Section I. Cover Page.pdf

Section I Statement of Work

Project Specifications Project Drawings

P lo t D at e

ISSUE DATE:

100 STELLARATOR ROAD

PRINCETON, NJ 08540

TELEPHONE # 609.243.2000

www.pppl.gov

VOLUME I OF I

ISSUED FOR:

1700 NEW YORK AVENUE NW

SUITE 100

WASHINGTON, DC 20006

202.842.2100 smithgroup.com

4/

/2

3:

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M

Princeton Plasma Physics Laboratory

(PPPL)

14857

PPPL CAMPUS ENTRY

CARNEGIE LAKE

RT 1

SCUDDERS MILL RD

COLLEGE RD

STELLARATOR RD

XQT-1 ISSUED FOR CONSTRUCTION

XQT-1 TRANSFORMER REPLACEMENT

APRIL 29, 2025

SHEET NUMBER

PROJECT NUMBER

SHEET TITLE

SEALS AND SIGNATURES

ISSUED FOR DATE

BrightTree Studios

AUDIOVISUAL | IT/TELECOM | SECURITY | ACOUSTICS

301 Brush Creek Road Warrendale, PA 15086 Phone 412.212.7515

RMF ENGINEERING, INC.

ELECTRICAL

5520 Research Park Drive Suite 300 Baltimore, MD 21228 Phone 410.576.0505

NOT FOR

CONSTRUCTION

WASHINGTON, DC 20006

e

Princeton Plasma Physics Laboratory XQT-1 Transformer Replacement

:1

PROJECT SHEET INDEX

G0.1

A ut ho r

PROJECT SHEET INDEX

E7.1 XQT-3 CONTROL CABLE SCHEDULE

E6.6 XQT-3 THREE LINE DIAGRAM

E6.5 CIRCUIT SWITCHER SCHEMATIC

E6.4 XQT-3 TRANSFORMER DETAILS

E6.3 XQT-3 CONNECTION DETAILS

E6.2 XQT-3 ELEVATION

E6.1 HV CONTROL HOUSE - ELECTRICAL DETAILS - NEW

E6.0 YARD C62 MV - ELECTRICAL DETAILS

E5.2 HV ELECTRICAL DETAILS - RELAY DIAGRAM

E5.1 YARD C62 MV ONE-LINE DIAGRAM - NEW

E5.0 YARD C62 HV ONE-LINE DIAGRAM - NEW

E4.C51.0 BLDG C51 BASEMENT ENLARGED PLANS - NEW WORK

E1.C62.3.B YARD C62 PLAN - NEW - AREA B - GROUNDING

E1.C62.1.B YARD C62 MV PLAN - NEW - AREA B

E1.C62.0.B YARD C62 HV PLAN - NEW - AREA B

E0.0 ELECTRICAL ABBREVIATIONS AND SYMBOLS

S4.C62.1 138KV YARD XQT-1 PROJECT - SECTIONS AND DETAILS

S1.C62.1 FLOOR PLAN 138KV YARD XQT-1 PROJECT AREA B

S0.3.1 SPECIAL INSPECTION SCHEDULE 2021

S0.2.1 XQT-1 STRUCTURAL GENERAL NOTES

S0.1.1 STRUCTURAL ABBREVIATIONS AND LEGEND

STRUCTURAL

CS1.C62.1.B XQT-1 SITE LAYOUT PLAN AND DETAILS

CD1.C62.1.B XQT-1 SITE PREPARATION AND DEMOLITION PLAN

CIVIL

G0.1 PROJECT SHEET INDEX

G0.0 PROJECT COVER SHEET

GENERAL

SHEET NUMBER SHEET NAME

XQT-1 ISSUED FOR CONSTRUCTION

30% PRELIMINARY DESIGN 06/10/2024

30% XQT-1 PRELIMINARY DESIGN 08/02/2024

30% XQT-1 PRELIMINARY DESIGN 08/26/2024

60% XQT-1 FINAL DESIGN 11/04/2024

90% XQT-1 FINAL DESIGN 02/07/2025

XQT-1 ISSUED FOR CONSTRUCTION 04/29/2025

B

C

E

D TYP

G

F

H

J

KEYPLAN

VanNote Harvey Division of Pennoni

103 College Road East Princeton, NJ 08540 Phone 609.987.2323

301 Brush Creek Road

5520 Research Park Drive Suite 300

201 DEPOT STREET

SECOND FLOOR

ANN ARBOR, MI 48104

734.662.4457 www.smithgroup.com

NORTH

C1

C12

C13

C20C22

C32

C42 C41 C40

C51

C52

C50

C60

C61 C70

C64

C74

C91 C90

D72

D52 D53

D44D43

D42

D34

D45

C14

90% FINAL DESIGN 02/07/2025

100% XQT-1 FINAL DESIGN 03/21/2025

100% XQT-1 ISSUED FOR CONSTRUCTION 04/29/2025

CD1.C62.1.B

SCALE: 1" = 10'-0"

0' 20'10'5'

Know what's below.

before you dig.Call

R

XQT-1 SITE PREPARATION AND

DEMOLITION PLAN

NOTE:

EQUIPMENT MODIFICATIONS ARE CURRENTLY BEING PERFORMED IN THE 138KV YARD.

SOME ITEMS DEPICTED ON THIS DRAWING MAY HAVE BEEN PREVIOUSLY DEMOLISHED.

CONTRACTOR TO FIELD VERIFY SCOPE OF WORK SHOWN.

FOUNDATIONS DENOTED WITH KEYED NOTE 'J' HAVE BEEN PREVIOUSLY DEMOLISHED,

HOWEVER BURIED FOUNDATIONS/FOOTINGS MAY BE PRESENT IN THESE LOCATIONS.

PROPERTY LINE

SETBACK LINE

LIMITS OF CONSTRUCTION

PROTECT

REMOVE

SALVAGE

RELOCATE

UTILITY REMOVAL

CONSTRUCTION ENTRANCE

SILT FENCE

INLET PROTECTION

STABILIZED CONSTRUCTION

ENTRANCE

CONSTRUCTION WASHOUT STATION

STRUCTURE REMOVAL

GENERAL NOTES

KEYED NOTES

LEGEND

CWS

A EXCAVATE AND REMOVE EXISTING FOUNDATIONS.

TEMPORARILY STORE EXCAVATED SOILS THAT WILL BE

USED FOR BACKFILLING ON SITE AND DISPOSE OF EXCESS

SOILS AND FOUNDATIONS OFF SITE.

EXISTING DRAINAGE STRUCTURE / SUMP PUMP TO BE

PROTECTED AND REMAIN IN WORKING CONDITION

THROUGHOUT EXCAVATION AND FOUNDATION REMOVAL

OPERATIONS.

EXISTING GROUNDED PIERS AND CABLES ARE TO BE

PROTECTED AND REMAIN IN WORKING CONDITION.

ADJUST GROUNDING CABLES AS NECESSARY. REMOVE

GROUNDING FROM FOUNDATIONS TO BE REMOVED.

REMOVE AND RELOCATE GROUNDING NODE. RECONNECT

GROUNDING CABLES AS NECESSARY

PREPARE AND COMPACT SUBGRADE IN NEW XQT-3

FOUNDATION AREA. COORDINATE NEW FOUNDATION

LOCATION WITH STRUCTURAL DRAWING S1.Y.1B

EXCAVATE AND COMPACT SUBGRADE IN NEW TOWER

FOUNDATION AREA. COORDINATE NEW FOUNDATION

LOCATIONS WITH STRUCTURAL DRAWING S1.Y.1B

EXCAVATE / DRILLED PIER LOCATION COORDINATE

DRILLED PIER LOCATION AND DEPTH WITH STRUCTURAL

DRAWING S1.Y.1B. DISPOSED OF EXCAVATED MATERIAL

OFF SITE.

REMOVE AND RECONNECT 4" ORANGEBURG PIPE

SUBGRADE UNDERDRAIN. SEE SHEET CS1.C62.1.B FOR

RECONNECTION AND MATERIALS.

RECORD DOCUMENTS INDICATE ABANDONED

FOUNDATIONS ARE LOCATED IN THE AREA. CONTRACTOR

TO REMOVE FOUNDATIONS AS REQUIRED FOR NEW

FOUNDATIONS INSTALLATION.

D

H

1. PRIOR TO START OF WORK, VERIFY ALL SITE CONDITIONS.

REPORT ANY DISCREPANCIES FROM THESE PLANS TO THE

OWNER AND ARCHITECT IMMEDIATELY.

2. COORDINATE SITE ACCESS AND HOURS OF OPERATION WITH

THE OWNER.

3. PRIOR TO THE START OF WORK, VERIFY LOCATIONS AND

DEPTHS OF ALL UNDERGROUND UTILITIES THAT MAY BE

AFFECTED BY CONSTRUCTION. DAMAGE TO UTILITIES CAUSED

AS A RESULT OF CONSTRUCTION SHALL BE REPAIRED OR

REPLACED TO THE SATISFACTION OF THE OWNER.

4. PROTECT ADJACENT CAMPUS AREAS FROM DAMAGE DURING

CONSTRUCTION. DAMAGE TO ADJACENT PROPERTIES SHALL

BE REPAIRED OR REPLACED TO THE SATISFACTION OF THE

OWNER.

5. SECURE ALL NECESSARY PERMITS AND NOTIFY PPPL AND ALL

UTILITY COMPANIES WITH UTILITIES ON THE SITE PRIOR TO

THE START OF CONSTRUCTION. ADHERE TO ALL APPLICABLE

LOCAL, STATE AND FEDERAL LAWS OR REGULATIONS

PERTAINING TO THE PROJECT.

6. ESTABLISH AND MAINTAIN SITE SECURITY UNTIL PROJECT

ACCEPTANCE.

7. USE DIMENSIONS SHOWN ON DRAWINGS FOR LAYOUT OF THE

WORK. DO NOT USE SCALE DIMENSIONS FROM PLANS,

SECTIONS OR DETAILS ON THE DRAWINGS.

8. REFER TO THE SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS NOT SHOWN ON DRAWINGS.

9. TAKE NOTE OF EXISTING GRADING AND DRAINAGE WAYS AND

MAINTAIN THESE DRAINAGE WAYS FREE OF OBSTRUCTIONS.

10. COORDINATE WORK SHOWN WITH STRUCTURAL AND

ELECTRICAL DRAWINGS.

11. DISPOSE OF ALL ELEMENTS DESIGNATED FOR REMOVAL IN A

LEGAL MANNER.

12. PREPARE ALL SUBGRADES IN ACCORDANCE WITH

RECOMMENDATIONS OF GEOTECHNICAL ENGINEER.

13. CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE CODES,

REGULATIONS, AND ORDINANCES.

14. ALL ABBREVIATIONS, SYMBOLS, AND LEGENDS SHOWN ON

THIS DRAWING ARE NOT NECESSARILY USED.

C61-1

[ED-01]

BC

ASPHALT PAVEMENT

HEAVY DUTY CONCRETE PAVEMENT

CONCRETE PAVEMENT

GRAVEL PAVEMENT

SEEDED GRASS AREA

CONTROL JOINT

ISOLATION (EXPANSION) JOINT

LIGHT POLE

VEHICULAR LIGHT POLE

BOLLARD

FENCE

GENERATOR

SHEET NOTES

KEYED NOTES

TOWER FOUNDATION

XQT-3 FOUNDATION

DRILLED PIER

RESTORED AGGREGATE SURFACE WITH EXISTING

SALVAGED AGGREGATE TO DEPTH OF EXISTING

AGGREGATE YARD

4-INCH PERFORATED PVC PIPE

EXISTING ORANGEBURG DRAIN PIPE

COORDINATE THIS DRAWING WITH STRUCTURAL DRAWINGS

S1.Y.1B AND S4.Y.1.1

BACKFILL NEW TRANSFORMER AND TOWER FOUNDATIONS WITH

EXISTING STOCKPILED SOILS. COMPACT BACKFILL TO 95%

MAXIMUM DRY DENSITY.

FINISHED SURFACE TO BE EXISTING STOCKPILED AGGREGATE.

GRADE AGGREGATE TO MATCH SURROUNDING LINES AND GRADES.

INSTALL 4-INCH PERFORATED PVC PIPE WITH GEOTEXTILE WRAP.

CONNECT TO EXISTING ORANGEBURG PIPE IN APPROXIMATE

LOCATION SHOWN WITH NO-HUB (FERNCO) CONNECTOR. SLOPE

UNIFORMLY BETWEEN CONNECTION POINTS.

103 College Road East

301 Brush Creek Road

5520 Research Park Drive Suite 300

201 DEPOT STREET

SECOND FLOOR

ANN ARBOR, MI 48104

734.662.4457 www.smithgroup.com

90% FINAL DESIGN 02/07/2025

100% XQT-1 ISSUED FOR CONSTRUCTION 04/29/2025

CS1.C62.1.B

SCALE: 1" = 10'-0"

0' 20'10'5'

Know what's below.

before you dig.Call

R

XQT-1 SITE LAYOUT PLAN AND

DETAILS

SCALE: 1" = 1'

UNDERDRAIN CONNECTION1

EXISTING 4-INCH PERFORATED ORANGEBURG PIPE

UNDERDRAIN

NEW 4-INCH PERFORATED PVC PIPE WITH GEOTEXTILE WRAP

NO-HUB FLEXIBLE (FERNCO PROFLEX) CONNECTOR WITH

STAINLESS STEEL BAND CLAMPS.

AGGREGATE SURFACE

DRAINAGE AGGREGATE TO MATCH EXISTING UNDERDRAIN

TRENCH SECTION

ALIGN PIPES AND TIGHTEN COUPLING BAND CLAMPS. DO NOT

OVER-TIGHTEN CLAMPS ON EXISTING ORANGEBURG PIPE

APPLY SLIGHT CHAMFER TO INSIDE EDGES OF ORANGEBURG

AND PVC PIPES TO ENSURE SMOOTH WATER FLOW THOUGH

JOINT

69 45

54 46 14

72 56 48 32 16

81624324048566472

71523313947556371

61422303846546270

51321293745536169

41220283644526068

31119273543515967

21018263442505866

65 57 49 41 33 25 17 9 1

THE NUMBER OF THE MODULE WHICH OCCURS

IN THE LOWER LEFT CORNER OF A SINGLE

MODULE OR SEVERAL MODULES GROUPED

TOGETHER WILL DEFINE THE FINAL DETAIL

NUMBER AS SHOWN IN THE ILLUSTRATION

TO THE LEFT. ALTHOUGH THE MODULE

NUMBERS OCCUR IN CONSECUTIVE ORDER,

NOT ALL NUMBERS ARE NECESSARILY USED

ON EACH SHEET.

DETAILS ARE NUMBERED ACCORDING TO THEIR

LOCATION ON EACH SHEET AND ARE NOT

NUMBERED CONSECUTIVELY. EACH MAINTAINS

THE NUMBER ASSOCIATED WITH IT.

THIS SYSTEM CAN BE APPLIED TO ANY DRAWING

THAT CONTAINS MULTIPLE VIEWS. THE VIEWS ARE

NUMBERED ACCORDING TO THE MODULE SYSTEM

SHOWN ILLUSTRATED TO THE LEFT.

EACH DETAIL MAY OCCUPY ONE OR MORE WHOLE

MODULES. THE DETAIL MODULE IS USED TO

ESTABLISH THE IDENTIFYING LABEL FOR EACH DETAIL,

NOT TO LIMIT THE SIZE OF THE DETAILS.

MODULAR LAYOUT / DETAIL NUMBERING SYSTEM

DETAIL MODULE LAYOUT

DETAIL NUMBERING EXAMPLE

COLUMN, POST, AND HANGER SYMBOLS DECK AND SLAB SYMBOLS

BEAM NOMENCLATURE TRUSS, JOIST, AND FRAME NOMENCLATURE

BRACING NOMENCLATURE AND SYMBOLS

MISCELLANEOUS SYMBOLS

S-#

S-#

(R) W18x40

ONE-WAY CONCRETE SLAB MARK

SLAB DEPTH

TWO-WAY CONCRETE SLAB MARK

R = #K

A = #K

M = #K-FT

T-#

RT-#

JT-#

SF-#

PC-#

PRECAST CONCRETE PANEL MARK

PANEL DEPTH

LOCATION ALONG COLUMN LINE

END PLATE CONNECTION

BEARING PLATE CONNECTION

FR-#

H = #K

STRUCTURAL FRAMING PLAN SYMBOLS

+1"

CS#-#

OR

RD-#

OR

(W18x40)

W18x40 (C = #")

VB-#

CG-#

W18x40 (+/- #' - #")

W18x40 [#]

VERTICAL BRACING MARK

COMPOSITE SLAB MARK

ROOF DECK MARK

DECK DEPTH

POST ABOVE & BELOW

-2"

POST BELOW

POST ABOVE

HANGER

TOS EL (+/- ESTABLISHED

ELEVATION)

BEAM CAMBER

NUMBER OF STUDS

RADIAL BEAM

BEAM DESIGN REACTION

(SHEAR)

BEAM DESIGN REACTION

(AXIAL)

BEAM DESIGN MOMENT

CARRYING TRUSS MARK

REINFORCED TRUSS MARK

JACK TRUSS MARK

SWAY FRAME MARK

FS-#

SLAB ON FORMED DECK MARK

ROOF DAVIT OR SAFETY

TIE-BACK LOCATION

STEEL COLUMN MARK

GRAVITY LOAD COLUMN

STEEL COLUMN MARK

LATERAL LOAD COLUMN

SLAB CHANGE IN EL

(+/- ESTABLISHED ELEVATION)

SPAN DIRECTION

EXISTING MEMBER

DESIGNATION

W18x40 [#' - #")] TOS EL

FRAME MARK

CONCRETE COLUMN MARK

HORIZONTAL FORCE

ALL IDENTIFIED MEMBERS

CONNECTING TO THAT COL

HAVE THE SAME ELEVATION

ALL MEMBERS CONNECTING

TO THAT COL HAVE THE

SAME ELEVATION,

REFER TO NOTES ON DWG

CL-#

CC-#

T = - #K

C = + #K

TENSION BRACE DESIGN

FORCE (AXIAL)

COMPRESSION BRACE

DESIGN FORCE (AXIAL)

T/C = +/- #K OR - #K/+ #K BRACE DESIGN FORCE (AXIAL)

RIGID MOMENT

CONNECTION

SEMI-RIGID MOMENT

CONNECTION

BEAM AND BRACE FORCE NOMENCLATURE

COMPOSITE SLAB TOTAL DEPTH

COMPOSITE SLAB DECK DEPTH

##XX## OPEN WEB JOIST MARK

(PER SJI DESIGNATION)

GR-#

METAL GRATING MARK

GRATING DEPTH

TOR = #K-FT BEAM DESIGN REACTION

(TORSION)

HBR-# HORIZONTAL BRACING MARK

SLAB ON GRADE NOMENCLATURE AND SYMBOLS

FOUNDATION WALL NOMENCLATUREFOUNDATION NOMENCLATURE AND SYMBOLS

MISCELLANEOUS SYMBOLS

AP#-#

L (#

AUGER CAST PILE MARK

GB-# (#' - #")

TOP OF PILE CAP EL

LATERAL LOAD PILES

SLAB ON GRADE MARK

SOIL BORING MARK

SB-#

TYPE 1 WATERSTOP

(PVC OR RUBBER WATERSTOP)

TYPE 2 WATERSTOP

(SELF-EXPANDING WATERSTOP)

NUMBER OF PILES

PILE DIAMETER (INCHES)

GRADE BEAM MARK

(TOP OF GRADE BEAM EL)

STRUCTURAL FOUNDATION PLAN SYMBOLS

FP-# (

GROUNDING DESIGNATION

SOG-#

TOP OF FOOTING EL

SQUARE FOOTING MARK

SF-##

DP-# (

TOP OF FORMED PIER EL

FORMED PIER MARK

BOT OF DRILLED PIER EL

DRILLED PIER MARK

TOP OF DRILLED

PIER CAP EL

TOP OF COMBINED

FOOTING EL

COMBINED FOOTING MARK

CF-# (

+1"

OR -2"

SOG CHANGE IN EL (+/-

ESTABLISHED ELEVATION)

TOP OF FOOTING EL

RECTANGULAR FOOTING

MARK

RF-##

EARTH

AGGREGATE BASE COURSE

CONCRETE

CONCRETE MASONRY UNIT

BRICK MASONRY

PRECAST CONCRETE

STEEL, STAINLESS STEEL

WOOD FRAMING - CONTINUOUS

WOOD FRAMING - DISCONTINUOUS

PLYWOOD

SEMI-RIGID INSULATION

GLASS

PLAN AND SECTION

ALUMINUM

OTHER METALS

MATERIAL INDICATIONS

SECOND LEVEL

+10'-0"

SECTION

SECTION NUMBER

NORTH ARROW REFERENCES

TRUE NORTH

90.

00°

NEW GRID IDENTIFICATION

EXISTING GRID

IDENTIFICATION

LAYOUT GRID LINES

DETAIL TITLE

SHEET WHERE DRAWN

DIRECTION OF VIEW

LEVEL LINE

REVISION CLOUD FOR CHANGE

CALLOUT REFERENCE

ELEVATION

ELEVATION NUMBER AND

DIRECTION

DETAIL NUMBER

S1.1.1 #

NAME OF LEVEL

INDICATES HEIGHT

ABOVE PROJECT DATUM

EXTENT OF CURRENT

REVISION

MATCH LINE REFERENCES

DRAWING TITLE SYMBOLS

REFER TO THE SHEET

WHERE CONTINUATION

IS FOUND

A B

SCALE:

S1.1.1

# SIM

S1.1.1

SIM

MATCH LINE

1 VIEW NAME

1/8" = 1'-0"

NORTH PROJECT NORTH

OR OR

DRAWING TITLE WHEN

MULTIPLE VIEWS EXIST

ON THE SHEETSCALE:1 VIEW NAME

DRAWING TITLE WHEN

ONLY ONE VIEW EXISTS

ON THE SHEETSCALE:

VIEW NAME

SHEET S1.1.A

SHEET S1.1.B

SHEET S1.1.A

REFER TO THE SHEETS

EITHER SIDE OF THE

MATCH LINE

STRUCTURAL REFERENCE SYMBOLSSTRUCTURAL ABBREVIATIONS

ALL ABBREVIATIONS, SYMBOLS, AND LEGENDS SHOWN ON THIS DRAWING ARE NOT NECESSARILY USED.

STRUCTURAL NOTES

REFERENCE ELEVATION DEFINITIONS

103 College Road East

301 Brush Creek Road

5520 Research Park Drive Suite 300

WASHINGTON, DC 20006

Pl ot

Da te:

XQT-1 Transformer Replacement

4/2 9/2

5 4

:15 :44

STRUCTURAL

ABBREVIATIONS AND

S0.1.1

Au tho

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

ACM ASBESTOS CONTAINING MATERIAL

ADDL ADDITIONAL

ADDM ADDENDUM

AE ARCHITECT/ENGINEER

AESS ARCHITECTURALLY EXPOSED STRUCTURAL

STEEL

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

AR ANCHOR ROD

ARCH ARCHITECT(URAL)

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM AMERICAN SOCIETY FOR TESTING MATERIALS

AWS AMERICAN WELDING SOCIETY

B TO B BACK TO BACK

BASE PL BASE PLATE

BC BOTTOM CHORD

BENT PL BENT PLATE

BET BETWEEN

BLDG BUILDING

BOD BOTTOM OF METAL DECK

BOF BOTTOM OF FOOTING

BOS BOTTOM OF STEEL

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BULL BULLETIN

CHAM CHAMFER

CHKD PL CHECKERED PLATE

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

COND CONDITION

CONN CONNECTION

CONSTR CONSTRUCTION

CONSTR JT CONSTRUCTION JT

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINAT(E, ION)

D DEEP, DEPTH

DBA DEFORMED BAR ANCHOR

DEG DEGREE

DEMO DEMOLISH

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIM PT DIMENSION POINT

DIST DISTANCE

DN DOWN

DO DITTO

DP DRILLED PIER

DPC DRILLED PIER CAP

DR DRAIN

DT DRAIN TILE

DWG(S) DRAWING(S)

DWL DOWEL

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

EMBED EMBEDMENT

ENGR ENGINEER

EOD EDGE OF DECK

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQ SP EQUALLY SPACED

EQPT EQUIPMENT

EQUIV EQUIVALENT

EW EACH WAY

EXP EXPANSION

EXP JT EXPANSION JOINT

EXST EXISTING

1. THE FOLLOWING NOTES APPLY TO ALL STRUCTURAL

DRAWINGS. FOR GENERAL NOTES APPLICABLE TO EACH

DISCIPLINE, REFER TO THE FRONT OF EACH DISCIPLINES

DRAWINGS AS LISTED IN THE PROJECT INDEX OF

DRAWINGS.

2. ALL PARTS OF THE WORK - INCLUDING MATERIALS,

METHODS, ASSEMBLIES, ETC. - MUST COMPLY WITH THE

MINIMUM REQUIREMENTS OF THE GOVERNING

REGULATIONS OF ALL FEDERAL, STATE, DISTRICT AND

LOCAL AUTHORITIES HAVING JURISDICTION OVER THE

PROJECT AS WELL AS THOSE GREATER REQUIREMENTS

INDICATED BY THE CONTRACT DOCUMENTS. NO PART OF

THE CONTRACT DOCUMENTS MAY BE CONSTRUED TO

REQUIRE OR PERMIT WORK CONTRARY TO A GOVERNING

REGULATION.

3. THE STRUCTURAL DRAWINGS ARE PART OF A LARGER

SET OF DRAWINGS WHICH, WHEN COMPLETE, CONSISTS

OF ALL DRAWINGS LISTED BY THE INDEX OF DRAWINGS.

THE WORK DESCRIBED BY THE DRAWINGS OF ANY ONE

DISCIPLINE MAY BE AFFECTED BY THE WORK DESCRIBED

ON DRAWINGS OF ANOTHER DISCIPLINE AND MAY

REQUIRE REFERENCE TO THE DRAWINGS OF ANOTHER

DISCIPLINE. PARTIAL SETS OF DRAWINGS ARE

INCOMPLETE AND SHOULD NOT BE DISTRIBUTED OR

UTILIZED.

4. REVIEW AND COORDINATE THE WORK OF ALL

SUB-CONTRACTORS, TRADES AND SUPPLIERS WITH THE

REQUIREMENTS OF THE CONTRACT DOCUMENTS BEFORE

COMMENCING CONSTRUCTION, AND TO ASSURE THAT ALL

PARTIES ARE AWARE OF ALL REQUIREMENTS,

REGARDLESS OF WHERE THE REQUIREMENTS OCCUR IN

THE CONTRACT DOCUMENTS, WHICH MIGHT AFFECT THE

WORK OF THAT PARTY.

5. IDENTIFY AND NOTIFY THE ARCHITECT/ ENGINEER OF ANY

CONFLICTS BETWEEN THE WORK OF DIFFERENT PARTIES

AT THE EARLIEST POSSIBLE DATE SO AS TO ALLOW

REASONABLE AND ADEQUATE TIME FOR THE CONFLICT

TO BE RESOLVED WITHOUT DELAYING THE WORK. ALL

DEVIATIONS FROM THAT WHICH IS REQUIRED BY THE

CONTRACT DOCUMENTS MUST BE APPROVED IN

ADVANCE BY THE ARCHITECT/ ENGINEER.

6. REFER TO DRAWINGS FROM OTHER DISCIPLINES FOR

DETAILED DESIGN OF THE OTHER SITE AND BUILDING

SYSTEMS, OF WHICH PORTIONS MAY BE SHOWN ON THE

STRUCTURAL DRAWINGS.

7. EXCEPT WHERE DIRECTED TO PLACE ITEMS OF WORK AT

THE APPROXIMATE LOCATION SHOWN, DO NOT SCALE

DRAWINGS FOR DIMENSIONAL INFORMATION. ALL

ELEMENTS OF THE DRAWINGS MAY NOT BE DRAWN TO

EXACT SCALE. ALL DIMENSIONS REQUIRED ARE SHOWN

OR MAY BE DERIVED FROM THOSE SHOWN ON THE FLOOR

PLANS, DETAIL PLANS, ELEVATIONS, SECTIONS, DETAILS,

SCHEDULES, AND SPECIFICATIONS.

8. THE PURPOSE OF THE SYMBOLS INDICATED ON THIS

SHEET IS TO ILLUSTRATE AND DEFINE THE TYPICAL

GRAPHIC SYMBOLS WHICH MAY OCCUR ON THE

STRUCTURAL DRAWINGS. ADDITIONAL SYMBOLS NOT

SHOWN OR DEFINED ON THIS SHEET MAY BE USED ON

THE STRUCTURAL DRAWINGS AND ARE TYPICALLY

DEFINED ON OTHER SHEETS.

9. FOR THE DEFINITIONS OF THE TERMS "FINISH FLOOR",

"CEILING HEIGHT", AND "ROOF ELEVATION" AS USED ON

THIS PROJECT, REFER TO THE "REFERENCE ELEVATION

DEFINITIONS" NOTES ON THIS SHEET.

1. THE TERM "REFERENCE" ELEVATION OR DIMENSIONS

REFERS TO A NOMINAL WORK POINT. THE ACTUAL

ELEVATION MAY VARY FROM THE REFERENCE POINT.

REFER TO APPLICABLE DETAIL TO DETERMINE THE

RELATIONSHIP BETWEEN THE ACTUAL ELEVATION OR

DIMENSION AND THE STATED REFERENCE POINT.

2. "FINISH FLOOR" ELEVATIONS ARE MEASURED AT THE TOP

OF CONCRETE FLOOR SLAB UNLESS OTHERWISE NOTED.

APPLIED FINISHES SUCH AS RESILIENT FLOORING OR

CARPET MAY RAISE THE ACTUAL FINISH SURFACE ABOVE

THE REFERENCE ELEVATION PROVIDED FOR THE FINISH

FLOOR.

3. WHERE CONCRETE FLOOR SLAB IS DEPRESSED TO

ACCOMMODATE MORTAR BEDS, SETTING BEDS, RAISED

ACCESS FLOORS AND OTHER SIMILAR FLOOR ASSEMBLIES,

"FINISHED FLOOR" ELEVATIONS ARE MEASURED AS IF

CONCRETE DEPRESSION DID NOT OCCUR.

4. ROOF ELEVATIONS GIVEN ARE TO TOP OF STEEL (TOS) OR

BOTTOM OF DECK (BOD) UNLESS OTHERWISE NOTED.

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FIN FL FINISH FLOOR

FIN GR FINISH GRADE

FT FOOT, FEET

FTG FOOTING

FUT FUTURE

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

GND GROUND

GR GRAD(E, ING)

GVL GRAVEL

H HIGH

HAS HEADED ANCHOR STUD

HORIZ HORIZONTAL

HP HIGH POINT

HVAC HEATING-VENTILATION-AIR CONDITIONING

ID INSIDE DIAMETER

IN INCH

INCL INCLUD(E, ING)

INFO INFORMATION

INV EL INVERT ELEVATION

JT JOINT

K KIP(S)

KLF KIPS PER LINEAR FOOT

KPL KICK PLATE

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L LONG

LB POUND

LG LENGTH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LP LOW POINT

LVR LOUVER

LW LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MDO MEDIUM DENSITY OVERLAY

MECH MECHANICAL

MEMB MEMBRANE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

NA NOT APPLICABLE

NAT NATURAL

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NTS NOT TO SCALE

NW NORMAL WEIGHT

O TO O OUT TO OUT

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OFOI OWNER FURNISHED-OWNER INSTALLED

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

PC PIECE

PERP PERPENDICULAR

PJTN PROJECTION

PL PLATE

PLF POUNDS PER LINEAR FOOT

POT POINT OF TANGENCY

PP PANEL POINT

PRCST PRECAST

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

PVMT PAVEMENT

QTY QUANTITY

R RISER

RAD RADIUS

RB ROLL BEAM

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCE(D, ING, MENT)

REQD REQUIRED

REV REVISION

SC SLIP CRITICAL

SCHED SCHEDULE

SECT SECTION

SEOR STRUCTURAL ENGINEER OF RECORD

SHT SHEET(ING)

SIM SIMILAR

SOG SLAB ON GRADE

SP SPACE(D, ING)

SPEC(S) SPECIFICATION(S)

SQ SQUARE

SQ FT SQUARE FOOT

SQ IN SQUARE INCH

SST STAINLESS STEEL

ST STREET

STAG STAGGERED

STD STANDARD

STIFF STIFFENER

STIR STIRRUP

STL STEEL

STRUCT STRUCTURAL

SYMM SYMMETRICAL

T TREAD OR TOP

T&B TOP AND BOTTOM

TC TOP OF CURB

TD TRENCH DRAIN

TEMP TEMPORARY

THK THICK(NESS)

THRU THROUGH

TOC TOP OF CONCRETE

TODP TOP OF DRILLED PIER

TODPC TOP OF DRILLED PIER CAP

TOF TOP OF FOOTING

TOFP TOP OF FORMED PIER

TOPC TOP OF PILE CAP

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

VB VAPOR BARRIER

VCJ VERTICAL CONTROL JOINT

VERT VERTICAL

VIF VERIFY IN FIELD

VRFY VERIFY

W WIDE/WIDTH

W/ WITH

W/ O WITH OUT

WCJ WALL VERTICAL CONSTRUCTION JOINT

WCLJ WALL VERTICAL CONTROL JOINT

WTRPRF WATERPROOFING

WWF / WWR WELDED WIRE REINFORCEMENT

30% XQT-1 PRELIMINARY DRAWINGS 08/02/2024

30% XQT-1 ISSUE FOR FABRICATION 08/27/2024

60% XQT-1 FINAL DESIGN 11/04/2024

90% XQT-1 FINAL DESIGN 02/07/2025

CONSTRUCTION GENERAL NOTES

1. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODES AND

DESIGN STANDARDS TO SUPPORT IN-PLACE DESIGN LOADS IN A COMPLETED STRUCTURE.

PROVIDE ADDITIONAL SUPPORTS OR TEMPORARY SHORING/BRACINGS FOR THE

STRUCTURE, AS NEEDED DUE TO FORCES IMPOSED DURING HANDLING AND ERECTION.

2. STRUCTURAL DRAWINGS SHOULD NOT BE SCALED. PRINTED DIMENSIONS HAVE

PRECEDENCE OVER SCALED DRAWINGS.

3. ALL COLUMNS AND FOUNDATIONS SHALL BE CENTERED ON GRIDLINES, UNLESS OTHERWISE

NOTED.

4. FIELD VERIFY MEASUREMENTS, LINES AND LEVELS OF EXISTING CONDITIONS FOR

COORDINATING OF NEW WORK WITH EXISTING CONSTRUCTION.

5. CONSTRUCTION METHODS, PROCEDURES AND SEQUENCES ARE THE CONTRACTOR'S

RESPONSIBILITY. TAKE ALL THE NECESSARY MEANS TO MAINTAIN AND PROTECT

STRUCTURAL INTEGRITY OF CONSTRUCTION AT ALL STAGES.

6. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON SUPPORTED FLOOR

LEVELS AND ROOFS. THE CONSTRUCTION MATERIAL LOAD SHALL NOT EXCEED THE DESIGN

LIVE LOAD PER SQUARE FOOT.

7. INVESTIGATE THE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED

EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS,

UTILITIES, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE STRUCTURAL ENGINEER OF

RECORD SHALL BE NOTIFIED IMMEDIATELY.

8. PRIOR TO THE PREPARATION OF SHOP DRAWINGS, VISIT THE SITE TO FAMILIARIZE WITH

EXISTING CONDITIONS, CHECK AND VERIFY EXISTING DIMENSIONS, AND TAKE ADDITIONAL

MEASUREMENTS AS NEEDED. NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER OF

RECORD OF ANY DISCREPANCY BETWEEN ACTUAL CONDITIONS. MODIFICATION OF DETAILS

OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL BY THE

STRUCTURAL ENGINEER OF RECORD.

9. PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ADJACENT EXISTING

SURFACES AND AREAS WHICH MAY BE DAMAGED BY NEW WORK.

10. PRINCIPAL OPENINGS THROUGH ROOF AND FLOOR ARE NOTED ON THE STRUCTURAL

DRAWINGS. COORDINATE WITH THE DRAWINGS FROM OTHER DISCIPLINES AND VERIFY THE

LOCATION AND SIZES OF OTHER OPENINGS, INSERTS, SLEEVES, DEPRESSIONS, AND OTHER

PROJECT REQUIREMENTS.

11. WHERE DIMENSIONS ARE PROVIDED FOR OPENINGS, BLOCKOUTS, FLOOR DEPRESSIONS,

CURBS, ETC., BUT MAY BE AFFECTED BY THE EQUIPMENT PURCHASED, VERIFY THE

INFORMATION PROVIDED PRIOR TO CONSTRUCTION.

12. NOTIFY THE STRUCTURAL ENGINEER OF RECORD WHEN DRAWINGS BY OTHERS SHOW

OPENINGS, POCKETS, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE

LOCATED IN STRUCTURAL MEMBERS.

FOUNDATIONS AND EARTHWORK

1. THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING EXISTING GEOTECHNICAL

REPORTS:

BUILDINGS C13-C12 & C22: GENERAL NOTE ON SHEET S109 (BUILDING C13 NOTES) 2 TSF

BUILDING D72: REPORT DATED 12/9/1976 BY JOSEPH WARD MAT

FOUNDATION AT

ROCK, 3TSF

OTHERWISE

BUILDING C60, REPORT DATED 12/9/1979 BY JOSHEPH WARD 3 TSF

OVERHEAD STRUCTURES: REPORT DATED 10/15/2009 BY TRC ENGINEERS 3,000 PSF

C51 RENOVATION, REPORT DATED 8/28/2015 BY NV5 10,000 PSF

ELECTRICAL YARD, NOTE ON STRUCTURAL DRAWINGS 4,000 PSF

C32 NOTE ON STRUCTURAL DRAWING SHEET 330-101-1-G271 2 TSF

2. VERIFY ALL EXISTING FIELD CONDITIONS THAT MAY AFFECT THE INSTALLATION OF THE

FOUNDATION SYSTEM PRIOR TO STARTING WORK. LOCATE AND PROTECT ALL UTILITIES,

STRUCTURES AND FOUNDATIONS WHICH MAY BE AFFECTED BY THE CONSTRUCTION

PROCESS.

5. NEW SHALLOW SPREAD AND CONTINUOUS MAT FOUNDATIONS ARE DESIGNED FOR A

MINIMUM ALLOWABLE BEARING CAPACITY AS FOLLOWS:

SPREAD FOOTINGS 4,000 PSF

CONTINUOUS FOOTINGS 4,000 PSF

MAT FOUNDATION 10,000 PSF

COEFFICIENT FOR FRICTION 0.3

6. WALLS ARE DESIGNED FOR AN EQUIVALENT FLUID PRESSURE AS FOLLOWS:

FLEXIBLE RETAINING WALLS 40 PCF

RIGID BASEMENT WALLS 78 PCF

COEFFICIENT FOR FRICTION 0.3

7. REMOVE ALL EXISTING FILL OR UNSUITABLE SOILS AS DETERMINED BY THE GEOTECHNICAL

ENGINEER AND/OR TESTING AGENCY AND REPLACE WITH PROPERLY COMPACT FILL. SEE

BORING LOGS FOR DEPTH OF FILL AND TOP SOIL. FOOTINGS AND SLAB-ON-GRADE SHALL

BEAR ON SUITABLE NATURAL SOIL OR ENGINEERED FILL ABOVE SUITABLE NATURAL SOILS.

8. FOUNDATION SUBGRADE, CAPACITY AND FINAL ELEVATIONS SHALL BE INSPECTED AND

APPROVED BY THE GEOTECHNICAL INSPECTION AGENCY PRIOR TO PLACING CONCRETE

AND REINFORCING.

9. DURING COLD WEATHER/WINTER CONSTRUCTION, PROVIDE ALL NECESSARY MEASURES

TO PREVENT ANY FROST OR ICE FROM PENETRATING ANY FOUNDATION OR SLAB

SUBGRADE BEFORE AND AFTER PLACING CONCRETE AND UNTIL SUCH SUBGRADES ARE

FULLY PROTECTED BY THE PERMANENT BUILDING STRUCTURE. PROVIDE FROST

PROTECTION FOR FOOTING AND AREA WITHIN 3 FEET OF THE FOOTING PERIMETER TO

PREVENT FREEZING AND HEAVING OF THE FOUNDATIONS AND BEARING STRATUM.

10. NO MUD SLABS, GRADE BEAMS, WALLS OR SLABS SHALL BE PLACED INTO OR AGAINST

SUBGRADE CONTAINING FREE WATER, FROST OR ICE. SHOULD WATER OR FROST ENTER A

FOOTING EXCAVATION AFTER SUBGRADE APPROVAL, THE SUBGRADE SHALL BE

RE-INSPECTED BY THE GEOTECHNICAL INSPECTION AGENCY AFTER REMOVAL OF FROST.

11. THE EXPOSED SUBGRADE SOILS ARE SENSITIVE TO DISTURBANCE. CONSTRUCTION

TRAFFIC OVER EXPOSED FOUNDATION SUBGRADES SHALL BE AVOIDED.

12. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING PERIMETER

SHALL BE MECHANICALLY COMPACTED IN UNIFORM LIFTS TO THE APPROVAL OF THE

GEOTECHNICAL TESTING AGENCY. FLOODING WILL NOT BE PERMITTED.

13. FOR WALLS AND GRADE BEAMS HAVING FILL ON EACH SIDE, BACKFILL OPERATION SHALL

PROCEED SIMULTANEOUSLY IN UNIFORM LIFTS. DIFFERENTIAL ELEVATION OF THE TOP OF

LIFTS BETWEEN EACH SIDE SHALL NOT EXCEED 2'-0".

17. EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT TO

EXISTING STRUCTURES OR PERFORMING SOIL IMPROVEMENTS SO AS NOT TO DAMAGE OR

UNDERMINE FOUNDATIONS, WALLS, SLABS, ETC.

18. WHERE NEW FOUNDATIONS ABUT EXISTING FOUNDATIONS, CAREFULLY HAND EXCAVATE

AND DETERMINE BOTTOM OF EXISTING FOUNDATION. IF DIFFERENT THAN ANTICIPATED,

ADJUST NEW FOUNDATIONS TO MATCH EXISTING FOUNDATION. IN NO CASE SHALL THE

NEW FOOTING BE LOWER THAN THE EXISTING WITHOUT PROTECTION AGAINST

UNDERMINING SUCH AS UNDERPINNING AND/OR SHORING.

19. ALL ABANDONED UTILITIES, FOOTINGS, ETC. THAT INTERFERE WITH THE NEW

CONSTRUCTION SHALL BE REMOVED.

20. PROVIDE DOWELS FOR ALL WALLS EMBEDDED INTO COLUMN AND MAT FOUNDATIONS, PIER

AND/OR PILE CAPS, GRADE BEAMS, ETC. DOWELS SHALL BE THE SAME SIZE AND SPACING

AS VERTICAL WALL REINFORCING.

26. CONTRACTOR SHALL PROVIDE FOR DEWATERING AT EXCAVATIONS FROM SURFACE

WATER, GROUND WATER, SEEPAGE, ETC. GROUNDWATER LEVELS ARE KNOWN TO RANGE

BETWEEN 8FT TO 20FT BELOW GRADE.

27. CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING,

SHEATHING AND SHORING REQUIRED TO SAFELY AND ADEQUATELY RETAIN EARTH AND

EXISTING STRUCTURES AT ALL EXCAVATIONS.

28. THE PROJECT INTEGRATES NEW WORK WITH EXISTING SYSTEMS AND LOADS.

CONTRACTOR SHALL PRESERVE AND MAINTAIN THE EXISTING TO REMAIN AND OUT OF

SCOPE ITEMS.

29. HIGHLY WEATHERED AND FRACTURED SILTSTONE AND SANDSTONE IS KNOWN TO BE

WITHIN THE SITE AND SCOPE OF WORK AREA. CONTRACTOR SHALL PROVIDE MEANS TO

DRILL THROUGH THIS LAYER OF MATERIAL AS NEEDED WITHOUT INCURRING ON SCHEDULE

DELAYS.

BUILDING AREA

SUPERIMPOSED VERTICAL

DEAD LOADS (PSF)

VERTICAL LIVE LOADS

(PSF)

CONCENTRATED LOADS

(LBS)

ROOF 15 20 -

OFFICES 15 50 -

PUBLIC AREAS AND

LOBBIES

10 100 -

MECHANICAL ROOMS 10 150 -

LABORATORIES 10 125 -

STAIRS - 100 300 ON TREADS

103 College Road East

301 Brush Creek Road

5520 Research Park Drive Suite 300

WASHINGTON, DC 20006

XQT-1 Transformer Replacement

:46

XQT-1 STRUCTURAL

GENERAL NOTES

S0.2.1

SELECTIVE DEMOLITION

1. SURVEY AREA OF WORK TO REMAIN, FOR EXISTING DAMAGE AND DOCUMENT WITH

PHOTOGRAPHS. SUBMIT RESULTS TO THE ARCHITECT PRIOR TO COMMENCEMENT OF

WORK.

2. DURING SELECTIVE DEMOLITION WORK, CONTINUOUSLY MONITOR ADJACENT

CONSTRUCTION FOR ANY INDICATION OF PROBLEMS INCLUDING SETTLEMENT,

DISPLACEMENT OR STRUCTURAL DISTRESS. NOTIFY THE STRUCTURAL ENGINEER OF

RECORD IMMEDIATELY AND CEASE OPERATIONS SHOULD ANY INDICATIONS OF PROBLEMS

OCCUR.

3. SAFELY SUPPORT ALL CONSTRUCTION AND TEMPORARY LOADS AND PROTECT THE

INTEGRITY OF BOTH THE EXISTING AND NEW CONSTRUCTION.

4. ANY DAMAGE TO NEW OR EXISTING CONSTRUCTION IS THE CONTRACTORS

RESPONSIBILITY AND MUST BE RETURNED TO THE ORIGINAL CONDITION AT THE

CONTRACTORS EXPENSE.

5. TEMPORARY ATTACHMENTS TO THE STRUCTURAL FRAME SHALL BE REMOVED AND ANY

DAMAGE REPAIRED TO ITS ORIGINAL CONDITION.

6. COORDINATE STRUCTURAL DEMOLITION WITH CIVIL, ARCHITECTURAL, MECHANICAL, AND

ELECTRICAL WORK. TEMPORARILY REMOVE OR RELOCATE UTILITIES WHICH ARE TO

REMAIN, AS REQUIRED FOR STRUCTURAL DEMOLITION.

7. THE DESIGN AND SUPERVISED INSTALLATION OF TEMPORARY SHORING AND BRACING

REQUIRED FOR DEMOLITION IS A PERFORMANCE REQUIREMENT TO ACCOMMODATE THE

FINAL CONSTRUCTION CONDITIONS, AND IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

8. ENGAGE THE SERVICES OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF

NEW JERSEY FOR THE DESIGN AND SUPERVISED INSTALLATION FOR ALL TEMPORARY

SHORING, COLUMNS, BEAMS, BRACING, FOUNDATIONS, FASTENERS ETC., REQUIRED FOR

SELECTIVE DEMOLITION OF THE EXISTING STRUCTURE.

9. PRIOR TO COMMENCEMENT OF THE WORK, SUBMIT SIGNED AND SEALED PLANS, DETAILS,

AND CALCULATIONS FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD.

10. AREAS OF SELECTIVE DEMOLITION INCLUDE REMOVAL OF ROOF, FLOOR AND WALL

CONSTRUCTION AND SAW CUTTING OPENINGS IN FLOORS AND WALLS. COORDINATE WITH

INSTALLATION OF NEW SLABS, UTILITIES, AND TEMPORARY EARTH RETENTION SYSTEMS.

11. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR NEW PIPE AND CONDUIT

PENETRATIONS THROUGH EXISTING CONCRETE FLOOR SLABS. CORE DRILL EXISTING SLAB

FOR NEW MECHANICAL PIPING AND ELECTRICAL CONDUIT. COORDINATE SIZE AND

LOCATION WITH MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS. LOCATE

EXISTING SLAB REINFORCEMENT AND AVOID CORING THRU REINFORCEMENT.

12. CONCENTRATIONS OF ELECTRICAL CONDUITS OR MECHANICAL PIPES CORING THROUGH

EXISTING SLABS SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED.

13. CORING CONCRETE OPENINGS LARGER THAN 4" DIAMETER IS NOT PERMITTED UNLESS

OTHERWISE NOTED. NOTIFY THE STRUCTURAL ENGINEER OF RECORD IN ADVANCE OF

CONDITIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS.

14. DO NOT CORE THROUGH EXISTING CONCRETE JOISTS OR BEAMS.

DESIGN CRITERIA

1. BUILDING CODES AND DESIGN STANDARDS

INTERNATIONAL BUILDING CODE, IBC 2021 .NEW JERSEY EDITION.

INTERNATIONAL EXISTING BUILDING CODE 2021 IEBC

ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER

STRUCTURES.

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 318-19.

AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.

AWS D1.4-2018 STRUCTURAL WELDING CODE.

2. THE BUILDING IS ASSIGNED TO AN RISK CATEGORY OF: II

3. IN ADDITION TO ACTUAL WEIGHTS OF STRUCTURAL MATERIALS (CONSTRUCTION DEAD

LOAD), GRAVITY DESIGN LOADS SHALL BE AS FOLLOWS, REFER TO LOAD MAPS:

3a. SUPERIMPOSED DEAD LOADS FOR FLOORS INCLUDE CEILING, FLOORING, UTILITIES 3b. SUPERIMPOSED ROOF LOADS FOR ROOFS INCLUDE ROOFING, INSULATION, CEILINGS, UTILITIES

3c. FLOOR LIVE LOAD INCLUDES AN ALLOWANCE FOR PARTITION LOAD OF 20 PSF.

3d. LIVE LOAD REDUCTION PER APPLICABLE CODE.

3e. CONCENTRATED LOADS ARE UNIFORMLY DISTRIBUTED OVER AN AREA OF 2.5 FT SQUARE, LOCATED TO PRODUCE MAXIMUM LOAD EFFECTS.

3f. IN ADDITION TO ITEMS LISTED ABOVE, ROOFS ARE DESIGNED TO SUPPORT ROOF MOUNTED

EQUIPMENT AS INDICATED ON DRAWINGS.

4. ROOF SNOW LOAD IS BASED ON THE FOLLOWING:

GROUND SNOW LOAD Pg = 30 PSF FLAT-ROOF SNOW LOAD Pf = 21 PSF SNOW EXPOSURE FACTOR Ce = 1.0 SNOW LOAD IMPORTANCE FACTOR Is = 1.0 THERMAL FACTOR Ct = 1.0

SNOW LOADS SHALL BE INCREASED FOR DRIFT WHERE APPLICABLE BY CODE AS

INDICATED ON LOAD MAPS.

5. DESIGN SEISMIC LOADS ARE BASED ON THE FOLLOWING:

SEISMIC IMPORTANCE FACTOR Ie = 1.0

SITE CLASS C

MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS Ss=0.237, S1=0.066 DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS Sds=0.205, Sd1=0.066

SEISMIC DESIGN CATEGORY B

BASIC SEISMIC FORCE RESISTING SYSTEM VARIES PER BUILDING - NOT MODIFIED

C12, C22, C22, C32, C42, C50, C60 CONCRETE MASONRY SHEAR WALLS

C51 BRACED FRAMES

SCOPE OF WORK IS LIMITED TO ADDITION AND/OR REPLACEMENT OF SELECTED

EQUIPMENT WITH MINIMAL IMPACT IN THE OVERALL SEISMIC MASS OF THE BUILDINGS. THE

EXISTING LATERAL FORCE RESISTING SYSTEMS OF EACH BUILDING ARE UNCHANGED WITH

THE PROPOSED RENOVATIONS.

EQUIPMENT SUPPORT STRUCTURE EXEMPT FROM SEISMIC ANALYSIS PER ASCE7-16

SECTION 13.1.4.4

COOLING TOWER STRUCTURE AT C60 BUILDING ASCE7-16 CHAPTER 15

BASIC SEISMIC FORCE RESISTING SYSTEM ORDINARY BRACED FRAMES

DESIGN BASE SHEAR 10.8 KIP

SEISMIC RESPONSE COEFFICIENT Cs = 0.058

RESPONSE MODIFICATION FACTOR 3.5

ANALYSIS PROCEDURE ELF

GENERATOR BUILDING EXPANSION

BASIC SEISMIC FORCE RESISTING SYSTEM ORDINARY BRACED FRAMES

DESIGN BASE SHEAR 1.2 KIP

SEISMIC RESPONSE COEFFICIENT Cs = 0.068

RESPONSE MODIFICATION FACTOR 3

ANALYSIS PROCEDURE ELF

6. DESIGN WIND LOADS ARE BASED ON THE FOLLOWING:

ULTIMATE DESIGN WIND SPEED Vult = 115 MPH NOMINAL DESIGN WIND SPEED Vasd = 90 MPH

WIND EXPOSURE CATEGORY:

MAIN WIND FORCE RESISTING SYSTEM EXPOSURE C

COMPONENTS AND CLADDING EXPOSURE C

INTERNAL PRESSURE COEFFICIENT Gcpi = +/- 0.18 AMPLIFICATION COEFFICIENT FOR WIND LOAD ON EQUIPMENT (GCp) = 1.9

CAST-IN-PLACE CONCRETE

1. DETAILING, FABRICATION AND PLACEMENT OF CONCRETE CONSTRUCTION SHALL

CONFORM TO AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE", ACI 318 AND 315.

2. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL DEVELOP 28 DAY COMPRESSIVE

STRENGTHS AS FOLLOWS, UNLESS OTHERWISE NOTED:

SPREAD AND CONTINUOUS FOOTINGS; DRILLED CAISSONS; PIERS 4500 PSI

PITS, TRENCHES, WALLS, GRADE BEAMS 4500 PSI

SLAB-ON-GRADE 4500 PSI

CONCRETE EXPOSED TO FREEZING AND THAWING 4500 PSI

4. CONCRETE WITH CALCIUM CHLORIDE OR ANY ADMIXTURE CONTAINING CHLORIDES SHALL

NOT BE USED.

5. ALL CAST-IN-PLACE CONCRETE TOPPING IS TO BE BONDED TO THE CONCRETE BELOW.

6. CONCRETE SHALL BE AIR-ENTRAINED AND SHALL LIMIT THE WATER/CEMENT RATIO TO 0.45.

7. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. ALL BARS SHALL BE

MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACE INSPECTION

OCCURS.

8. EPOXY-COATING SHALL CONFORM TO ASTM A775 WITH LESS THAN 2% DAMAGED COATING

IN EACH 12-INCH BAR LENGTH.

9. WELDED-WIRE REINFORCEMENT SHALL CONFORM TO ASTM A1064 WITH A MINIMUM YIELD

STRENGTH OF 70 KSI.

10. EPOXY-COATED WELDED-WIRE REINFORCEMENT SHALL CONFORM TO ASTM A884, CLASS A

COATED, TYPE 1 PLAIN STEEL.

11. REINFORCING STEEL SPECIFICALLY NOTED TO BE SHOP OR FIELD WELDED SHALL

CONFORM TO ASTM A706, GRADE 60. WELDING OF OTHER REINFORCING STEEL IS NOT

PERMITTED.

12. STEEL TIE WIRE SHALL BE TYPE ASTM A1064, ANNEALED STEEL, NOT LESS THAN 0.0508

INCH IN DIAMETER.

13. PROVIDE THE FOLLOWING MINIMUM COVER FOR REINFORCING STEEL IN CAST-IN-PLACE

(NON-PRESTRESSED) CONCRETE, UNLESS OTHERWISE NOTED:

13a. UNFORMED SURFACES IN CONTACT WITH EARTH 3" 13b. UNFORMED SURFACES OVER MOISTURE BARRIERS 2" 13c. FORMED SURFACES EXPOSED TO EARTH OR WEATHER OR WATER PROOFING/DAMP

PROOFING:

#6 AND LARGER 2"

#5 AND SMALLER 1 1/2"

13d. FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:

SLABS, WALLS AND JOISTS 3/4"

COLUMNS 1 1/2"

BEAMS AND GIRDERS (PRIMARY REINFORCING, TIES, STIRRUPS AND SPIRALS) 1 1/2"

13e. SHELLS AND FOLDED PLATE MEMBERS

#6 AND LARGER 3/4"

#5 AND SMALLER 1/2"

14. PROVIDE INTERIOR AND EXTERIOR HORIZONTAL LAPPED CORNER BARS AT ALL CORNERS

TO MATCH SIZE AND SPACING OF THE WALL AND GRADE BEAM REINFORCING, UNLESS

OTHERWISE NOTED.

15. WHEN REINFORCING STEEL IS NOTED CONTINUOUS IN GRADE BEAMS, WALLS, SLABS,

BEAMS, ETC., SPLICE REINFORCING STEEL ONLY WHEN UNAVOIDABLE DUE TO STOCK

LENGTHS UNLESS OTHERWISE NOTED. STAGGER ALL SPLICES A MINIMUM OF 4'-0". LOCATE

THE TOP BAR SPLICES WITHIN THE MIDDLE HALF OF SPAN AND BOTTOM BAR SPLICES AT

SUPPORTS OR BETWEEN SUPPORT AND 1/3 OF SPAN, UNLESS OTHERWISE NOTED.

16. DEVELOPMENT LENGTH FOR REBAR IN SLAB/SLAB ON GRADE IS PROVIDED BELOW.

MAXIMUM SPACING BETWEEN BARS IS 5".

DEVELOPMENT LENGTH FOR BOTTOM REINFORCEMENT OF BEAMS IS PROVIDED BELOW.

MAXIMUM SPACING BETWEEN BARS IS 5". TO OBTAIN THE DEVELOPMENT LENGTH FOR TOP

REBAR IN BEAMS, MULTIPLY THE TABLE BELOW BY 1.3

TYPICAL DEVELOPMENT LENGTH FOR HORIZONTAL BOTTOM REINFORCEMENT IN

FOUNDATIONS IS PROVIDED BELOW. MAXIMUM REBAR SPACING IS 4". TO OBTAIN

DEVELOPMENT LENGTH OF TOP REBAR, MULTIPLY VALUES BELOW BY 1.3

TYPICAL DEVELOPMENT LENGTH FOR ELEMENTS NOT INCLUDED ABOVE:

A. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST

BELOW BARS. HORIZONTAL AND VERTICAL BARS IN WALLS > 12" THICK ARE CONSIDERED

TO BE TOP BARS.

B. DEVELOPMENT LENGTHS AS SCHEDULED ABOVE ARE FOR NORMAL WEIGHT CONCRETE.

17. TENSION LAP SPLICE LENGTH FOR REINFORCING BARS SHALL BE 1.0 Ld FOR CLASS A SPLICE AND 1.3 Ld FOR CLASS B SPLICE. ALL SPLICES SHALL BE CLASS B, UNLESS

18. COMPRESSION EMBEDMENT SHALL BE 22 BAR DIAMETERS AND COMPRESSION SPLICE

LENGTH SHALL BE 30 BAR DIAMETERS. MINIMUM EMBEDMENT OR SPLICE LENGTH TO BE 12"

(305mm).

19. USE COMPRESSION EMBEDMENT LENGTHS FOR DOWELS IN FOOTING AND COMPRESSION

SPLICE LENGTH FOR FOOTING DOWELS TO GRAVITY FORMED PIER AND GRAVITY COLUMN

REINFORCING SPLICES, UNLESS OTHERWISE NOTED.

20. LAP SPLICES IN WELDED-WIRE REINFORCEMENT SHALL BE SUCH THAT THE OVERLAP

MEASURED BETWEEN THE OUTERMOST CROSS WIRES OF EACH REINFORCEMENT SHEET IS

NOT LESS THAN THE CROSS WIRE SPACING PLUS 3" OR 6" WHICHEVER IS GREATER.

21. WELDED OR MECHANICAL SPLICES CAPABLE OF DEVELOPING 125% OF BAR WIELD

STRENGTH MAY BE USED IN LIEU OF LAP SPLICES. MECHANICAL SPLICES SHALL BE ICC-ES

CERTIFIED TO COMPLY WITH ACI 318 REQUIREMENTS, SUBMIT PRODUCT DATA FOR

APPROVAL PRIOR TO USING.

22. SHOP WELDING SHALL BE PERFORMED UNDER A CONTINUOUS, CONTROLLED PROCESS.

QUALITY CONTROL TESTS SHALL BE PERFORMED ON SPECIMENS AND AVAILABLE UPON

REQUEST BY THE STRUCTURAL ENGINEER.

25. PROVIDE DOWELS OF SAME SIZE AND SPACING FROM ADJACENT POURS, BOTH VERTICAL

AND HORIZONTAL TO MATCH TYPICAL REINFORCING SHOWN. LAP SPLICES SHALL BE IN

ACCORDANCE WITH THE DOWEL LENGTH. DOWELS SHALL BE CLEANED AFTER POUR.

CAST-IN-PLACE CONCRETE

26. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.

27. PROVIDE CORROSION INHIBITOR AND EPOXY COATED REINFORCEMENT AND

ACCESSORIES.

28. NO WOOD OR STEEL STAKES SHALL BE PERMITTED IN ANY CONCRETE POUR. SUSPEND

FORMS FROM ABOVE GRADE WHERE REQUIRED.

31. CHAMFER ALL EXPOSED EDGES TO 3/4" UNLESS NOTED OTHERWISE.

32. ANCHOR RODS, DOWELS, REINFORCING STEEL, INSERTS, ETC. SHALL BE SECURELY TIED IN

PLACE PRIOR TO POURING CONCRETE.

BAR SIZE 28 DAY

STRENGTH (PSI)

28 DAY

3000 3500 4000 4500 5000

#3 17" 16" 15" 14" 13" #4 22" 21" 19" 18" 17" #5 28" 26" 24" 23" 22" #6 33" 31" 29" 27" 26" #7 48" 45" 42" 40" 38" #8 55" 51" 48" 45" 43" #9 62" 58" 54" 51" 48" #10 70" 65" 61" 57" 54" #11 78" 72" 67" 63" 60"

POST-INSTALLED CHEMICAL ANCHORS

1. REINFORCING BARS, BAR DOWELS, THREADED RODS, BOLTS, ETC. WHICH ARE INDICATED TO BE

DOWELED INTO CONCRETE OR SOLIDLY GROUTED MASONRY SHALL BE ICC-ES APPROVED. FOR

ANCHORS TO CONCRETE, HILTI HIT RE 500 V3 ADHESIVE ANCHORS OR ICC-ES APPROVED EQUIVALENT.

FOR ANCHORS TO MASONRY, HILTI HY 270 OR ICC-ES APPROVED EQUIVALENT.

2. ADHESIVE ANCHORS OF THE DIAMETER AND EMBEDMENT SHOWN ON THE DRAWINGS SHALL BE

INSTALLED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, THE CURRENT ICC-ESR REPORT FOR THE ADHESIVE ANCHOR BOLT AND THE RECOMMENDATIONS OF THE MANUFACTURER. WHERE THESE

PROVISIONS CONFLICT THE MOST STRINGENT REQUIREMENT SHALL APPLY.

3. ADHESIVE ANCHOR DESIGN IS BASED ON ICBO CAPACITY. THE OWNER'S INDEPENDENT TESTING

AGENCY REPRESENTATIVE SHALL BE PRESENT TO INSPECT AND VERIFY THAT THE REQUIRED

PROCEDURES WERE FOLLOWED AT EVERY OPERATION INCLUDING, BUT NOT LIMITED TO, DRILLING OF THE HOLES, SIZE AND DEPTH OF THE HOLES, CLEANING OF THE HOLES AND INJECTION OF THE

ADHESIVE.

4. ALL DRILLED HOLES SHALL BE PREPARED IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS, THOROUGHLY CLEANED AND ALL DEBRIS REMOVED BY VACUUM OR OIL-FREE

COMPRESSED AIR. JETTING HOLES WITH WATER IS NOT PERMITTED.

5. WHEN INSTALLING DRILLED IN ANCHORS USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING

THE EXISTING REINFORCING BARS. WHEN INSTALLING THEM INTO CONCRETE WITH STRESSING

TENDONS (POST-TENSIONED OR PRE-TENSIONED). LOCATE THE TENDONS BY USING A

NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CAUTION AN CARE TO MAINTAIN AT LEAST 1" CLEAR BETWEEN THE TENDON AND THE ANCHOR. CUTTING A TENDON CAN

CAUSE COLLAPSE.

6. IT IS RECOMMENDED THAT 1/4" PILOT HOLES BE DRILLED TO CONFIRM THAT EXISTING REINFORCING BARS ARE NOT PRESENT AND THAT ALL HOLES BE DRILLED WITH A HAMMER DRILL AND CARBIDE DRILL

BITS.

7. HOLES SHALL BE DRILLED IN CONTINUOUS OPERATION, AVOIDING FREQUENT REMOVAL OF THE DRILL

FROM THE HOLE.

8. ALL UN-NECESSARY AND UNUSED HOLES SHALL BE COMPLETELY FILLED WITH NON-SHRINK EPOXY GROUT. CLOSELY MATCH THE COLOR OF THE GROUT WITH THE COLOR OF THE EXISTING SURFACES

OR PAINT TO A MATCHING COLOR. REFER TO GROUT MANUFACTURER'S RECOMMENDATIONS FOR

PAINT.

9. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER.

BAR SIZE 3000 PSI

STRENGTH

4000 PSI

4500 PSI

5000 PSI

#4 17" 15" 14" 13" #5 25" 21" 20" 19" #6 33" 29" 27" 26" #7 53" 46" 44" 41" #8 66" 57" 54" 51" #9 77" 69" 65" 62"

BAR SIZE 3000 PSI STRENGTH 4000 PSI

#4 22" 19" 18" 17" #5 28" 24" 23" 22" #6 33" 29" 27" 26" #7 48" 42" 40" 38" #8 55" 48" 45" 43" #9 62" 54" 51" 48" #10 70" 61" 57" 54" #11 78" 67" 64" 60"

BAR SIZE 3000 PSI

4000 PSI

#4 14" 12" 12" 12" #5 17" 15" 14" 13" #6 20" 18" 17" 16" #7 32" 28" 26" 25" #8 42" 36" 34" 32" #9 53" 46" 43" 41" #10 67" 58" 55" 52"

POST-INSTALLED MECHANICAL ANCHORS

1. MECHANICAL ANCHORS SHALL BE ICC-ES APPROVED.

2. EXPANSION ANCHORS TO CRACKED CONCRETE OR GROUTED MASONRY SHALL BE HILTI KWIK

BOLT-TZ OR EQUIVALENT. SCREW ANCHORS TO CRACKED CONCRETE OR GROUTED MASONRY SHALL

BE HILTI KWIK HUS-EZ OR EQUIVALENT. MECHANICAL ANCHORS SHALL NOT BE USED WITH

UNGROUTED OR UNREINFORCED MASONRY.

3. MECHANICAL ANCHORS OF THE DIAMETER AND EMBEDMENT SHOWN ON THE DRAWINGS SHALL BE

INSTALLED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, THE CURRENT ICBO REPORT FOR

THE BOLT AND THE RECOMMENDATIONS FO THE MANUFACTURER. WHERE THESE PROVISIONS

CONFLICT, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN.

4. MECHANICAL ANCHOR DESIGN IS BASED ON ICBO CAPACITY BASED ON INSTALLATION WITHOUT

SPECIAL INSPECTION.

5. ANY SUBSTITUTIONS OF THE ANCHORS MUST BE APPROVED BY THE STRUCTURAL ENGINEER.

6. ANCHORS SHALL BE ZINC PLATED UNLESS OTHERWISE NOTED AS STAINLESS STEEL.

7. WHEN DETAILS INDICATE EXPANSION ANCHORS WITH NO SIZE, PROVIDE ANCHORS OF 5/8" NOMINAL

DIAMETER.

8. MECHANICAL ANCHORS SHALL NOT BE USED AS HOLD-DOWN ANCHORS.

9. MECHANICAL ANCHORS SHALL NOT BE USED FOR NON-VIBRATION ISOLATED EQUIPMENT RATED

OVER 10 HORSEPOWER WITH RECIPROCATING OR ROTATING MECHANISMS; ANCHORS SHALL BE

UNDERCUT ANCHORS.

10. WHEN INSTALLING DRILLED IN ANCHORS USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING

THE EXISTING REINFORCING BARS. WHEN INSTALLING THEM INTO CONCRETE WITH STRESSING

TENDONS (POST-TENSIONED OR PRE-TENSIONED). LOCATE THE TENDONS BY USING A

NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CAUTION AN CARE TO MAINTAIN AT LEAST 1" CLEAR BETWEEN THE TENDON AND THE ANCHOR. CUTTING A TENDON CAN

CAUSE COLLAPSE.

11. IT IS RECOMMENDED THAT 1/4" PILOT HOLES BE DRILLED TO CONFIRM THAT EXISTING REINFORCING BARS ARE NOT PRESENT AND THAT ALL HOLES BE DRILLED WITH A HAMMER DRILL AND CARBIDE

DRILL BITS.

12. HOLES SHALL BE DRILLED, CLEANED AND PREPARED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION. HOLES SHALL BE FREE OF DEBRIS BY IN-HOLE BRUSHING COMBINED WITH A

VACUUM OR OIL-FREE COMPRESSED AIR; JETTING HOLES WITH WATER IS NOT PERMITTED.

13. FOLLOWING ATTAINMENT OF 10% OF THE SPECIFIED INSTALLATION TORQUE, 100% OF THE SPECIFIED TORQUE SHALL BE REACHED WITHIN (7) OR FEWER COMPLETE TURNS OF THE NUT. IF THE SPECIFIED

TORQUE IS NOT ACHIEVED WITHIN THE REQUIRED NUMBER OF TURNS, THE ANCHOR SHALL BE

REMOVED OR ABANDONED.

14. ALL UN-NECESSARY AND UNUSED HOLES SHALL BE COMPLETELY FILLED WITH NON-SHRINK EPOXY GROUT. CLOSELY MATCH THE COLOR OF THE GROUT WITH THE COLOR OF THE EXISTING SURFACES

OR PAINT TO A MATCHING COLOR. REFER TO GROUT MANUFACTURER'S RECOMMENDATIONS FOR

PAINT.

15. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER.

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GENERAL NOTES &

SPECIAL INSPECTION

SCHEDULE - IBC 2021

S0.3.1

SCHEDULE OF SPECIAL INSPECTIONS (PER REQUIREMENT OF CHAPTER 17 "SPECIAL INSPECTIONS AND TESTS", IBC 2021)

# INSPECTION TASK (CODE REFERENCE) Y/N SCOPE OF SERVICE FREQUENCY

REFERENCE

STANDARD

GENERAL SPECIAL INSPECTION NOTES

1 SUBMIT FINAL REPORT OF SPECIAL INSPECTIONS INDICATING THAT THE SPECIAL

INSPECTIONS HAVE BEEN PERFORMED AND ALL DISCOVERED DISCREPANCIES HAVE BEEN

REPORTED AND RESOLVED

- - IN ACCORDANCE WITH CONTRACT DOCUMENTS AND

BUILDING CODE

2 INTERIM REPORTS SUBMITTED PRIOR TO THE FINAL REPORT FORM A BASIS FOR AND ARE

CONSIDERED TO BE AN INTEGRAL PART OF THE FINAL REPORT

3 SUBMIT RECORDS, REPORTS, CERTIFICATES ETC. FOR THE SPECIAL INSPECTIONS

REQUIRED INCLUDING ITEMS THAT DO NOT REQUIRE CONTINUOUS OR PERIODIC TESTING

AND/OR OBSERVATION

4 LETTERS IN FREQUENCY COLUMN INDICATE THE FOLLOWING: C = CONTINUOUS, P =

PERIODIC, S = SUBMITTAL

STEEL CONSTRUCTION (1705.2)

ST-1 REVIEW FABRICATORS WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND

PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION

AGENCY

Y THIS REVIEW IS NOT REQUIRED FOR AISC CERTIFIED

FABRICATORS

S

ST-2 FABRICATOR TO SUBMIT A STATEMENT OF COMPLIANCE TO THE BUILDING CODE OFFICIAL

STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH APPROVED

CONSTRUCTION DOCUMENTS

Y S

ST-3 MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS: - - - -

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION DOCUMENTS

Y S AISC 360 A3.3

B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED Y S AISC 360 A3.3

ST-4 INSPECTION OF HIGH-STRENGTH BOLTING: - - - -

A. SNUG-TIGHT JOINTS Y P AISC 360 M2.5, N5.6, TABLE

N5.6-1

B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITH MATCHMARKING,

TWIST-OFF BOLT OR DIRECT TENSION INDICATOR METHODS OF INSTALLATION

Y P AISC 360 M2.5, N5.6, TABLE

N5.6-2

C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITHOUT

MATCHMARKING OR CALIBRATED WRENCH METHODS OF INSTALLATION

Y C AISC 360 M2.5, N5.6, TABLE

N5.6-2

D. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS AFTER

INSTALLATION OF BOLTS

Y C AISC TABLE N5.6-3

ST-5 MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: - - - -

A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKING TO CONFORM TO AISC 360 Y S APPLICABLE ASTM

STANDARDS AND IBC 1706

B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS

SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS

Y S APPLICABLE ASTM

C. MANUFACTURER'S CERTIFIED TEST REPORTS Y S APPLICABLE ASTM

ST-6 MATERIAL VERIFICATION OF WELD FILLER MATERIALS: - - - -

A. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN THE APPROVED

CONSTRUCTION DOCUMENTS

Y S AISC 360 A3.5, AWS D1.1

B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED Y S

ST-7 VERIFY WELDER CERTIFICATION FOR ALL FIELD WELDERS WHO WILL PERFORM FIELD

WELDING

Y S AWS D1.1

ST-8 INSPECTION OF WELDING: - - IN ACCORDANCE WITH APPROVED SHOP DRAWINGS

AND CONTRACT DOCUMENTS

A. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK: - - - -

1. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS Y C AWS D1.1; IBC 1705.2.1

2. MULTI PASS FILLET WELDS Y C AWS D1.1; IBC 1705.2.1

3. SINGLE PASS FILLET WELDS > 5/16" Y C AWS D1.1; IBC 1705.2.1

4. PLUG AND SLOT WELDS Y C AWS D1.1; IBC 1705.2.1

5. SINGLE PASS FILLET WELDS </= 5/16" Y P AWS D1.1; IBC 1705.2.1

6. FLOOR AND ROOF DECK WELDS Y P AWS D1.3; IBC 1705.2.2

7. HEADED STUD ANCHORS Y P AWS D1.1; IBC 1705.2.1

ST-9 INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE: - - INSPECTION OF STEEL FRAME JOINT DETAILS FOR

COMPLIANCE WITH APPROVED SHOP DRAWINGS AND

CONTRACT DOCUMENTS

A. DETAILS SUCH AS BRACING AND STIFFENING Y P

B. MEMBER LOCATIONS Y P

C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION Y P

CONCRETE CONSTRUCTION (1705.3)

C-1 INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY PLACEMENT Y P ACI 318 CH. 20, 25.2, 25.3, 26.6.1-26.6.3

C-3 INSPECT ANCHORS, BOLTS, AND ANCHORED RODS TO BE INSTALLED IN CONCRETE PRIOR

TO AND DURING PLACEMENT OF CONCRETE

Y VERIFY SIZE, LOCATIONS, SPACING, ORIENTATION,

COVER, & SPLICING CONFORM TO APPROVED SHOP

DRAWINGS AND CONTRACT DOCUMENTS

P ACI 318 17.8.2

C-4 INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE - - - -

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

Y VERIFY SIZE, LOCATIONS, SPACING, ORIENTATION,

C ACI 318 17.8.2.4

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN C-4.A Y VERIFY SIZE, LOCATIONS, SPACING, ORIENTATION, P ACI 318 17.8.2

C-5 VERIFY USE OF REQUIRED DESIGN MIX Y P ACI 318 Ch 19, 26.4.3, 26.4.4; IBC 1904.1, 1904.2.

C-6 PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE

Y C ASTM C172, ASTM C31; ACI

318 26.4, 26.12

C-7 INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES

Y VERIFY PLACEMENT, FINISHING HOT/COLD WEATHER

REQUIREMENTS AND CONSOLIDATIONS

C ACI 318 26.5

C-8 INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES Y VERIFY CURING REQUIREMENTS P ACI 318 26.5.3-26.5.5

C-9 INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER

BEING FORMED

N P ACI 318 26.11.1.2(b)

SOILS (1705.6)

SO-0 SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD-BEARING REQUIREMENTS Y IN ACCORDANCE WITH APPROVED GEOTECHNICAL

REPORT AND CONTRACT DOCUMENTS

SO-1 VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY

Y P

SO-2 VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER

MATERIAL

SO-3 PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS Y P

SO-4 VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL

Y C

SO-5 DURING FILL PLACEMENT,VERIFY USE OF PROPER MATERIALS AND PROCEDURES IN

ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT. VERIFY

DENSITIES AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF COMPACTED

FILL.

CAST-IN-PLACE DEEP FOUNDATIONS (1705.8)

CDF-0 INSTALLATION AND TESTING OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS N IN ACCORDANCE WITH APPROVED GEOTECHNICAL

REPORT AND CONTRACT DOCUMENTS

CDF-1 INSPECT DRILLING OPERATIONS N MAINTAIN COMPLETE AND ACCURATE RECORDS FOR

EACH ELEMENT

CDF…