S02 - Attachment 1 - Drawings - COVID 19 Emergency Generator.pdf

PDF 7 MB Posted Jun 3, 2021

Attached to: Y1DA--614-20-115 - COVID-19 Emergency Generator
Solicitation number: 36C24921R0091
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 9

About this file

Written by GovTribe AI · Dec 28, 2023

This is a solicitation for a COVID-19 Emergency Generator project at the Memphis VA Medical Center. The Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 9 is seeking installation of emergency generators and associated electrical infrastructure to provide backup power supporting HVAC services for COVID-19 patient isolation units. The scope of work includes new generators, a generator building, controls, equipment modifications to the electrical power distribution system. The projected completion time is 270 consecutive calendar days. The solicitation number is 36C24921R0091 and the project number referenced is 614-20-115.

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S02 - Attachment 2 - Specifications - COVID 19 Emergency Generator.pdf	PDF	Jun 3, 2021
S02 - Attachment 4 - Price Schedule.xlsx	XLSX spreadsheet	Jun 3, 2021

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CAMPUS MAP

INDEX OF DRAWINGS

1030 JEFFERSON AVENUE

MEMPHIS, TENNESSEE 38104

PROJECT DESCRIPTION

INSTALL EMERGENCY GENERATORS TO PROVIDE BACKUP POWER TO THE EQUIPMENT THAT MAINTAIN HVAC SERVICES SUPPORTING THE COVID-19 PATIENT CARE ISOLATION UNITS, WARD 4E AND WARD 5E, IN BUILDING 1A AT THE MEMPHIS VA MEDICAL CENTER IN MEMPHIS, TN. THIS WORK INCLUDES NEW GENERATORS, GENERATOR BUILDING, CONTROLS, EQUIPMENT AND MODIFICATION TO THE CURRENT ELECTRICAL POWER DISTRIBUTION SYSTEM.

LOCATION MAP

COVID 19 EMERGENCY GENERATOR

MEMPHIS VA MEDICAL CENTER

POPLAR AVE.

N. PAULINE ST.

JEFFERSON AVE.

BED TOWER

HOSPITAL

AMBULATORY

CARE

SPINAL

CORD

INJURY

CLINIC

PROJECT SITE

MISSISSIPPI

TENNESSEE

240 40

MISSISSIPPI

MEMPHIS, TN

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

Fi le

P at h 6/

P M

BID DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

HARRELL DESIGN GROUP

8016 Tower Point Dr.

Charlotte, NC 28227 704-814-1320 POC: Lee Harrell

COVID 19 EMERGENCY

GENERATOR

Memphis VA Medical Center

MAY 12, 2021Revisions: Date:

HDG Project Number: 20020

614-20-115

PROJECT SITE

COVER SHEET

GI001

JC GG

STATEMENT OF BID ITEMS

A. ITEM I, NEW WORK: THE CONTRACTOR SHALL PROVIDE ALL NECESSARY TOOLS, LABOR, MATERIAL, EQUIPMENT, PERMITS, LICENSES AND SUPERVISION FOR “COVID 19

EMERGENCY GENERATOR”, PROJECT 614-20-115 LOCATED AT THE MEMPHIS VA MEDICAL CENTER IN MEMPHIS, TN ACCORDING TO THE DRAWINGS AND

SPECIFICATIONS. WORK INCLUDES INSTALLATION OF (2) NEW DIESEL, ENGINE DRIVEN GENERATORS, NEW SWITCHGEAR, NEW AUTOMATIC TRANSFER SWITCHES, TEMPORARY GENERATOR DOCKING STATIONS, GENERATOR EQUIPMENT PADS, GENERATOR SCREEN WALL, CONSTRUCTION OF A NEW SWITCHGEAR ROOM. WORK

INCLUDES GENERAL CONSTRUCTION, ALTERATIONS, GRADING, DRAINAGE, NECESSARY REMOVAL OF EXISTING STRUCTURES AND CONSTRUCTION AND CERTAIN

OTHER ITEMS. CONSTRUCTION DURATION IS 270 CONSECUTIVE CALENDAR DAYS, INCLUDING HOLIDAYS AND WEEKENDS.

B. DEDUCTIVE ALTERNATE NO. 1:

1. REMOVE 500KW GENERATOR AND ASSOCIATED ELECTICAL WORK. DELETE 500KW GENERATOR. DELETE GENERATOR FEEDERS AND DUCTBANK BETWEEN

TEMPORARY GENERATOR CONNECTION CABINET AND GENERATOR. DELETE GENERATOR ANNUNCIATOR WIRING FROM COOLING TOWER BUILDING TO EXISTING

BUILDING. DELETE 500KW GENERATOR ACCESSORY PANEL AND ASSOCIATED TRANSFORMER. UTILIZE TEMPORARY GENERATOR CONNECTION CABINET IN LIEU OF

SINGLE BREAKER DOCKING STATION. REMOVAL OF GRAVEL AT 500KW GENERATOR. ADDITION OF CONCRETE PAD AT 500KW GENERATOR LOCATION FOR

TEMPORARY GENERATOR PARKING. ADDITION OF EQUIPMENT GATE AT 500KW GENERATOR FENCING. CONSTRUCTION DURATION IS 240 CONSECUTIVE CALENDAR

DAYS, INCLUDING HOLIDAYS AND WEEKENDS.

Jonathan M. Carr, AIA, NCARB, CDT

2021.05.13 17:39:18 -04'00'

249248

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TOP ELEV=247.96

FL NW ELEV=241.82

FL SE ELEV=241.65

FL SW ELEV=

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FL SE ELEV=244.13

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Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

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SCHEMATIC DESIGN

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

HARRELL DESIGN GROUP

8016 Tower Point Dr.

Charlotte, NC 28227 704-814-1320 POC: Lee Harrell

SURVEYOR

DEVELOPMENT CONSULTANTS INC

2200 Rodney Parham Rd. Suite 220 Little Rock, Arkansas, 72212

(501) 221-7880 Kenneth O. Beckwith

Harrell VA Memphis Medical Center

Memphis VA Medical Center

21-101

JANUARY 26, 2021Revisions: Date:

HDG Project Number: 19016

KEY PLAN

PARTITION LEGEND

DESCRIPTIONSYMBOL

1 HOUR FIRE RATED WALL

2 HOUR RATED FIRE/SMOKE WALL

SMOKE TIGHT WALL

1 HOUR RATED FIRE/SMOKE WALL

V101 K.O.B. J.D.B.D.

SURVEY

I N C O R P O R A T E D C O N S U L T A N T S D E V E L O P M E N T

The locations of utilities as shown hereon are based on aboveground structures, markings and record documents. Locations of underground utilities may vary significantly from locations shown hereon. Additional buried utilities/structures may be encountered. No excavations were made during the progress of the survey to locate buried utilities/structures.

NOTES:

VICINITY MAP - NOT TO SCALE

SITE

FIRE HYDRANT

LIGHT POLE

SANITARY SEWER

MANHOLE

SIGN

CHILL LINECHL

ELECTRIC BOXEB

WATER LINEWA

BED TOWER

HOSPITAL

AMBULATORY

CARE

SPINAL

CORD

INJURY

CLINIC*

BFP = BACK FLOW PREVENTER

FDC = FIRE DEPARTMENT CONNECTION

IRR = IRRIGATION VALVE

AutoCAD SHX Text

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text

AutoCAD SHX Text S

AutoCAD SHX Text W

AutoCAD SHX Text Survey was performed based on NAD83 (2011) Tennessee State Plane Zone, per GPS observation.

AutoCAD SHX Text Contour interval = 1'. Elevation basis is NAVD88, per GPS observation.

AutoCAD SHX Text Date

AutoCAD SHX Text Kenneth O. Beckwith

AutoCAD SHX Text Land Surveyor No. 2083

AutoCAD SHX Text Tennessee Registered Professional

AutoCAD SHX Text CERTIFICATION: I, Kenneth O. Beckwith, certify that a Topographic Survey was performed on the Property shown hereon by a D.C.I. Field Crew under my supervision and this drawing is an accurate representation of the Survey results.

AutoCAD SHX Text

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AGRICULTURE

AutoCAD SHX Text e

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AutoCAD SHX Text

LEGEND

AutoCAD SHX Text

AREA OF WORK

AutoCAD SHX Text

GRAPHIC SCALE 1" = 20'

AutoCAD SHX Text

PROJECT NUMBER

BUILDING NUMBER

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

APPROVED

VA FORM 08 - 6231

FULLY SPRINKLERED

OFFICE OF

CONSTRUCTION

AND FACILITIES

MANAGEMENT

U.S. Department of Veterans Affairs

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

8016 TOWER POINT DRIVE

CHARLOTTE, NC 28227

704-814-1346

CONSULTING STRUCTURAL ENGINEERS

LAURENE, RICKHER & SORRELL, P.C.

8701 RED OAK BLVD. SUITE 500

CHARLOTTE, NORTH CAROLINA 28217

PHONE: 704-522-0495

POC: MARK RICKHER, PE POC: LEE HARRELL PE, LEED AP, QCxP

PRESIDENT

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614-20-115

SS001

JARKABMAY 12, 2021

Memphis VA Medical Center

COVID 19 EMERGENCY GENERATORSTRUCTURAL GENERAL NOTES BID DOCUMENTS

HDG PROJECT:

614-20-115

1.0. CODES AND STANDARDS:

1.1. INTERNATIONAL BUILDING CODE 2012 EDITION INCLUDING ALL SUBSEQUENT

SUPPLEMENTS AND AMENDMENTS THERETO.

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

SOCIETY OF CIVIL ENGINEERS, ASCE 7-10.

1.3. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 360-10 BY THE

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

1.4. "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 341-10 BY

THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.

1.5. "STRUCTURAL WELDING CODE - STEEL (AWS D1.1-04)" AND "STRUCTURAL WELDING

CODE REINFORCING STEEL (AWS D1.4-98)", AMERICAN WELDING SOCIETY.

1.6 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-11)",

AMERICAN CONCRETE INSTITUTE AND ALL SUCCEEDING REVISIONS.

1.7. "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-11) AND

"SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1-11), AMERICAN CONCRETE

INSTITUTE.

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

LATEST EDITION.

1.9. "STANDARD FOR COMPOSITE STEEL FLOOR DECK-SLABS", ANSI/SDI C-2011,

STEEL DECK INSTITUTE.

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

MEMBERS, WITH SUPPLEMENT 1, DATED 2010", S100-07/SI-10, 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 NOTED HEREIN AND IN THE STRUCTURAL STEEL SPECIFICATIONS.

2.3. 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"

2.4. 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)" OR 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.

2.5. STRUCTURAL STEEL SHALL BE ERECTED BY A QUALIFIED INSTALLER WHO PARTICIPATES

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

ERECTOR (ACSE)" OR THE ERECTOR 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 20 PSF -

SLAB ON GRADE 200 PSF -

LIVE LOADS ARE REDUCED IN CONFORMANCE WITH ASCE 7-10

SECTION 4.8 "REDUCTION IN LIVE LOADS"

3.2. SEISMIC LOADS:

RISK CATEGORY IV

RISK IMPORTANCE FACTOR "I" 1.50

SITE SOIL CLASSIFICATION D

LATERAL LOADS OF ADDITION ARE RESISTED BY EXISTING STRUCTURE.

LOADING HAS BEEN EVALUATED TO CONFIRM CAPACITY OF EXISTING.

3.3. WIND LOADS:

BASIC WIND SPEED (3-SECOND GUST) 120 MPH (ULTIMATE)

RISK CATEGORY IV

ASCE 7 EXPOSURE CATEGORY B

MEAN ROOF HEIGHT 14'-0"

LATERAL LOADS OF ADDITION ARE RESISTED BY EXISTING STRUCTURE.

LOADING HAS BEEN EVALUATED TO CONFIRM CAPACITY OF EXISTING.

3.4. DRIFTING SNOW LOADS PER ASCE 7-10:

50 YEAR GROUND SNOW LOAD "Pg" 10.0 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 12.0 PSF

FLAT ROOF SNOW LOAD "Pf" 8.4 PSF

RAIN-ON-SNOW SURCHAGE 5.0 PSF

FLAT ROOF DESIGN SNOW LOAD 13.4 PSF

4.0. FOUNDATIONS:

4.1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT, DATED FEBRUARY 1, 2021 BY S&ME. 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 FOOTING 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. ALL MAIN LOAD BEARING FOUNDATIONS (SUCH AS THE FOUNDATIONS FOR COLUMNS,

WALLS AND RETAINING WALLS) WERE ANTICIPATED TO BE TO CONSTRUCTED ON COMPACTED

IN SITU OR FILL SOIL WITH A BEARING PRESSURE OF 1500 PSF WITH A SETTLEMENT OF

1/2" MAX.

4.5. TOP OF FOOTING (T/FTG) ELEVATIONS ARE SHOWN ON THE DRAWINGS OR ARE TO BE

DETERMINED BY THE CONTRACTOR IN THE FIELD IN ACCORDANCE WITH THE GUIDELINES

SET FORTH IN THE DRAWINGS AND SPECIFICATIONS.

4.6. BOTTOM OF EXTERIOR FOOTINGS SHALL BEAR AT A MINIMUM DEPTH OF 1'-6" BELOW

FINAL GRADE FOR FROST PROTECTION.

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

THE SPECIFICATION REQUIREMENTS AND UNIT PRICES.

4.8. 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.

4.9. 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".

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

DOWELS PROVIDED AT ALL CORNERS AND INTERSECTIONS.

4.15. 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

TENNESSEE 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.

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

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.)

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.

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 12 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

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.

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 HSS (SQUARE AND RECTANGULAR) ASTM A500, GRADE B, FY=46 KSI.

E. STRUCTURAL HSS (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 360-05.

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. 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.

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

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

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

ERRORS IN PRIMARY STRUCTURAL FRAMING.

7.18. 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.

7.19. 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".

7.20. 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. STEEL DECK:

8.1. 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

ROOF DECK 1-1/2" 18 GA. .295 IN. .318 IN. .327 IN. 33 KSI

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

EXCEPT DECK PERMANENTLY EXPOSED TO WEATHER SHALL BE G90.

8.4. 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 OR DUCTS FROM STEEL ROOF DECK.

8.5. 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.

8.6. 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.

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

REVIEW COMMENTS ONLY WILL BE ELECTRONICALLY FORWARDED TO THE CONTRACTOR.

8.8. 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.

9.0. INSPECTION AND TESTING:

9.1. 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.

9.2 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.

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

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

9.4. 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)

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

D1.3 AS APPROPRIATE TO THE MATERIAL THICKNESS.

9.6. 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.

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

APPROPRIATE AND WITH THE PROJECT SPECIFICATIONS.

10.0. CONSTRUCTION AND SAFETY:

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

AND PRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT.

10.2. 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.

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

SOLELY THE CONTRACTOR'S RESPONSIBILITY.

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

DRAWINGS OF OTHER CONSULTANTS AND TRADES. THE CONTRACTOR SHALL COORDINATE

THE VARIOUS REQUIREMENTS.

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

STRUCTURAL ELEMENTS WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.

10.6. 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.

10.7. 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.

10.8. 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.

10.9. 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.

10.10. 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 COR'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.

10.11. 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.

10.12. 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.

10.13. 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.

10.14 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.

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

10.16. 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.

Revision Number Revisions: Date:

PROJECT NUMBER

BUILDING NUMBER

DRAWING NUMBER

PROJECT TITLE

LOCATION

ISSUE DATE CHECKED DRAWN

DRAWING TITLE

APPROVED

VA FORM 08 - 6231

FULLY SPRINKLERED

OFFICE OF

CONSTRUCTION

AND FACILITIES

MANAGEMENT

U.S. Department of Veterans Affairs

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

8016 TOWER POINT DRIVE

CHARLOTTE, NC 28227

704-814-1346

CONSULTING STRUCTURAL ENGINEERS

LAURENE, RICKHER & SORRELL, P.C.

8701 RED OAK BLVD. SUITE 500

CHARLOTTE, NORTH CAROLINA 28217

PHONE: 704-522-0495

POC: MARK RICKHER, PE POC: LEE HARRELL PE, LEED AP, QCxP

PRESIDENT

C U s e rs

\k b a ld w in \D o c u m e n ts \2

C o v id

G e n e ra to rs -S tr u c t-

R k b a ld w in lr s p c .n e t.

rv t

614-20-115

SS002

JARKABMAY 12, 2021

Memphis VA Medical Center

COVID 19 EMERGENCY GENERATORSTRUCTURAL GENERAL NOTES BID DOCUMENTS

HDG PROJECT:

614-20-115

11.0 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

CJ CONST., CONTROL JOINT MFR MANUFACTURER

CL,CLR CLEAR MIN MINIMUM

CMU CONC. MASONRY UNIT MTL METAL

COL COLUMN NOM NOMINAL

CONC CONCRETE OC, O/C ON CENTER

CONN CONNECTION OF OUTER FACE, OPP. FACE

CONST CONSTRUCTION OH OPPOSITE HAND

CONT CONTINUOUS OPP OPPOSITE

CTR CENTER OPNG OPENING

CTRD CENTERED PC PRECAST

DBA DEFORMED BAR ANCHOR PL PLATE

DET,DTL DETAIL RE RIGHT END

DIM DIMENSION REINFG REINFORCING

DK DECK REINF REINFORCEMENT

DWGS DRAWINGS REQD REQUIRED

DWL DOWEL RET RETAINING

EA EACH SOG SLAB ON GRADE

EE EACH END SC SLIP CRITICAL

EF EACH FACE SCHED SCHEDULE

EFF EFFECTIVE SECT SECTION

EJ EXPANSION JOINT S, SHRT SHORT

EL,ELEV ELEVATION SL SLAB

EOC EDGE OF CONCRETE SPA SPACING

EOD EDGE OF DECK STFNR STIFFENER

EOM EDGE OF MASONRY STL STEEL

EOS EDGE OF SLAB SUPPL SUPPLIER

ES EACH SIDE SUPT SUPPORT

EW EACH WAY T TOP

EXIST EXISTING T/XXX TOP OF XXX

EXP EXPANSION TCX TOP CHORD EXTENSION

EXT EXTERIOR, EXTENSION THK THICK, THICKNESS

FK FOOT-KIPS TO THROUGHOUT

FL, FLR FLOOR TRAN TRANSVERSE

FOB FACE OF BRICK TYP TYPICAL

FOM FACE OF MASONRY UNO UNLESS NOTED OTHERWISE

FOS FACE OF STUD VERT VERTICAL

FP FULL PENETRATION VEF VERTICAL EACH FACE

FS FOOTING STEP VIF VERTICAL INNER FACE

FT FOOT, FEET VOF VERTICAL OUTER FACE

FTG FOOTING W WIDE, WIDTH

GB GRADE BEAM WF WELDED WIRE FABRIC

GEN GENERAL WWM WELDED WIRE MAT

HEF HORIZONTAL EACH FACE XE EXTENDED END JOIST

HIF HORIZONTAL INNER FACE

HSS HOLLOW STRUCTURAL SECTION

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS

BASE COURSE

W.W.M.

N "T

E E

1/4" SAWCUT OR

STRIPPABLE CONTROL

JOINT AS REQ'D PER SPECS

W.W.F. CONT. THRU

JOINT DEPRESS TO

AVOID CUTTING @ JOINT

T /4

NOTE: PROVIDE CONTROL JOINTS

@ 12'-0" O.C. MAXIMUM AT 4" SLAB

& 15'-0" AT 5" SLABS

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS

1/2" DIA.x3'-0" SMOOTH

DOWEL @ 36" O.C. GREASE

ONE END. PLACE @

MID-DEPTH OF SLAB

BASE COURSE

REBAR

STOP W.W.F. @ EACH

SIDE OF C.J.

C.J.

N "T

E E

#4@18" O.C.

8" 2'-0"

#4@18" O.C.

3'-0" 1'-4"

NOTE: FOR INFORMATION ON

VAPOR BARRIER/RETARDER,

REFER TO ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS

BASE COURSE

S E

E P

2xD

S E

E P

BASE COURSE

W.W.M.

2xD

M A

#4 @ 12" O/C

WHERE H > 16"

BENT BAR TO LAP W/

& MATCH SIZE & SPACING

OF TYP SLAB REBAR

COORD. TRENCH DRAIN

DIMENSIONS w/ARCH., CIVIL, FOOD SERVICE, PLUMBING

DRAWINGS.

2'-0"2'-0"

#3@48" O.C.

#4@12" O.C. CONT.

SLAB REINF.

PER PLAN

1 #4 TO EXTEND 2'-0" PAST

TRENCH ON ALL 4 SIDES

TRENCH DRAIN

PER ARCH. DWGS.

BASE COURSE

#3@48"

SEE ARCH. DWGS. FOR WALL

THICKNESS AND LOCATION

#4@48" O.C.

PROVIDE DOWEL

WITH STD. HOOK

2 #4 CONT.

SLAB REINF.

PER PLAN

NOTE:

THICKENED SLAB & #4 DOWELS

MUST ALSO BE INSTALLED WHERE

FUTURE NON-LOAD BEARING CMU WALLS

ARE TO BE INSTALLED REF. ARCH.

DWGS. FOR FUTURE WALL LOCATIONS

NOTE: FOR INFORMATION ON VAPOR

BARRIER/RETARDER, REFER TO

ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS

REF. E5-SS003

FOR T/WALL BRACE &

TYP. WALL REINF. FOR

WALLS TALLER THAN 9'-4"

GROUT WALL

SOLID @

REINFORCING

#5@48" O.C.

VERT. BARS

FULL HT.

W A

6" T

Y P

. 8

A T

MIN

.2'

- 0

MIN.

2' - 0"

STEEL COLUMN

PER PLAN & SCHEDULE

1/2" PREFORMED JOINT

FILLER BOARD

BLOCKOUT

NOTE:

IF TOP OF PIPE SLEEVE IS LESS THAN 8"

BELOW BOTTOM OF FOOTING, STEP

FOOTING SO THAT PIPE CAN PASS ABOVE

CONC.

FOOTING

REFER TO CIVIL OR PLUMBING

DWGS. FOR PIPE INVERTS

PROVIDE PIPE SLEEVE

WIDTH OF FTG PLUS

1'-0" EA SIDE AT ALL

PIPES BELOW FOOTING

BACKFILL ALL PIPE

EXCAVATIONS BELOW

FOOTING WITH

FLOWABLE FILL

44 BAR DIA.

2'-0" MIN.

A R

-0

HORIZ. REINF.

BEND OR LAP OUTSIDE BARS

OR PROVIDE CORNER BARS AS

SHOWN-LARGE BAR SIZE

GOVERNS LAP

@ FOOTING CORNERS

44 BAR DIA.

2'-0" MIN.

A R

-0

@ FOOTING INTERSECTION

'D'= FTG. THICKNESS

REINFORCING TO MATCH

BOTTOM FOOTING REINF.

#5@18" @

45 DEG. (TYP)

LENGTH

LAP

STD

HOOK

3"'D

M A

2' -0

STEP SPACING

4'-0" MIN.

2" CLR.

2" C

D MIN TYP

CLEAR

OPENING

1'-0" TO 3'-4"

3'-4" TO 4'-8"

4'-8" TO 6'-0"

6'-0" TO 8'-0"

8'-0" TO 10'-0"

10'-0" TO 12'-0"

REINFORCING

6" CMU 8" CMU 12" CMU

DEPT

MIN.

BRG.

8" 1-#4 1-#4 2-#5 8"

16" 1-#4 1-#4 2-#5 8"

16" 1-#4 1-#4 2-#5 12"

16" - - 2-#5 12"

NOTE:

1. EXTEND REINFORCING TO END OF BEARING AT EACH SIDE OF OPENING.

2. FILL WITH GROUT ALL CORES UNDER BEARING FROM BOTTM OF LINTEL

TO 48" MINIMUM BELOW LINTEL.

3. LINTELS OVER 12'-0" CLEAR SPAN OR SUPPORTING FLOOR OR ROOF

REQUIRE SPECIAL DESIGN.

4. THIS SCHEDULE IS FOR LIGHTWEIGHT BLOCK ONLY (95PCF MAX.)

8" N

O M

N O

WIDTH

NOM.

WIDTH

NOM.

TYPICAL DETAILS

8" NOM. DEPTH 16" NOM. DEPTH

GROUT STD.

UNIT

CMU MASONRY LINTEL SCHEDULE

COMPOSITE SLAB

FULL HEIGHT PARTITION

WALLS AT FLOOR

COMPRESSIBLE FILLER

CONT. BOND BEAM

W/1#4 CONT.

1" S

P A

C E

L6x4x5/16"x1'-1" LONG (LLV) W/ 2-1/2"

DIA. EPANSION ANCHORS APPROVED

FOR USE IN UNDER SIDE OF

COMPOSITE SLAB W/ CRACKED CONC

MIN. 3/4" EMBEDMENT. DO NOT ATTACH

TO WALLS. PLATES OCCUR @ 8'-0"…

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File details come from the government source that posted it. Updated Jun 3, 2021.