. MATERIALS:

1. ALL WIDE FLANGE W'S & WT'S SHALL BE IN CONFORMANCE WITH ASTM A 992, LATEST ADOPTED EDITION, UNO.

2. ALL OTHER SHAPES, PLATES AND BARS SHALL BE IN CONFORMANCE WITH ASTM A 36, LATEST ADOPTED

EDITION, UNO.

3. ALL SQUARE, RECTANGULAR AND ROUND TUBING SHALL BE IN CONFORMANCE WITH ASTM A 500, LATEST

ADOPTED EDITION, GRADE B.

4. ALL ROUND PIPE SHALL BE IN CONFORMANCE WITH ASTM A 53, LATEST ADOPTED EDITION, GRADE B.

5. BOLTS SHALL CONFORM TO F 1852 (A 325) TYPE 1 LOAD INDICATOR BOLTS, UNO.

6. THREADED RODS SHALL COMPLY WITH ASTM A 36, LATEST ADOPTED EDITION, UNO.

7. HARDENED STEEL WASHERS SHALL COMPLY WITH ASTM F 436.

8. HEAVY HEX NUTS SHALL COMPLY WITH ASTM A 563.

9. GROUT (WHERE SHOWN OR REQUIRED) SHALL BE NON-SHRINK, NON-METALLIC FACTORY PREMIXED

GROUT HAVING A COMPRESSIVE STRENGTH OF 6800PSI AT 28 DAYS.

B. FABRICATION

1. ALL NATURAL AND FABRICATED CAMBER SHALL BE INSTALLED UPWARD.

2. THE MINIMUM THICKNESS OF GUSSET AND FIN PLATES SHALL BE 3/8 IN.

3. BOLTED CONNECTIONS:

a. BOLTS IN MOMENT CONNECTIONS SHALL BE SLIP CRITICAL

b. ALL OTHERS MAY BE CONSIDERED AS "BEARING" TYPE N.

c. THE MINIMUM NUMBER OF BOLTS IN STRUCTURAL STEEL CONNECTIONS SHALL BE AS FOLLOWS:

1) A MINIMUM OF TWO BOLTS PER CONNECTION SHALL BE USED, UNO.

C. FINISH

1. HOT DIPPED GALVANIZED: ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE WEATHER, INCLUDING BRICK SHELF ANGLES SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A153.

2. HOT-DIP GALVANIZING

a. SURFACE PREPARATION:

1) REMOVE BY BLAST-CLEANING, OR OTHER METHODS, SURFACE CONTAMINANTS AND COATINGS

THAT ARE NOT REMOVABLE BY THE NORMAL CHEMICAL CLEANING PROCESS IN THE

GALVANIZING OPERATION.

2) PRE-CLEAN STEEL WORK IN ACCORDANCE WITH ACCEPTED METHODS TO PRODUCE AN

ACCEPTABLE SURFACE FOR QUALITY HOT-DIP GALVANIZING.

b. MATERIAL SPECIFIED TO BE GALVANIZED SHALL BE HOT DIP GALVANIZED AFTER FABRICATION ON THE SAME DAY THE SURFACE IS SANDBLASTED OR PICKLED. GALVANIZING SHALL OCCUR BEFORE

ASSEMBLY.

c. CLIPS AND OTHER STRUCTURAL MEMBERS THAT ARE TO RECEIVE WELDING OR OTHERWISE COME INTO CONTACT WITH AUSTENITIC STAINLESS STEEL SHALL NOT BE GALVANIZED OR PAINTED WITH

ZINC RICH COATINGS.

d. GALVANIZE STEEL MEMBERS, FABRICATIONS AND ASSEMBLIES AFTER FABRICATION BY THE HOT- DIP PROCESS IN ACCORDANCE WITH ASTM A 123 / 123M. CRANE RAILS SHALL NOT BE GALVANIZED.

e. GALVANIZE BOLTS, NUTS, WASHERS AND IRON AND STEEL HARDWARE COMPONENTS IN

ACCORDANCE WITH ASTM A 153 / 153M OR B695. ASTM A 490 / 490M BOLTS SHALL NOT BE

GALVANIZED.

f. NUTS SHALL BE TAPPED OVERSIZE IN ACCORDANCE WITH ASTM A563 / A563M. NUT THREADS SHALL

BE RETAPPED AFTER HOT-DIP GALVANIZING TO PROVIDE A PROPER FIT.

g. DIRECT TENSION INDICATORS SHALL BE MECHANICALLY GALVANIZED BY THE MANUFACTURER IN

ACCORDANCE WITH CLASS 50 OF ASTM B695.

h. SAFEGUARD PRODUCTS AGAINST STEEL EMBRITTLEMENT IN CONFORMANCE WITH ASTM A 143.

i. FABRICATION DETAILS SHALL MEET THE REQUIREMENTS OF ASTM A385 TO ALLOW FOR THE

CREATION OF HIGH-QUALITY ZINC COATINGS.

j. WHENEVER PRACTICAL, CUTTING, DRILLING, AND WELDING SHALL BE PERFORMED BEFORE

GALVANIZING. THE FABRICATOR SHALL REMOVE WELD SLAG BEFORE GALVANIZING.

k. THE EDGES OF TIGHTLY CONTACTING SURFACES SHALL BE COMPLETELY SEAL WELDED.

l. VENT HOLES SHALL BE PROVIDED FOR PIPING OR TUBULAR ASSEMBLIES AS REQUIRED BY ASTM

A385.

m. POTENTIAL PROBLEMS THAT REQUIRE A MODIFICATION IN DESIGN SHALL BE BROUGHT TO THE

ATTENTION OF THE BUYER BY THE FABRICATOR BEFORE PROCEEDING.

n. HANDLE ALL ARTICLES TO BE GALVANIZED IN SUCH A MANNER AS TO AVOID ANY MECHANICAL

DAMAGE AND TO MINIMIZE DISTORTION.

o. SURFACE FINISH SHALL BE CONTINUOUS, ADHERENT, AS SMOOTH AND EVENLY DISTRIBUTED AS

POSSIBLE AND FREE FROM ANY DEFECT DETRIMENTAL TO THE STATED END USE OF THE COATED

ARTICLE.

p. ADHESION SHALL WITHSTAND NORMAL HANDLING CONSISTENT WITH THE NATURE AND THICKNESS

OF THE COATING AND NORMAL USE OF THE ARTICLE.

q. QUALITY CONTROL

1) INSPECTION AND TESTING OF HOT-DIPPED GALVANIZED COATINGS SHALL BE DONE IN

ACCORDANCE WITH THE AMERICAN GALVANIZERS ASSOCIATION (AGA) PUBLICATION

"INSPECTION OF PRODUCTS HOT-DIPPED GALVANIZED AFTER FABRICATION".

2) INCLUDE VISUAL EXAMINATION AND TESTS IN ACCORDANCE WITH ASTM A 123 / 123M OR A 153 /

153M, AS APPLICABLE, TO DETERMINE THE THICKNESS OF THE ZINC COATING ON THE METAL

SURFACE.

3) FURNISH NOTARIZED CERTIFICATE OF COMPLIANCE WITH ASTM STANDARDS AND

SPECIFICATIONS HEREIN LISTED. THE CERTIFICATE MUST BE SIGNED BY A DULY AUTHORIZED

REPRESENTATIVE OF THE GALVANIZER AND CONTAIN A DETAILED DESCRIPTION OF THE

MATERIAL PROCESSED. THE CERTIFICATE SHALL INCLUDE INFORMATION AS TO THE ASTM

STANDARD USED FOR THE COATING.

4) THE BUYER RESERVES THE RIGHT TO INSPECT AND REJECT ALL GALVANIZED STEEL IN

ACCORDANCE WITH ASTM A123 AND ASTM E376.

r. REPAIR OF DAMAGED COATING

1) REPAIR OF ANY DAMAGED AND/OR UNCOATED AREAS SHALL BE REPAIRED IN ACCORDANCE

WITH ASTM A780.

2) BEFORE REPAIR OF GALVANIZED COATING, THE EXPOSED SUBSTRATE METAL SHALL BE

CLEANED TO BRIGHT METAL AND FREE OF ALL VISUAL RUST, OIL, OR GREASE. ANY

NONADHERING GALVANIZING SHALL BE REMOVED TO THE EXTENT THAT THE SURROUNDING

GALVANIZING IS INTEGRAL AND ADHERENT.

3) WHEN SURFACE DEFECTS EXCEED 2% OF A MEMBER'S AREA, THE DEFECTS SHALL BE

REPAIRED BY REDIPPING THE MEMBER IN THE ZINC BATH.

4) COLD REPAIR USING AN ORGANIC ZINC-RICH COATING IS ALLOWED IF THE TOTAL DAMAGED AREA IS LESS THAN 1% OF THE TOTAL COATED AREA OF THE MEMBER BEING REPAIRED AND NO SINGLE REPAIR IS GREATER THAN 2 SQUARE INCHES (1,300 SQUARE MM) OR 12 INCHES (300 MM) LONG. THE DRY FILM THICKNESS SHALL BE 2 MILS TO 3 MILS (0.05 MM TO 0.08 MM) AND

CONTAIN A MINIMUM OF 65% ZINC DUST BY WEIGHT.

5) HOT REPAIRS SHALL BE MADE IN THE SHOP IF ANY OF THE FOLLOWING CONDITIONS EXIST:

(1) TOTAL REPAIR AREA IS GREATER THAN 1%, BUT LESS THAN 2%, OF THE TOTAL COATED AREA

OF THE MEMBER BEING REPAIRED.

(2) ANY SINGLE REPAIR IS AT LEAST 2 SQUARE INCHES (1,300 SQUARE MM) IN AREA.

(3) ANY SINGLE REPAIR IS 12 INCHES (300 MM) LONG OR MORE.

6) HOT REPAIRS SHALL BE MADE USING ZINC ALLOY ROD OR POWDER MANUFACTURED FOR THE

REPAIR OF GALVANIZED STEEL.

7) FLUX, HEAVY ASH, OR HEAVY DROSS INCLUSIONS SHALL BE REMOVED BY BRUSHING, GRINDING, OR FILING AS REQUIRED.

8) GALVANIZED STEEL THAT HAS BEEN REJECTED SHALL BE STRIPPED, REGALVANIZED, AND

SUBMITTED AGAIN FOR INSPECTION.

LOCATION ZONE

EFFECTIVE

WIND AREA (SF)

ULTIMATE DESIGN WIND

PRESSURE

(PSF)

ROOF

WALLS

5 5 a = 10'-2 3/8" a a h a a

-43.8,+16.0

-37.1,+16.0

-34.2,+16.0

-25.2,+16.0

-25.2,+16.0

-25.2,+16.0

-57.8,+16.0

-49.2,+16.0

-45.5,+16.0

-78.8,+16.0

-61.5,+16.0

-54.1,+16.0

-27.3,+25.2

-24.7,+22.6

-23.6,+21.5

1'

6h 6h

.2 h

1'

POSITIVE

CASE A

ZONE 2

POSITIVE

CASE A

ZONE 3

NEGATIVE

CASE B

INTERIOR

ZONE

NEGATIVE

CASE B

CORNER

ZONE

PARAPETS

-33.6,+25.2

-28.4,+22.6

-26.2,+21.5

+74.6

+63.4

+58.5

+95.5

+75.7

+67.2

-44.0

-38.9

-36.6

-50.3

-42.6

-39.2

SHOP DRAWINGS: (CTD)

1.02 PHOTOCOPY REPRODUCTIONS OF THE CONTRACT DOCUMENTS WILL BE REJECTED AND CONTRACTOR WILL BE RESPONSIBLE FOR ANY ASSOCIATED DELAYS. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE DRAWINGS. THE PURPOSE OF SHOP DRAWINGS IS TO VERIFY THAT THE CONTRACTOR HAS INTERPRETED THE INTENT OF THE CONSTRUCTION DOCUMENTS CORRECTLY, DETAIL ALL CONDITIONS, INDEPENDENTLY CHECK, CONFIRM AND COORDINATE ALL DIMENSIONS AND DETAILS, TAKE FIELD MEASUREMENTS, VERIFY FIELD CONDITIONS, FUNCTIONALITY AND CONSTRUCTABILITY AS WELL AS COORDINATE WITH OTHER TRADES AND ACTUAL PRODUCTS PURCHASED. THE CONTRACT DRAWINGS ARE NOT INTENDED FOR THIS PURPOSE AND TRANSLATION OF ELECTRONIC MEDIA MAY NOT BE ACCURATE. THE USE OF PHOTOCOPY REPRODUCTIONS DEFEATS THE PURPOSE OF SHOP DRAWINGS AND DOING SO IS ENTIRELY AT THE

CONTRACTORS OWN RISK.

1.03 SUBMITTALS FOR DELEGATED DESIGNED COMPONENTS SHALL BE ACCOMPANIED BY DRAWINGS AND CALCULATIONS SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT. IN ADDITION, THESE SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDER THE DIRECT

SUPERVISION OF THE STRUCTURAL ENGINEER SEALING THIS WORK.

1.04 COMPONENTS OR SYSTEMS REQUIRING SPECIALTY STRUCTURAL ENGINEER DELEGATED DESIGN:

A) STRUCTURAL STEEL CONNECTIONS WHERE IDENTIFIED ON THE DRAWINGS OR IN SPECIFICATIONS.

B) PIPING SUPPORTS INCLUDING ANY SUPPLEMENTAL FRAMING REQUIRED TO FACILITATE A

CONTINUOUS LOAD PATH TO THE PRIMARY STRUCTURE.

C) TEMPORARY SHORING.

1.05 COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH STRUCTURE COMPONENT NOT DESIGNED BY THE DESIGN TEAM-OF-RECORD AND NOT SPECIFIED ON THE PROJECT CONSTRUCTION DOCUMENTS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT AND

SHALL BE AVAILABLE AT THE JOB SITE DURING THE TIMES OF INSPECTION.

1.06 REVIEW OF SUBMITTALS INCLUDING SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE

RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE

SUBMITTALS.

1.07 SUBMITTALS SHALL BE REVIEWED BY THE CONTRACTOR, PRIOR TO SUBMISSION FOR ENGINEER'S REVIEW, FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND AS-BUILT CONDITIONS. ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS SHALL BE CLEARLY NOTED ALONG WITH REASONS FOR THE

DEVIATION.

1.08 ALLOW A MINIMUM OF TWO CALENDAR WEEKS (14 DAYS), THREE CALENDAR WEEKS (21 DAYS) AT THANKSGIVING, CHRISTMAS AND NEW YEARS FROM RECEIPT OF SUBMITTALS AT THE ENGINEERS OFFICE FOR REVIEW. ALLOW TIME IN THE CONSTRUCTION SCHEDULE FOR SHIPPING AND PROCESSING TIME IN

ADDITION TO SUCH REVIEWS.

1.09 THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP DRAWINGS AND OTHER SUBMITTALS AND TO RETURN THEM IN A TIMELY MANNER ARE CONDITIONED UPON THE PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BY THE CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN ACCORDANCE WITH A WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THE ENGINEER IDENTIFYING THE

DATES FOR THE SUBMITTAL OF THE VARIOUS SHOP DRAWINGS AND SUBMITTALS

SPECIAL INSPECTIONS:

1.01 SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 17 OF THE BUILDING

CODE REFERENCED ABOVE AND AS DEFINED IN THE SPECIFICATIONS.

1.02 INSPECTION REPORTS SHALL BE FURNISHED TO THE GOVERNMENT, ARCHITECT, AND STRUCTURAL ENGINEER. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR, AND, IF

NOT CORRECTED, SHALL BE REPORTED TO THE GOVERNMENT, ARCHITECT, AND STRUCTURAL

ENGINEER.

REINFORCED CONCRETE NOTES:

1.01 CONCRETE DESIGN IS IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE, ACI 318.

1.02 CONCRETE WORK SHALL BE FURNISHED AND INSTALLED IN ACCORDANCE WITH THE FIELD REFERENCE MANUAL: STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE ACI 301 WITH SELECTED ACI AND ASTM

REFERENCES (SP-15).

1.03 SUBMIT REINFORCING STEEL SHOP DRAWINGS AND RECEIVE APPROVAL PRIOR TO FABRICATION OF SAME.

1.04 ALL CONCRETE SHALL BE NORMAL WEIGHT (145PCF) AND HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH

AS FOLLOWS UNLESS NOTED OTHERWISE:

A. f'c = 3000 PSI FOR FOUNDATIONS AND LOCATIONS NOT OTHERWISE NOTED.

B. f'c = 4,000 PSI FOR LIGHT WEIGHT CONCRETE FILL ON STEEL DECK. LIGHT WEIGHT AIR ENTRAINED

CONCRETE SHALL HAVE A FRESH UNIT WEIGHT OF 110-120 PCF AND AIR-DRIED UNIT WEIGHT

OF 107-116 PCF.

1.05 CONCRETE MIX DESIGN SUBMITTAL REQUIREMENTS:

A. FOR EACH UNIQUE MIX DESIGN/CODE PROPOSED, CLEARLY INDICATED WHICH COMPONENT THE MIX WILL

BE USED FOR. (E.G. FOOTING, EXTERIOR WALLS, INTERIOR WALLS, EXTERIOR SLAB ON GRADE, INTERIOR

SLAB ON GRADE, ELEVATED SLAB, MASONRY GROUT FILL, PAVING ETC.)

B. CEMENT: AMOUNT PER CUBIC YARD AND SUPPLIER.

C. FLYASH: AMOUNT PER CUBIC YARD, SUPPLIER, A HISTORY OF SUCCESSFUL USE OF FLYASH CONCRETE IN

SIMILAR APPLICATIONS.

D. AGGREGATE: AMOUNT PER CUBIC YARD, TYPE AND COMPOSITE GRADATION ANALYSIS INCLUDING BOTH

COARSE AND FINE.

E. WATER: AMOUNT PER CUBIC YARD AND WATER/CEMENT RATIO.

F. ADMIXTURES: TYPE, AMOUNT PER CUBIC YARD, PRODUCT DATA INDICATING ASTM COMPLIANCE AND

CHLORIDE ION CONTENT.

G. COMPRESSIVE TESTS OF PAST USAGE OF THE SUBMITTED MIX DESIGN INDICATING THE SAME MIX DESIGN

CODE.

1.06 WHEN STRENGTH DATA FROM FIELD EXPERIENCE OR TRIAL MIXTURES ARE NOT AVAILABLE, CONCRETE MIX

DESIGN SHALL COMPLY WITH THE FOLLOWING:

A. 4000 PSI NORMAL WEIGHT CONCRETE SHALL BE BASED ON A MAXIMUM AGGREGATE SIZE OF 1 IN., MAXIMUM

WATER/CEMENT RATIO OF .44 FOR NON-AIR-ENTRAINED AND.35 FOR AIR-ENTRAINED CONCRETE AND A

MAXIMUM SLUMP OF 3"

B. 3000 PSI NORMAL WEIGHT CONCRETE SHALL BE BASED ON A MAXIMUM AGGREGATE SIZE OF 1", MAXIMUM WATER/CEMENT RATIO OF.58 FOR NON-AIR-ENTRAINED AND.46 FOR AIR-ENTRAINED CONCRETE AND A

MAXIMUM SLUMP OF 4"

C. THE MAXIMUM SLUMPS SPECIFIED ABOVE SHALL NOT BE EXCEEDED PRIOR TO THE ADDITION OF WATER

REDUCING ADMIXTURES REGARDLESS OF THE EXISTENCE OF TEST DATA.

D. AIR ENTRAINED CONCRETE SHALL BE USED FOR EXTERIOR EXPOSED CONCRETE IN ACCORDANCE WITH

THE FOLLOWING:

1. MODERATE EXPOSURE BASED ON THE MAXIMUM NOMINAL AGGREGATE SIZE:

a. 3/4": 5 % +/- 1-1/2%

b. 1": 4.5 % +/- 1-1/2%

c. 1-1/2": 4.5 % +/- 1-1/2%

E. NORMAL WEIGHT AGGREGATE SHALL COMPLY WITH ASTM C 33.

F. LIGHTWEIGHT AGGREGATE, WHEN SPECIFIED SHALL COMPLY WITH ASTM C 330.

G. WHEN PERMITTED, THE WEIGHT OF FLYASH SHALL NOT EXCEED 25% OF THE WEIGHT OF CEMENT PLUS

POZZOLAN.

1.07 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.

1.08 CONCRETE SHALL BE TESTED IN ACCORDANCE WITH ACI 301 AND THE SPECIFICATIONS, WHEN PROVIDED, 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.

1.09 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 UNLESS NOTED OTHERWISE, IN WHICH CASE DO NOT CUT REINFORCING STEEL. UNLESS OTHERWISE NOTED CONSTRUCTION AND/OR CONTROL JOINTS SHALL BE SPACED NO FARTHER APART THAN 15-FT. O.C. IN EACH DIRECTION CREATING

PANELS WITH AN ASPECT RATIO NOT GREATER THAN 2:1.

1.10 ALL STEEL REINFORCEMENT SHALL CONFORM WITH THE FOLLOWING:

A. DEFORMED BARS SHALL CONFORM WITH ASTM A 615 GRADE 60.

B. DEFORMED BARS THAT WILL BE WELDED SHALL CONFORM TO ASTM A 706 GRADE 60. WELDING SHALL BE IN

ACCORDANCE WITH AWS D1.4 STRUCTURAL WELDING CODE.

C. WELDED WIRE FABRIC (WWF) SHALL CONFORM WITH ASTM A 185, LATEST ADOPTED EDITION, 65 KSI YIELD

AND SHALL BE SUPPLIED IN FLAT SHEETS.

1. SLAB-ON-GRADE WWF SHALL BE SUPPORTED BY PLASTIC COATED CHAIRS OR CONCRETE BRICK 2"

BELOW THE TOP OF SLAB. THE USE OF CLAY BRICKS OR PULLING UP WWF DURING CONCRETE

PLACEMENT IS STRICTLY PROHIBITED. USE A MINIMUM OF 6 X 6 - W1.4 X W1.4.

2. WWF ABOVE FORMED SURFACES SHALL BE SUPPORTED BY PLASTIC COATED CHAIRS AT THE MID DEPTH

BETWEEN THE CONCRETE SURFACE AND TOP OF FORM OR FLOOR DECK FLUTE.

1.11 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE. SPLICE ONLY AS SHOWN OR APPROVED.

STAGGER SPLICES WHERE POSSIBLE. DOWELS SHALL MATCH SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH TENSION SPLICES. UNLESS OTHERWISE NOTED, ALL REINFORCING SHALL BE CONTACT LAP SPLICED WITH A CLASS B SPLICE IN ACCORDANCE WITH ACI 318-11.

FOR BARS WITH A MINIMUM COVER AND SPACING GREATER THAN 2.0DB AND 3.0DB (DB = BAR DIAMETER) RESPECTIVELY, THE MINIMUM SPLICE LENGTH, EXPRESSED IN BAR DIAMETERS, SHALL NOT BE LESS THAN SPECIFIED IN THE REBAR SPLICE SCHEDULE. SPLICE LENGTHS SHALL BE INCREASED BY A FACTOR OF 1.3 FOR TOP REINFORCEMENT AND WHEN LIGHTWEIGHT CONCRETE IS USED. LAP WELDED WIRE FABRIC (WWF) ONE

SPACE PLUS 2" ON ALL SIDES AT SPLICES.

1.12 ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90-DEG HOOK UNO.

1.13 ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS AND THROUGH CONSTRUCTION

JOINTS UNO.

1.14 CONCRETE COVER AT REINFORCEMENT:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH -3"

B. FORMED CONCRETE EXPOSED TO WEATHER OR EARTH:

1. (#5 AND SMALLER) -1½ ".

2. (#6 TO #18) -2".

C. FORMED CONCRETE NOT EXPOSED TO WEATHER OR EARTH:

1. SLABS, WALL AND JOISTS:

a. # 11 BARS & SMALLER - 3/4".

2. BEAMS AND COLUMNS - 1½"

1.15 CORNER EDGES OF CONCRETE TO BE LEFT EXPOSED TO VIEW SHALL HAVE A CHAMFER OR RADIUS OR AS

INDICATED ON THE DRAWINGS.

1.16 CHECK ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, AND EQUIPMENT

DRAWINGS FOR EMBEDDED ITEMS AND PENETRATIONS PRIOR TO CONCRETE PLACEMENT

1.17 ALL CONSTRUCTION JOINTS SHALL HAVE A ROUGH SURFACE AND BE CLEAN PRIOR TO SUBSEQUENT

CONCRETE POUR.

1.18 NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN SLABS AND FOOTINGS UNO.

1.19 WHERE OPENINGS OCCUR IN SLABS AND WALLS, PLACE THE REINFORCING THAT NORMALLY OCCURS IN LINE

WITH THE OPENING EQUALLY TO EITHER SIDE OF THE OPENING.

1.20 CONCRETE SHALL RECEIVE THE FOLLOWING FINISHES:

A. EXTERIOR SLABS - BROOM FINISH IN DIRECTION OF SLOPE.

B. ALL OTHER CONCRETE - STEEL TROWEL FINISH

1.21 ALL CONCRETE SHALL BE CONSOLIDATED BY VIBRATION, SPADING, RODDING OR FORKING SO THAT THE CONCRETE IS THOROUGHLY WORKED AROUND THE REINFORCEMENT, AROUND EMBEDDED ITEMS, AND INTO CORNERS OF FORMS, ELIMINATING ALL AIR OR STONE POCKETS WHICH MAY CAUSE HONEYCOMBING, PITTING, OR PLANES OF WEAKNESS. IF VIBRATORS, OF ADEQUATE SIZE, ARE USED THEY SHALL BE INSERTED AND WITHDRAWN AT POINTS APPROXIMATELY 18 INCHES APART. AT EACH INSERTION, THE DURATION SHALL BE SUFFICIENT TO CONSOLIDATE THE CONCRETE BUT NOT SUFFICIENT TO CAUSE SEGREGATION (GENERALLY

FROM 5 TO 15 SECONDS).

1.22 MAINTAIN CONCRETE AFTER PLACEMENT WITH MINIMAL MOISTURE LOSS AT RELATIVELY CONSTANT TEMPERATURE FOR THE PERIOD NECESSARY FOR HYDRATION OF CEMENT AND HARDENING OF CONCRETE (NOT LESS THAN 7 DAYS). COMPLY WITH THE REQUIREMENTS OF ACI 308 - STANDARD PRACTICE FOR CURING CONCRETE; AMERICAN CONCRETE INSTITUTE. A COMBINATION CURING AND SEALING COMPOUND SHALL BE APPLIED AFTER THE CONCRETE HAS BEEN FINISHED OR THE FORMS REMOVED. COMPOUND SHALL BE IN ACCORDANCE WITH ASTM C309, LATEST ADOPTED EDITION, TYPE I, CLASS B. (DESIGN BASIS W.R. MEADOWS

CS-309).

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

Building #64

STRUCTURAL NOTES CORRECT PATIENT PRIVACY

DEFICIENCIES - BLDG

64-UNIT A LAKE CITY VAMC

Lake City, FL

S001

573A4-18-603

JANUARY 29, 2024

BID DOCUMENTS

DCASLW

BAR GRATING NOTES:

1.01 PART 1 GENERAL

A. GENERAL REQUIREMENTS: FABRICATE AND INSTALL BAR GRATING AND STAIR TREADS IN ACCORDANCE

WITH:

1. ANSI/NAAMM METAL BAR GRATING MANUAL MBG 531 (ALUMINUM AND LIGHT DUTY STEEL AND STAINLESS

STEEL GRATING)

B. SUBMITTALS

1. FIELD MEASURE EXISTING CONDITIONS PRIOR TO THE PREPARATION OF SHOP DRAWINGS AND

FABRICATION.

2. PRODUCT DATA AND SHOP AND SETTING DRAWINGS SHALL DEMONSTRATE COMPLIANCE WITH THE

LOADING CRITERIA, THE REQUIREMENTS CONTAINED HEREIN AND THE GRATING AND TREADS,

INCLUDING FASTENERS, SPECIFIED ON THE DRAWINGS.

C. QUALITY ASSURANCE

1. MANUFACTURER QUALIFICATIONS: A COMPANY SPECIALIZING IN THE MANUFACTURING OF METAL BAR

GRATINGS WITH NOT LESS THAN 5 YEARS DOCUMENTED EXPERIENCE.

2. INSTALLER QUALIFICATIONS: A COMPANY SPECIALIZING IN THE INSTALLATION OF METAL BAR GRATINGS

WITH NOT LESS THAN 5 YEARS DOCUMENTED EXPERIENCE.

3. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS D1.1/D1.1M FOR THE TYPE OF WELDING AND

POSITION UTILIZED ON THIS PORTION OF WORK. IF WELDERS CERTIFICATION IF MORE THAN ONE-YEAR OLD, WELDER SHALL BE ABLE TO DOCUMENT THAT THE WELDER HAS BEEN ENGAGED IN WELDING SINCE

THE DATE OF CERTIFICATION WITH NO BREAK IN SERVICE GREATER THAN 6 MONTHS.

D. DELIVERY, STORAGE AND HANDLING

1. PROTECT FROM CORROSION, DEFORMATION, AND OTHER TYPES OF DAMAGE. STORE ITEMS IN AN

ENCLOSED AREA FREE FROM CONTACT WITH SOIL AND WEATHER. REMOVE AND REPLACE DAMAGED

ITEMS WITH NEW ITEMS.

1.02 PART 2 PRODUCTS

A. MATERIALS

1. STEEL GRATING:

a. BEARING, CROSS AND CONNECTING BARS OF RECTANGULAR SECTION SHALL COMPLY WITH ASTM A

1011/A 1011M, LATEST ADOPTED EDITION, COMMERCIAL SERIES (TYPE 2) FOR HOT ROLLED CARBON

SHEET AND STRIP STEEL.

b. TOP SURFACE OF BEARING BARS SHALL HAVE THE FOLLOWING FINISH:

1) SERRATED

c. CROSS BARS MADE OF WIRE ROD SHALL COMPLY WITH ASTM A 510/A510M, LATEST ADOPTED EDITION, FOR CARBON STEEL WIRE RODS AND COARSE ROUND WIRE.

d. STAIR TREAD NOSING SHALL HAVE THE FOLLOWING FINISH:

1) ABRASIVE

e. STAIR TREAD BEARING BAR SPACING

1) PLAIN: 1 3/16" O.C.

2) SERRATED: 15/16" O.C.

f. FABRICATION:

1) PROVIDE 1/4" CLEARANCE AT ALL SIDES TO PERMIT EASY REMOVAL OF GRATING.

2) FABRICATE SECTIONS NOT TO EXCEED 25 SF (2.3M2) IN AREA AND 200 LBS (90 KG) IN WEIGHT.

3) FABRICATE SECTIONS OF GRATING WITH END-BANDING BARS.

4) FINISH GRATING PENETRATIONS WITH EDGE BANDING.

g. FINISHES:

1) GALVANIZED GRATING SHALL HAVE ALL EXPOSED SURFACES ZINC-COATED BY THE HOT DIP

PROCESS AFTER FABRICATION, WITH A COATING OF NOT LESS THAN 1.8 OZ/SF (550 G/M2) OF

COATED SURFACE.

2. FASTENERS:

a. REMOVABLE PANELS

1) STAINLESS STEEL SADDLE CLIPS WITH 1/4" STAINLESS STEEL FASTENERS.

1.03 PART 3 EXECUTION

A. EXAMINATION

1. PRIOR TO GRATING INSTALLATION, INSTALLER SHALL INSPECT SUPPORTS FOR CORRECT SIZE, LAYOUT

AND ALIGNMENT. ANY INCONSISTENCIES DEEMED DETRIMENTAL TO GRATING PLACEMENT SHALL BE

REPORTED AND REPAIRED PRIOR TO INSTALLATION.

B. INSTALLATION

1. INSTALL AND SECURE GRATING IN ACCORDANCE WITH APPROVED SHOP DRAWINGS AND STANDARD

INSTALLATION CLEARANCES IN ACCORDANCE WITH ANSI/NAAMM METAL BAR GRATING MANUAL.

2. CUTTING, FITTING AND PLACEMENT

a. PERFORM ALL CUTTING AND FITTING REQUIRED FOR INSTALLATION. GRATING SHALL BE PLACED

SUCH THAT CROSS BARS ALIGN.

b. WHEREVER GRATING IS PIERCED BY PIPES, DUCTS AND STRUCTURAL MEMBERS, CUT OPENINGS NEATLY AND ACCURATELY TO SIZE AND WELD RECTANGULAR BAND BAR OF THE SAME HEIGHT AND

MATERIAL AS THE BEARING BARS.

c. CUTOUTS FOR CIRCULAR OBSTRUCTIONS ARE TO BE AT LEAST 2" LARGER IN DIAMETER THAN THE

OBSTRUCTION.

d. UTILIZE STANDARD PANEL WIDTHS WHEREVER POSSIBLE.

3. GRATING ANCHORAGE

a. MECHANICALLY ANCHOR GRATING TO SUBSTRATE AT A SPACING NOT TO EXCEED 24 INCHES (600 MM) ON CENTER. A MINIMUM OF TWO FASTENERS PER PANEL SHALL BE USED AT EACH SUPPORT, WITH A MINIMUM OF FOUR FASTENERS PER PANEL. LOCATE FASTENERS 6" FROM EACH SIDE OF THE PANEL.

REMOVABLE GRATING PANELS SHALL BE FASTENED TO SUPPORT MEMBERS WITH U-SHAPE CLIPS, OR

BY CLIPS THAT WILL NOT CREATE A TRIPPING HAZARD.

C. FIELD QUALITY CONTROL

1. INSTALLATION TOLERANCES SHALL BE IN ACCORDANCE WITH THE METAL BAR GRATING MANUAL.

D. REPAIR

1. TOUCH-UP DAMAGED AND ABRADED GRATING WITH ZINC COATING AS RECOMMENDED BY THE GRATING

MANUFACTURER.

E. CLEANING AND PROTECTION

1. CLEAN AFTER INSTALLATION EXPOSED PREFINISHED ITEMS IN ACCORDANCE WITH MANUFACTURERS

RECOMMENDATIONS.

F. PROTECT INSTALLED ITEMS FROM DAMAGE CAUSED BY SUBSEQUENT CONSTRUCTION.

POST-INSTALLED ANCHORS:

1.01 POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS.

SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S)

AS REQUIRED BY THE BUILDING CODE.

1.02 CONCRETE ANCHORS

A. ADHESIVE ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE SHALL HAVE BEEN TESTED IN

ACCORDANCE WITH ACI 318 APPENDIX D.

B. ALL POST INSTALLED ANCHORS THAT ARE NOT PROPERLY INSPECTED IN ACCORDANCE WITH THE

APPROPRIATE ICC ESR CODE REPORT SHALL BE CONSIDERED TO HAVE ZERO CAPACITY AND CORRECTED BY THE CONTRACTOR AND INSPECTED DURING INSTALLATION AT NO COST TO THE GOVERNMENT.

C. ALL POST-INSTALLED ANCHORS SHALL BE DESIGNED, DETAILED, INSTALLED, AND INSPECTED WITH THE

APPROPRIATE ICC ESR CODE REPORT.

D. PRE-APPROVED ANCHOR MANUFACTURER

1) HILTI HY200 W/ HAS STD ROD IN ACCORDANCE WITH ICC ESR #3187

1.03 LOCATE ALL EXISTING REINFORCING, TENDONS, PIPES, CONDUIT OR OTHER ELEMENTS ENCASED IN EXISTING CONCRETE PRIOR TO DRILLING FOR INSTALLATION OF POST INSTALLED ANCHORS. DO NOT DAMAGE EXISTING REINFORCING, TENDONS, PIPES, CONDUIT, OR OTHER ELEMENTS ENCASED IN EXISTING CONCRETE. LOCATE EXISTING ENCASED ELEMENTS THROUGH NON-DESTRUCTIVE MEANS SUCH AS GPR.

DO NOT USE PILOT HOLES AS A MEANS OF INVESTIGATION.

STRUCTURAL DRAWING ABBREVIATIONS:

BOT BOTTOM

B/STL BOTTOM OF STEEL

C.J. CONSTRUCTION OR CONTROL JOINT

CONN CONNECTION

DIAG DIAGONAL

EA EACH

EF EACH FACE

EL ELEVATION

EMBED EMBEDMENT

EOS EDGE OF SLAB

EW EACH WAY

EXF EXISTING FOOTING

FF FAR FACE

FP FACE OF PANEL

FX FOOTING MARK NUMBER (SEE SCHEDULE)

HORIZ HORIZONTAL

IFW INSIDE FACE OF WALL

MAX. MAXIMUM

MIN. MINIMUM

NF NEAR FACE

OC ON CENTER

OFW OUTSIDE FACE OF WALL

PJF PREMOLDED JOINT FILLER

PLF POUNDS PER LINEAR FOOT

REF REFERENCE

REQ'D REQUIRED

RRS REBAR REINFORCING STEEL

SOG SLAB-ON-GROUND

STD STANDARD

T&B TOP AND BOTTOM

T/FTG TOP OF FOOTING

T/STL TOP OF STEEL

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT VERTICAL

WWR WELDED WIRE REINFORCEMENT

STRUCTURAL STEEL NOTES: (CTD)

9) CORRECTION OF EXCESSIVE WARPAGE (THAT EXCEEDS ASTM A6 / A6M) SHALL BE BY PRESS

STRAIGHTENING WHEN POSSIBLE. THE APPLICATION OF LOCALIZED HEATING TO

STRAIGHTEN MUST BE APPROVED BY THE ENGINEER OF RECORD.

10)IF GALVANIZED TENSION CONTROL BOLTS ARE USED, ALL BARE STEEL SURFACES (I.E. BOLT

ENDS) SHALL BE REPAIR GALVANIZED AS SPECIFIED ABOVE.

11)GALVANIZING PLANT REPAIR: THE MAXIMUM AREA TO BE REPAIRED IS DEFINED IN ACCORDANCE

WITH ASTM A123 / 123M.

12)FIELD REPAIR: REPAIR DAMAGE TO GALVANIZED COATINGS, WHENEVER DAMAGE EXCEEDS 3/16"

IN WIDTH, USING ASTM A780 / 780M ZINC RICH PAINT FOR GALVANIZING DAMAGED BY

HANDLING, TRANSPORTING, CUTTING, WELDING, OR BOLTING. DO NOT HEAT SURFACES TO

WHICH REPAIR PAINT HAS BEEN APPLIED. MINIMUM THICKNESS REQUIREMENTS FOR THE

REPAIR ARE THOSE DESCRIBED IN ASTM A123 / 123M.

D. FINISH (ALL OTHER STEEL)

1. SURFACE PREPARATION:

a. UNLESS NOTED OTHERWISE, SHOP CLEAN THE SURFACE OF ALL STRUCTURAL STEEL IN

ACCORDANCE WITH THE REQUIREMENTS OF SSPC-SP2.

2. PRIMER:

a. UNLESS NOTED OTHERWISE SHOP PAINT WITH A MINIMUM OF 1.0 MILS OF THE RUST INHIBITIVE

PRIMER.

3. FINISH COATING

a. PAINT AS DIRECTED BY THE ARCHITECT STANDARD COLORS AS SELECTED BY THE GOVERNMENT

1.03 PART 3 EXECUTION

A. EXAMINATION

1. PRIOR TO STRUCTURAL STEEL ERECTION, ERECTOR SHALL INSPECT EXISTING CONSTRUCTION FOR

CORRECT SIZE, LAYOUT AND ALIGNMENT. ANY INCONSISTENCIES DEEMED DETRIMENTAL TO THE

ERECTION OF STEEL SHALL BE REPORTED AND REPAIRED PRIOR TO INSTALLATION.

B. INSTALLATION

1. WELDED CONNECTIONS SHALL BE MADE WITH E70XX ELECTRODES IN ACCORDANCE WITH AWS D1.1, STRUCTURAL WELDING CODE BY THE AMERICAN WELDING SOCIETY, AND SHALL BE PERFORMED BY CERTIFIED WELDERS. WELDER CERTIFICATION SHALL BE AVAILABLE ON SITE FOR INSPECTION.

C. FIELD QUALITY CONTROL

1. TOLERANCES

a. MAXIMUM VARIATION FROM PLUMB: 1/4" (6 MM) PER STORY, NON-CUMULATIVE.

b. MAXIMUM OFFSET FROM TRUE ALIGNMENT

2. WELDED CONNECTIONS:

a. ALL WELDS SHALL BE VISUALLY EXAMINED.

b. 15% OF ALL WELDS SHALL BE TESTED IN ACCORDANCE WITH THE FOLLOWING METHODS:

1) TESTED BY THE LIQUID PENETRANT METHOD IN ACCORDANCE WITH ASTM E 165 OR THE MAGNETIC

PARTICLE METHOD IN ACCORDANCE WITH ASTM E 709.

D. REPAIR

1. PROTECTIVE COATINGS DAMAGED DURING THE TRANSPORTATION, ERECTION AND FIELD WELDING

PROCESSES SHALL BE REPAIRED IN THE FIELD TO MATCH THE SHOP APPLIED COATING.

E. CLEANING AND PROTECTION

1. CLEAN AFTER INSTALLATION EXPOSED PREFINISHED ITEMS IN ACCORDANCE WITH MANUFACTURERS

RECOMMENDATIONS.

2. PROTECT INSTALLED ITEMS FROM DAMAGE CAUSED BY SUBSEQUENT CONSTRUCTION.

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

Building #64

STRUCTURAL NOTES CORRECT PATIENT PRIVACY

DEFICIENCIES - BLDG

64-UNIT A LAKE CITY VAMC

Lake City, FL

S002

573A4-18-603

JANUARY 29, 2024

BID DOCUMENTS

DCASLW

PLAN

NORTH

TRUE

NORTH

SLOPES 1"

EXIST. STEEL & CONC.

REMOVE EXIST.

HAND RAILING

REMOVE EXIST. L4x4x1/4

EXIST. W14x30 OR M14x17.2

EXIST. 1/2" CAP PLATE W/

(2) 3/4" DIA. BOLTS EA. SIDE

DEMO AT W14

EXIST. W8x24

COLUMN

EXIST. 2 1/2" LT WT. CONC. FILL

OVER 1 1/2" GALV. METAL

DECK (20 GA.)

EXIST. C2x3.6 @ 3'-0" O.C.

EXIST. L4x4x3/8 DEMO

PROVIDE SHORING FOR EACH

INTERSECTING BEAM.

PRIOR TO DEMO LEAVE SHORED

UNTIL REPAIRS ARE MADE

REMOVE W14x30 & M14x17.2 SPANDREL

REMOVE CONCRETE FILL AND DECK

AS REQUIRED FOR CORROSION &

TO REPLACE BEAMS, 1'-6" MIN.

SEE PLAN

NOTE:

ARCHITECTURAL FINISHES & ENCLOSURE DEMOLITION

WILL BE REQUIRED BEFORE STRUCTURAL DEMOLITION

REMOVE EXISTING

WWR 6x6-W1.4XW1.4

4037 38

R.5

Q

38.1

REF

18' - 3"

REF

1' - 11"

REF

11' - 5 3/4"

R E

F

/2

R E

F

3/ 4"

E -W x3

E-M14x17.2

E-M14x17.2

E-M14x17.2

E-M14x17.2

E-M14x17.2

E-W14x30

E -W x3

E

-W x3

E- W8X24

COLUMN

S101

EXIST. 2 1/2" LT. WT.

CONCRETE FILL OVER 1 1/2"

20GA GALV DECK

1' - 6"

5'

8"

P

DEMO SLAB,

METAL DECK,

AND SLAB STOP

1" SLOPE

EXISTING BEAM

DEMOLISHED BEAM

DEMOLISHED SLAB, DECK, AND SLAB STOP

DENOTES DECK SPAN DIRECTION & DECK DESCRIPTION

1. REF. DENOTES FOR REFERENCE ONLY, CONTRACTOR SHALL FIELD

VERIFY

2. E-WXxXX DENOTES EXISTING FRAMING MEMBER

4037 38

R.5

Q

REF

18' - 3"

REF

1' - 11" REF

11' - 5 3/4"

R E

F

/2

38.1

W x3

E-M14x17.2

E-M14x17.2

E-M14x17.2

E-M14x17.2

E-M14x17.2

E-W14x30

E- W8X24

COLUMN

E -W x3

E

-W x3

EXIST. 2 1/2" LT. WT.

CONCRETE FILL OVER 1 1/2"

20GA GALV DECK

S101

3/ 4"

5'

8"

0"

1' - 6"

1'

6"

NEW CONCRETE FILL, DECK

AND SLAB STOP TO MATCH

EXISTING

REPLACE EXIST L4x4x1/4.

P

1" SLOPE

(3)#4

DOWELS#4@6"x12" EMBED, THIS LOCATION ONLY

(3)#4

#4@10"O.C.

TYP.

#4@10" O.C. E.W.

DOWELS#4@6"x12" EMBED, THIS LOCATION ONLY

SLOPES 1"

STEEL & CONC.

NEW HAND RAILING

VENDOR DESIGN

NEW L4x4x1/4

NEW W14x30

NEW 1/2" CAP PLATE W/ (2)

3/4" DIA. BOLTS EA. SIDE FOR

NEW W14

EXIST. W8x24

COLUMN

EXIST. 2 1/2" LT WT. CONC. FILL

OVER 1 1/2" GALV. COMPOSITE

METAL DECK (20 GA.)

EXIST. C2x3.6 @ 3'-0" O.C.

NEW L4x4x3/8

EXIST. W14x30 OR M14x17.2

EXIST CONCRETE FILL AND DECK

NEW 2 1/2" LT WT. CONC. FILL

OVER 1 1/2" GALV. VENTED

COMPOSITE METAL DECK (20 GA.)

NEW (3) 3/4" DIA. ASTM A325

LOAD INDICATOR BOLTS

NOTE:

REPLACE ARCHITECTURAL FINISHES

AND ENCLOSURE TO MATCH EXISTING.

CLEAN AND ROUGHEN EXISTING SURFACE APPLY

EPOXY BONDING AGENT PRIOR TO PLACEMENT

OF FRESH CONCRETE IN ACCORDANCE WITH

MANUFACTURERS RECOMMENDATIONS

#4@10" O.C. , (3)#4 MIN. E.W. AT

MID-DEPTH OF SLAB

#4@10"O.C. EPOXY DOWEL INTO 5/8" DIA. HOLE

x4 1/2" EMBED W/ HILTI HIT RE-500 V3 U.N.O.

NEW BEAM

EXISTING BEAM

NEW CONCRETE SLAB INFILL

DENOTES DECK SPAN DIRECTION & DECK DESCRIPTION

1. T/STL. 129'-10" TYP. @ NORTH SIDE. SLAB & STEEL SLOPE 1" IN 18'-6 1/2"

DOWN TO SOUTH.

2. DO NOT PRIME STEEL THAT WILL RECEIVE SPRAY-ON FIRE PROOFING

3. REF. DENOTES FOR REFERENCE ONLY, CONTRACTOR SHALL FIELD

VERIFY

4. FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO

SUBMISSION OF SHOP DRAWINGS

PLAN

NORTH

TRUE

NORTH

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

Building #64

FLOOR FRAMING PLAN CORRECT PATIENT PRIVACY

DEFICIENCIES - BLDG

64-UNIT A LAKE CITY VAMC

Lake City, FL

S101

573A4-18-603

JANUARY 29, 2024

BID DOCUMENTS

DCASLW

3/4" = 1'-0"S101

3 DEMO SECTION

3/16" = 1'-0"S101

1 FLOOR FRAMING DEMOLITION PLAN

DEMO FLOOR FRAMING LEGEND DEMO FLOOR FRAMING NOTES

3/16" = 1'-0"S101

2 FLOOR FRAMING PLAN

3/4" = 1'-0"S101

4 SECTION

FLOOR FRAMING LEGENDFLOOR FRAMING NOTES

KEY PLAN

CG

CG

CG

R.5

V

U

T

S

W

5352504744 464342

R

Z

Y

X

R E

F

R E

F

/2

R E

F

R E

F

2'

6"

R E

F

1/ 2"

R E

F

9'

6"

R E

F

1/ 2"

R E

F

2'

5"

R E

F

3'

1/

2"

REF

9' - 6"

REF

3' - 7"

REF

9' - 9 3/4"

REF

10' - 5 1/2"

REF

8' - 10 1/4"

REF

21' - 0 3/4"

REF

19' - 3 3/4"

REF

19' - 7 3/4"

(7) #4 @ 7" O.C. NORTH END

(6) #4 @ 7" O.C. SOUTH END

(12) #4 @ 5" O.C. NORTH END

(10) #4 @ 5" O.C. SOUTH END

(6) #4 @ 7" O.C. EAST END

(10) #4 @ 7" O.C. WEST END (11) #4 @ 5" O.C. NORTH END

(12) #4 @ 5" O.C. SOUTH END

(10) #4 @ 7" O.C. EAST END

(6) #4 @ 7" O.C. WEST END

(21) #4 @ 5" O.C. NORTH END

(12) #4 @ 5" O.C. SOUTH END

(11) #4 @ 5" O.C. EAST END

(12) #4 @ 5" O.C. WEST END

(7) #4 @ 7" O.C. EACH END

(9) #4 @ 5" O.C. EACH END

(9) #4 @ 5" O.C. EACH END

(10) #4 @ 5" O.C. EAST END

(9) #4 @ 5" O.C. WEST END

(9) #4 @ 7" O.C. EAST END

(8) #4 @ 7" O.C. WEST END

(9) #4 @ 7" O.C. NORTH END

(8) #4 @ 7" O.C. SOUTH END

(10) #4 @ 5" O.C. NORTH END

(9) #4 @ 5" O.C. SOUTH END

(12) #4 @ 9" O.C. NORTH END

(7) #4 @ 9" O.C. SOUTH END

(8) #4 @ 7" O.C. NORTH END

(9) #4 @ 7" O.C. SOUTH END

REF

13' - 4 3/4"

T Y

P

3/

4" M

A X

TYP.

6'- 2 3/4" MAX

S502

TYP.

S502TYP.

S502

BARIATRIC

BARIATRIC

LIFT RAIL

PATIENT

LIFT RAIL

BARIATRIC

BARIATRIC

BARIATRIC

C10x20 C10x20

C10x20

C10x20

HSS5x3 TYP.

C8 TYP.

SUPPORT TO BEAM

BY LIFT INSTALLER

SUPPORT TO BEAM

BY LIFT INSTALLER

SUPPORT TO BEAM

BY LIFT INSTALLER

SUPPORT TO BEAM

BY CONTRACTOR

REFER TO DETAIL

11& 12 S502

REFER TO DETAIL

11& 12 S502

REFER TO DETAIL

11& 12 S502

REFER TO DETAIL

11& 12 S502

S103

S103

S103

S103

S103

S103

S103

S103

S103

SUPPORT TO BEAM

BY LIFT INSTALLER

SEE 9/S502 A-A

SEE 9/S502 A-A

SEE 9/S502 A-A

SUPPORT TO BEAM

BY LIFT INSTALLER

SEE 9/S502 A-A

PLAN

NORTH

TRUE

NORTH

1. DO NOT PRIME STEEL THAT WILL RECEIVE SPRAY-ON FIRE

PROOFING

2. REF. DENOTES FOR REFERENCE ONLY, CONTRACTOR SHALL FIELD

VERIFY

3. FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO

SUBMISSION OF SHOP DRAWINGS

4. THE CONTRACTOR SHALL LOCATE EXISTING SLAB REINFORCING

THROUGH NON-DESTRUCTIVE MEANS PRIOR TO SUBMISSION OF

COORDINATION PLUMBING AND HVAC DRAWINGS AND CORING OF

EXISTING SLABS. IN NO INSTANCE SHALL EXISTING BEAM, COLUMN

OR SLAB REINFORCING BE CUT DURING CORING WITHOUT A/E

REVIEW AND WRITTEN APPROVAL OF THE COR

NEW PATIENT LIFT RAIL, SEE ARCHITECTURAL FOR EXACT

LOCATION

EXISTING CONCRETE BEAM

DENOTES C8x11.5 (C10x20 AT BERIATRIC)

DENOTES HSS5x3x3/16 LSH

DENOTES BEAM SHEAR REINFORCEMENT, SEE S301

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

Building #64

PARTIAL THIRD FLOOR FRAMING PLAN

(SOUTH)

CORRECT PATIENT PRIVACY

DEFICIENCIES - BLDG

64-UNIT A LAKE CITY VAMC

Lake City, FL

S102

573A4-18-603

JANUARY 29, 2024

BID DOCUMENTS

DCASLW

3/16" = 1'-0"S102

1 PARTIAL THIRD FLOOR FRAMING PLAN (SOUTH)

KEY PLAN

THIRD FLOOR FRAMING PLAN NOTES

THIRD FLOOR FRAMING PLAN LEGEND

R.5

V

U

T

S

W

R

Z

Y

X

17151310

REF

19' - 7 3/4"

REF

19' - 3 3/4"

REF

21' - 0 3/4"

REF

8' - 10 1/4"

REF

10' - 5 1/2"

REF

13' - 4 3/4"

REF

9' - 6"

REF

13' - 4 3/4"

7"

7"

97421

R E

F

R E

F

/2

R E

F

R E

F

2'

6"

R E

F

1/ 2"

R E

F

9'

6"

R E

F

1/ 2"

R E

F

2'

5"

R E

F

3'

1/

2"

(6) #4 @ 7" O.C. NORTH END

(7) #4 @ 7" O.C. SOUTH END

(10) #4 @ 5" O.C. NORTH END

(12) #4 @ 5" O.C. SOUTH END (9) #4 @ 5" O.C. NORTH END

(10) #4 @ 5" O.C. SOUTH END

(12) #4 @ 5" O.C. NORTH END

(11) #4 @ 5" O.C. SOUTH END

(10) #4 @ 7" O.C. EAST END

(6) #4 @ 7" O.C. WEST END

(12) #4 @ 5" O.C. NORTH END

(21) #4 @ 5" O.C. SOUTH END

(11) #4 @ 5" O.C. EAST END

(12) #4 @ 5" O.C. WEST END

(7) #4 @ 7" O.C. EACH END

(9) #4 @ 5" O.C. EACH END

(9) #4 @ 5" O.C. EACH END

(10) #4 @ 5" O.C. EAST END

(9) #4 @ 5" O.C. WEST END

(8) #4 @ 7" O.C. EAST END

(9) #4 @ 7" O.C. WEST END

(8) #4 @ 7" O.C. NORTH END

(9) #4 @ 7" O.C. SOUTH END

(7) #4 @ 9" O.C. NORTH END

(12) #4 @ 9" O.C. SOUTH END

(9) #4 @ 7" O.C. NORTH END

(8) #4 @ 7" O.C. SOUTH END

(6) #4 @ 7" O.C. EAST END

(10) #4 @ 7" O.C. WEST END

(6) #4 @ 9" O.C. EAST END

(5) #4 @ 9" O.C. WEST END

S502

S502

BARIATRIC

BARIATRIC

BARIATRICBARIATRIC

S502

TYP.

TYP.

T Y

P

6'

- 2

/4

M

A X

TYP.

12' - 2 3/4" MAX

BARIATRIC

LIFT RAIL

PATIENT

LIFT RAIL

C10x20 C10x20

C10x20

C10x20

REFER TO DETAIL

11& 12 S502

SUPPORT TO BEAM

BY LIFT INSTALLER

SUPPORT TO BEAM

BY LIFT INSTALLER

SUPPORT TO BEAM

BY LIFT INSTALLER

SUPPORT TO BEAM

BY LIFT INSTALLER

REFER TO DETAIL

11& 12 S502

SUPPORT TO BEAM

BY LIFT INSTALLER

SUPPORT TO BEAM

BY CONTRACTOR

HSS5x3 TYP.

C8 TYP.

REFER TO DETAIL

11 & 12 S502

HSS5x3 TYP.

C8 TYP.

SEE 9/S502 A-A

SEE 9/S502 A-A

SEE 9/S502 A-A

SEE 9/S502 A-A

S103

S103

S103

S103

S103

S103

S103

S103

S103

PLAN

NORTH

TRUE

NORTH

1. DO NOT PRIME STEEL THAT WILL RECEIVE SPRAY-ON FIRE

PROOFING

2. REF. DENOTES FOR REFERENCE ONLY, CONTRACTOR SHALL FIELD

VERIFY

3. FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO

SUBMISSION OF SHOP DRAWINGS

4. THE CONTRACTOR SHALL LOCATE EXISTING SLAB REINFORCING

THROUGH NON-DESTRUCTIVE MEANS PRIOR TO SUBMISSION OF

COORDINATION PLUMBING AND HVAC DRAWINGS AND CORING OF

EXISTING SLABS. IN NO INSTANCE SHALL EXISTING BEAM, COLUMN

OR SLAB REINFORCING BE CUT DURING CORING WITHOUT A/E

REVIEW AND WRITTEN APPROVAL OF THE COR

NEW PATIENT LIFT RAIL, SEE ARCHITECTURAL FOR EXACT

LOCATION

EXISTING CONCRETE BEAM

DENOTES C8x11.5 (C10x20 AT BERIATRIC)

DENOTES HSS5x3x3/16 LSH

DENOTES BEAM SHEAR REINFORCEMENT, SEE S301

10"

1/

4"

1 1/4"5" 5"

5" 5"

3/ 4"

3" 3/

4" 3/

4"

3/4" 3" 6 1/4"

1'

1/

2"

1/ 2"

1"

1"

NEW C10

CENTER LINE

OF LIFT RAIL

CENTER LINE

OF CHANNEL

NEW C10

THREADED ROD TO

LIFT (BY OTHERS)

PL1'-0 1/2x0'-10"x1/4"

(8) 1/2"DIA. ASTM

A325 BOLTS

CENTER LINE

OF LIFT

9"

1'

0"

1/

4"

1 1/4"

1/ 2"

3/4" 3"

3/ 4"

3/ 4"

3" NEW C8

NEW C8

PL1'-0x0'-9"x1/4"

(8) 1/2"DIA. ASTM

A325 BOLTS

THREADED ROD TO

LIFT (BY OTHERS)

CENTER LINE

OF LIFT RAIL

CENTER LINE

OF LIFT RAIL

CENTER LINE

OF CHANNEL

4" 4"

4" 4"

3380 Trickum Road

Woodstock, GA. 30188 770-517-5507 voice 770-517-5508 fax

Bldg. 500, Ste. 100 www.ieiusa.com

INCORPORATED

INNOVATIVE

ENGINEERING

Veterans Affairs

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

Date:

Drawing Title:

Approved: Project Director

Project Title:

1 2 3 4 5 6 7 8 9

590 MEANS ST NW

Phase Project Number

Building Number

Drawing NumberLocation

Issue Date CheckedFULLY SPRINKLERED

STAMP

STE. 200

ATLANTA, GA 30318

ARCHITECT/ENGINEER OF RECORDCONSULTANT

F ile

P a th

A

B

C

D

E

F

U.S. Department of Veterans Affairs

Office of Construction and Facilities Management

Drawn

Revisions:

Building #64

PARTIAL THIRD FLOOR FRAMING PLAN

(NORTH)

CORRECT PATIENT PRIVACY

DEFICIENCIES - BLDG

64-UNIT A LAKE CITY VAMC

Lake City, FL

S103

573A4-18-603

JANUARY 29, 2024

BID DOCUMENTS

DCASLW

3/16" = 1'-0"S103

1 PARTIAL THRID FLOOR FRAMING PLAN (NORTH)

KEY PLAN

THIRD FLOOR FRAMING PLAN NOTES

THIRD FLOOR FRAMING PLAN LEGEND

1 1/2" = 1'-0"S103

2 CORNER C10 CONNECTION

1 1/2" = 1'-0"S103

3 CORNER C8 CONNECTION

C G

CG

M

PLAN

NORTH

TRUE

NORTH

1. T/STL ELEVATION +4'-0" ABOVE HIGH POINT OF ROOFING UNO

2. ALL STEEL SHALL BE HOT DIPPED GALVANIZED

3. REF. DENOTES FOR REFERENCE ONLY, CONTRACTOR SHALL FIELD VERIFY

4. FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO SUBMISSION

OF SHOP DRAWINGS.

5. COORDINATE BEAM LOCATIONS WITH ACTUAL EQUIPMENT PROVIDED PRIOR

TO SUBMISSION OF SHOP DRAWINGS FOR REVIEW.

6. REFER TO 6 AND 7/S502 FOR DUCT SUPPORT DETAILS

7. THE CONTRACTOR SHALL LOCATE EXISTING SLAB REINFORCING THROUGH

NON-DESTRUCTIVE MEANS PRIOR TO SUBMISSION OF COORDINATION

PLUMBING AND HVAC DRAWINGS AND CORING OF EXISTING SLABS. IN NO

INSTANCE SHALL EXISTING BEAM, COLUMN OR SLAB REINFORCING BE CUT

DURING CORING WITHOUT A/E REVIEW AND WRITTEN APPROVAL OF THE COR

DENOTES NEW BEAM

DENOTES STEEL KNEE BRACE, L4x4x1/4

DENOTES EDGE OF DECK

DENOTES GUARD RAIL

HORIZONTAL BRACING

DENOTES EXISTING CONCRETE BEAM

DENOTES DECK SPAN DIRECTION OF W19-14(1x3/16) GALV STEEL

GRATING

DENOTES EXISTING BEAM SIZE AND EXISTING BEAM MARK NUMBER

NEW GALV STEEL GRATING W19-4(1x3/16)

MECHANICAL UNIT, SEE ARCH. / MECHANICAL

DENOTES BEAM SHEAR REINFORCEMENT, SEE S301 FOR DETAILS

AND PLACEMENT

DENOTES MOMENT CONNECTION, SEE STEEL DETAILS

(E)-CBXxXX - [XB-###]

R.5

Q

S

R

17151310 20

P

REF

13' - 4 3/4"

REF

9' - 6"

REF

13' - 4 3/4"

REF

18' - 3"

R E

F

2'

5"

R E

F

3'

1/

2"

R E

F

R E

F

0"

(E

C B x1

[2 B

-1

(E

C

B x1

[2

B -1

(E)- CB14x24 - [2B-87]

(E

C B x1

[2 B

-1

(E

C

B x1

[2

B -1

(E)- CB14x14 - [2B-88] (E)- CB14x26 - [2B-89]

(E

C B x2

[2 B

-2

(E

C B x2

[2 B

-2

(E

C B x2

[2 B

-1

(E

C B x2

[2 B

-1

(E

C B x2

[2 B

-2

(E

C

B x2

[2

B -2

(E)- CB14x14 - [2B-80] (E)- CB14x26 - [2B-81](E)- CB14x22 - [2B-79]

(E

C B x1

1/

[2 B

-1

(E

C

B x1

[2

B -1

(E)- CB14x20 - [2B-100] (E)- CB14x20 - [2B-101] (E)- CB14x20 - [2B-102]

EXISTING

CONCRETE SLAB

AHU-1

AHU-3

S502

5"

1'

6"

W10X12

W

X

W10X12

W10X12

W10X12

W

X

W

X

W10X12

W

X

W10X12 W10X12

W10X12

13' - 4 3/4" 9' - 1 1/2"

HSS4X4X3/8 HSS4X4X3/8 HSS4X4X3/8

HSS4X4X3/8HSS4X4X3/8HSS4X4X3/8

HSS4X4X3/8

HSS4X4X3/8

HSS4X4X3/8

HSS4X4X3/8

W12X26

W12X26

W 8X

W 8X

W12X26

W12X26

W

X

W

X

W 8X

6'

7" 4'

7"

4'

5" 3'

3"

14' - 11 1/2" 8' - 11 1/4"

2' - 5 1/4"5' - 6 1/2"

W 8X

8' - 11…