693-20-102 Bid Docs Drawings_Part1.pdf

PROJECT NUMBER

BUILDING NUMBER

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

APPROVED

VA FORM 08 - 6231

A

FULLY SPRINKLERED

OFFICE OF

CONSTRUCTION

AND FACILITIES

MANAGEMENT

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASE

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANTS

321 4 5 6 7 8 9 10

HARRELL DESIGN GROUP PC

10720 SIKES PLACE SUITE 100

CHARLOTTE, NC 28277

704-814-1346

CIVIL ENGINEERS

BENESCH - POTTSVILLE

400 ONE NORWEGIAN PLAZA

POTTSVILLE, PENNSYLVANIA 17901

PHONE: 570-622-4055

POC: KEVIN MARMAS, PE POC: LEE HARRELL PE, LEED AP, QCxP

PRESIDENT

COPYRIGHT © 2025

WWW.HARRELLDG.COM

CONSULTING STRUCTURAL ENGINEERS

1435 WEST MOREHEAD STREET

CHARLOTTE, NORTH CAROLINA 28217

PHONE: 704-522-0495

POC: WILLIAM HOWARD BENDER, PE

BRITT, PETERS AND ASSSOCIATES

BPA PROJECT NUMBER: 220281

SUITE 140

A u to d e s k D o c s /2

W ilk e s B a rr e P ro je c t N o

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693-20-102

11-S1 AuthorCheckerFEBRUARY 21, 2025

WILKES-BARRE VA MEDICAL CENTER

CONSTRUCT NEW CHILLER PLANTGENERAL NOTES BID DOCUMENTS

1.0. CODES AND STANDARDS:

1.1. BUILDING CODE 2018 OF PENNSYLVANIA 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 D1.1-11)" AND "STRUCTURAL WELDING

CODE REINFORCING STEEL (AWS D1.4-11)", AMERICAN WELDING SOCIETY.

1.6 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14)",

AMERICAN CONCRETE INSTITUTE AND ALL SUCCEEDING REVISIONS.

1.7. "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (TMS 402/602-16).

1.8. "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE,

LATEST EDITION.

1.9. "STANDARD FOR COMPOSITE STEEL FLOOR DECK-SLABS", SDI C-2017,

STEEL DECK INSTITUTE.

1.10. "STANDARD FOR NONCOMPOSITE STEEL FLOOR DECK", SDI NC-2017,

STEEL DECK INSTITUTE.

1.11. "STANDARD FOR STEEL ROOF DECK", SDI RD-2017, STEEL DECK INSTITUTE.

1.12. "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

FRAMING, S240-15, AMERICAN IRON AND STEEL INSTITUTE.

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 COR 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 COR 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

MINIMUM UNIFORM ROOF LOAD 67 PSF 20 PSF

ROOF MECHANICAL LOAD 150 PSF -

MEZZANINE 150 PSF 20 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 C (PER THE GEOTECHNICAL REPORT)

MAPPED SPECTRAL RESPONSE "Ss/S1" 0.125g/0.044g DESIGN SPECTRAL RESPONSE "Sds/Sd1" 0.108g/0.044g

SEISMIC DESIGN CATEGORY A

MEAN ROOF HEIGHT 29'-8"

STRUCTURAL SYSTEM NORTH/SOUTH EAST/WEST

ORDINARY REINFORCED ORDINARY REINFORCED

MASONRY SHEAR WALLS MASONRY SHEAR WALLS

RESPONSE MODIFICATION "R" 2.0 2.0

DEFLECTION AMPLIFICATION "CD" 2.5 2.5

SEISMIC COEFFICIENT "CS" 0.01 0.01

SEISMIC BASE SHEAR "VO" 19.43 KIPS 9.43 KIPS

3.3. WIND LOADS PER ASCE 7-16:

BASIC WIND SPEED (3-SECOND GUST) 125 MPH (ULTIMATE)

RISK CATEGORY IV

ASCE 7 EXPOSURE CATEGORY B

MEAN ROOF HEIGHT 29'-8"

MAIN WIND FORCE RESISTING SYSTEM NORTH/SOUTH EAST/WEST

ORDINARY REINFORCED ORDINARY REINFORCED

MASONRY SHEAR WALLS MASONRY SHEAR WALLS

WINDWARD PRESSURE COEFFICIENT "CP" +0.80 +0.80

LEEWARD PRESSURE COEFFICIENT -0.50 -0.50

WIND BASE SHEAR "VO" 56.65 KIPS 43.90 KIPS

WIND PRESSURES FOR CLADDING AND OTHER COMPONENTS VARY WITH SHAPE

FACTORS FOR THOSE COMPONENTS - SEE APPROPRIATE ASCE 7-16 SECTIONS

3.4. DRIFTING SNOW LOADS PER ASCE 7-16:

50 YEAR GROUND SNOW LOAD "PG" 67.0 PSF

RISK CATEGORY IV

IMPORTANCE FACTOR "I" 1.20

ROOF EXPOSURE TYPE PARTIAL

EXPOSURE FACTOR "CE" 1.00

THERMAL FACTOR "CT" 1.00

MINIMUM ROOF SNOW LOAD (PG*I) 24 0 PSF

FLAT ROOF SNOW LOAD "PF" 56.3 PSF

RAIN-ON-SNOW SURCHAGE N/A

SLOPE FACTOR "CS" 1.0

DRIFT SURCHARGE LOAD "PD" 73.7 PSF

WIDTH OF SNOW DRIFT "W" 6.14 FT

4.0. FOUNDATIONS:

4.1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT, DATEDJULY 12, 2022

BY ARM GROUP LLC. THIS REPORT IS AVAILABLE FOR INSPECTION AT

THE OFFICE OF THE ARCHITECT OR OWNER. THE RECOMMENDATIONS OF THIS "REPORT"

ARE HEREIN MADE A PART OF THE REQUIREMENTS OF THESE CONTRACT DOCUMENTS.

4.2. PREVIOUS GEOTECHNICAL STUDIES MAY HAVE BEEN CONDUCTED BY THE OWNER ON THIS

SITE OR ON ADJACENT SITES. CONTRACTOR SHALL OBTAIN ANY AVAILABLE

INFORMATION FROM THE OWNER AND/OR FROM THE GEOTECHNICAL ENGINEER RESPONSIBLE

FOR CONDUCTING SUCH TESTS. CONTRACTOR IS ADVISED TO OBTAIN SUCH INFORMATION

TO ASSIST IN THE PREPARATION OF THE BUILDING PAD AND FOUNDATION BEARING

STRATA. CONTRACTOR SHOULD NOTE THAT GEOTECHNICAL STUDIES CONDUCTED ON

ADJACENT SITES MAY NOT BE APPLICABLE TO THE SITE FOR THIS PROJECT AND THAT

INTERPRETATION OF EXISTING INFORMATION WITH RESPECT TO ITS APPLICABILITY FOR

THIS SITE SHOULD BE MADE BY A QUALIFIED GEOTECHNICAL ENGINEER.

4.3. WHERE EXCAVATIONS MUST REMAIN OPEN OVERNIGHT OR IF RAINFALL BECOMES

IMMINENT WHILE BEARING SOILS ARE EXPOSED, A 2" TO 4" THICK MUD MAT OF

UNREINFORCED LEAN (F'C = 2000 PSI) CONCRETE SHALL BE PLACED ON THE BEARING

SOILS BEFORE PLACEMENT OF THE FOOTING REINFORCING.

4.4. STEEL MICRO PILES:

A. PILES SHALL BE DRIVEN A MINIMUM OF 10 FEET INTO BEDROCK STRATA CAPABLE OF

DELIVERING A WORKING PILE LOAD CAPACITY OF 50 KIPS PER PILE.

B. PILES SHALL BE A MINIMUM OF 7" IN DIAMETER WITH A MINIMUM WALL THICKNESS OF

.453", GALVALIZED, AND FY 80 KSI MINIMUM, PER THE GETOECHNICAL REPORT.

C. FOR BIDDING PURPOSES PILE TIP ELEVATIONS MAY BE ASSUMED TO BE EL.875',

UNLESS OTHERWISE SHOWN ON THE DRAWINGS. ACTUAL ELEVATIONS WILL BE

DETERMINED IN THE FIELD.

D. ONE TENSILE LOAD TEST SHALL BE PERFORMED TO VERIFY PILE DESIGN

CAPACITY, PER THE GEOTECHNICAL REPORT

4.5. BOTTOM OF EXTERIOR CONCRETE SHALL BEAR AT A MINIMUM DEPTH OF 4'-0" BELOW

FINAL GRADE FOR FROST PROTECTION.

4.6. TESTING AND INSPECTION:

A. ALL AREAS TO HAVE SLABS ON GRADE SHALL BE PROOF ROLLED IN ACCORDANCE WITH

THE "REPORT" AND UNDER OBSERVATION OF THE GEOTECHNICAL ENGINEER AND

APPROVED PRIOR TO PREPARATION FOR CONCRETE PLACEMENT.

AND APPROVED PRIOR TO PREPARATION FOR CONCRETE PLACEMENT.

B. ALL FOUNDATION BEARING/FOUNDING STRATA SHALL BE INSPECTED AND APPROVED BY

THE GEOTECHNICAL ENGINEER PRIOR TO ANY CONCRETE PLACEMENT.

C. GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS TO SUITABILITY OF ALL

FOUNDATION AND/OR SLAB BEARING/FOUNDING STRATA.

D. FOOTING BEARING ELEVATIONS SHALL BE ADJUSTED IN THE FIELD AS REQUIRED TO

MEET THE DESIGN BEARING PRESSURES BY ADDITIONAL EXCAVATION OR COMPACTION

AND/OR BACKFILLING OR BY OTHER MEANS ACCEPTABLE TO THE GEOTECHNICAL

ENGINEER.

E. PILE TIP BEARING ELEVATIONS SHALL BE ADJUSTED IN THE FIELD AS REQUIRED TO

MEET THE DESIGN PILE LOAD CAPACITIES BY EXTRA DRIVING, ADDITIONAL PILES,

OR OTHER MEANS ACCEPTABLE TO THE GEOTECHNICAL ENGINEER.

F. ALL OPERATIONS SHALL BE PERFORMED BY THE CONTRACTOR IN ACCORDANCE WITH

THE SPECIFICATION REQUIREMENTS AND UNIT PRICES.

4.7. UNACCEPTABLE SOILS: CONTRACTOR SHALL REMOVE AND REPLACE UNACCEPTABLE

SOILS IN ACCORDANCE WITH THE GEOTECHNICAL REPORT AND/OR AT THE DIRECTION

OF THE GEOTECHNICAL ENGINEER. ALL SOILS WITH PLASTICITY INDICES GREATER

THAN 15 OF WHICH MORE THAN 10% PASSES A #200 SIEVE SHALL BE REMOVED TO A

DEPTH OF NOT LESS THAN 3'-0" OR GREATER AS DIRECTED BY THE GEOTECHNICAL

ENGINEER WHERE SUCH MATERIAL OCCURS BELOW FOUNDATIONS.

4.8. ROCK EXCAVATION: PARTIALLY WEATHERED ROCK WAS ENCOUNTERED IN SOME SOIL

BORINGS AT A DEPTH AS SHALLOW AS 36" BELOW EXISTING GRADE. DENSE SOIL AND

PARTIALLY WEATHERED ROCK MAY REQUIRE HEAVY EXCAVATING EQUIPMENT WITH RIPPING

TOOLS FOR REMOVAL. CONFINED EXCAVATIONS (FOOTINGS, UTILITY TRENCHES, ETC.)

MAY REQUIRE RIPPING TOOLS AND PNEUMATIC HAMMERS. LIGHT BLASTING MAY BE

REQUIRED TO EFFICIENTLY REMOVE LARGE BOULDERS AND MATERIAL RESISTANT TO

RIPPING AND PNEUMATIC HAMMERS. PRIOR TO ANY PROPOSED BLASTING THE

CONTRACTOR SHALL OBTAIN APPROVAL AND COORDINATE HIS ACTIVITIES WITH THE

OWNER AND ALL GOVERNING AUTHORITIES.

4.9. ENGINEERED FILL: ALL FILL MATERIAL SHALL BE SELECTED IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT. MATERIAL SHALL BE A CLEAN, LOW PLASTIC SOIL WITH A

PLASTICITY INDEX LESS THAN 30 (LESS THAN 15 IS PREFERRED), LIQUID LIMIT LESS

THAN 50, UNIT WEIGHT OF 120 PCF (+/- 5 PCF), AND SHALL NOT CONTAIN MORE THAN

5% BY WEIGHT OF FIBROUS ORGANIC MATERIALS. PARTIALLY WEATHERED ROCK

MATERIALS MAY BE USED FOR STRUCTURAL FILL PROVIDED THE MATERIAL CAN BE REDUCED

TO MAXIMUM DIMENSIONS OF 6".

5.0. CONCRETE:

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

ELEMENT/MEMBER STRENGTH F'C DENSITY WC

FOOTINGS & SLABS ON GRADE 3 KSI 145 PCF

CAST-IN-PLACE WALLS 4 KSI 145 PCF

SLABS ON STEEL DECK 3.5 KSI 115 PCF

STAIR PAN FILL 3 KSI 115 PCF

EXTERIOR CONCRETE OR CONCRETE

EXPOSED TO WEATHER 4.5 KSI 145 PCF

ALL OTHER CONCRETE U.N.O. 4 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.)

GRADE SLABS AND EARTH FORMED ELEMENTS #57 STONE (1" MAX.)

LIGHTWEIGHT CONCRETE ELEMENTS 3/8" MAX. DIMENSION

COARSE MASONRY GROUT PER SECTION 042900 #8 STONE (3/8" MAX.)

FINE MASONRY GROUT PER SECTION 042900 #4 STONE (3/16" 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 3000 PSI 0.60 MAX. W/C RATIO

F'C 4000 PSI 0.50 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 COR APPROVES THEIR ELIMINATION.

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

SUBJECT TO THE APPROVAL OF THE COR 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. SLABS ON STEEL DECK SHALL BE PLACED SO THE FINISH SURFACE IS SCREEDED TO

WITHIN 1/4" OF THE TOP OF SLAB (T/SL) ELEVATION SHOWN ON THE DRAWINGS.

SCREED SUPPORTS SHALL BE PLACED OVER OR IMMEDIATELY ADJACENT TO BEAM OR

GIRDER LINES - SCREED SUPPORTS SHALL NOT BE LOCATED ON DECK SPANNING

BETWEEN BEAMS OR GIRDERS.

5.15. 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.

5.16. 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.

5.17. PROVIDE CONCRETE GROUT - NOT MORTAR - FOR REINFORCED MASONRY LINTEL AND

BOND BEAMS WHERE INDICATED ON DRAWINGS OR AS SCHEDULED.

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

AISC CODE OF STANDARD PRACTICE SECTION 7.5.

5.19. 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.

4.10. DEEP FILL: WHERE SEVERAL FEET OF STRUCTURAL FILL WILL BE REQUIRED TO ACHIEVE

THE FINAL GRADES, CONSTRUCTION SHALL BE DELAYED TO PERMIT THE UNDERLYING SOILS

TO SETTLE AND CONSOLIDATE UNDER THE WEIGHT OF THE NEWLY PLACED FILL OVERBURDEN.

SEVERAL WEEKS OF TIME MAY BE REQUIRED FOR THIS SETTLING TO OCCUR. SETTLEMENT

PINS SHALL BE INSTALLED AT THE TOP OF THE FILL AND MONITORED TO DETERMINE

WHEN THE CONSOLIDATION HAS REACHED A NEGLIGIBLE MOVEMENT THUS PERMITTING

CONSTRUCTION TO BEGIN. THE GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS

TO THE REQUIREMENTS FOR DELAY AND COMPLETION OF ADEQUATE CONSOLIDATION.

4.11. EXTENT OF FILL PLACEMENT: STRUCTURAL FILL SHALL EXTEND HORIZONTALLY BEYOND

THE EDGE OF BUILDING FOUNDATIONS AT LEAST A DISTANCE OF 10'-0" BUT NOT LESS

THAN THE HEIGHT OF THE FILL MATERIAL PLACED. SLOPES AT PERMANENT CUTS SHOULD

NOT EXCEED 2:1 (H:V). SLOPE AT PERMANENT FILLS SHOULD NOT EXCEED 2.5:1 (H:V)

AND SHOULD BE PROPERLY COMPACTED.

4.12. COMPACTION: ALL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES

IN THICKNESS AND COMPACTED TO A MINIMUM OF 95 PERCENT STANDARD PROCTOR (ASTM

D-698) EXCEPT THAT THE TOP 12 INCHES UNDER FOUNDATIONS AND THE BUILDING PAD

SHALL BE COMPACTED TO A MINIMUM OF 98 PERCENT STANDARD PROCTOR. MOISTURE

SHALL BE CONTROLLED TO WITHIN 3 PERCENT ABOVE OR BELOW OPTIMUM CONTENT.

4.13. MUD SLABS: PROVIDE 2" TO 4" THICK LEAN CONCRETE (2,000 PSI) "MUD-MAT" SLABS

WHERE FOUNDATION EXCAVATIONS WILL BE LEFT OPEN TO POTENTIAL RAINFALLS.

4.14. MODULUS OF SUBGRADE REACTION FOR SLABS ON GRADE: 140 PCI

4.15. FOUNDATION AND RETAINING WALL DESIGN PRESSURES:

PARAMETER EXISTING SOIL MATERIALS 2A FILL

ACTIVE PRESSURE (KA) 0.333 0.283

AT REST PRESSURE (KO) 0.50 0.44

PASSIVE PRESSURE (KP) 3.00 3.54

FRICTION COEFFICIENT 0.48 0.48

UNIT WEIGHT OF FILL 135 PCF 145 PCF

4.16. FOUNDATION AND RETAINING WALLS SHALL HAVE A MINIMUM OF TWO FEET (2'-0")

OF FREE DRAINING GRANULAR FILL AGAINST THE BACK OF THE WALL OR SHALL HAVE

AN ACCEPTABLE COMMERCIAL GRADE OF DRAINAGE MAT PLACED AGAINST THE BACK OF

THE WALL.

4.17. FOUNDATION WALLS RETAINING EARTH SHALL BE BRACED AGAINST BACKFILL PRESSURES

UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE. BACKFILLING IS STRICTLY

PROHIBITED UNTIL SLABS ARE IN PLACE.

4.18. FOUNDATION WALLS OR GRADE BEAMS HAVING EARTH PLACED ON EACH SIDE SHALL

HAVE BOTH FILLED SIMULTANEOUSLY TO MAINTAIN A COMMON ELEVATION.

4.19. REINFORCING IN ALL CONTINUOUS STRIP FOOTINGS SHALL HAVE CORNER BARS OR

DOWELS PROVIDED AT ALL CORNERS AND INTERSECTIONS.

4.20. IF UNDERPINNING OF EXISTING FOUNDATIONS ADJACENT TO THE NEW CONSTRUCTION

WILL BE REQUIRED, THE CONTRACTOR WILL BE RESPONSIBLE FOR ALL SUCH WORK

AND FOR PROVIDING FOR THE ADEQUACY AND PERMANENT SUPPORT FOR ALL EXISTING

BUILDINGS. CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER REGISTERED IN

NORTH CAROLINA TO DESIGN AND DETAIL ALL UNDERPINNING WORK BASED ON

CONDITIONS UNCOVERED AND DOCUMENTED IN THE FIELD. CALCULATIONS AND

DRAWINGS FOR ALL UNDERPINNING WORK, SIGNED AND SEALED BY THE CONTRACTOR'S

ENGINEER, SHALL BE SUBMITTED TO THE ARCHITECT FOR RECORD ONLY.

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

3000 22 DB 55 DB 82 DB

4000 19 DB 48 DB 72 DB

4500 18 DB 43 DB 64 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

VI. TENSION: BARS IN LIGHTWEIGHT AGGREGATE CONCRETE.......... 1.3

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.

Revision Number Revisions: Date:

PROJECT NUMBER

BUILDING NUMBER

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

APPROVED

VA FORM 08 - 6231

A

FULLY SPRINKLERED

OFFICE OF

CONSTRUCTION

AND FACILITIES

MANAGEMENT

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PHASE

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANTS

321 4 5 6 7 8 9 10

HARRELL DESIGN GROUP PC

10720 SIKES PLACE SUITE 100

CHARLOTTE, NC 28277

704-814-1346

CIVIL ENGINEERS

BENESCH - POTTSVILLE

400 ONE NORWEGIAN PLAZA

POTTSVILLE, PENNSYLVANIA 17901

PHONE: 570-622-4055

POC: KEVIN MARMAS, PE POC: LEE HARRELL PE, LEED AP, QCxP

PRESIDENT

COPYRIGHT © 2025

WWW.HARRELLDG.COM

CONSULTING STRUCTURAL ENGINEERS

1435 WEST MOREHEAD STREET

CHARLOTTE, NORTH CAROLINA 28217

PHONE: 704-522-0495

POC: WILLIAM HOWARD BENDER, PE

BRITT, PETERS AND ASSSOCIATES

BPA PROJECT NUMBER: 220281

SUITE 140

A u to d e s k D o c s /2

W ilk e s B a rr e P ro je c t N o

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693-20-102

11-S2 AuthorCheckerFEBRUARY 21, 2025

WILKES-BARRE VA MEDICAL CENTER

CONSTRUCT NEW CHILLER PLANTGENERAL NOTES BID DOCUMENTS

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 COR'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 360-05.

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".

9.0. STEEL DECK:

9.1. STEEL DECKS SHALL HAVE THE DEPTHS, MINIMUM GAGES, AND PROPERTIES SHOWN

BELOW. DECK HAS BEEN SELECTED BASED ON A MINIMUM THREE SPAN CONDITION.

SUPPLIER SHALL EVALUATE THE ABILITY OF HIS STEEL DECK TO ACCOMMODATE THE

LOAD CONDITIONS INDICATED IN THE GENERAL NOTES FOR ALL SPAN CONDITIONS

REQUIRED FOR HIS PROPOSED DETAILING. WHERE SUPPLIER DETAILS SINGLE OR

TWO SPAN CONDITIONS ON HIS SHOP DRAWINGS DECK WITH A GREATER THICKNESS

MAY BE REQUIRED SUBJECT TO APPROVAL BY THE COR.

DECK TYPE DEPTH GAGE "I" /FT. "SP"/FT. "SN"/FT. FY

COMPOSITE FLOOR DECK 3" 20 GA. .920 IN. .534 IN. .551 IN. 50 KSI

TYPE "B" ROOF DECK 1 1/2" 20 GA. .201 IN. .234 IN. .247 IN. 33 KSI

9.2. ALL COMPOSITE STEEL FLOOR DECK SHALL BE GALVANIZED PER ASTM A525 G60

EXCEPT DECK PERMANENTLY EXPOSED TO WEATHER SHALL BE G90.

9.3. STEEL DECK AT ROOFS AND PENTHOUSES SHALL BE GALVANIZED PER ASTM A525 G60.

9.4. COMPOSITE STEEL FLOOR DECK:

A. COMPOSITE STEEL DECK SHALL BE DESIGNED TO REQUIRE NO TEMPORARY SHORING

FOR CONSTRUCTION LOADS (WET CONCRETE + 20 PSF). ALLOWABLE CONSTRUCTION

LOADS SHALL BE SHOWN ON STEEL DECK SHOP AND ERECTION DRAWINGS.

B. FASTEN COMPOSITE FLOOR DECK UNITS TO SUPPORTING STEEL MEMBERS BY NOT

LESS THAN 5/8" DIAMETER WELDS OR ELONGATED WELDS OF EQUAL PERIMETER.

ALTERNATIVELY, FASTEN WITH "HILTI" X-ENP-19, X-EDN19 OR X-EDNK22

FASTENERS CONFORMING TO THE REQUIREMENTS OF THE "HILTI"

PUBLISHED INSTALLATION INSTRUCTIONS. ATTACHMENTS SHALL BE SPACED

NOT MORE THAN 12" O/C. WITH A MINIMUM OF 2 WELDS PER UNIT AT EACH SUPPORT.

C. SHEAR CAPACITY OF HEADED STUDS VARIES WITH THE PROPERTIES OF THE

COMPOSITE DECK. THE DECK SUPPLIER SHALL PROVIDE DECK WITH A

CONFIGURATION THAT DOES NOT REDUCE STUD CAPACITY PER AISC REQUIREMENTS.

D. THE COMPOSITE FLOOR SLAB IS NOT DESIGNED TO CARRY MASONRY WALLS UNLESS

A BEAM OCCURS DIRECTLY UNDER THE WALL OR THE CENTERLINE OF THE WALL IS

WITHIN A DISTANCE FROM THE CENTERLINE OF THE BEAM NOT GREATER THAN THE

DEPTH OF THE SLAB AND DECK.

E. DECK CAPACITY AND PROPERTIES SHALL BE CLEARLY INDICATED ON THE SHOP

DRAWINGS. ADDITIONAL REINFORCEMENT REQUIRED BY THE DECK SUPPLIER OR

THE COR TO ACCOMMODATE THAT PARTICULAR SUPPLIER'S DECK

SHALL BE DESIGNED, DETAILED, AND SUPPLIED BY THAT DECK SUPPLIER AND

PLACED BY THE CONTRACTOR RESPONSIBLE FOR SLAB REINFORCING.

F. MANUFACTURER SHALL PROVIDE VALUES FOR ADDITIONAL CONCRETE VOLUME

EXPECTED FROM DEFLECTION OF HIS DECK BASED ON THE SPANS REQUIRED AND

CONTRACTOR SHALL FURNISH THE ADDITIONAL CONCRETE REQUIRED.

9.5. STEEL ROOF DECK:

A. STEEL ROOF DECK SHALL BE DESIGNED TO FUNCTION AS A DIAPHRAGM FOR

TRANSMISSION OF LATERAL LOADS. CONNECTIONS OF DECK UNITS TO EACH OTHER

AND TO SUPPORTS SHALL BE DESIGNED BY THE DECK MANUFACTURER CONSISTENT

WITH THE DECK PROPERTIES AND SHALL BE DESIGNED TO TRANSMIT A SHEAR

FORCE PER LINEAL FOOT AT THE DIAPHRAGM BOUNDARIES DENOTED AS "Q=XX PLF"

(MINIMUM 200 PLF) WHERE SHOWN ON THE DRAWINGS.

B. FASTEN STEEL ROOF DECK UNITS TO STEEL SUPPORTING MEMBERS BY NOT LESS

THAN 5/8" DIAMETER FUSION WELDS OR ELONGATED WELDS OF EQUAL PERIMETER.

ALTERNATIVELY, FASTEN WITH "HILTI" X-ENP-19, X-EDN19 OR X-EDNK22

FASTENERS CONFORMING TO THE REQUIREMENTS OF THE "HILTI" PUBLISHED

INSTALLATION INSTRUCTIONS. ATTACHMENTS SHALL BE SPACED NOT MORE THAN

12" O/C. AT EVERY SUPPORT AND AT CLOSER SPACINGS WHERE REQUIRED FOR

DIAPHRAGM SHEAR RESISTANCE.

C. FOR STEEL ROOF DECK SPANS EXCEEDING 5'-0", MECHANICALLY FASTEN SIDE

LAPS AT MID-SPAN USING "HILTI" #10 SELF-TAPPING SCREW OR "HILTI" S-SLC01

OR S-SLC02 SIDELAP CONNECTORS AS SHOWN ON DRAWINGS. PROVIDE ADDITIONAL

SIDELAP FASTENERS WHERE REQUIRED FOR LATERAL FORCE RESISTANCE.

D. DO NOT HANG PIPES, DUCTS OR ELECTRICAL COMPONENTS FROM STEEL ROOF DECK.

E. SUSPENDED CEILINGS CAN BE SUPPORTED DIRECTLY FROM THE ROOF DECK AS LONG

AS THE SYSTEM WEIGHT DOES NOT EXCEED 5 PSF AND THE ATTACHMENT OF THE

SYSTEM TO THE DECKING DOES NOT EXCEED 80 POUNDS OR DAMAGE THE DECKING

IN ANY WAY. THE CONTRACTOR IS RESPONSIBLE FOR THE ATTACHMENT.

9.6. STEEL DECK SUBMITTALS: STEEL DECK MANUFACTURER SHALL SUBMIT SHOP DRAWINGS

FOR REVIEW AND ACCEPTANCE BY THE COR INDICATING DECK TYPE,

GAUGE AND PROTECTIVE TREATMENT, AS WELL AS TYPE, SIZE AND LAYOUT OF DECK

CONNECTIONS.

9.7. SHEAR CONNECTOR SUBMITTALS: STEEL DECK MANUFACTURER SHALL SUBMIT SHOP

DRAWINGS FOR REVIEW AND ACCEPTANCE BY THE COR INDICATING

SHEAR CONNECTOR (STUD) LAYOUT CONTAINING STUD DIAMETER(S), LENGTH, AND

INSTALLATION DETAILS SHOWING NUMBER AND SPACING OF STUDS CONSISTENT WITH

THE MANUFACTURER'S STEEL DECK CONFIGURATION.

9.8. 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.

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

REVIEW COMMENTS ONLY WILL BE ELECTRONICALLY FORWARDED TO THE CONTRACTOR.

9.10. 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.

10.0. STRUCTURAL MASONRY:

10.1. ALL STRUCTURAL MASONRY SHALL CONFORM TO MOST CURRENT ACI 530 STANDARDS AS

APPROPRIATE TO THE MATERIAL.

10.2. MASONRY STRENGTH AND GRADE:

A. CONCRETE MASONRY UNITS (CMU):

I. UNITS SHALL BE LIGHTWEIGHT CELLULAR UNITS CONFORMING TO ASTM C 90,

GRADE N-2. CONCRETE MASONRY NET AREA UNIT STRENGTH SHALL BE NO LESS

THAN 1900 PSI IN ACCORDANCE WITH ASTM C 140, WITH A UNIT WEIGHT NOT

EXCEEDING 105 PCF. SEE SPECIFICATIONS.

II. DESIGN COMPRESSIVE STRENGTH OF CMU (F'M) = 2000 PSI.

10.3. SUBMITTALS: CONTRACTOR SHALL SUBMIT FOR APPROVAL TEST REPORTS ON MASONRY

UNITS SHOWING UNIT WEIGHT, COMPRESSIVE STRENGTH, ABSORPTION, VOLUME

CHANGE AND SHRINKAGE PER ASTM C90 NO LATER THAN 15 WORKING DAYS PRIOR TO

THE COMMENCEMENT OF MASONRY CONSTRUCTION.

10.4. MORTAR SHALL CONFORM TO ASTM C 270. MORTAR SHALL BE TYPE "S" AND SHALL

HAVE A 28-DAY COMPRESSIVE STRENGTH OF 1800 PSI.

10.5. MASONRY GROUT FILL SHALL CONFORM TO ASTM C 476. GROUT, EITHER FINE OR

COARSE AGGREGATE PER SPECIFICATIONS, SHALL HAVE A 28-DAY COMPRESSIVE

STRENGTH OF 3000 PSI. MASONRY CONCRETE FILL SHALL CONFORM TO THE

REQUIREMENTS NOTED UNDER "CONCRETE" IN THE GENERAL NOTES.

10.6. GROUTING:

A. ALL BOND BEAMS SHALL BE FILLED WITH GROUT AND REINFORCED AS

INDICATED ON THE DRAWINGS (DETAILS OR SCHEDULES). MORTAR FILL IS

NOT PERMITTED.

B. ALL MASONRY WALL CELLS OR CAVITIES INDICATED AS REINFORCED SHALL BE

GROUTED FOR THE FULL HEIGHT OF THE WALL, UNLESS SPECIFICALLY NOTED

OTHERWISE ON THE DRAWINGS. UN-REINFORCED WALLS INDICATED AS GROUTED

SHALL BE GROUTED FULL HEIGHT, UNLESS SPECIFICALLY NOTED OTHERWISE.

MORTAR FILL IS NOT PERMITTED.

C. ALL MASONRY CELLS OR CAVITIES BELOW GRADE SHALL BE GROUTED SOLID

UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS. MORTAR FILL IS

NOT PERMITTED.

D. VERTICAL GROUTING SHALL BE LOW LIFT OR HIGH LIFT AS FOLLOWS:

I. LOW LIFT GROUTING SHALL BE USED FOR ALL CAVITY WALLS AND MAY BE

USED FOR ALL WALLS AT THE OPTION OF THE CONTRACTOR. LIFTS SHALL

NOT EXCEED 4'-0" IN HEIGHT.

II. HIGH LIFT GROUTING IS PERMISSIBLE ONLY FOR FILLING OF CELLULAR

MASONRY UNITS AND SHALL NOT EXCEED ONE STORY IN HEIGHT. CLEAN

OUT HOLES SHALL BE PROVIDED AT THE BASE OF EACH GROUTED CELL.

E. GROUTING SHALL BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE TO FORM A

KEY AT THE JOINT.

F. GROUTING OF MASONRY BEAMS OR LINTELS SHALL BE DONE IN ONE CONTINUOUS

OPERATION.

10.7. REINFORCING:

A. ALL BARS MARKED "CONTINUOUS" SHALL BE LAPPED PER "CMU MASONRY LAP SPLICE

SCHEDULE" SHOWN ON THE STRUCTURAL DRAWINGS AND MUST COMPLY WITH THE

MOST CURRENT EDITION OF THE APPLICABLE BUILDING CODE.

B. FOUNDATION DOWELS MAY SLOPE A MAXIMUM OF 1:6 TO ALIGN WITH WALL

CAVITIES OR VERTICAL CMU CORES. GREATER SLOPES WILL REQUIRE

REPLACEMENT OF THE FOUNDATION DOWELS.

C. SPLICED REINFORCING SHALL BE LAPPED UNDER "REINFORCING" ABOVE OR AS

SHOWN ON DRAWINGS, WHICHEVER IS GREATEST. ALL SPLICES SHALL BE WIRED

TOGETHER OR HELD IN PLACE WITH BAR POSITIONERS.

D. VERTICAL REINFORCING BARS SHALL HAVE A MINIMUM CLEARANCE OF 3/4"

FROM MASONRY AND SHALL BE HELD IN POSITION TOP AND BOTTOM AND AT

INTERVALS NOT EXCEEDING 4'-0". ACCESSORIES FOR SUCH SUPPORT SHALL

BE USED. PROVIDE "AA WIRE PRODUCTS COMPANY" (OR APPROVED EQUAL) REBAR

POSITIONER AA225 OR AA239 FOR VERTICAL BARS AND AA238 FOR HORIZONTAL

BARS OR APPROVED EQUAL PRODUCTS FROM OTHER SUPPLIERS.

E. HORIZONTAL JOINT REINFORCING SHALL BE LAPPED NO LESS THAN 6" ALL

SPLICES, INCLUDING CORNERS AND TEES WHERE NO CONTROL JOINT IS USED.

F. ALL HORIZONTAL JOINT REINFORCING SHALL STOP AT CONTROL JOINTS.

G. HORIZONTAL REINFORCING IN BOND BEAMS SHALL BE CONTINUOUS THROUGH

CONTROL JOINTS.

10.8. MASONRY SHOWN ON THE STRUCTURAL DRAWINGS DEFINES THE STRUCTURAL EXTENTS

AND REQUIREMENTS FOR MASONRY FOR SUPPORTING MEMBERS, FLOORS, ROOFS OR

WALLS AND SHALL BE BUILT IN CONFORMANCE WITH THE REQUIREMENTS OF THESE

DRAWINGS AND NOTE 1 ABOVE. REFER TO THE ARCHITECTURAL DRAWINGS FOR

THE TOTAL SCOPE OF THE MASONRY AND FOR LOCATIONS AND DETAILS OF OPENINGS,

SPECIAL COURSING OR OTHER MASONRY DETAILS.

10.9. MASONRY CONTRACTOR SHALL PROVIDE FOR AND COORDINATE WITH OTHER TRADES

FOR PLACEMENT OF ALL ITEMS TO BE EMBEDDED OR BUILT INTO THE MASONRY.

10.10. ELECTRICAL CONDUIT, OR EQUIPMENT FROM OTHER TRADES, SHALL NOT OCCUR IN

GROUTED AND REINFORCED CELLS. WHERE CONFLICTS OCCUR THE CONTRACTOR SHALL

NOTIFY THE ENGINEER FOR DIRECTION PRIOR TO PROCEEDING.

10.11. PROVIDE BRICK TIES PER APPLICABLE CODES. WHERE THE GAP BETWEEN INSIDE FACE

OF BRICK AND BACKING IS MORE THAN 6 5/8" THE TIES SHALL BE ENGINEERED.

SIGNED AND SEALED CALCULATIONS SHALL BE PROVIDED FOR APPROVAL OF EOR. WHERE

THE GAP IS GREATER THAN 4 5/8" AND LESS THAN 6 5/8" THE ADJUSTABLE PART OF THE

ANCHOR SHALL CONSIST OF TWO OR MORE WIRES OF MINIMUM SIZE W2.8. THE DISTANCE

FROM THE INSIDE FACE OF VENEER TO THE END OF THE ADJUSTABLE PART SHALL BE A

MAXIMUM OF 2". THE PART OF THE ANCHOR ATTACHED TO THE BACKING SHALL BE A BARREL

ANCHOR WITH MINIMUM OUTSIDE DIAMETER OF 1/4" OR A PLATE OR PRONG ANCHOR AT

LEAST 0.074" THICK AND 1 1/4" WIDE. IF BACKUP IS MASONRY THE ATTACHMENT MAY ALSO

BE A TAB OR 2 EYES FORMED OF MINIMUM W2.8 WIRE WELDED TO JOINT REINFORCEMENT.

13.0 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

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.

7.23. FOR ALL ROOF BEAMS PROVIDE L2X2X1/4" X-BRACING AT 1/4 POINTS ALONG THEIR

LENGTH, UNO.

8.0. COMPOSITE BEAMS:

8.1. COMPOSITE BEAMS AND GIRDERS DO NOT REQUIRE TEMPORARY SHORING FOR

CONSTRUCTION LOADS (WET CONCRETE + 20 PSF) U.N.O. ON THE DRAWINGS.

CONTRACTOR IS RESPONSIBLE FOR LIMITING THE CONSTRUCTION LOAD IMPOSED ON

THE STRUCTURE. WHERE QUESTIONS AS TO CAPACITY ARISE, CONTRACTOR SHALL

INFORM THE COR PRIOR TO PROCEEDING WITH ANY WORK.

8.2. THE NUMBER OF SHEAR CONNECTORS (STUDS) SHOWN IS BASED UPON OBTAINING THE

FULL HORIZONTAL SHEAR CAPACITY INDICATED IN THE AISC "LOAD AND RESISTANCE

FACTOR DESIGN SPECIFICATION FOR STEEL BUILDINGS" (LRFD) CHAPTER "I" FOR

EACH STUD FOR THE STRENGTH AND DENSITY OF CONCRETE WHERE USED. SEE

COMPOSITE STEEL DECK NOTES ALSO.

8.3. STUDS SHALL BE 3/4" DIAMETER AND SHALL EXTEND NOT LESS THAN 1-1/2" ABOVE

THE TOP OF THE STEEL DECK AND SHALL NOT HAVE LESS THAN 1/2" CONCRETE COVER

ABOVE TOP OF STUD AFTER WELDING AND SHALL CONFORM TO ASTM A108.

8.4. THE NUMBER OF STUDS ON A BEAM OR BETWEEN ANY TWO CONNECTIONS ALONG A BEAM

IS SHOWN ON THE DRAWINGS. SPACING OF STUDS WITHIN THE LENGTH SHOWN SHALL

BE AS UNIFORM AS POSSIBLE.

8.5. NO SHOP PAINT SHALL BE APPLIED TO ANY STUDS NOR TO TOP FLANGES OR SURFACES

OF MEMBERS RECEIVING FIELD WELDED STUDS.

8.6. STUD TYPE, LENGTH, SHEAR VALUE AND DETAILED LAYOUT SHALL BE SUBMITTED WITH

THE COMPOSITE METAL DECK SHOP DRAWINGS.

8.7. BREAK CERAMIC FERRULES (ARC SHIELDS) LOOSE AND REMOVE FROM DECK.

8.8. A STUD SHEAR CONNECTOR WELDED THROUGH THE METAL DECK MAY TAKE THE PLACE OF

A 3/4" PLUG WELD IN ORDER TO SECURE THE DECK TO THE STEEL FRAMING. DO NOT

WELD SHEAR CONNECTORS THROUGH TWO LAYERS (LAPPED ENDS) OF DECK UNITS.

8.9. IF A STEEL BEAM IS SHOWN ON PLAN WITHOUT ANY SHEAR STUDS NOTED A MINIMUM OF

ONE SHEAR STUD AT 12" O.C. SHALL BE PLACED ON THE BEAM.

11.0. INSPECTION AND TESTING:

11.1. 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.

11.2. 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.

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

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

11.4. 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)

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

D1.3 AS APPROPRIATE TO THE MATERIAL THICKNESS.

11.6. 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.

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

APPROPRIATE AND WITH THE PROJECT SPECIFICATIONS.

11.8 RETAINING WALLS PROVIDING VERTICAL RELIEF GREATER THAN 5'-0" IN HEIGHT

SHALL BE TESTED AND INSPECTED ACCORDING TO NCBC SECTION 1807.2.5.

12.0. CONSTRUCTION AND SAFETY:

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

AND PRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT.

12.2. 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.

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

SOLELY THE CONTRACTOR'S RESPONSIBILITY.

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

DRAWINGS OF OTHER CONSULTANTS AND TRADES. THE CONTRACTOR SHALL COORDINATE

THE VARIOUS REQUIREMENTS.

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

IN ANY STRUCTURAL ELEMENTS WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL

ENGINEER.

12.6. 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.

12.7. 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.

12.8. 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.

12.9. 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.

12.10. THE CONTRACTOR SHALL INFORM THE STRUCTURAL ENGINEER, 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 STRUCTURAL ENGINEER 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.

12.11. 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.

12.12. 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 STRUCTURAL ENGINEER 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.

12.13. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO ORDERING

MATERIALS OR PROCEEDING WITH NEW WORK…