Drawings_561A4-18-113 Correct FCA D and F Deficienc.pdf

1.0. CODES AND STANDARDS:

1.1. 2021 INTERNATIONAL BUILDING CODE NEW JERSEY EDITION INCLUDING ALL SUBSEQUENT

SUPPLEMENTS AND AMENDMENTS THERETO.

1.2. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", AMERICAN

SOCIETY OF CIVIL ENGINEERS, ASCE 7-16.

1.3. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 360-16 BY THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AND AS AMENDED IN SPECIFICATIONS.

1.4. "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 341-16 BY

THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.

1.5. "STRUCTURAL WELDING CODE - STEEL (AWS D1.1-18)" AND "STRUCTURAL WELDING

CODE REINFORCING STEEL (AWS D1.4-18)", AMERICAN WELDING SOCIETY.

1.6 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-19)",

AMERICAN CONCRETE INSTITUTE AND ALL SUCCEEDING REVISIONS.

2.0. SPECIFICATIONS:

2.1. THE STRUCTURAL GENERAL NOTES ARE NOT A SUBSTITUTE OR A REPLACEMENT

FOR THE PROJECT SPECIFICATIONS. THESE NOTES ARE INTENDED AS A GUIDE TO

THE DESIGN AND/OR CONSTRUCTION REQUIREMENTS ESTABLISHED FOR THIS PROJECT.

NO CONTRACTOR SHOULD ATTEMPT TO DESIGN, BID, OR CONSTRUCT ANY PORTION OF

THE WORK HEREIN WITHOUT CONSULTING THE PROJECT SPECIFICATIONS. WHERE

CONFLICTS OCCUR BETWEEN THESE NOTES AND THE SPECIFICATIONS, THE MORE

STRINGENT REQUIREMENT SHALL APPLY UNLESS A WRITTEN CLARIFICATION IS

ISSUED BY THE COR.

2.2. CONTRACTOR AND STRUCTURAL STEEL FABRICATOR SHOULD ACQUAINT THEMSELVES WITH

THE REQUIREMENTS FOR DOMESTICALLY PRODUCED BOLTS AND FOR STEEL CONNECTION

DESIGN REQUIREMENTS, INCLUDING SIGNED AND SEALED SHOP DRAWINGS AND

CONNECTION DESIGN CALCULATIONS, NOTED HEREIN AND IN THE STRUCTURAL STEEL

SPECIFICATIONS. REQUIREMENTS ARE MANDATORY. REFER TO SPECIFICATION

SECTION 051200 "STRUCTURAL STEEL"

2.3. STRUCTURAL STEEL SHALL BE FABRICATED BY A QUALIFIED FABRICATOR WHO PARTICIPATES

IN THE AISC CERTIFICATION PROGRAM AND IS DESIGNATED AS AN AISC CERTIFIED

PLANT "STANDARD FOR STEEL BUILDING STRUCTURES (STD)" AND THE STRUCTURAL

STEEL FABRICATOR MUST DEMONSTRATE A CONSISTENT RECORD OF AT LEAST TEN (10)

SUCCESSFUL PROJECTS OF EQUAL OR GREATER MAGNITUDE OVER THE PRECEDING FIVE

(5) YEARS. CONTRACTOR SHALL SUBMIT EVIDENCE TO THE ARCHITECT VERIFYING

HIS PROPOSED FABRICATOR'S COMPLIANCE. FABRICATOR'S CREDENTIALS MUST BE IN

COMPLIANCE WITHIN 48 HOURS OF BID.

2.4. STRUCTURAL STEEL SHALL BE ERECTED BY A QUALIFIED INSTALLER WHO MUST

DEMONSTRATE A CONSISTENT RECORD OF AT LEAST TEN (10) SUCCESSFUL

PROJECTS OF EQUAL OR GREATER MAGNITUDE OVER THE PRECEDING FIVE (5) YEARS.

CONTRACTOR SHALL SUBMIT EVIDENCE TO THE ARCHITECT VERIFYING HIS ERECTOR'S

COMPLIANCE. ERECTOR'S CREDENTIALS MUST BE IN COMPLIANCE WITHIN 48 HOURS OF BID.

3.0. DESIGN LOADS:

3.1. SUPERIMPOSED GRAVITY LOADS:

AREA LIVE LOAD DEAD LOAD

MECHANICAL AREAS 150 PSF -

SLAB ON GRADE 200 PSF -

LIVE LOADS ARE REDUCED IN CONFORMANCE WITH ASCE 7-16

SECTION 4.8 "REDUCTION IN LIVE LOADS"

3.2. SEISMIC LOADS:

RISK CATEGORY IV

RISK IMPORTANCE FACTOR "IE" 1.50

SITE SOIL CLASSIFICATION D (ASSUMED)

MAPPED SPECTRAL RESPONSE "Ss/S1" 0.258g/0.056g DESIGN SPECTRAL RESPONSE "Sds/Sd1" 0.274g/0.090g

SEISMIC DESIGN CATEGORY C

THE WORK IN THIS PROJECT WILL NOT IMPACT THE EXISTING SEISMIC

RESISTANCE CAPACITY.

3.3. WIND LOADS PER ASCE 7-16:

BASIC WIND SPEED (3-SECOND GUST) 126 MPH

RISK CATEGORY IV

ASCE 7 EXPOSURE CATEGORY B

THE WORK IN THIS PROJECT WILL NOT IMPACT THE EXISTING WIND

RESISTANCE CAPACITY.

6.0. REINFORCING STEEL:

6.1. REINFORCING SHALL BE DOMESTIC NEW BILLET STEEL CONFORMING TO ASTM A615,

GRADE 60 OR 60S INCLUDING STIRRUPS AND TIES, EXCEPT THAT REINFORCING WHICH

IS REQUIRED TO BE WELDED SHALL CONFORM TO ASTM A706.

6.2. FIELD BENDING OF CONCRETE REINFORCING STEEL IS NOT PERMITTED WITHOUT

WRITTEN APPROVAL OF THE COR.

6.3. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A1064.

6.4. ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE

WITH ACI SP-66 "ACI DETAILING MANUAL - 2004" AND THE "CRSI MANUAL OF

STANDARD PRACTICE", LATEST EDITION.

6.5. MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE U.N.O.:

A. UNFORMED SURFACE CAST AGAINST EARTH........................ 3 IN.

B. FORMED SURFACE EXPOSED TO EARTH/WEATHER.................... 2 IN.

C. FORMED SLABS AND WALLS NOT EXPOSED TO

EARTH/WEATHER FOR #11 AND SMALLER BAR.................... 3/4 IN.

D. ALL OTHER FORMED ELEMENTS NOT EXPOSED

TO EARTH/WEATHER....................................... 1-1/2 IN.

6.6. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE IN ACCORDANCE WITH

ACI 318 CHAPTER 25 AS INDICATED BELOW AND AS INDICATED ON THE DRAWINGS.

WHERE SPLICES ARE NOT CALLED OUT ON THE DRAWINGS, USE CLASS "B". THE BASIC

DEVELOPMENT LENGTH (LD) IS SHOWN AS A MULTIPLE OF THE BAR DIAMETER (DB) IN

THE TABLE BELOW. THE TENSION DEVELOPMENT LENGTHS SHALL BE MULTIPLIED

BY EACH OF THE APPLICABLE FACTORS IN PARAGRAPH "C" AS INDICATED FOR TENSION.

THE COMPRESSION DEVELOPMENT LENGTHS DO NOT REQUIRE ANY MODIFICATION. THE

COMPRESSION LAP SPLICE LENGTH IS NOTED IN PARAGRAPH "C". FINAL LENGTHS SHALL

BE ROUNDED UP TO THE NEAREST WHOLE INCH.

A. TWO TENSION DEVELOPMENT LENGTH CASES ARE NOTED IN THE TABLE BELOW. THESE

TWO CASES ADDRESS CONDITIONS OF MINIMUM BAR SPACING AND MINIMUM CLEAR

CONCRETE COVER. BOTH SPACING AND COVER MUST COMPLY IN SELECTING CASE 1 OF

THE TENSILE DEVELOPMENT LENGTH. WHERE THERE IS ANY QUESTION OF SPACING OR

COVER THE LARGER DEVELOPMENT LENGTH (CASE 2) SHALL BE USED.

CASE 1: BAR SPACING GREATER THAN 2DB AND CLEAR COVER GREATER THAN DB

CASE 2: BAR SPACING EQUAL/LESS THAN 2DB OR CLEAR COVER EQUAL/LESS THAN DB

B. DEVELOPMENT LENGTHS (LD) FOR REINFORCING FY = 60 KSI:

F'C COMPRESSION TENSION

PSI ALL CASES CASE 1 CASE 2

4500 19 DB 48 DB 72 DB

C. DEVELOPMENT LENGTH MODIFIERS: MULTIPLICATION FACTORS APPLY TO

THE BASIC "LD" INDICATED ABOVE AND ARE CUMULATIVE OVER EACH OF THE

REQUIREMENTS NOTED BELOW.

I. COMPRESSION: CLASS "C" LAP SPLICE REQUIREMENT.......... 30 DB

II. TENSION: CLASS "A" LAP SPLICE REQUIREMENT (EQUALS LD).... 1.0

III. TENSION: CLASS "B" LAP SPLICE REQUIREMENT................ 1.3

IV. TENSION: TOP BARS WITH > 12" OF CONCRETE BELOW........... 1.3

V. TENSION: BARS SMALLER THAN #7............................ 0.8

6.7. A CLASS "B" SPLICE IS REQUIRED WHEREVER ALL REINFORCING BARS CROSSING

A SECTION ARE SPLICED.

6.8. REINFORCING BARS SHALL BE WELDED ONLY WHERE SHOWN ON THE STRUCTURAL

DRAWINGS AND WELDS SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING

CODE - REINFORCING STEEL" (AWS D1.4). NO OTHER REINFORCING MAY BE WELDED

WITHOUT THE APPROVAL OF THE COR. TACK WELDING OF ANY

REINFORCING IS STRICTLY PROHIBITED.

6.9. WELDED WIRE MAT/FABRIC SHALL BE LAPPED 1'-0" AT ALL SPLICES.

6.10. ALL REINFORCING TERMINATING AT THE TOPS OF COLUMNS AND PILASTERS SHALL

BE HOOKED, U.N.O.

6.11. SUBMIT SHOP DRAWINGS FOR FABRICATION, BENDING, AND PLACEMENT OF CONCRETE

REINFORCEMENT. COMPLY WITH ACI DETAILING MANUAL (SP-66) SHOWING BAR

SCHEDULES, STIRRUP SPACING, DIAGRAMS OF BENT BARS, ARRANGEMENT OF CONCRETE

REINFORCEMENT. INCLUDE SPECIAL REINFORCEMENT REQUIRED AT OPENINGS THROUGH

CONCRETE STRUCTURES. INCLUDE ALL ACCESSORIES SPECIFIED/REQUIRED TO

SUPPORT REINFORCING. THE SHOP DRAWING SHOULD INCLUDE ELEVATIONS OF ALL WALLS.

6.12. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMISSION

AND SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP ACCEPTING RESPONSIBILITY

FOR DIMENSIONS, QUANTITIES AND COORDINATION WITH THE OTHER TRADES.

6.13. DRAWINGS MAY BE ELECTRONICALLY SUBMITTED, PROVIDED LEGIBILITY IS MAINTAINED.

REVIEW COMMENTS ONLY WILL BE ELECTRONICALLY FORWARDED TO THE CONTRACTOR.

6.14. CONTRACTOR SHALL PROVIDE IN HIS SCHEDULE FOR A SHOP DRAWING REVIEW AND

RETURN TIME OF A MINIMUM OF FIFTEEN (15) WORKING DAYS IN THE STRUCTURAL

ENGINEER'S OFFICE.

6.15. CONTRACTOR SHALL NOTIFY THE COR A MINIMUM OF 48 HOURS

PRIOR TO ALL CONCRETE POURS IN ORDER TO PERMIT REINFORCING STEEL REVIEW

IF REQUIRED BY THE COR.

5.0. CONCRETE:

5.1. CONCRETE SHALL HAVE 28-DAY COMPRESSIVE STRENGTHS AND DENSITIES AS FOLLOWS:

ELEMENT/MEMBER STRENGTH F'C DENSITY WC

EXTERIOR CONCRETE OR CONCRETE

EXPOSED TO WEATHER 4.5 KSI 145 PCF

5.2. CONCRETE MIX DESIGNS:

A. SUBMITTALS: SUBMIT WRITTEN REPORTS OF EACH PROPOSED CONCRETE MIX NOT

LESS THAN 15 DAYS PRIOR TO THE START OF WORK. DESIGN MIXES PREPARED

MORE THAN TWENTY-FOUR (24) MONTHS PRIOR TO THE DATE OF THE SUBMITTAL ARE

NOT PERMITTED.

B. MIX DESIGNS, INCLUDING W/C RATIOS AND SLUMPS, SHALL BE PREPARED IN

ACCORDANCE WITH THE MOST CURRENT ACI 301 CHAPTER 4, EXCEPT WHERE

NOTED OTHERWISE IN THE PROJECT SPECIFICATIONS. CEMENT SHALL CONFORM TO

ASTM C 150 TYPE I OR AT CONTRACTOR'S OPTION, ASTM C 595 TYPE IP WHERE

FLY ASH IS PERMITTED IN ACCORDANCE WITH THE SPECIFICATIONS. NORMAL

WEIGHT AGGREGATE SHALL CONFORM TO ASTM C 33 AND LIGHT WEIGHT AGGREGATE

SHALL CONFORM TO ASTM C 330. NO ADMIXTURES CONTAINING CALCIUM CHLORIDE

SHALL BE PERMITTED IN ANY CONCRETE.

C. AGGREGATE SIZES SHALL BE:

FORMED CONCRETE ELEMENTS, U.N.O. #67 STONE (3/4" MAX.)

D. WATER REDUCING ADMIXTURE SHALL BE USED IN ALL CONCRETE.

E. AIR ENTRAINING ADMIXTURE IN ACCORDANCE WITH ACI 301 TABLE 4.4.1.

SHALL BE USED IN ALL CONCRETE EXPOSED TO FREEZING AND THAWING DURING

CONSTRUCTION OR SERVICE CONDITIONS.

F. WATER/CEMENT RATIO SHALL NOT EXCEED 0.45 FOR ANY CONCRETE SUBJECTED TO

FREEZING/THAWING.

G. ALL PUMPED CONCRETE SHALL HAVE A WATER/CEMENT RATIO LESS THAN 0.50 AND

SHALL CONTAIN A HIGH RANGE WATER REDUCING ADMIXTURE (SUPERPLASTICIZER).

H. IN NO CASE SHALL A WATER/CEMENT RATIOS EXCEED THE FOLLOWING:

F'C 4500 PSI 0.42 MAX. W/C RATIO

5.3. CURING:

A. LIQUID MEMBRANE CURING COMPOUND WITH A MINIMUM 30% SOLIDS CONTENT SHALL

BE APPLIED WITHIN TWO (2) HOURS AFTER COMPLETION OF FINISHING TO ALL

CONCRETE FLATWORK AND WALLS, U.N.O., OTHER THAN FOOTINGS AND GRADE BEAMS.

B. FLOORS IN AREAS RECEIVING QUARRY TILE, CERAMIC TILE AND LIQUID FLOOR

HARDENER SHALL BE CURED WITH SPECIFIED DISSIPATING LIQUID MEMBRANE

CURING COMPOUND OR WET CURED BY USE OF MOISTURE RETAINING COVER.

DISSIPATING CURING COMPOUND SHALL BE THOROUGHLY BROOMED AND WASHED

OFF PRIOR TO APPLICATION OF FLOOR FINISH.

5.4. WHEN COLD WEATHER CONDITIONS EXIST, PLACE AND CURE CONCRETE IN ACCORDANCE

WITH ACI 306 "COLD WEATHER CONCRETING". WHERE USE IS DESIRED, SUBMIT FOR

ENGINEER'S APPROVAL A NON-CORROSIVE, NON-CHLORIDE, ACCELERATING ADMIXTURE

FOR CONCRETE EXPOSED TO TEMPERATURES BELOW 40 DEGREES. UNIFORMLY HEAT WATER

AND AGGREGATES TO A TEMPERATURE OF NOT LESS THAN 50 DEGREES.

5.5. WHEN HOT WEATHER CONDITIONS EXIST, PLACE AND CURE CONCRETE IN ACCORDANCE

WITH ACI 305 "HOT WEATHER CONCRETING". COOL MATERIALS BEFORE MIXING TO

MAINTAIN CONCRETE PLACEMENT TEMPERATURE BELOW 90 DEGREES.

5.6. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE INCORPORATED INTO

THE STRUCTURE UNLESS THE STRUCTURAL ENGINEER APPROVES THEIR ELIMINATION.

5.7. ADDITIONAL CONSTRUCTION JOINTS, REQUIRED TO FACILITATE CONSTRUCTION, ARE

SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER AND MAY REQUIRE

ADDITIONAL REINFORCING. SUCH JOINTS SHALL BE CLEARLY DETAILED ON THE SHOP

DRAWINGS AND ALL REINFORCING SHALL PASS CONTINUOUSLY THROUGH THE JOINT.

5.8. REINFORCING IN ALL ABUTTING CONCRETE, INCLUDING FOOTINGS, SHALL BE

CONTINUOUS THROUGH OR AROUND ALL CORNERS OR INTERSECTIONS. DOWELS OR

SPLICES SHALL BE EQUAL IN SIZE AND SPACING TO THE REINFORCING IN THE

ABUTTING MEMBERS.

5.9. REFER TO ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIPS,

REGLETS, WASHES, MASONRY ANCHORS, BRICK LEDGE ELEVATIONS, SLAB DEPRESSIONS

AND MISCELLANEOUS EMBEDDED PLATES, BOLTS, ANCHORS, ANGLES, ETC.

5.10. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE FINISH IS

NOT SPECIFIED, CONFORM TO REQUIREMENTS OF ACI 301.

5.11. REFER TO PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR UNDERFLOOR,

PERIMETER AND OTHER DRAINS AND FOR SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS,

ETC. THE VARIOUS TRADES ARE RESPONSIBLE FOR THEIR ITEMS.

5.12. BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES AND OTHER STEEL EXPOSED TO EARTH

OR GRANULAR FILL SHALL BE COVERED WITH A MINIMUM OF 3" OF CONCRETE.

5.13. FILL SLABS, NOT SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE REINFORCED WITH

A MINIMUM OF 6X6-W1.4XW1.4 WWM UNLESS NOTED OTHERWISE ON OTHER DRAWINGS

OR IN THE SPECIFICATIONS.

5.14. FINISHING TOLERANCE SHALL BE WITHIN CLASS B IN ACCORDANCE WITH ACI 301

AND CONSIDERATION SHALL BE GIVEN TO SEQUENCING OF CONCRETE PLACEMENT TO

FACILITATE CONTROL OF FINISH ELEVATIONS.

5.15. NON-SHRINK GROUT SHALL BE PRE-MIXED, NON-CORROSIVE, NON-METALLIC,

NON-STAINING CONTAINING SILICA SANDS, PORTLAND CEMENT, SHRINKAGE

COMPENSATING AND WATER REDUCING AGENTS. PRODUCT SHALL ONLY REQUIRE THE

ADDITION OF WATER. MINIMUM COMPRESSIVE STRENGTH SHALL BE 2500 PSI AFTER

ONE DAY AND 7000 PSI AFTER 28 DAYS. GROUT SHALL BE FREE OF GAS PRODUCING

OR AIR RELEASING AND OXIDIZING AGENTS AND CONTAIN NO CORROSIVE IRON,

ALUMINUM OR GYPSUM.

5.16. TOLERANCE FOR ANCHOR BOLTS AND OTHER EMBEDDED ITEMS SHALL BE PER THE

AISC CODE OF STANDARD PRACTICE SECTION 7.5.

5.17. UNLESS OTHERWISE SHOWN IN THE ARCHITECTURAL DRAWINGS, PROVIDE 3/4" CHAMFERS

AT ALL COLUMN, WALL, SLAB OR BEAM EDGES THAT ARE EXPOSED TO VIEW IN THE

FINISHED STRUCTURE.

7.0. STRUCTURAL STEEL:

7.1. ALL STRUCTURAL STEEL SHALL BE OF THE GRADES INDICATED BELOW, UNLESS NOTED

OTHERWISE ON PLANS OR DETAILS:

A. WIDE FLANGE SHAPES ASTM A992 GR50.

B. OTHER ROLLED SHAPES ASTM A36 TYPICALLY, U.N.O.

C. ANCHOR BOLTS ASTM F1554 GR36 U.N.O.

D. STRUCTURAL TUBING (SQUARE AND RECTANGULAR) ASTM A500, GRADE B, FY=46 KSI.

E. STRUCTURAL TUBING (ROUND) ASTM A500, GRADE B, FY=42 KSI.

F. PLATES AND BARS ASTM A36 U.N.O.

G. MISCELLANEOUS ASTM A36 U.N.O.

7.2. ALL STRUCTURAL STEEL SHALL BE DETAILED AND, FABRICATED IN ACCORDANCE WITH

THE AISC CODE OF STANDARD PRACTICE AS MODIFIED IN THESE NOTES AND THE

PROJECT SPECIFICATIONS.

7.3. SUBMIT SHOP DRAWINGS FOR DETAILS, FABRICATION, AND ERECTION OF STRUCTURAL

STEEL. COMPLY WITH AISC "STEEL CONSTRUCTION MANUAL", AISC "DETAILING FOR

STEEL CONSTRUCTION", AND AISC "ENGINEERING FOR STEEL CONSTRUCTION"

PUBLICATIONS.

7.4. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMISSION.

DRAWINGS SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP ACCEPTING

RESPONSIBILITY FOR DIMENSIONS, QUANTITIES AND COORDINATION WITH THE OTHER

TRADES.

7.5. DRAWINGS MAY BE ELECTRONICALLY SUBMITTED, PROVIDED LEGIBILITY IS MAINTAINED.

REVIEW COMMENTS ONLY WILL BE ELECTRONICALLY FORWARDED TO THE CONTRACTOR.

7.6. CONTRACTOR SHALL PROVIDE IN HIS SCHEDULE FOR A SHOP DRAWING REVIEW AND

RETURN TIME OF A MINIMUM OF FIFTEEN (15) WORKING DAYS IN THE STRUCTURAL

ENGINEER'S OFFICE.

7.7. CONNECTION DESIGN: SEE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.

A. FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT DESIGNED

ON THE STRUCTURAL DRAWINGS.

B. ALL CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED

IN THE STATE WHERE THE PROJECT IS LOCATED. SHOP DRAWING CONTAINING

CONNECTION DESIGNS SHALL BE SIGNED AND SEALED. A NOTE INDICATING

"CONNECTION DESIGN ONLY" SHOULD ACCOMPANY THE SEAL. FABRICATOR SHALL

SUBMIT SIGNED AND SEALED CALCULATIONS FOR ALL CONNECTIONS DESIGNED AS

PART OF HIS WORK AND APPEARING ON HIS SHOP DRAWINGS.

C. GENERALLY, CONNECTIONS SHOWN ON THE DRAWINGS ARE SCHEMATIC AND ARE

INTENDED TO SHOW THE RELATIONSHIP OF THE MEMBERS.

D. CONNECTIONS SHALL BE DESIGNED FOR THE REACTIONS AS SHOWN ON THE DRAWINGS,

WITH A MINIMUM REACTION OF 10 KIPS. IF NO REACTION IS SHOWN ON PLAN, DESIGN

CONNECTIONS FOR ONE-HALF (1/2) THE MAXIUMUM TOTAL UNIFORM LOAD ON THE MEMBER,

AS DEFINED IN TABLE 3-6, "MAXIUMUM TOTAL UNIFORM LOAD" IN THE AISC "SPECIFICATIONS

FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 360-16.

E. MEMBER FORCES AND REACTIONS HAVE BEEN REDUCED IN CONFORMANCE TO CODE

PROVISIONS RELATED TO COMBINATIONS OF LOADS THAT INCLUDE WIND AND SEISMIC

FORCES. NO FURTHER REDUCTIONS IN FORCES OR INCREASES IN ALLOWABLE STRESSES

ARE PERMITTED.

F. CONNECTIONS SHOWN ON DRAWINGS ARE ULTIMATE (LRFD) LOAD REACTIONS.

G. CONNECTIONS MAY BE BOLTED OR WELDED, U.N.O. ON THE DRAWINGS.

7.8. BOLTED CONNECTIONS:

A. SLIP CRITICAL CONNECTIONS WITH A325SC OR A490SC BOLTS SHALL BE USED IN ALL

BOLTED MOMENT PLATE CONNECTIONS. OVERSIZED OR LONG-SLOTTED HOLES ARE

PERMITTED.

B. BEARING-TYPE CONNECTIONS WITH A325N OR A490N BOLTS SHALL BE USED FOR ALL OTHER

BOLTED CONNECTIONS. OVERSIZED AND LONG-SLOTTED HOLES ARE NOT PERMITTED U.N.O.

IN SINGLE TAB PLATE CONNECTIONS ONLY BEARING-TYPE FASTENERS ARE PERMITTED,

FASTENERS SHALL NOT BE TORQUED, AND SHORT SLOTTED HOLES ARE REQUIRED.

C. ANCHOR BOLTS OR OTHER BOLTS, WHERE INDICATED, SHALL CONFORM TO ASTM

F1554 GR36 U.N.O.

D. PROTRUDING BOLT HEADS, SHAFTS OR NUTS SHALL NOT EXTEND NOR PROHIBIT

THE APPLICATION OF ARCHITECTURAL FINISHES OR PLACEMENT OF STEEL DECK

AT ITS CORRECT LOCATION AND ELEVATION.

E. CONNECTION DESIGNER IS RESPONSIBLE FOR VERIFYING THE AXIAL CAPACITY

AFTER A SECTION IS REDUCED FOR BOLT HOLES. MEMBER SIZE MAY BE

INCREASED OR PLATES ADDED TO MAINTAIN REQUIRED CAPACITY.

F. SHOP DRAWINGS SHALL INDICATE THE TYPE OF BOLT USED IN EACH CONNECTION,

ALLOWABLE VALUES FOR THE VARIOUS BOLT TYPES AND CAPACITY OF EACH CONNECTION

SHOWN.

G. DOMESTIC FASTENERS (AMERICAN OR CANADIAN) ARE REQUIRED IN ALL

STRUCTURAL STEEL WORK ON THIS PROJECT. IMPORTED FASTENERS ARE

PROHIBITED.

7.9. WELDED CONNECTIONS:

A. ALL WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING CODE

- STEEL" (AWS D1.1) OF THE AMERICAN WELDING SOCIETY.

B. ELECTRODES FOR WELDING SHALL COMPLY WITH THE REQUIREMENTS OF AWS

D1.1 TABLE 4.1.1.

C. SHOP DRAWINGS SHALL INDICATE WELD TYPE, REQUIRED ELECTRODES AND

CAPACITY FOR EACH CONNECTION DETAILED ON THE SHOP DRAWINGS.

D. PERFORM VISUAL INSPECTIONS OF ALL WELDS.

E. PERFORM NON-DESTRUCTIVE TESTS OF WELDS AS FOLLOWS:

1. PARTIAL PENETRATION WELDS - ONE SPOT TEST PER WELD USING MAGNETIC PARTICLE

TESTING TECHNIQUES.

2. FULL PENETRATION WELDS - TEST ENTIRE LENGTH OF ALL WELDS.

USE RADIOGRAPHIC OR ULTRASONIC TESTING TECHNIQUES.

7.10. WHERE CANTILEVER BEAMS OCCUR ON PLAN AND THE SIZE IS NOTED ONLY FOR THE

BACK-SPAN, THE CANTILEVER IS INTENDED TO BE THE SAME SIZE AS THE BACK-SPAN.

7.11. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED

WITHOUT WRITTEN APPROVAL OF THE COR.

7.12. NO CHANGE IN SIZE OR POSITION OF ANY STRUCTURAL ELEMENT NOR HOLES, SLOTS, CUTS, ETC. SHALL BE MADE UNLESS DETAILED AND NOTED AS A PROPOSED CHANGE ON THE SHOP

DRAWINGS AND REVIEWED AND ACCEPTED BY THE STRUCTURAL ENGINEER.

7.13. NO FINAL BOLTING OR WELDING SHALL BE PERFORMED UNTIL AS MUCH OF THE

STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED.

7.14. FABRICATE ALL BEAMS WITH MILL CAMBERS UP.

7.15. U.N.O. BEAMS ARE EQUALLY SPACED BETWEEN COLUMNS.

7.16. MINIMUM PLATE THICKNESS SHALL BE 3/8" U.N.O.; MINIMUM BOLT DIAMETER SHALL

BE 3/4" U.N.O.; MINIMUM SHOP WELD SHALL BE 3/16" AND MINIMUM FIELD WELD

SHALL BE 1/4" U.N.O.

7.17. ALL RE-ENTRANT CORNERS (SUCH AS COPES AND BLOCKS) SHALL BE CUT AND SHAPED

NOTCH FREE WITH A RADIUS OF AT LEAST 1/2".

7.18. FIELD USE OF GAS CUTTING TORCHES IS PROHIBITED FOR CORRECTING FABRICATION

ERRORS IN PRIMARY STRUCTURAL FRAMING.

7.19. PARAGRAPH 4.4.1 OF THE AISC CODE OF STANDARD PRACTICE SHALL BE SUPERSEDED

BY THE FOLLOWING: INDICATION OF COMPLIANCE BY THE

OWNER OF SHOP DRAWINGS PREPARED BY THE FABRICATOR INDICATES THAT THE

FABRICATOR HAS CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS. SUCH

INDICATION DOES NOT RELIEVE THE FABRICATOR OF THE RESPONSIBILITY ASSIGNED

TO HIM FOR THE DESIGN AND DETAILING OF CONNECTIONS ASSIGNED TO HIM, NOR

FOR THE ACCURACY OF DIMENSIONS ON THE SHOP DRAWINGS, NOR FOR GENERAL FIT

UP OF PARTS TO BE ASSEMBLED IN FIELD.

7.20. PARAGRAPHS 7.2 THROUGH 7.6 OF THE AISC CODE OF STANDARD PRACTICE SHALL BE

SUPERSEDED AS FOLLOWS: ALL REFERENCES TO "OWNER" SHALL BE REPLACED

WITH REFERENCES TO "CONTRACTOR".

7.21. EXPANSION BOLTS SHALL PROVIDE A MINIMUM SAFETY FACTOR OF FOUR (4) TIMES

THE FOLLOWING MINIMUM SERVICE LOAD CAPACITIES, U.N.O.

SLEEVE ANCHORS (2000 PSI MASONRY) WEDGE ANCHORS (3000 PSI CONCRETE)

DIA. SHEAR TENSION DIA. SHEAR TENSION

1/4" 270 LB. 300 LB. 1/2" 1950 LB. 1250 LB.

1/2" 930 LB. 600 LB. 3/4" 3750 LB. 2250 LB.

8.0. INSPECTION AND TESTING:

8.1. AN INDEPENDENT TESTING LABORATORY SHALL BE RETAINED IN ACCORDANCE WITH

THE PROJECT SPECIFICATIONS TO PERFORM TESTING OF FOUNDATION BEARING

STRATA, ENGINEERED FILLS, CONCRETE, GROUT, STEEL, AND WELDING. SEE

PROJECT SPECIFICATIONS FOR REQUIREMENTS.

8.2. THE CONTRACTOR, IN CONJUNCTION WITH THE TESTING LABORATORY AND IN

ACCORDANCE WITH THE PROJECT SPECIFICATIONS, SHALL DETERMINE THE FREQUENCY

OF THE TESTING NECESSARY TO INSURE THAT THE DESIGN REQUIREMENTS ARE

BEING MET.

8.3. THE TESTING AGENCY SHALL VERIFY THAT ALL WELDERS HAVE SATISFACTORILY

PASSED AWS QUALIFICATION TESTS FOR THE WELDS WHICH THEY WILL PERFORM.

8.4. THE CONTRACTOR AND TESTING AGENCY SHALL REQUIRE THAT AWS QUALIFICATION

TESTS FOR WELDING OF MATERIAL LESS THAN 1/8" IN THICKNESS ARE PASSED

BY WELDERS EXPECTED TO ERECT LIGHTGAGE FRAMING MATERIALS. THESE

TESTS ARE NOT THE SAME AS FOR MATERIALS 1/8" OR GREATER IN THICKNESS (I.E.

STRUCTURAL STEEL MATERIALS)

8.5. ALL WELDING SHALL BE INSPECTED AND TESTED IN ACCORDANCE WITH AWS D1.1 OR

D1.3 AS APPROPRIATE TO THE MATERIAL THICKNESS.

8.6. THE TESTING AGENCY SHALL VERIFY THAT THE METAL DECK IS ATTACHED TO THE

STRUCTURAL STEEL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND

APPROVED SHOP DRAWINGS.

8.7. CONCRETE TESTING SHALL BE IN ACCORDANCE WITH ACI 301 CHAPTER 16 AND

APPROPRIATE AND WITH THE PROJECT SPECIFICATIONS.

9.0. CONSTRUCTION AND SAFETY:

9.1. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS, PROGRAMS

AND PRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT.

9.2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OF PERSONS AND

PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT SAME

AGAINST INJURY, DAMAGE OR LOSS.

9.3. MEANS AND METHODS OF CONSTRUCTION AND ERECTION OF STRUCTURAL MATERIALS ARE

SOLELY THE CONTRACTOR'S RESPONSIBILITY.

9.4. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE

DRAWINGS OF OTHER CONSULTANTS AND TRADES. THE CONTRACTOR SHALL COORDINATE

THE VARIOUS REQUIREMENTS.

9.5. NO OPENINGS NOR ANY CHANGES IN SIZE, DIMENSION OR LOCATION SHALL BE MADE

IN ANY STRUCTURAL ELEMENTS WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL

ENGINEER.

9.6. OPENINGS 1'-0" OR LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THE STRUCTURAL

DRAWINGS. REFER TO DRAWINGS OF OTHER CONSULTANTS FOR SUCH OPENINGS.

9.7. FIREPROOFING OF STRUCTURAL ELEMENTS IS NOT SHOWN ON THE STRUCTURAL

DRAWINGS. REFER TO THE SPECIFICATIONS AND ARCHITECTURAL DRAWINGS FOR FIRE

RATING REQUIREMENTS, MATERIALS AND METHODS.

9.8. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD

IMPOSED ON THE STRUCTURE. SUCH LOADS SHALL NOT EXCEED THE CAPACITY OF THE

STRUCTURE AT ANY TIME.

9.9. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION, AND ANY

TEMPORARY BRACING OR SUPPORT REQUIRED TO ACCOMMODATE THE CONTRACTOR'S

MEANS AND METHODS ARE THE RESPONSIBILITY OF THE CONTRACTOR.

9.10. THE CONTRACTOR SHALL INFORM THE COR, CLEARLY AND

EXPLICITLY IN WRITING, OF ANY DEVIATION OR SUBSTITUTION OF REQUIREMENTS

OF THE CONTRACT DOCUMENTS. CONTRACTOR IS NOT RELIEVED OF ANY REQUIREMENTS

OF THE CONTRACT DOCUMENTS BY VIRTUE OF THE STRUCTURAL ENGINEER'S REVIEW

OF SHOP DRAWINGS, PRODUCT DATA, ETC., UNLESS THE CONTRACTOR HAS CLEARLY

AND EXPLICITLY INFORMED THE COR IN WRITING OF ANY

DEVIATIONS OR SUBSTITUTIONS AT TIME OF SUBMISSION, AND THE STRUCTURAL

ENGINEER HAS GIVEN WRITTEN APPROVAL FOR THE SPECIFIC DEVIATIONS OR

SUBSTITUTIONS.

9.11. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE

DEFICIENCIES, OMISSIONS, CONTRADICTIONS OR AMBIGUITIES IN THE DRAWINGS OR

SPECIFICATIONS, SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL

ENGINEER. CORRECTIONS OR WRITTEN INTERPRETATIONS SHALL BE ISSUED BEFORE

AFFECTED WORK MAY PROCEED.

9.12. IF THE CONTRACTOR CANNOT CONSTRUCT ANY PORTION OF THE WORK IDENTIFIED IN

THE DRAWINGS IN ACCORDANCE WITH THESE DRAWINGS AND SPECIFICATIONS, THEN

THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE COR PRIOR

TO PROCEEDING WITH THE WORK. WORK THAT DOES NOT COMPLY WITH THE DRAWINGS

MAY REQUIRE REMOVAL, TESTING, OR ENGINEERING EVALUATION AT THE

CONTRACTOR'S EXPENSE.

9.13. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO ORDERING

MATERIALS OR PROCEEDING WITH NEW WORK IN AREAS AFFECTED BY EXISTING

CONDITIONS. COR SHALL BE INFORMED IN WRITING OF

CONFLICTS BETWEEN EXISTING AND PROPOSED NEW CONSTRUCTION.

9.14 CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL DIMENSIONS SHOWN ON THE

CONTRACT DOCUMENTS. INCONSISTENCIES ON THE STRUCTURAL DRAWINGS OR

BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER CONTRACT, SHOP, FABRICATION,

OR OTHER DRAWINGS OR INFORMATION SHALL BE BROUGHT TO THE ATTENTION OF THE

COR PRIOR TO PROCEEDING WITH AFFECTED WORK.

9.15. DO NOT SCALE THESE DRAWINGS, USE THE DIMENSIONS SHOWN.

9.16. CONTRACTOR SHALL PROVIDE IN HIS SCHEDULE FOR A SHOP DRAWING REVIEW AND

RETURN TIME OF A MINIMUM OF FIFTEEN (15) WORKING DAYS IN THE STRUCTURAL

ENGINEER'S OFFICE.

9.17 FOR METAL STAIRS, PROVIDE A DELEGATED DESIGN SUBMITTAL INCLUDING

CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED

IN THE STATE OF THE PROJECT. SHOP DRAWINGS REFLECTING THIS DESIGN

SHALL BE SUBMITTED WITH THE CALCULATIONS.

10.0 STRUCTURAL ABBREVIATIONS:

ABBREV. DEFINITION ABBREV. DEFINITION

A.B. ANCHOR BOLTS HOF HORIZONTAL OUTER FAC

ABV ABOVE HK HOOK

ADDNL ADDITIONAL HORZ HORIZONTAL

AFF ABOVE FINISHED FLOOR IF INNER FACE

ALT ALTERNATE INT INTERIOR

ARCH ARCHITECTURAL JT JOINT

B, BOT BOTTOM K KIPS (1000 LBS)

B/XXX BOTTOM OF XXX L, LEN LENGTH

BAL. BALANCE LAT LATERAL

BB BOND BEAM LBS POUNDS

BCX BOTTOM CHORD EXTENSION LE LEFT END

BL BRICK LEDGE LLH LONG LEG HORIZONTAL

BLDG BUILDING LLO LONG LEG OUTSTANDING

BLW BELOW LLV LONG LEG VERTICAL

BM BEAM LONG LONGITUDINAL

BRG BEARING MAS MASONRY

BRK BRICK MAX MAXIMUM

BTWN BETWEEN MECH MECHANICAL

CFMF COLD-FORMED METAL FRAMING MFR MANUFACTURER

CJ CONST., CONTROL JOINT MIN MINIMUM

CL,CLR CLEAR MTL METAL

CMU CONC. MASONRY UNIT NOM NOMINAL

COL COLUMN OC, O/C ON CENTER

CONC CONCRETE OF OUTER FACE, OPP. FACE

CONN CONNECTION OH OPPOSITE HAND

CONST CONSTRUCTION OPP OPPOSITE

CONT CONTINUOUS OPNG OPENING

CTR CENTER PC PRECAST

CTRD CENTERED PL PLATE

DBA DEFORMED BAR ANCHOR RE RIGHT END

DET,DTL DETAIL REINFG REINFORCING

DIM DIMENSION REINF REINFORCEMENT

DK DECK REQD REQUIRED

DWGS DRAWINGS RET RETAINING

DWL DOWEL SOG SLAB ON GRADE

EA EACH SC SLIP CRITICAL

EE EACH END SCHED SCHEDULE

EF EACH FACE SECT SECTION

EFF EFFECTIVE S, SHRT SHORT

EJ EXPANSION JOINT SL SLAB

EL,ELEV ELEVATION SPA SPACING

EOC EDGE OF CONCRETE STFNR STIFFENER

EOD EDGE OF DECK STL STEEL

EOM EDGE OF MASONRY SUPPL SUPPLIER

EOS EDGE OF SLAB SUPT SUPPORT

ES EACH SIDE T TOP

EW EACH WAY T/XXX TOP OF XXX

EXIST EXISTING TCX TOP CHORD EXTENSION

EXP EXPANSION THK THICK, THICKNESS

EXT EXTERIOR, EXTENSION TO THROUGHOUT

FK FOOT-KIPS TRAN TRANSVERSE

FL, FLR FLOOR TYP TYPICAL

FOB FACE OF BRICK UNO UNLESS NOTED OTHERWISE

FOM FACE OF MASONRY VERT VERTICAL

FOS FACE OF STUD VEF VERTICAL EACH FACE

FP FULL PENETRATION VIF VERTICAL INNER FACE

FS FOOTING STEP VOF VERTICAL OUTER FACE

FT FOOT, FEET W WIDE, WIDTH

FTG FOOTING WWF WELDED WIRE FABRIC

GB GRADE BEAM WWM WELDED WIRE MAT

GEN GENERAL XE EXTENDED END JOIST

HEF HORIZONTAL EACH FACE

HIF HORIZONTAL INNER FACE

1435 W. Morehead St.

Suite 140 Charlotte, NC 28208

(704) 522-0495 www.brittpeters.com BPA Project No. 21240

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10720 SIKES PLACE, SUITE 100

CHARLOTTE, NC 28277

P 704.814.1320 F 704.321.0833

HDG PROJECT: 21009

COPYRIGHT © 2025 HARRELL DESIGN GROUP, PC

A u to d e s k D o c s /B

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STRUCTURAL GENERAL NOTES,

AND ABREVIATIONS

CORRECT FCA

D & F DEFICIENCIES

BOILER PLANT

LYONS VA MEDICAL CENTER, LYONS, NJ

561A4-18-113

APRIL 11, 2025 MSR JACRevisions: Date:

EXISTING

PULLBOX

EXISTING

PANEL C

EXISTING

ATS 14TS1

PANEL

BOARD

EMDP

EXISTING

ATS 14MTS1

PANEL

BOARD

PANEL

BOARD B

PANEL

BOARD A

ATS

14-MTS2

ATS

14-TS2

PANELBOARD

PANEL

BOARD

UP

UP

UP

UP

BREAK ROOM

I.T.

TOILET

LOCKERS

GAS

VALVE

ROOM/

STORAGE

ELEC. RM.

TO

ADJOINING

BUILDING

EXISTING EMERGENCY

SWITCHBOARD

BASEMENT

B01 B02

B03

MECHANICAL

B04

B05

B06

B07

ENTRY

B08

B09

EXISTING NORMAL

SWITCHBOARD

LOUVER

-12'

-12'

-12'

7" HIGH

CONC PAD

6" HIGH

CONC

PAD

6" HIGH

CONC PAD

4" HIGH

CONC

PAD

-10'-8"

-9'

6" HIGH

CONC PAD

C1

S3.01

C3

S3.01

C1

S3.01

C3

S3.01

EXISTING FLOOR SLAB TO

BE REMOVED PRIOR TO

NEW CONC REPAIR

1 2 3 4 5 6 7 8

A

B

C

D

A.9

B.9

C.9

NEW HSS 5x5x5/16 POST. REF

FOR BASE PLATE

F3/S3.01

1435 W. Morehead St.

Suite 140 Charlotte, NC 28208

(704) 522-0495 www.brittpeters.com BPA Project No. 21240

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10720 SIKES PLACE, SUITE 100

CHARLOTTE, NC 28277

P 704.814.1320 F 704.321.0833

HDG PROJECT: 21009

COPYRIGHT © 2025 HARRELL DESIGN GROUP, PC

A u to d e s k D o c s /B

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STRUCTURAL BASEMENT LEVEL CORRECT FCA

D & F DEFICIENCIES

BOILER PLANT

LYONS VA MEDICAL CENTER, LYONS, NJ

561A4-18-113

APRIL 11, 2025 MSR JAC

1/4" = 1'-0"1

BASEMENT LEVEL RENOVATION PLAN

Revisions: Date:

UP

TRANSFORMER

UP

UP

COVERED STORAGE

STORAGE

CONTAINER

ADJACENT

BUILDING

ADJACENT

BUILDING

ADJACENT

BUILDING

ADJACENT

BUILDING

EXISTING

ELECTRICAL

VAULT

STORM

DRAIN

SAN

MH

DN

+11'-6"

+11'-0"

+11'-0"

CATWALK ABOVE

DN

CONTROL ROOM

ROLL-UP

DOOR

ROLL-UP

DOOR ROLL-UP

DOOR

ROLL-UP

DOOR

ROLL-UP

DOOR

BOILER

ROOM

BOILER

ROOM

+14"

0'

UP

DN

DN

UP

DN

0'W4X13W4X13

W4X13W4X13

B3

S3.01

W

X

W10X39

W

X

W10X30

W10X30

W10X30

B5

S3.01

C5

S3.01

C5

S3.01

C7

S3.01

C7

S3.01

REF E1/S3.01

E5

S3.01

W10X30

B7

S3.01

B9

S3.01

E3

S3.01

USE 30mmX30mmX11 GAUGE DOUBLE-TWIST

HEXAGONAL NETTING AT UNDERSIDE OF EXISTING

SLAB. AT PERIMETER AND SEAM LOCATIONS PROVIDE

3/16" DIA WIRE ROPE CABLES. SECURE NETTING TO

STEEL COLUMNS AT EACH CORNER WITH WELDED I-

BOLTS. AT CONCRETE/CMU WALL USE EPOXIED I-

BOLTS (REF E1/S3.01 FOR EPOXY INFORMATION).

NETTING SHALL BE LOCATED 2" BELOW EXISTING

STRUCTURE.

(E) STEEL BEAM

(E

S T

E E

L B

E A

M

B1

S3.01

GC TO VERIFY EXISTING BEAM CONNECTION IS (3) 3/4"

DIA BOTLS SINGLE PLATE SHEAR CONNECITON MIN. IF

(3) 3/4" BOLTS ARE NOT PRESENT AT EXITSING

CONNECTION, WELD SHEAR TAB TO EXISTING BEAM

ALL AROUNG WITH 1/4" FILLET WELD.

PROVIDE (2) C10X25 DIRECTLY BELOW CHEMICAL

TREATMENT TANKS. MAX WEIGHT = 2,000LBS

C

X

25C10X25LOCATE CHANNEL FRAMING TO PROVIDE OPENING

AROUND EXISTING PIPES

E3

S3.01

OH

E5

S3.01

1 2 3 4 5 6 7 8 9

A A

B

C

D

A.9

B.9

C.9

1'-0"

1' -0

HSS POST-UP

REF DETAIL

C

X

PROVIDE L4X4X3/8 EA SIDE OF OPENING

GW-125 (19-W-4) 1 1/4"x3/16"

GALVANIZED GRATING BY

McNICHOLS OR APPROVED EQUAL

PLAN LEGEND

DENOTES NEW BAR GRATING DECK SPAN DIRECTION

DENOTES EXISTING GRATING

DENOTES NEW NETTING

1435 W. Morehead St.

Suite 140 Charlotte, NC 28208

(704) 522-0495 www.brittpeters.com BPA Project No. 21240

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10720 SIKES PLACE, SUITE 100

CHARLOTTE, NC 28277

P 704.814.1320 F 704.321.0833

HDG PROJECT: 21009

COPYRIGHT © 2025 HARRELL DESIGN GROUP, PC

A u to d e s k D o c s /B

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STRUCTURAL GROUND LEVEL

FRAMING PLAN

CORRECT FCA

D & F DEFICIENCIES

BOILER PLANT

LYONS VA MEDICAL CENTER, LYONS, NJ

561A4-18-113

APRIL 11, 2025 MRS JAC

1/4" = 1'-0"1

GROUND LEVEL RENOVATION PLAN

Revisions: Date:

LOCATE NEW HSS ABOVE

STEEL COLUMN

HSS4x4X5/16 W/ 1/4" CAP PL

HSS COLUMN,

REF PLAN

BASE PL 3/4"x12"x12" W/ (4) 1/2"

DIA HILTI KWIK HUS ANCHORS

W/ 3" MIN EMBEDMENT

1/4

STEEL BEAM

REF PLAN

EXISTING

CONCRETE SLAB

GRATING REF C7/S3.01

L3X3X3/8 X 8" LONG EA EF

FLUSH WITH EXISTING

CONCRETE SLAB

1/4

TYP

RAIL DESIGN BY SUPPLIER,

REF ARCH

L4x4x3/8 @ EACH

PERPENDICULAR BEAM

FULL DEPTH

STIFF PLATE 3/8"

L4x4x5/16 BETWEEN L4x4.

1/4

TYP

RAIL DESIGN BY SUPPLIER,

REF ARCH

GRATING

REF C7/S3.01

16"

EXISTING CONC WALL

EXISTING STEEL COLUMN

3/4" DIA x 6" LONG HEADED

STUDS @ 12" OC FOR FULL

HEIGHT OF COLUMN

START STUDS 24" ABOVE

BOTTOM OF COLUMN.

STOP STUDS 12" BELOW

BOTTOM OF FRAMING

#4 @ 12" OC DRILL &

EPOXY INTO EXIST

CONC WALL.

USE HILTI HIT-RE 500

V3 EPOXY. MIN 10"

EMBEDMENT

#4 TIES @ 12" OC

5-#9 VERT FULL HEIGHT

w/ #7 DOWELS INTO

EXISTING FOOTING

18"

NOTES:

1. SHORE ALL STRUCTURE PRIOR

TO BEGINNING ANY WORK.

2. AFTER SHORING IS IN PLACE,

WIRE BRUSH RUST FROM

EXISTING COLUMN.

3. G.C. IS RESPONSIBLE FOR

SHORING DESIGN

4. CONC TO EXTEND TO BOTTOM

OF EXISTING STEEL FRAMING

5. COR AND AE TO OBSERVE INITIAL

EPOXY INSTALLATION AND EMBEDMENT

DEPTH. NOTIFY AE A MINIMUM 10 DAYS

PRIOR SO SITE VISIT CAN BE SCHEDULED

#3 DOWELS @ 12" OC

AROUND SLAB CUT

MIN 6" EMBEDMENT

USE HILTI HIT-RE 500 EPOXY

EXISTING FOOTING

#7 DOWELS DRILL & EPOXY

INTO EXIST FTG w/ HILTI

HIT-RE 500 V3 EPOXY MIN

8" EMBEDMENT

*NEW CENTER BAR

NOT SHOWN FOR

CLARITY

AS REQ'D BY G.C.

TO INSTALL NEW

DOWELS & COLUMN

G.C. TO FIELD

VERIFY PRIOR

TO PROCURING

DOWELS

2"

EXISTING FLOOR FRAMING

NEW GRATING

EXISTING COLUMN AND

BASE PLATE. CUT ANCHOR

BOLTS FREE AT BASEPLATE.

EXISTING

CONCRETE SLAB

1/4

GW-125 (19-W-4) 1 1/4"x3/16"

GALVANIZED GRATING BY

McNICHOLS OR APPROVED EQUAL

C10x25 EACH

SIDE OF COLUMN

1' -2

GRATING

EXISTING WALL

(4) 3/4" DIA A36 RODS W/

HILTI HIT-HY 200 EPOXY

6" EMBEDMENT MIN

2" 8"

2"

2" 8" 2"

12"

T/ WALL

PL 3/4"

EXISTING

CONCRETE SLAB

1/4

1' -2

EXISTING

STAIRS

GRATING REF C7/S3.01

C10x25

L6x6x1/2 TREAD

AS REQUIRED

EXISTING

CONCRETE SLAB

EXISTING

STAIRS

GRATING

REF C7/S3.01

L2X2X5/16 AT EA

EXISTING STRINGER

TO SUPPORT GRATING

CHANNEL BEYOND,

REF PLAN

C10x25

CUT EXISTING

ANCHORS

BOLTS FREE

NOTE: STEEL MEMBERS ARE SHOWN AT

LOCATIONS TO MISS EXISTING STAIRS. GC

SHOULD DETERMINE DIMENSIONS BASED

ON FIELDS MEASUREMENTS.

1/4

ANGLE TO

STRINGER

EXISTING

CONCRETE SLAB

GRATING

REF C7/S3.01

STEEL BEAM, REF

PLAN. FULL DEPTH

STIFFENER

STAIR AND HANDRAIL

DESIGNED BY FABRICATOR.

RAIL DESIGN BY SUPPLIER,

REF ARCH

EXISITNG STEEL BEAM AND

CONNECTION TO EXISTING

STRUCTURE. GC TO VIF

EXISTING

STEEL COLUMN

STEEL BEAM

REF PLAN

EXISTING

CONCRETE SLAB

GRATING REF C7/S3.01 RAIL DESIGN BY SUPPLIER,

REF ARCH

PL 1 1/4"X2"X CONT. ALONG

TOP OF EXISTING STEEL

BEAM.

1/4 2-12

1/4 2-12

3/16 TYP

1/4 TYP

L4X4X5/16. TYP

SECTION A-A OPTION 1

3/16 TYP

1/4 TYP

SECTION A-A OPTION 2

A A

NOTES:

1. FOR SIZE AND LOCATION OF REQUIRED OPENINGS VERIFY W/

MECHANICAL DWGS.

COPE ANGLE AND BEAR ON

TOP OF BEAM OR JOIST

CL BEAM OR JOIST

RAIL DESIGN BY SUPPLIER,

REF ARCH

STEEL BEAM, REF PLAN.

FULL DEPTH STIFFENER PL 1/4"

AT EA GUARDRAIL POST

GRATING

REF C7/S3.01

2" T

Y P

1'-0"

1' -0

1/4

NEW HSS 5x5 POST W/ BASE PL 3/4"x12"x12" WITH (4) 1/2" DIA HILTI KWIK

HUS ANCHORS, MIN 3" EMBEDMENT.

BEAR POST ON SLAB

1435 W. Morehead St.

Suite 140 Charlotte, NC 28208

(704) 522-0495 www.brittpeters.com BPA Project No. 21240

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

10720 SIKES PLACE, SUITE 100

CHARLOTTE, NC 28277

P 704.814.1320 F 704.321.0833

HDG PROJECT: 21009

COPYRIGHT © 2025 HARRELL DESIGN GROUP, PC

A u to d e s k D o c s /B

P A

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STRUCTURAL DETAILS CORRECT FCA

D & F DEFICIENCIES

BOILER PLANT

LYONS VA MEDICAL CENTER, LYONS, NJ

561A4-18-113

APRIL 11, 2025 MSR JAC

3/4" = 1'-0"B1

SECTION

3/4" = 1'-0"B5

SECTION

3/4" = 1'-0"C1

SECTION

3/4" = 1'-0"C3

SECTION

3/4" = 1'-0"C5

SECTION

3/4" = 1'-0"C7

SECTION

3/4" = 1'-0"E1

SECTION

3/4" = 1'-0"B7

SECTION

3/4" = 1'-0"B9

SECTION

3/4" = 1'-0"E3

SECTION

3/4" = 1'-0"B3

SECTION

3/4" = 1'-0"F1

TYPICAL GRATING SUPPORT AT OPENINGS

3/4" = 1'-0"E5

SECTION

Revisions: Date:

3/4" = 1'-0"F3

BASE PLATE DETAIL

CORRECT FCA

D & F DEFICIENCIES

BOILER PLANT

561A4-18-113 Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

LYONS VA MEDICAL CENTER, LYONS, NJ

Project Director

APRIL 11, 2025Revisions: Date:

10720 SIKES PLACE, SUITE 100

CHARLOTTE, NC 28277

P 704.814.1320 F 704.321.0833

HDG PROJECT: 21009

cCOPYRIGHT 2025 HARRELL DESIGN GROUP, PC

PL501

DETAILS - PLUMBING

DMWGG

1/2"

1-1/4"

ADJUSTABLE HANGER

WITH ROLLER

LOCKING NUT

SUPPORT NUT INSULATION

PIPE

PIPE COVERING

PROTECTION

16 GA SADDLE

GALVANIZED

INSULATION

SHIELD 12"LONG.

NOTES:

1. SEE SPECIFICATION FOR HANGER SIZES.

2. PIPE 8" AND LARGER SHALL HAVE ROLLER SUPPORTED WITH DUAL RODS.

MIN.9 lb/cft

DENSITY RIGID

INSULATION AT

SHIELD

CLEVIS HANGER

(FOR 1/2" UP TO

HEAVY DUTY

& INCL. 3" PIPE)

(FOR 4" TO 6" PIPE)

LOCK NUT

HANGER

PIPING

INSULATION

THREADED ROD

12" 6"6"

INSULATION SHIELD

METAL CHANNEL STRUT

UNINSULATED COPPER LINES AND LARGER.

INSULATION SHIELD ON 3"

PIPE CLAMP. PROVIDE

INSULATED PIPE LINE WITH

HANGER ROD

OR NYLON INSULATOR

PIPE CLAMPS WITH ELASTOMER

FINISHED FLOOR.

SECURED RIM FLUSH WITH

FINISHED FLOOR.

ADJUSTABLE HOUSING.

INSIDE CAULK.

CAST IRON 1/8 BEND.

CAST IRON SANITARY WYE FITTING.THIS POINT

OF LINE, PLUG WYE AT

FOR CLEANOUT AT END

DEEP SEAL "P" TRAP

NEW SLAB

NEW FLOOR DRAINGRATE

NEW SLAB

DEEP SEAL "P" TRAP

NEW FLOOR SINK

FIELD DETERMINE

THE USE OF 1/2 OR

3/4 GRATE LID.

DEBRIS SCREEN

1/2" CW

P-528

COUNTER MOUNTED SINK

H W

°F

KEY STOP

SHUT-OFF

VALVE (TYP.)

C W

1/2" HW

FIN. FLOOR

NEW STAINLESS STEEL CABINET CABINET

MAXIMUM PIPE/TUBING SUPPORT SPACING

NOTE: FOR TRAPEZE HANGER TAKE SPACING OF SMALLEST SIZE ON TRAPEZE.

mm

[IN]

mm

[FT]

mm

[FT]

SIZE OF LEGEND LETTERS

A

8 to 10 over 10

2-1/2 to 6

1-1/2 to 2

3/4 to 1-1/4

LEGEND

LEGENDLEGEND

OUTSIDE DIA. OF

PIPE OR COVERING

(INCH)

2-1/2

3-1/2

12 1-1/4

3/48

8 1/2

LETTER HEIGHT

[B] (INCH)

LENGTH OF

COLOR FIELD

[A] (INCH)

NOTE

1. SEE PAINTING SPECIFICATION FOR

FINISH COLOR OF PIPE.

2. LABELS SHALL BE INSTALLED AT A

MINIMUM OF EVERY 50' AND AT

ANY WALL OR FLOOR PENETRATION.

3. INDICATE FLOW ARROWS AT EACH

PIPE DESIGNATIONS SIMILAR TO

DIAGRAM PROVIDED.

EXPANSION ANCHORS (2, MIN.)

SEE SPEC. ITEM 14 FOR SPACING.

NOTE: ALL BLACK STEEL ITEMS SHALL BE PRIMED

& PAINTED WITH 2 COATS OF BLACK ENAMEL PAINT.

GALV. SHT. MTL.

WELDED TO STEEL PLATES

1/4" THICK STEEL PLATE

SCHEDULE 40 BLACK STEEL PIPE

BLACK STEEL PLATE

INSULATION SHIELD

CONCRETE FLOOR

PIPE

PIPE INSULATION

316SS

LIFTING

CHAIN

LAG

LEAD

OFF

316SS CABLE

BRACKET

PUMP DISCONNECT

SWITCH FURNISHED

BY DIV. 26.

CONTROL PANEL

FLOAT SWITCHES

(1" RIGID CONDUIT)

TO POWER SERVICE

HLA

SP-1

SP-1

INSTALL NEW

PIPING AND POWER

CONDUITS WITHIN

EXISTING PIPE

CHANNEL.

STAINLESS STEEL.

Z-RAIL BRACKET

STAINLESS STEEL.

Z-RAIL BRACKET

316SS CABLE

BRACKET

PUMP CONTROLS

DISCONNECT

SWITCH FURNISHED

BY DIV. 26.

FLOAT SWITCHES

TYPICAL

PUMP POWER

CABLES (1-1/2" RIGID

CONDUITS)

SEQUENCE OF OPERATION:

1. PUMPS SHALL REMAIN INACTIVE WHEN THE WATER LEVEL IS BELOW THE (STOP) FLOAT.

2. THE LEAD PUMP SHALL ACTIVATE WHEN THE (STOP) FLOAT AND THE (LEAD) FLOAT ARE

LIFTED BY THE SURFACE OF THE WATER. THE LEAD PUMP SHALL CONTINUE TO RUN UNTIL

THE WATER LEVEL IS BELOW THE (LEAD) FLOAT.

3. THE LAG PUMP SHALL ACTIVATE WHEN THE (STOP) FLOAT, THE (LEAD) FLOAT AND THE

(LAG) FLOAT ARE LIFTED BY THE SURFACE OF THE WATER. THE LEAD AND LAG PUMPS

SHALL CONTINUE TO RUN UNTIL THE WATER LEVEL IS BELOW THE (LAG) FLOAT. THE LAG

PUMP SHALL DEACTIVATE AND THE LEAD PUMP SHALL REMAIN ACTIVATED UNTIL THE

WATER LEVEL IS BELOW THE (LEAD) FLOAT AND THE LEAD PUMP SHALL DEACTIVATE.

4. THE HIGH LEVEL ALARM SHALL ACTIVATE WHEN THE (HLA) FLOAT IS LIFTED BY THE

SURFACE OF THE WATER. THE STROBE ON THE TOP OF THE CONTROLS PANEL SHALL

FLASH AND THE HORN SHALL ACTIVATE INDICATING TOTAL SYSTEM FAILURE. A SIGNAL

SHALL BE SENT TO THE CAMPUS WIDE BUILDING AUTOMATION SYSTEM INDICATING SUMP

PUMP FAILURE. THE HIGH WATER ALARM SHALL CONTINUE UNTIL MANUALLY RESET BY VA

STAFF REGARDLESS IF THE HIGH WATER CONDITION IS ALLEVIATED.

5. PUMP CONTROLER SHALL BE SET TO AUTOMATICALY SWITCH LEAD/LAG PUMP ACTIVATION

ON A WEEKLY BAIS TO BALANCE RUN HOURS ACROSS EQUIPMENT.

6. IN THE EVENT OF LEAD PUMP FAILURE TO START, THE LAG PUMP SHALL AUTOMATICALLY

SWITCH TO LEAD PUMP OPERATION AND THE STROBE AND HORN SHALL ACTIVATE

INDICATING A PUMP FAILURE. THE HORN AND STROBE SHALL CONTINUE UNTIL MANUALLY

RESET BY VA STAFF.

3/4" STAINLESS

STEEL PIPE.

EXISTING CONCRETE SUMP

NOTE:

CONTRACTOR SHALL MEASURE THE DEPTH AND INSIDE DIAMETER OF EXISTING

SUMP AND COORDINATING THOSE DIMENSIONS WITH THE PLUMB

MANUFACTURER PRIOR TO ORDERING OF NEW PUMP EQUIPMENT.

COORDINATE

DIMENSION WITH

MANUFACTURER

COORDINATE

DIMENSION WITH

MANUFACTURER

COORDINATE

DIMENSION WITH

MANUFACTURER

COORDINATE

DIMENSION WITH

MANUFACTURERFLOW CONTROL

VALVE

REMOTE HIGH WATER

ALARM PANEL WITH

STROBE AND HORN.

LOCATE IN

CONTROL

ROOM 103.

TV-1

DWV COPPER

PIPINGDWV COPPER

PIPING

PRE-MOLDED PIPE

INSULATION UNDER

SUPPORTS (220711 PAR. 2.9.A)

PRE-MOLDED PIPE

INSULATION UNDER

SUPPORTS (220711 PAR. 2.9.A)

PRE-MOLDED PIPE

INSULATION UNDER

SUPPORTS (220711 PAR. 2.9.A)

PRE-MOLDED PIPE

INSULATION UNDER

SUPPORTS (220711 PAR. 2.9.A)

EXISTING SLABEXISTING SLAB

EXISTING SLAB

EXISTING SLAB

REDUCED PRESSURE PRINCIPLE

BACKFLOW PREVENTER WITH

ISOLATION VALVES.

ELEVATION

PLAN VIEW

AIR GAP

FITTING

COLD WATER

TO SYSTEM

COLD WATER

TO SYSTEMREDUCED PRESSURE PRINCIPLE BACKFLOW

PREVENTER WITH ISOLATION VALVES.

EXISTING PIPE

SUPPORT (TYP.)

PIPE SUPPORT (TYP.)

PIPE TO

NEAREST

FLOOR DRAIN

(TYP.)

FINISHED

FLOOR

ROTATE VALVE ASSEMBLY TO

FACILITATE EQUIPMENT

INSTALLATION. (TYP.)

ELEVATION TO MATCH

EXISTING PIPING. (TYP.)

RELIEF VALVE

(REDUCE PRESSURE BACKFLOW PREVENTION ASSEMBLY)

3" RPBFP

REFER TO PL101 FOR EQUIPMENT REPLACEMENT PHASING SEQUENCE.

BASIS OF DESIGN SHALL BE: WATTS SERIES LF909

DOUBLE CHECK VALVE (TYP.)

Marco J. Brancker PE

Digitally signed by Marco J. Brancker

PE

DN: C=US,

E=mbrancker@harrelldg.com, O=Harrell Design Group, CN=Marco J. Brancker PE Date: 2025.05.16 08:56:26-04'00'