ESBD_405625_1743112636359_Drawings.pdf

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Texas Engineering Registration F−2966

Date:

Revision:

Description:

ENGINEER:OWNER:

08−NOV−2024

ISSUED−FOR−PROPOSAL

- ISSUED FOR PROPOSAL-

- NOV 08, 2024 -

TEXAS DEPARTMENT OF CRIMINAL JUSTICE

POLUNSKY UNIT - LIVINGSTON, TX

INSTALL HVAC - 3 BLDG

MWR# 05423018

JACOBS ENGINEERING GROUP INC.

1999 BRYAN STREET, SUITE 3500

DALLAS, TEXAS 75201

CONTACT:

THOMAS KEITH MAYER, P.E.

PHONE: 214.583.8598

TEXAS DEPT. OF CRIMINAL JUSTICE

POLUNSKY UNIT - LIVINGSTON, TX

CONTACT:

TIM KIERSZ, P.E.

PHONE: 936.437.7272

CIVIL

C-001

CIVIL OVERALL SITE PLAN W/ LAYDOWN AREA

CIVIL DETAILS

C-002 C-003

GENERAL CIVIL LEGEND 3

T D C J

TITLE:

TEXAS DEPARTMENT

OF

CRIMINAL JUSTICE

ENGINEERING SERVICE

PO BOX 4011

TWO FINANCIAL PLAZA,

SUITE 400

HUNTSVILLE, TX 77340

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Texas Engineering Registration F-2966

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SHEET OF

11/08/2024

G-001

DRAWING

INDEX

2 52

POLUNSKY UNIT

LIVINGSTON, TEXAS

POLK COUNTY

UNIT LOCATION

30.4156'N 95.0051"W

GENERAL

1 G-000 TDCJ COVER

2 G-001 DRAWING INDEX

STRUCTURAL

6 S-001 ABBREVIATIONS, SYMBOLS AND LEGEND

7 S-002 GENERAL NOTES

8 S-003 GENERAL NOTES

9 S-010 STATEMENT OF SPECIAL INSPECTIONS

10 S-100 LEVEL 1 - FOUNDATION PLAN - OVERALL

11 S-101 LEVEL 3 - FRAMING PLAN - OVERALL

12 S-102 ROOF FRAMING PLAN - OVERALL

13 S-103 ENLARGED FOUNDATION PLAN

14 S-104 ENLARGED PLANS

15 S-105 ENLARGED PLANS

16 S-300 TYPICAL CONCRETE DETAILS

17 S-301 TYPICAL CONCRETE & STEEL DETAILS

ELECTRICAL

18 E-001 ABBREVIATIONS, GENERAL NOTES, & SYMBOLS

19 ED102 DEMOLITION POWER PLAN - BUILDING 3 - LEVEL 3

20 E-010 PARTIAL SITE PLAN

21 E-101 POWER/ GROUNDING PLAN - EXT. HVAC SYSTEM

22 E-102 POWER PLAN - BUILDING 3 - LEVEL 1

23 E-103 POWER PLAN - BUILDING 3 - LEVEL 3

24 E-104 POWER PLAN - BUILDING 3 - ROOF

25 E-401 ELEVATIONS

26 E-501 DETAILS

27 E-502 DETAILS

28 E-503 DETAILS

29 E-601 SINGLE LINE DIAGRAM

30 E-602 PANEL SCHEDULE

31 E-603 PANEL SCHEDULE

MECHANICAL

32 M-001 MECHANICAL GENERAL NOTES & ABBREVIATIONS

33 MD110 OVERALL MECHANICAL DEMO PLAN

34 M-110 OVERALL MECHANICAL PLAN

35 M-301 SECTIONS

36 M-401 3D VIEWS

37 M-501 DETAILS

38 M-502 DETAILS

39 M-503 DETAILS

40 M-504 DETAILS

41 M-601 SCHEDULES

42 M-602 SCHEDULES

43 M-701 CHILLED WATER FLOW DIAGRAM

44 M-800 MECHANICAL CONTROLS SYMBOLS AND ABBREVIATIONS

45 M-801 CONTROL DIAGRAMS

46 M-802 CONTROL DIAGRAMS

47 M-803 CONTROL DIAGRAMS

48 M-804 CONTROL DIAGRAMS

PLUMBING

49 P-001 PLUMBING ABBREVIATIONS, LEGEND, AND NOTES

50 PD110 OVERALL PLUMBING DEMO PLAN

51 P-110 OVERALL PLUMBING PLAN

52 P-601 PLUMBING SCHEDULES

TITLE:

TEXAS DEPARTMENT

OF

CRIMINAL JUSTICE

ENGINEERING SERVICE

PO BOX 4011

TWO FINANCIAL PLAZA,

SUITE 400

HUNTSVILLE, TX 77340

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Texas Engineering Registration F-2966 SHEET OF

T D C J

LEGEND

GENERAL

CIVILGENERAL NOTE:

1. THIS IS A STANDARD LEGEND SHEET.

THEREFORE, NOT ALL OF THE INFORMATION

SHOWN MAY BE USED ON THIS PROJECT.

DISCLAIMER:

BRAND OR MANUFACTURER'S REFERENCES ARE DESCRIPTIVE ONLY, AND INDICATE TYPE AND

QUALITY TO BE PROVIDED. ALL REFERENCES TO BRAND OR MANUFACTURER NAMES SHALL BE

INTERPRETED TO INCLUDE THE LANGUAGE “OR A/E APPROVED EQUAL”. ANY BRAND OR

MANUFACTURER MEETING SPECIFICATIONS WILL BE CONSIDERED, IRRESPECTIVE OF THE LANGUAGE “OR A/E APPROVED EQUAL” APPEARING IN CONJUNCTION WITH THE BRAND OR MANUFACTURER NAME.

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C-001 3 52

SOURCE OF TOPOGRAPHY SHOWN ON THE CIVIL PLANS ARE BASE MAPS PROVIDED BY JACOBS SERVICES.

ADDITIONAL MAPPING HAS BEEN ADDED FROM AS-BUILT DATA. EXISTING CONDITIONS MAY VARY FROM THOSE SHOWN ON THESE PLANS. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS AND ADJUST WORK PLAN ACCORDINGLY PRIOR TO

BEGINNING CONSTRUCTION.

EXISTING TOPOGRAPHY, STRUCTURES, AND SITE FEATURES ARE SHOWN SCREENED AND/OR LIGHT-LINED.

NEW FINISH GRADE, STRUCTURES, AND SITE FEATURES ARE SHOWN HEAVY-LINED.

HORIZONTAL DATUM: BEARINGS ARE BASED ON THE TEXAS STATE PLANE COORDINATE SYSTEM, CENTRAL ZONE (NAD 83). ALL DISTANCES SHOWN HEREON ARE SURFACE DISTANCES AND MAY BE BROUGHT TO GRID BY APPLYING THE FOLLOWING SCALE

FACTOR: 1.00017

VERTICAL DATUM: NAVD 88.

MAINTAIN, RELOCATE, OR REPLACE EXISTING SURVEY MONUMENTS, CONTROL POINTS, AND STAKES WHICH ARE DISTURBED OR DESTROYED. PERFORM THE WORK TO PRODUCE THE SAME LEVEL OF ACCURACY AS THE ORIGINAL

MONUMENT(S) IN A TIMELY MANNER, AND AT THE CONTRACTOR'S EXPENSE.

STAGING AREA SHALL BE FOR CONTRACTOR'S EMPLOYEE PARKING, CONTRACTOR'S TRAILERS AND

ON-SITE STORAGE OF MATERIALS.

PROVIDE TEMPORARY FENCING AS NECESSARY TO MAINTAIN SECURITY AT ALL TIMES.

SLOPE UNIFORMLY BETWEEN CONTOURS.

ALL DISTURBED AREAS SHALL BE RESTORED PER SPECIFICATION 32 90 00.

CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING AND MAINTAINING EROSION CONTROL DEVICES DURING

CONSTRUCTION.

CONTRACTOR SHALL TAKE ALL OTHER MEASURES TO POSITIVELY PRECLUDE EROSION MATERIALS FROM LEAVING

THE SITE. CONTRACTOR TO SUBMIT EROSION CONTROL PLAN.

EXISTING UNDERGROUND UTILITIES OBTAINED FROM AS-BUILTS AND FROM FIELD SURVEY.

CONTRACTOR SHALL FIELD VERIFY DEPTH AND LOCATION PRIOR TO EXCAVATION.

PROTECT ALL EXISTING UTILITIES DURING CONSTRUCTION.

FOR PIPING IDENTIFICATION, SEE DRAWING M-110.

EXISTING UTILITIES AND EQUIPMENT ARE SHOWN SCREENED AND/OR LIGHT-LINED.

NEW EQUIPMENT ARE SHOWN HEAVY-LINED.

UNLESS OTHERWISE SHOWN ALL PIPING SHALL HAVE A MINIMUM OF 4' COVER.

FOR TRENCHING AND BACKFILL, SEE .

MINIMUM ALLOWABLE CLEARANCE BETWEEN PIPES AT CROSSINGS SHALL BE 3" .

CONTROLLED DENSITY FILL SUPPORT IS REQUIRED AS SHOWN ON.

EQUIPMENT PAD ENCLOSURE FENCING, AS SHOWN ON .

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

16.

17.

18.

GENERAL SITE NOTES:

C-003

C-003

C-003

PROJECT COORDINATION

1. FOR POWER AND OTHER UTILITY INTERCONNECTION AND COORDINATION, CONTACT OWNER’S POLUNSKY UNIT MAINTENANCE

SUPERVISOR.

2. WORK SEQUENCING/CONSTRAINTS

a. CONTRACTOR WILL NOT BE ALLOWED TO PERFORM WORK IN AREAS OUTSIDE THE VISIBILITY LIMITS OF A SINGLE SECURITY ESCORT. CONTRACTOR SHALL NOT SCHEDULE WORK THAT REQUIRES ITS CREWS TO BE IN TWO OR MORE PLACES THAT

CANNOT BE VISUALLY MONITORED AT THE SAME TIME BY A SINGLE SECURITY ESCORT.

b. CONTINUOUS OPERATION OF OWNER’S FACILITIES IS OF CRITICAL IMPORTANCE. SCHEDULE AND CONDUCT ACTIVITIES TO ENABLE EXISTING FACILITIES TO OPERATE CONTINUOUSLY, UNLESS OTHERWISE SPECIFIED. DO NOT PROCEED WITH WORK AFFECTING A FACILITY’S OPERATION WITHOUT OBTAINING OWNER’S PA AND ENGINEER’S ADVANCE APPROVAL OF THE NEED

FOR AND DURATION OF SUCH WORK.

3. AFTER EFFECTIVE DATE OF THE AGREEMENT AND BEFORE WORK AT SITE IS STARTED, AND AGAIN UPON ISSUANCE OF START UP, TAKE A MINIMUM OF 40 PHOTOGRAPHS OF SITE AND PROPERTY ADJACENT TO PERIMETER OF SITE.

CIVIL LEGEND

SPOT ELEVATION

CONTOUR LINE

DRAINAGEWAY OR DITCH

157.7

SIGN

MANHOLE

POST OR GUARD POST

UTILITY POLE

CENTER LINE, BUILDING, ROAD, ETC.

STRUCTURE, BUILDING OR FACILITY

LOCATION POINT - COORDINATES

N 1000.00 E 1000.00

LIGHT POLE

GUY ANCHOR

TREE

BRUSH/TREE LINE

FIRE HYDRANT

STRUCTURE, BUILDING OR FACILITYOR

ASPHALT CONCRETE PAVEMENT

GRAVEL SURFACING

OR

DEMOLITION

GUARD RAIL

WIRE FENCE

CHAIN LINK FENCE

CULVERT

CATCH BASIN OR INLET

ELECTRICAL MANHOLE

ELECTRIC HANDHOLE

BENCH MARK

PROPERTY LINE

STAGING OR WORK AREA LIMITS

AGGREGATE BASE COURSE PAVING

CURB

CURB AND GUTTER

SINGLE SWING GATE

DOUBLE SWING GATE

SLIDING GATE

ARCHITECTURAL FENCE

PROPOSEDEXISTING

H

E

BM

WATER LINEW

CONCRETE

11/08/2024

W

W

N:10258440.63 E:3968215.45

.5'

10'

6'

5'

5'

5'

N:10258391.18 E:3968275.78

N:10258430.21 E:3968180.85

N:10258417.53 E:3968196.32

N:10258500.50 E:3968249.58

N:10258453.86 E:3968211.35

N:10258408.19 E:3968266.89

N:10258372.62 E:3968260.56

N:10258422.07 E:3968200.24

23'

© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS

10 20 4051520

SCALE: 1" = 20'

TITLE:

TEXAS DEPARTMENT

OF

CRIMINAL JUSTICE

ENGINEERING SERVICE

PO BOX 4011

TWO FINANCIAL PLAZA,

SUITE 400

HUNTSVILLE, TX 77340

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KEYPLAN

NOTE:

BRAND OR MANUFACTURER'S REFERENCES ARE DESCRIPTIVE ONLY, AND INDICATE TYPE

AND QUALITY TO BE PROVIDED. ALL REFERENCES TO BRAND OR MANUFACTURER NAMES

SHALL BE INTERPRETED TO INCLUDE THE LANGUAGE “OR A/E APPROVED EQUAL ”. ANY

BRAND OR MANUFACTURER MEETING SPECIFICATIONS WILL BE CONSIDERED,

IRRESPECTIVE OF THE LANGUAGE “OR A/E APPROVED EQUAL ” APPEARING IN

CONJUNCTION WITH THE BRAND OR MANUFACTURER NAME.

Texas Engineering Registration F-2966 SHEET OF

T D C J

CHAIN LINK

FENCE

TEMPORARY

GENERATOR

LOCATION

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C-002 4 52

CIVIL

OVERALL

SITE PLAN

W/ LAYDOWN

AREA

LIMITS OF

CONSTRUCTION

NORTH FACILITY

ENTRANCE

LAYDOWN AREA

1 OVERALL SITE PLAN

1" = 20'

2 CONTRACTOR LAYDOWN AREA

1" = 40'

NOTES:

1. MAINTAIN REQUIRED CLEARANCES FROM DOMESTIC WATERLINE.

ACCESS GATE

C-003

C-003

WATER SUPPLY LINE TO

5' FROM BUILDING. SEE

PLUMBING PLAN

C-003

CONCRETE

EQUIPMENT PAD, SEE

STRUCTURAL PLANS.

TOP OF PAD = 154.00

FG = 153.00, TYP.

TCI TO PROVIDE

FENCING AND GATE

MAINTENANCE

PARKING AREA

CONTRACTOR TO FIELD

LOCATE DOMESTIC WATER

LINE CONNECTION TO

EXISTING PROVISION

CONTRACTOR TO FIELD

LOCATE DOMESTIC WATER

LINE CONNECTION TO

PUMP SKID

CHAIN LINK

FENCE 108 LF

CHAIN LINK

FENCE 35 LF

CHAIN LINK

FENCE 83 LF

CHAIN LINK

FENCE 5 LF

CHAIN LINK

FENCE 35 LF

6" GRAVEL ACCESS ROAD

COMPACTED TO AT LEAST 100%

OF LABORATORY MAXIMUM

DENSITY. COMPACT 12 INCHES

OF SUBGRADE TO AT LEAST 95%

STEP, SEE STRUCTURAL

SHEET S-301/DETAIL 7

STEP, SEE STRUCTURAL

SHEET S-301/DETAIL 7

11/08/2024

NORTH

TRUE

TITLE:

TEXAS DEPARTMENT

OF

CRIMINAL JUSTICE

ENGINEERING SERVICE

PO BOX 4011

TWO FINANCIAL PLAZA,

SUITE 400

HUNTSVILLE, TX 77340

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Texas Engineering Registration F-2966 SHEET OF

T D C J

CIVIL

DETAILS

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C-003 5 52

DISCLAIMER:

BRAND OR MANUFACTURER'S REFERENCES ARE DESCRIPTIVE ONLY, AND INDICATE TYPE AND

QUALITY TO BE PROVIDED. ALL REFERENCES TO BRAND OR MANUFACTURER NAMES SHALL BE

INTERPRETED TO INCLUDE THE LANGUAGE “OR A/E APPROVED EQUAL”. ANY BRAND OR

MANUFACTURER MEETING SPECIFICATIONS WILL BE CONSIDERED, IRRESPECTIVE OF THE LANGUAGE “OR A/E APPROVED EQUAL” APPEARING IN CONJUNCTION WITH THE BRAND OR MANUFACTURER NAME.

1 20' ACCESS GATE

NTS

20'

DOUBLE-HUNG SWING

GATE WITH TRAVELING

TAUT BARBED WIRE (12 - 1/2 GA.)

3/8" GALV. THREADED ROD

WITH GALV, TURNBUCKLE

GATE SUPPORT

POST 4" GALV. SCH. 40

2" GALV. PIPE GATE FRAME

METAL BANDS -

2" JAMIESON #210103 XHT-3

OR APPROVED EQUAL

1/4" x 3/4" GALV. TENSION BAR (TYP)

1-3/8" DROP ROD ASS'Y.

WITH PADLOCK -

(PADLOCK FURNISHED BY TDCJ)

NOTE:

HEAVY DUTY HINGES WELDED

TO FRAME POSTS AND GATE

FRAMES - USE 180° HINGE

JAMIESON #138093 180-93

OR APPROVED EQUAL

9 GA. CHAIN

LINK FABRIC

8' -0

'-0

" TENSION BAR BANDS

12" C-C TYP

END RAIL CLAMP

MIN WIDTH

PIPE ZONE

DEPTH OF COVER MIN 48"

(REFER TO PLUMBING DWGS)

TRENCH

BACKFILL

ABOVE

PIPE ZONE

NEW SURFACING,

OR SURFACE

RESTORATION,

SEE PLANS

12" MIN

PIPE OUTSIDE

DIAMETER

PIPE BEDDING

MATERIAL

TRENCH

STABILIZATION

WHERE REQD

MARKING TAPE AS

SPECIFIED

CONDUIT (REFER TO ELECTRICAL

DWGS FOR QUANTITY AND

PLACEMENT OF CONDUITS)

12" MIN

9" 9"

1.

2.

3.

4.

12" TYP

CLSM SUPPORT IS REQUIRED:

12" TYP

NOTES:

PLAN SECTION

WHEN BOTH PIPELINES ARE NEW AND CLEARANCE BETWEEN THEM IS LESS THAN 12".

WHEN A NEW PIPELINE IS CROSSING OVER AN EXISTING PIPELINE AND THE

CLEARANCE BETWEEN THEM IS LESS THAN 12".

AT ALL PIPE CROSSINGS WHERE A NEW PIPELINE IS CROSSING UNDER AN

EXISTING PIPELINE.

REFER TO SPECIFICATION SECTION 31 22 00 FOR CLSM REQUIREMENTS.

CLSM

MINIMUM ALLOWABLE

CLEARANCE IS 3"

CONTROLLED

LOW-STRENGTH

MATERIAL (CLSM)

2 CHAIN LINK FENCE

NTS 3 TYPICAL TRENCH

NTS

4 TRENCH PIPE CROSSING

NTS

NEW 4" GALV.

CORNER GATE POST

PROVIDE POST CAP (TYPICAL)

11/08/2024

SLOPE

SPAN

STRUCTURAL LEGEND

CAST-IN-PLACE

CONCRETE

THE FOLLOWING SYMBOLS ARE USED TO REPRESENT THE MATERIALS SHOWN ON

THE STRUCTURAL DRAWINGS. REFER TO SPECIFICATIONS AND GENERAL NOTES

FOR MATERIAL QUALITIES REQUIRED

ELEVATION OF WALL

OR FRAME

SECTION CUTS

ENLARGED PLAN/DETAIL

REFERENCE

G

F

E

D

P

O

N

W

V

U

C

B

ABBREVIATIONS

A

M

L

K

J

I

T

S

H

R

X

(ALL ABBREVIATIONS/SYMBOLS SHOWN ARE NOT NECESSARILY USED ON THE DRAWINGS)

A/E

AB

ACI

ADDL

ADJ

AFF

AISC

APPROX

ARCH

ASCE

ASTM

ARCHITECT/ENGINEER

ANCHOR BOLT, ANCHOR ROD

AMERICAN CONCRETE INSTITUTE

ADDITIONAL

ADJACENT

ABOVE FINISH FLOOR

AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

APPROXIMATE (-LY)

ARCHITECTURAL

AMERICAN SOCIETY OF CIVIL ENGINEERS

AMERICAN SOCIETY FOR TESTING AND

MATERIALS

BB

BC

BL

BACK TO BACK

BOTTOM CHORD

BASE LINE

BUILDING

BEAM

BOTTOM

BASE PLATE

BEARING

BOTH SIDES

BASEMENT

BEVELED

BOTH WAYS

C

CG

CIP

CJ

CL

CLR

CMU

COE

COL

CONC

CONST

CONT

CONX

COR

COMPRESSION, CHANNEL SECTION

CENTER OF GRAVITY

CAST-IN-PLACE CONCRETE

CONSTRUCTION JOINT, CONTROL JOINT

CENTERLINE

CLEAR, CLEARANCE

CONCRETE MASONRY UNIT

CORPS OF ENGINEER'S

COLUMN

CONCRETE

CONSTRUCTION

CONTINUOUS OR CONTINUED

CONNECTION

CONTRACTING OFFICER'S REPRESENTATIVE

D

DETL

DIA

DIAG

DIM

DL

DN

DP

DWG

DWL

DEPTH

DETAIL

DIAMETER

DIAGONAL

DIMENSION

DEAD LOAD

DOWN

DAMP PROOFING

DRAWING (-S)

DOWEL

E

EA

EF

EJ

ELEC

ELEV, EL

EQ

EQUIP

EW

EXIST

EXP

EXT

EAST

EACH

EACH FACE

EXPANSION JOINT

ELECTRICAL

ELEVATION

EQUAL

EQUIPMENT

EACH WAY

EXISTING

EXPANSION

EXTERIOR

FAB

FD

FDN

FF

FIN

FLR

FS

FT

FTG

FABRICATION

FLOOR DRAIN

FOUNDATION

FINISH FLOOR

FINISH (-ED)

FLOOR

FAR SIDE

FOOT/FEET

FOOTING

XFMR TRANSFORMER

GA

GALV

GB

GAGE OR GAUGE

GALVANIZED

GRADE BEAM

HORIZ

HP

HS

HSS

HT

HORIZONTAL

HIGH POINT

HEADED STUD

HOLLOW STRUCTURAL SECTION

HEIGHT

ID

IN

INT

INSIDE DIAMETER

INCH (-ES)

INTERIOR

JST

JT

JOIST

JOINT

K

KO

KIPS (1000 LBS)

KNOCKOUT

L

LB, #

LD

LG

LH

LL

LLH

LLV

LONG

LP

LW

LWC

ANGLE SHAPE

POUND

DEVELOPMENT LENGTH

LIGHT-GAGE, LIGHT-GAUGE

LEFT HAND

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LOW POINT

LONG WAY

LIGHTWEIGHT CONCRETE

MAS

MATL

MAX

MC

MECH

MEP

MEZZ

MFR

MID

MIN

MISC

MS

MT

MTL

MASONRY

MATERIAL

MAXIMUM

MISCELLANEOUS CHANNEL SHAPE

MECHANICAL

MECHANICAL, ELECTRICAL, PLUMBING

MEZZANINE

MANUFACTURE (-R)

MIDDLE

MINIMUM

MISCELLANEOUS

MIDDLE STRIP

STRUCTURAL TEE CUT FROM

NON-STANDARD I-SHAPE

METAL

N/A

NF

NIC

NO

NOM

NS

NTS

NOT APPLICABLE

NEAR FACE

NOT IN CONTRACT

NUMBER

NOMINAL

NEAR SIDE

NOT TO SCALE

OA

OC

OD

OF

OPNG

OPP

OPP HND

OPT

OVS

OVERALL

ON CENTER

OUTSIDE DIAMETER

OUTSIDE FACE

OPENING (-S)

OPPOSITE

OPPOSITE HAND

OPTIONAL

OVERSIZE

PC

PERP

PL

PLUMB

PREFAB

PRELIM

PRMLD

PROJ

PSTG

P/T

PT

PVC

PVT

PRECAST CONCRETE

PERPENDICULAR

PLATE GIRDER

PLATE

PLUMBING

PREFABRICATED

PRELIMINARY

PREMOLDED

PROJECTION

PRESTRESSED GIRDER

POST-TENSION (-ED, -ING)

POINT

POLYVINYL CHLORIDE

PAVEMENT

R

RAD

RD

RE:

REINF

REM

REQD

REV

RH

RJ

RND

RO

RW

RIGHT, RISER

RADIUS

ROOF DRAIN

REFER TO

REINFORCING (-ED,-MENT)

REMAINDER

REQUIRED

REVISION

RIGHT HAND

RUSTICATION JOINT

ROUND

ROUGH OPENING

RETAINING WALL

S

SC

SCHED

SDI

SECT

SHT

SIM

SJ

SJI

SL

SPA

SPEC

SQ

SS

STD

STIFF

STIR

STL

STRUCT

SW

SYM

SOUTH, STANDARD SHAPE

SHEAR CONNECTORS, SLIP CRITICAL

SCHEDULE(D)

STEEL DECK INSTITUTE

SECTION

SHEET

SIMILAR

SAW JOINT

STEEL JOIST INSTITUTE

SLOPE

SPACE

SPECIFICATION(S)

SQUARE

STAINLESS STEEL

STANDARD

STIFFENER

STIRRUP

STEEL

STRUCTURE, STRUCTURAL

SHEAR WALL

SYMMETRICAL

UNLESS NOTED OTHERWISEUNO

VERT VERTICAL

W w/ w/o

WP

WPJ

WT

WWF

WWM

WEST, WIDTH, WIDE FLANGE

WITH

WITHOUT

WORK POINT

WEAKENED PLANE JOINT

WEIGHT, STRUCTURAL TEE CUT

FROM WIDE FLANGE BEAM

WELDED WIRE FABRIC

WELDED WIRE MESH

T TOP, TENSION

T/ TOP OF

T&B TOP & BOTTOM

TEMP TEMPERATURE

THRD THREADED

THK THICKNESS

TOS TOP OF STEEL

TRD TREAD (-S)

TRNV TRANSVERSE

TW TILT WALL

TYP TYPICAL

BLDG

BM

BOT

BP

BRG

BS

BSMT

BVL

BW

PRECAST

CONCRETE

G5

S-6050

G5

S-6050

G5

S-6050

PG

ROCKEARTH

NON-SHRINK

GROUT

CMU STRUCTURAL STEEL

IN CROSS SECTION

EXISTING

CONCRETE

MATERIAL GRAPHIC SYMBOLS

SHEET SYMBOLS

UNLESS OTHERWISE NOTEDUON

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BUCKLING-RESTRAINED BRACEBRB

CFMF COLD-FORMED METAL FRAMING

CJP COMPLETE JOINT PENETRATION

CRSI CONCRETE REINFORCING STEEL INSTITUTE

CS COLUMN STRIP

DEG DEGREES

DEMO DEMOLISH, DEMOLITION

EMBED EMBEDMENT

EOR ENGINEER OF RECORD

FRP FIBER REINFORCED POLYMER

FP FIRE PROTECTION

IE INVERT ELEVATION

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

KN KEYNOTE

OH OVERHEAD, OPPOSITE HAND

POUNDS PER CUBIC FOOTPCF

PRE-ENGINEERED METAL BUILDINGPEMB

PREMOLDED JOINT FILLERPJF

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RTU ROOFTOP UNIT

TF TOP OF STEPPED FOOTING

THRU THROUGH

UNDERWRITERS LABORATORIESUL

VIF VERIFY IN FIELD

WWR WELDED WIRE REINFORCING

OSB ORIENTED STRAND BOARD

ELEVATION POINT (TOP OF

ELEMENT INDICATED)

SURFACE - SLOPE (2) WAYS

TOP OF CONCRETE ELEVATION

SURFACE - SLOPE DOWN

SURFACE - STEPPED

SURFACE - SLOPE UP

WORKPOINT

TOP OF STEEL ELEVATION

WP

T/WALL

SLOPE INDICATOR

EL.= X'-XX"

T/STEEL

EL.= X'-XX"

T/CONC

EL.= X'-XX"

( +3" )

COLUMN PASSING

THRU THIS LEVEL

(DIRECTION OF SPAN)

TOP OF STEEL ± DEVIATION

FROM TYPICAL

STRUCTURAL ARROW

6#7EXAMPLE TOP BAR

DESIGNATIONS

#4@12

6#7EXAMPLE BOTTOM BAR

DESIGNATIONS

#4@12

BAR QUANTITY AND SIZE

BAR SIZE AND SPACING

BAR QUANTITY AND SIZE

BAR SIZE AND SPACING

RE: 1/S-301

DRAWING/DETAIL SHEET NUMBER

REFERENCED TO

DRAWING/DETAIL NUMBER

REFER TO

DRAWING/DETAIL REFERENCE KEY

W10X49

BPXX

PXX -1'-0"

FXX

(-5'-0")

STEEL COLUMN SECTION

CONCRETE PEDESTAL MARK

T/CONCRETE PEDESTAL EL

CONCRETE FOOTING MARK

T/CONCRETE FOOTING EL

W F

X X

CONCRETE WALL FOOTING MARK

T/CONCRETE WALL FOOTING EL

CONCRETE BEAM MARK

BXXX

CONCRETE COLUMN MARK

FXX

(-5'-0")

CONCRETE FOOTING MARK

T/CONCRETE FOOTING EL

BASE PLATE MARK

C W

X X

CONCRETE WALL MARK

TF (-3'-0")

TOP OF STEPPED FOOTING ELEVATION

C

XX

SHEET OF

T D C J

TITLE:

TEXAS DEPARTMENT

OF

CRIMINAL JUSTICE

ENGINEERING SERVICE

PO BOX 4011

TWO FINANCIAL PLAZA,

SUITE 400

HUNTSVILLE, TX 77340

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Texas Engineering Registration F-2966

IS

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L 145373

11/08/2024

S-001

ABBREVIATIONS,

SYMBOLS AND

LEGEND

NOTE:

BRAND OR MANUFACTURER'S REFERENCES ARE DESCRIPTIVE ONLY, AND INDICATE TYPE

AND QUALITY TO BE PROVIDED. ALL REFERENCES TO BRAND OR MANUFACTURER NAMES

SHALL BE INTERPRETED TO INCLUDE THE LANGUAGE “OR A/E APPROVED EQUAL”. ANY

BRAND OR MANUFACTURER MEETING SPECIFICATIONS WILL BE CONSIDERED,

IRRESPECTIVE OF THE LANGUAGE “OR A/E APPROVED EQUAL” APPEARING IN

CONJUNCTION WITH THE BRAND OR MANUFACTURER NAME.

1. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.

THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR

CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.

2. SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND SHALL BE USED IN CONJUNCTION

WITH THE DRAWINGS.

3. THE CONTRACTOR IS RESPONSIBLE FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH

THE WORK THAT CONFORMS WITH THE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEATH

ADMINISTRATION (OSHA) SAFETY AND HEALTH STANDARDS FOR THE CONSTRUCTION INDUSTRY.

4. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON COMPLETED FRAMED FLOORS OR

ROOF. LOAD SHALL NOT EXCEED 80% OF THE DESIGN LIVE LOAD PER SQUARE FOOT.

5. DESIGN OF THE STRUCTURE HAS NOT INCORPORATED CONSIDERATION OF LOADINGS FROM

CONTRACTOR'S ERECTION CRANES OR EQUIPMENT. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING

ADEQUACY OF THE STRUCTURE AS CONSTRUCTED TO SUPPORT ALL TEMPORARY CONSTRUCTION

LOADINGS. CONTRACTOR SHALL SUBMIT CONSTRUCTION LOADING AND SHORING PLAN FOR REVIEW BY

THE ENGINEER OF RECORD PRIOR TO COMMENCING WORK.

6. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL

BE THE LATEST EDITION AND/OR ADDENDUM.

7. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, ELECTRICAL

AND PLUMBING WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO

CONSTRUCTION. DO NOT PENETRATE OR CUT ANY STRUCTURAL ELEMENTS (BEAM, COLUMNS, WALLS, SLABS, STEEL DECKS, ETC.) WITHOUT PRIOR WRITTEN APPROVAL FROM ENGINEER OF RECORD.

8. ALL DIMENSIONS, ELEVATIONS AND ASSUMED EXISTING CONDITIONS ARE TO BE VERIFIED IN THE FIELD.

SUCH VERIFICATION IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL

IMMEDIATELY NOTIFY THE ARCHITECT AND ENGINEER OF RECORD OF ANY DISCREPANCIES OR

CONFLICTS.

9. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.

10. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CHANGES NECESSARY IF AN OPTION IS SELECTED, AND THE CONTRACTOR SHALL COORDINATE ALL

DETAILS.

11. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL-DETAILS. TYPICAL-DETAILS ARE INDICATED AS TYPICAL-DETAILS IN THE DETAIL TITLE BLOCK. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK

ON THE PROJECT.

12. TYPICAL-DETAILS ARE NOT CUT ON DRAWINGS, BUT APPLY UNLESS NOTED OTHERWISE.

13. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. WHERE FURTHER CLARIFICATION IS

REQUIRED, NOTIFY ENGINEER OF RECORD.

14. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF A QUALIFIED ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED. DELEGATE

ENGINEER'S RESPONSIBILITIES SHALL CONFORM TO THE PROJECT SPECIFICATIONS.

GENERAL NOTES

1. BUILDING AND DESIGN CODES (LATEST EDITION ADOPTED BY GOVERNING CODES UNLESS OTHERWISE

NOTED)

A. IBC (INTERNATIONAL BUILDING CODE) 2018 EDITION

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

STRUCTURES)

C. ACI 318 - 14 (BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE)

D. AISC 360 - 16 (SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS)

1. DESIGN LOADS

A. BUILDING RISK CATEGORY ---------------------------------------------------------------------- III

B. MINIMUM DESIGN LIVE LOADS: (FOLLOWING LOADS ARE TAKEN FROM EXISTING BUILDING

DRAWINGS, REFER TO #054 POLUNSKY UNIT LIVINGSTON, TX, S3-1 DATED APR 12TH, 1991.)

a. MECHANICAL AREA -------------------------------------------------------------------------- 150 PSF

b. PARTITION ALLOWANCE (IN ADDITION TO a) -------------------------------- 20 PSF

c. ROOF ---------------------------------------------------------------------------------------------- 20 PSF

d. MEP EQUIPMENT SPECIFIC DESIGN LOADS

• MEP EQUIPMENT SUPPORTED ON CONCRETE PAD --------------------- REFER TO S-010

• MEP EQUPMENT SUPPORTED ON 3RD FLOOR (AHU'S) ---------------- REFER TO S-010

C. SNOW LOADS:

a. GROUND SNOW LOAD, Pg ---------------------------------------------------------------- 0 PSF

D. WIND LOADS:

a. MAIN FORCE-RESISTING SYSTEM

• BASIC DESIGN WIND SPEED, V (3-SECOND GUST, MPH) -------------- 125 PSF

• ALLOWABLE STRESS DESIGN WIND SPEED, VASD (MPH) -------------- 97 PSF

• WIND EXPOSURE --------------------------------------------------------------------- C

• INTERNAL PRESSURE COEFFICIENT, GCpi ---------------------------------- ±0.18

• BUILDING CLASSIFICATION ------------------------------------------------------- ENCLOSED

b. WIND LOADS ON EQUIPMENT (ULTIMATE) - CHILLERS

• 40 PSF LATERAL FORCE ACTING ON THE VERTICAL PROJECTED AREA OF THE EQUIPMENT

• 36 PSF VERTICAL UPLIFT FORCE ACTING ON THE HORIZONTAL PROJECTED AREA OF THE

EQUIPMENT

c. WIND LOADS ON EQUIPMENT (ULTIMATE) - GENERATORS

• 40 PSF LATERAL FORCE ACTING ON THE VERTICAL PROJECTED AREA OF THE EQUIPMENT

• 36 PSF VERTICAL UPLIFT FORCE ACTING ON THE HORIZONTAL PROJECTED AREA OF THE

EQUIPMENT

E. SEISMIC LOADS

a. SEISMIC IMPORTANCE FACTOR, Ie --------------------------------------------------- 1.25

b. SITE CLASS ----------------------------------------------------------------------------------- D

c. SEISMIC DESIGN CATEGORY ----------------------------------------------------------- B

d. SPECTRAL RESPONSE ACCELERATIONS

• SS = 0.079

• S1 = 0.047

• SDS = 0.084

• SD1 = 0.076

e. AHU ON THIRD FLOOR:

• SYSTEM TYPE - MECHANICAL AND ELECTRICAL COMPONENTS

• Fp = 0.03 Wp

• ap = 1.0

• Rp = 2.5

• Ω0 = 2.0

f. AIR COOLED CHILLER ON GRADE LEVEL:

• SYSTEM TYPE - NON-BUILDING STRUCTURES NOT SIMILAR TO BUILDINGS

• V = 0.06 Wp

• R = 1.25

• Ω0 = 2.0

• Cd = 2.5

DESIGN CRITERIA

1. THE GENERAL CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS AND PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS PRIOR TO SUBMISSION. ANY SHOP DRAWINGS OR PRODUCT DATA NOT REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR WILL BE RETURNED

WITHOUT REVIEW.

2. ANY SHOP DRAWING NOT CHECKED AND INITIALED BY THE SUPPLIER/DETAILER PRIOR TO SUBMITTING

FOR REVIEW WILL BE RETURNED WITHOUT REVIEW.

3. REPRODUCTION OF CONSTRUCTION DOCUMENTS FOR USE AS SHOP DRAWINGS (PAPER OR

ELECTRONIC) IS NOT PERMITTED. SHOP DRAWINGS SHALL NOT REPRODUCE CONSTRUCTION

DOCUMENT TITLE BLOCK INFORMATION REFERENCING PROJECT DESIGN ENTITIES OR PROFESSIONAL

SEAL.

SHOP DRAWING NOTES

1. DEMOLITION OF EXISTING STRUCTURE TO BE REMOVED SHALL BE PERFORMED BY THE CONTRACTOR

USING MEANS AND METHODS NECESSARY TO PREVENT DAMAGE TO THE EXISTING STRUCTURE,

FOUNDATIONS, UTILITIES, ETC.,TO REMAIN. DAMAGE TO THE EXISTING STRUCTURE TO REMAIN SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE USING METHODS REVIEWED BY THE REGISTERED DESIGN

PROFESSIONAL OF RECORD.

2. IF EXISTING CONDITIONS DIFFER FROM THOSE SHOWN IN THE CONTRACT DOCUMENTS, CONTACT

REGISTERED DESIGN PROFESSIONAL OF RECORD PRIOR TO PROCEEDING WITH WORK.

DEMOLITION NOTES

1. INFORMATION BY OTHERS SHOWN AS EXISTING WAS SUPPLIED BY THE OWNER. THE RECORD

DRAWINGS WERE PREPARED BY HDR, DATED APR 12, 1991. REFERENCE NUMBER IS #054 POLUNSKY

UNIT, LIVINGSTON, TX, MWR 054A8448 PAGE 228.

2. EXISTING INFORMATION AND RECORD DRAWINGS PROVIDED BY OTHERS FOR USE IN DESIGN ARE ASSUMED TO BE ACCURATE. VERIFICATION OF ACTUAL CONDITIONS AND COMPARISON OF EXISTING DRAWINGS HAS BEEN PERFORMED TO THE EXTENT PRACTICAL PRIOR TO USE IN DESIGN. CONTRACTOR SHALL VERIFY ACCURACY WITH ACTUAL FIELD CONDITIONS, AND WHERE DISCREPANCIES ARE FOUND

NOTIFY OWNER AND ENGINEER OF RECORD PRIOR TO COMMENCING WORK.

EXISTING DRAWING NOTES

1. GEOTECHNICAL CONSULTANT: ETTL ENGINEERS & CONSULTANTS

2. FINAL GEOTECHNICAL REPORT: TDCJ POLUNSKY UNIT HVAC INSTALLATION PROJECT, ETTL JOB NO.

G 6281-249, DATED APRIL 16, 2024

3. MAT FOOTINGS SHALL BEAR ON COMPACTED, ENGINEERED FILL OR WHERE APPLICABLE ROCK. FOR FILL REQUIREMENTS, SEE BUILDING PAD PREPARATION NOTES. FOOTINGS ARE DESIGNED USING THE

FOLLOWING DESIGN CRITERIA

A. ALLOWABLE BEARING PRESSURE FOR MAT LARGER THAN 20'X12' --------------- 1600 PSF B. ALLOWABLE BEARING PRESSURE FOR 20'X12' MAT OR SMALLER ------------------- 2000 PSF

4. SHORE EXISTING IMPROVEMENTS TO PREVENT DAMAGE OR SUBSIDENCE DUE TO EXCAVATION OR EARTH WORK FOR THIS WORK. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF ANY REQUIRED SHORING

OR UNDERPINNING.

5. MAT FOUNDATION MODULUS OF SUBGRADE REACTION IS 100 PCI.

6. NONBUILDING FOUNDATIONS BEARING ON A 12-INCH THICK FLEXIBLE BASE MATERIAL ARE DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1,600 PSF, AN ULTIMATE COEFFICIENT OF SLIDING FRICTION OF 0.5, AND A MODULUS OF SUGRADE REACTION (FOR A 1-FOOT BY 1-FOOT AREA) OF 100 PCI.

7. SLABS ON GRADE ARE DESIGNED WITH A MODULUS OF SUBGRADE REACTION OF 100 PCI.

8. PROTECT PIPES AND CONDUITS RUNNING THROUGH WALLS AND SLABS WITH 2 INCH EXPANSION MATERIAL. LOWER CONTINUOUS FOOTINGS AND GRADE BEAMS PERPENDICULAR TO PIPE RUNS TO ALLOW PIPES TO PASS ABOVE THE FOOTINGS OR THROUGH THE GRADE BEAMS. ALTERNATIVELY, PROVIDE A CONCRETE JACKET IF PIPES ARE LOW ENOUGH TO BE PLACED BELOW THE FOOTINGS AND

GRADE BEAMS. LOWER FOOTINGS AND GRADE BEAMS PARALLEL TO PIPE RUNS TO AVOID

SURCHARGEONTO ADJACENT TRENCH EXCAVATIONS.

9. DO NOT PLACE GRADE BEAMS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER, FROST, OR

ICE.

10. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF AWAY FROM

STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF NEAR THE STRUCTURES.

11. KEEP OPEN EXCAVATIONS AROUND BUILDING PERIMETER DRY. BACKFILL AGAINST FOUNDATIONS AND GRADE BEAMS AS SOON AS PRACTICAL. PUMP WATER OUT OF OPEN EXCAVATIONS IF FLOODED PRIOR

TO BACKFILLING.

12. PROVIDE A DRILLING RIG CAPABLE OF DRILLING THE HOLES BASED ON THE BORING LOGS IN THE

PROVIDED GEOTECHNICAL REPORT.

FOUNDATION DESIGN NOTES

SUBGRADE PREPARATION NOTES

1. REMOVE THE SURFICIAL VEGETATION AND ORGANIC TOPSOIL. TREE ROOT ZONES (TYPICAL 3 TO 5 FEET

DEEP) AND ABANDONED UTILITIES SHOULD BE COMPLETELY REMOVED AND REPLACED BY SELECT FILL.

ANY AREAS DISTURBED BY SITE PREPARATION/DEMOLITION SHOULD BE UNDERCUT AND REPLACED WITH SELECT FILL. OVEREXCAVATION TO BE CARRIED OUT TO DEPTH OF MINIMUM 7' BELOW THE EXISTING GRADE. EXTEND THE OVER-EXCAVATION A MINIMUM OF 3 FEET BEYOND THE FOOTING LINES AND SHOULD TAPER UP TO FINISHED GRADE AT A 1:1 SLOPE. ONCE THE EXCAVATION DEPTH IS REACHED THE EXPOSED SUBGRADE SHOULD BE INSPECTED BY THE GEOTECHNICAL ENGINEER. THE GEOTECHNICAL ENGINEER SHOULD DETERMINE THE ACTUAL DEPTH OF REMOVAL AT THE TIME OF CONSTRUCTION.

2. PROOF ROLL EXPOSED SOIL IN ACCORDANCE WITH ITEM 216 OF TXDOT, "STANDARD SPECIFICATION FOR CONSTRUCTION OF HIGHWAYS, STREETS AND BRIDGES" TO LOCATE ANY SOFT OR LOOSE AREAS.

3. SCARIFY THE EXPOSED SUBGRADE TO A DEPTH OF 12 INCHES, ADJUST THE MOISTURE CONTENT TO, AND MAINTAIN IT WITHIN A RANGE OF OPTIMUM TO OPTIMUM +4% AND RECOMPACT TO A DENSITY OF AT LEAST 95% OF THE MAXIMUM DENSITY DEFINED BY ASTM D 698 (STANDARD PROCTOR). MAINTAIN

SPECIFIED MOISTURE CONTENT UNTIL THE SUBGRADE IS COVERED WITH FILL OR SLAB.

4. PLACE SUBSEQUENT LIFTS OF SELECT FILL IN THIN, LOOSE LAYERS NOT EXCEEDING 9 INCHES IN THICKNESS TO THE DESIRED ROUGH GRADE AND COMPACT TO A MINIMUM OF 98% OF THE MAXIMUM DENSITY DEFINED BY ASTM D 698 (STANDARD PROCTOR). MAINTAIN MOISTURE WITHIN A RANGE OF OPTIMUM TO OPTIMUM +4% ((PERIODIC SPRINKLING MAY BE REQUIRED)). PLACE SELECT FILL TO

FINISHED SLAB SUBGRADE.

5. SELECT FILL SHALL CONSIST OF HOMOGENEOUS SOILS (I.E., NOT SAND WITH CLAY LUMPS) CLASSIFYING AS SC OR CL, FREE OF ORGANIC MATTER AND ROCKS LARGER THAN 3 INCHES IN DIAMETER AND POSSESSING AN ATTERBERG PLASTICITY INDEX (PI) OF 5 TO 20, WITH A LIQUID LIMIT OF 45 OR LESS AND A PERCENT PASSING THE #200 SIEVE BETWEEN 30 AND 75. PERMEABILITY SHOULD NOT EXCEED 1 X 10-5

CM/SEC AT IN-PLACE DENSITY (TESTING TO CONFIRM IS RECOMMENDED).

6. CONDUCT IN-PLACE FIELD DENSITY TESTS AT A RATE OF ONE TEST PER 3,000 SQUARE FEET OF LIFT AREA FOR EVERY LIFT WITH A MINIMUM OF 2 TESTS PER LIFT. DENSITY TESTING IS ESSENTIAL TO ASSURE THAT

THE SOIL BENEATH THE STRUCTURE IS PROPERLY PLACED.

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301, "STANDARD SPECIFICATIONS

FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE". REFERENCE PROJECT SPECIFICATION SECTION 03 30 00 - CAST-IN-PLACE CONCRETE FOR

ADDITIONAL INFORMATION.

2. CONCRETE PROPERTIES:

3. ADDITION OF WATER TO THE BATCH FOR MATERIAL WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED, UNLESS THE SUPPLIER HAS SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE PLANT. IN SUCH CASE, THE MIX DESIGN AND TRUCK TICKET SHALL CLEARLY STATE THE MAXIMUM AMOUNT OF WATER THAT CAN BE ADDED TO THE BATCH ON SITE. IN NO CASE SHALL THE DESIGN WATER TO CEMENTITIOUS

MATERIAL RATIO BE EXCEEDED.

4. CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP OF 4 INCHES ± 1 INCH, TO BE FIELD VERIFIED, PRIOR TO ADDING ADMIXTURE, AND NOT EXCEEDING 8 INCHES AT PLACEMENT.

5. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE

VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, SLAB EDGES, REINFORCING, KEY, ETC.

6. ALL EXTERIOR CONCRETE SHALL BE AIR ENTRAINED TO 5.5 +/- PERCENT.

7. DO NOT USE ADMIXTURES CONTAINING CALCIUM CHLORIDE.

8. WHERE CONSTRUCTION JOINTS ARE INDICATED ON STRUCTURAL DRAWINGS OR DETAILS, THE INTERFACE SHALL BE ROUGHENED TO AN AMPLITUDE OF 1/4 INCH. CONSTRUCTION JOINTS NOT SHOWN SHALL BE LOCATED BY THE CONTRACTOR, AND APPROVED BY THE ARCHITECT AND ENGINEER OF

RECORD.

9. CHAMFER EXPOSED EDGES 3/4 INCH UNLESS OTHERWISE NOTED.

10. CONTRACTOR SHALL COORDINATE EMBEDDED ITEMS, INSERTS AND ANCHORAGE TO CAST-IN-PLACE CONCRETE. REFERENCE OTHER DISCIPLINE'S DRAWINGS FOR UNDERSLAB PIPING, FLOOR DRAINS, AND SLAB AND WALL PENETRATIONS. CONTRACTOR SHALL COORDINATE EMBEDS AND ANCHORAGES FOR

WORKS TO BE ATTACHED OR ANCHORED TO CAST-IN-PLACE STRUCTURES.

11. EMBED PLATES AND BARS UNLESS OTHERWISE NOTED SHALL BE:

A. STAINLESS STEEL, 304, CONDITION-A HOT-FINISHED PER ASTM A276, FOR EXTERIOR CONDITIONS.

B. ASTM A36 FOR INTERIOR CONDITIONS.

12. NO PIPES OR CONDUIT SHALL BE PLACED HORIZONTALLY WITHIN SLABS WITHOUT ENGINEER OF

RECORD APPROVAL.

13. FOR PIPES AND CONDUIT PASSING PERPENDICULARLY THROUGH SLABS, GRADE BEAMS AND WALLS, PROVIDE SLEEVED HOLES 1 INCH IN DIAMETER LARGER THAN THE OUTSIDE DIAMETER OF THE

PIPE/CONDUIT. SLEEVES SHALL EXTEND THE FULL THICKNESS OF THE SECTION. ALL PENETRATIONS

SHALL BE APPROVED BY ENGINEER OF RECORD.

14. NO ALUMINUM CONDUIT, PRODUCTS CONTAINING ALUMINUM, OR OTHER INJURIOUS MATERIAL SHALL BE EMBEDDED IN CONCRETE. DO NOT USE ALUMINUM EQUIPMENT FOR CONVEYING OR FINISHING

CONCRETE.

15. FORMWORK DESIGN, INSTALLATION AND REMOVAL IS BY THE CONTRACTOR AND SHALL BE SIGNED AND

SEALED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS CONSTRUCTED.

FORMWORK IS CONSIDERED A MEANS AND METHODS ITEM. FORMWORK FOR BEAM BOTTOMS AND

SHORING FOR FLOOR SYSTEMS SHALL NOT BE REMOVED UNTIL CONCRETE ATTAINS AT LEAST 80 PERCENT OF IT'S SPECIFIED 28-DAY COMPRESSIVE STRENGTH (f'c).

16. MEMBERS WITH A THICKNESS OF 3 FEET 6 INCHES AND GREATER ARE CONSIDERED MASS CONCRETE.

17. REFER TO DIVISION 03 OF THE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

CONCRETE NOTES

TYPE OF

CONSTRUCTION

EXPOSURE

CATEGORY

AND CLASS

MINIMUM

COMPRESSIVE

STRENGTH

(SEE NOTE A)

MAX w/cm

RATIO

SLUMP (SEE

NOTE B)

ALL CONCRETE 5000 PSI 0.45

4 INCHES +/- 1

INCH

F1

NOTES:

A. SLUMP AT POINT OF DELIVERY WITHOUT WATER REDUCERS OR FIBERS. FOR MASS CONCRETE, LISTED SLUMP SHALL BE 2" +/- 1/2"

B. PROVIDE AIR CONTENT IN ACCORDANCE WITH ACI 318

MAXIMUM

AGGREGATE

SIZE (IN)

3/4

AIR

CONTENT %

(SEE NOTE C)

1. DO NOT USE PNEUMATIC-PRESSURE OR DRY-PACKING METHODS FOR PLACING GROUT.

2. CLEAN METAL SURFACES TO BE FREE OF ALL PAINT, OIL, GREASE, LOOSE RUST, AND OTHER FOREIGN SURFACES THAT WILL BE IN CONTACT WITH THE GROUT. PROVIDE SURFACE PREP FOR ORIGINAL

CONCRETE SURFACE IN ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

3. GROUT SOLID BENEATH ALL BASE PLATES, BEARING PLATES, AND WHERE INDICATED.

4. IF GROUT CANNOT BE PLACED FROM ONE EDGE AND FLOWED TO THE OPPOSITE EDGE, AIR VENTS SHALL BE PROVIDED THROUGH THE PLATE TO PREVENT AIR ENTRAPMENT. ALL VENTING SHALL BE COORDINATED AND APPROVED BY STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION AND

ERECTION.

5. GROUT SHALL NOT PROJECT ABOVE BOTTOM OF BASE PLATE.

6. GROUT SHALL BE FORMED WITH A SIDE SLOPE OF 1:1 PROJECTING DOWN FROM THE EDGE OF THE

SUPPORTED ELEMENT TO THE CONCRETE SURFACE UNLESS NOTED.

7. GROUT PER THE FOLLOWING:

A. NON-SHRINK NON-STAINING CEMENTITIOUS GROUT SPECIFIED COMPRESSIVE STRENGTHS ARE FOR

28 DAY PER ASTM C1107.

B. EPOXY GROUT SPECIFIED COMPRESSIVE STRENGTHS ARE FOR 7-DAY PER ASTM C579.

C. AT STEEL BASE PLATES BEARING ON CONCRETE, THE MINIMUM COMPRESSIVE STRENGTH SHALL BE

AT LEAST 1.5x THE CONCRETE MINIMUM COMPRESSIVE STRENGTH BELOW THE GROUT, BUT IN NO

CASE LESS THAN 7000 PSI.

D. AT BEARING CONNECTIONS OF PRECAST ELEMENTS ON STRUCTURAL CONCRETE OR OTHER

PRECAST ELEMENTS, USE NON-SHRINK GROUT. THE STRENGTH REQUIREMENTS OF NON-SHRINK

GROUT SHALL BE AS REQUIRED BY THE PRECAST MANUFACTURER'S ENGINEER OF RECORD, BUT

NOT LESS THAN 1.5x THE SPECIFIED CONCRETE COMPRESSIVE STRENGTH OF THE HIGHER

STRENGTH ELEMENT.

FLOWABLE GROUT NOTES

1. INSTALL BOLTS IN ACCORDANCE WITH CURRENT ICC-ES REPORT FOR THE BOLT AND

RECOMMENDATIONS OF THE MANUFACTURER.

2. INSTALL BOLTS PERPENDICULAR TO THE FACE OF CONCRETE. DEVIATION FROM PERPENDICULAR

GREATER THAN 10 DEGREES WILL NOT BE ACCEPTABLE.

3. CREATE A TEMPLATE AT EACH EXPANSION BOLT CONNECTION LOCATION PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. MAKE TEMPLATE BY LOCATING EXISTING REBAR WITH A PACHOMETER.

REPOSITION BOLTS A MAXIMUM OF 1-1/2 INCHES TO AVOID CONFLICTS WITH EXISTING REINFORCING.

4. DRILL HOLES TO DEPTH AND DIAMETER RECOMMENDED BY MANUFACTURER. DO NOT ENLARGE OR

REDIRECT HOLES ALONG LENGTH OF BOLT.

5. DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR.

6. FILL ABANDONED HOLES WITH EPOXY GROUT.

7. AIM WEDGES AWAY FROM CONCRETE EDGES LESS THAN 9 INCHES FROM THE CENTER LINE OF THE

HOLE. TIGHTEN NUTS AGAINST SMOOTH WASHERS TO MINIMUM TORQUE RECOMMENDED BY

MANUFACTURER.

8. PROVIDE HOLES IN CONNECTION PLATES NO MORE THAN 1/16 INCH LARGER THAN THE BOLT DIAMETER.

9. POST-INSTALLED ANCHOR SYSTEMS SHALL COMPLY WITH ICC-ES ACCEPTANCE CRITERIA AND HAVE A

VALID ICC-ES REPORT IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE.

10. REFER TO CONCRETE ANCHORAGE SPECIFICATION FOR ADDITIONAL QUALIFIED ANCHORS.

11. EXPANSION BOLTS IN CONCRETE SHALL BE AS INDICATED ON THE CONSTRUCTION DOCUMENTS.

WHERE MANUFACTURER IS NOT SPECIFIED PROVIDE ONE OF THE FOLLOWING:

A. HILTI HSL-3 CARBON STEEL HEAVY DUTY EXPANSION ANCHOR (ICC-ES REPORT ESR-1545).

B. HILTI HDA CARBON AND STAINLESS STEEL UNDERCUT ANCHOR (ICC-ES REPORT ESR-1546).

C. HILTI BOLT TZ2 CARBON AND STAINLESS STEEL ANCHORS (ICC-ES REPORT ESR-4266).

D. DEWALT POWER-STUD + SD2 ANCHOR (ICC-ES REPORT ESR-2502).

E. DEWALT POWER-STUD + SD1 ANCHOR (ICC-ES REPORT ESR-2818).

F. SIMPSON STRONG-TIE STRONG-BOLT 2 ANCHOR (ICC-ES REPORT ESR-3037).

G. SIMPSON STRONG-TIE TCA SELF-UNDERCUTTING ANCHOR (ICC-ES REPORT ESR-2705).

12. SCREW ANCHORS IN CONCRETE SHALL BE AS INDICATED ON THE CONSTRUCTION DOCUMENTS. WHERE

MANUFACTURER IS NOT SPECIFIED PROVIDE ONE OF THE FOLLOWING:

A. HILTI KH-EZ SCREW ANCHOR (ICC-ES REPORT ESR-3027).

B. SIMPSON STRONG-TIE TITEN HD SCREW ANCHOR (ICC-ES REPORT ESR-2713).

C. DEWALT SCREW-BOLT+ ANCHOR (ICC-ES REPORT ESR-3889).

13. ADHESIVE ANCHORS AND REINFORCING DOWELS IN CONCRETE SHALL BE AS INDICATED ON THE

CONSTRUCTION DOCUMENTS. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A

MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR INSTALLATION. WHERE MANUFACTURER IS NOT

SPECIFIED, PROVIDE ONE OF THE FOLLOWING:

A. HILTI HIT-HY 200 ADHESIVE WITH HAS THREADED ANCHOR ROD, HIT-Z ANCHOR ROD, OR

REINFORCING DOWEL (ICC-ES REPORT ESR-3187).

B. HILTI HIT-RE 500 V3 ADHESIVE WITH HAS THREADED ANCHOR ROD OR REINFORCING DOWEL

(ICC-ES REPORT ESR-3814).

C. SIMPSON STRONG-TIE SET-XP EPOXY ADHESIVE WITH THREADED ANCHOR ROD OR

REINFORCING DOWEL (ICC-ES REPORT ESR-2508).

D. DEWALT AC200+ ADHESIVE WITH THREADED ANCHOR ROD OR REINFORCING DOWEL (ICC-ES

REPORT ESR-4027).

E. DEWALT PURE200+ ADHESIVE WITH THREADED ANCHOR ROD OR REINFORCING DOWEL (ICC-

ES REPORT ESR-5144).

14. ANCHORS INSTALLED IN THE UNDERSIDE OF CONCRETE OVER STEEL DECK SHALL BE INSTALLED IN THE

BOTTOM FLUTE ONLY.

15. ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HAS REACHED ITS DESIGN

STRENGTH.

16. ANCHORS SHALL NOT BE INSTALLED WITHIN 1/2 INCH OF A MASONRY MORTAR JOINT NOR LESS THAN

ANCHOR MANUFACTURER APPROVED DISTANCE, WHICHEVER IS MORE RESTRICTIVE.

17. FOR ANCHOR EMBEDMENT, SEE DRAWINGS OR TYPICAL-DETAIL. USE EMBEDMENT RECOMMENDED BY

MANUFACTURER WHERE NO EMBEDMENT IS SHOWN.

18. MANUFACTURER'S INSTALLATION TRAINING AND CERTIFICATION IS REQUIRED ON ALL POST-INSTALLED

ANCHORS FOR ANCHOR INSTALLER.

19. DO NOT CUT CONCRETE REINFORCEMENT/TENDONS DURING INSTALLATION OF POST-INSTALLED ANCHORS. USE NON-DESTRUCTIVE TESTING TO LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO INSTALLATION OF ANCHORS. WHEN DRAWINGS IDENTIFY ALTERNATE HOLE

LOCATIONS, USE THE NEAREST ALTERNATE HOLE LOCATION WHEN CONDITIONS PREVENT

INSTALLATION OF ANCHOR IN DESIGNATED HOLE. IF REINFORCEMENT PREVENTS INSTALLATION OF ANCHOR IN DESIGNATED HOLE, INSTALL ANCHOR IN NEAREST ALTERNATE HOLE. WHEN CONDITIONS PREVENT ANCHOR INSTALLATION IN THE DESIGNATED AND ALTERNATE HOLE, CONTACT ENGINEER OF

RECORD FOR REVISED CONNECTION DETAIL.

POST-INSTALLED ANCHOR NOTES

SHEET OF

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S-002

GENERAL

NOTES

NOTE:

BRAND OR MANUFACTURER'S REFERENCES ARE DESCRIPTIVE ONLY, AND INDICATE TYPE

AND QUALITY TO BE PROVIDED. ALL REFERENCES TO BRAND OR MANUFACTURER NAMES

SHALL BE INTERPRETED TO INCLUDE THE LANGUAGE “OR A/E APPROVED EQUAL”. ANY

BRAND OR MANUFACTURER MEETING SPECIFICATIONS WILL BE CONSIDERED,

1. ALL STRUCTURAL STEEL SHALL BE FABRICATED BY A FABRICATOR WITH ANY ONE OF THE FOLLOWING

MINIMUM QUALIFICATIONS. QUALIFICATIONS SHALL BE IN EFFECT AT TIME OF PROPOSAL.

A. INTERNATIONAL ACCREDITATION SERVICE, INC (IAS) APPROVED FABRICATOR.

B. AISC CERTIFIED FABRICATOR (STD).

NOTE: FABRICATOR SHALL SUBMIT DOCUMENTATION OF THEIR CERTIFICATION WITH THE FIRST

SHOP DRAWING SUBMITTAL.

2. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" WITH AMENDMENTS AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" WITH AMENDMENTS. THE SHOP DRAWINGS REVIEW TIME OF SECTION 4.4 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES IS REVISED TO MATCH THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS. THE WORD 'APPROVED' IN

SECTION 4.4 IS REDEFINED AS 'REVIEWED'.

3. STEEL PROPERTIES

4. ALL STRUCTURAL STEEL OTHER THAN A36 SHALL BE CLEARLY IDENTIFIED ACCORDING TO GRADE.

5. IF IT IS NECESSARY TO SPLICE ANY MEMBER, SPLICE LOCATIONS ARE SUBJECT TO REVIEW BY

STRUCTURAL ENGINEER OF RECORD. SPLICES SHALL BE COMPLETE PENETRATION WELDED AND

TESTED. SEE SPECIAL INSPECTION PROVISIONS. INDICATE ALL SPLICE LOCATIONS, AND WELDING

PROCEDURES ON SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.

6. FIELD VERIFY LOCATION OF EXISTING FRAMING PRIOR TO FABRICATION OF NEW FRAMING.

7. ALL EXTERIOR STRUCTURAL STEEL SHALL BE GALVANIZED. WHERE NEW WELDED CONNECTIONS ARE MADE TO EXISTING GALVANIZED STEEL, REMOVE EXISTING HOT-DIPPED GALVANIZED FINISH PRIOR TO WELDING, AND REPAIR AFTER WELDING WITH GALVANIZED REPAIR COMPOUND PER SPECIFICATIONS.

PROVIDE TOUCH UP TO EXISTING GALVANIZED FINISH WHERE NEW HOLES ARE DRILLED INTO EXISTING GALVANIZED FRAMING. SEAL WELD CAP PLATES AND PENETRATIONS AT GALVANIZED EXTERIOR STEEL TUBES TO RESIST WATER INFILTRATION AND PROVIDE WEEP HOLES AT LOW POINTS OF TUBES. PLUG

ALL GALVANIZED HOLES FLUSH WITH TAPERED ALUMINUM PLUGS.

8. FLANGES OF HOT ROLLED SHAPES AND PLATES THICKER THAN 1-1/2 INCHES SHALL COMPLY WITH AISC 360, SECTIONS A3.1C, A3.1D, J1.6, J2.6 AND M2.2 (AS LISTED FOR MATERIALS THICKER THAN 2 INCHES) FOR MATERIAL CUTTING AND WELDING. FOR SHAPES REQUIRING SPLICES USING COMPLETE JOINT

PENETRATION WELDS, THE STEEL SHALL BE SUPPLIED WITH CHARPY V-NOTCH TESTING IN

ACCORDANCE WITH ASTM A6, SUPPLEMENTARY REQUIREMENT S5 OR S30 (AS APPLICABLE). THE IMPACT

TEST SHALL MEET A MINIMUM AVERAGE VALUE OF 20 FT-LB ABSORBED ENERGY AT +70º F.

9. ALL BEAMS SHALL BE ERECTED WITH THE NATURAL CAMBER UPWARDS.

10. ALL BOLTS SHALL BE INSTALLED WITH STEEL WASHERS.

11. FILL ALL ERECTION BOLT HOLES WITH BOLTS, WASHERS AND NUTS, WITH BOLT PROJECTION NO MORE

THAN 1 INCH PAST NUT. FASTENER FINISH TO MATCH STEEL FINISH.

12. ALL REFERENCE TO HEADED STUDS SHALL INDICATE AUTOMATIC WELDED HIGH STRENGTH HEADED

STUDS (NELSON OR EQUIVALENT). STUDS SHALL CONFORM TO ALL REQUIREMENTS OF THE

"RECOMMENDED PRACTICES FOR STUDS WELDING" AND THE "STRUCTURAL WELDING CODE - STEEL" PUBLISHED BY THE AMERICAN WELDING SOCIETY. CONFORMANCE SHALL INCLUDE, BUT NOT BE LIMITED

TO, ALL QUALITY CONTROL TESTING PROVISIONS OF THE AFOREMENTIONED PUBLICATIONS.

13. HEADED SHEAR CONNECTOR STUDS ON COMPOSITE STEEL BEAMS SHALL BE UNIFORMLY SPACED. FOR LENGTH AND SPACING REQUIREMENTS, SEE TYPICAL-DETAIL. USE NOT MORE THAN ONE STUD PER RIB

WHERE THE NUMBER OF STUDS REQUIRED IS LESS THAN OR EQUAL TO THE NUMBER OF RIBS

AVAILABLE. WHERE THE NUMBER OF STUDS EXCEEDS THE NUMBER OF RIBS AVAILABLE, PLACE A MINIMUM OF ONE STUD PER RIB FULL LENGTH OF BEAM. PLACE ADDED STUDS (NO MORE THAN TWO PER RIB TOTAL) IN EACH RIB BEGINNING AT THE SUPPORTS AT EACH END AND MOVING TOWARDS MIDSPAN UNTIL REQUIRED NUMBER OF STUDS ARE SUPPLIED. MAXIMUM LONGITUDINAL STUD SPACING IS 32 INCHES CENTER TO CENTER. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO

INSTALLATION. IF HEADED STUD LENGTH IS SHOWN ON DRAWINGS, THAT LENGTH SHALL BE

INTERPRETED AS THE FINISHED LENGTH AFTER INSTALLATION.

14. DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON DEFORMED BAR ANCHORS (OR APPROVED EQUAL), AND SHALL BE MADE FROM LOW CARBON STEEL CONFORMING TO ASTM A496. ANCHORS SHALL BE AUTOMATICALLY END-WELDED WITH SUITABLE WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD.

WELDING SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE NELSON STUD WELDING

COMPANY.

15. ALL WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE IN TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE

ISSUED BY AN INDEPENDENT TESTING AGENCY.

STRUCTURAL STEEL NOTES

STRUCTURAL

PLATES/BARS UP TO 4"

THICKNESS

ASTM A572 (Fy = 50 KSI)

STRUCTURAL

PLATES/BARS GREATER

THAN 4" THICKNESS

ASTM A36 (Fy = 32 KSI)

W - AND WT - SHAPES ASTM A992 (Fy = 50 KSI)

M - AND S - SHAPES ASTM A992 (Fy = 50 KSI)

C - AND MC - SHAPES ASTM A992 (Fy = 50 KSI)

ANGLES ASTM A572 (Fy = 50 KSI)

PIPE ASTM A53 GRADE B (Fy = 35 KSI)

RECTANGULAR HSS ASTM A500 GRADE C (Fy = 50 KSI)

ROUND HSS ASTM A500 GRADE C (Fy = 50 KSI)

HIGH-STRENGTH BOLTS

ASTM F3125 GRADE F1852, TYPE 1 (TWIST-OFF TENSION CONTROL BOLTS)

WITH THREADS INCLUDED IN SHEAR PLANE, INSTALLED AND PRETENSIONED

PER SECTION 8.2 AND INSPECTED PER SECTION 9 OF THE RCSC

SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS,

DATED JUNE 11, 2020. GRADE A325 BOLTS INSTALLED TO EQUIVALENT

TORSION AND INSPECTION REQUIREMENTS IS ACCEPTABLE AT

CONTRACTOR'S OPTION AS INDICATED ON THE PLANS AND DETAILS.

CONNECTION TYPE IS PRETENSIONED UNLESS OTHERWISE NOTED. BOLTS

NOTED AS TYPE SC (SLIP-CRITICAL) IN DETAILS SHALL BE INSTALLED AS SLIP

CRITICAL WITH FLAYING SURFACES PREPARED AS CLASS B SURFACE PER

AISC 360.

WHERE NOTED ON PLANS, PROVIDE ASTM F3125 GRADE 2280 TYPE 1

(TWIST-OFF TENSION CONTROL BOLTS) WITH THREADS INCLUDED IN SHEAR

PLANE, INSTALLED AND PRETENSIONED PER SECTION 8.2 AND INSPECTED

PER SECTION 9 OF THE RCSC SPECIFICATION FOR STRUCTURAL JOINTS

USING HIGH-STRENGTH BOLTS, DATED JUNE 11, 2020. GRADE A490 BOLTS

INSTALLED TO EQUIVALENT TORSION AND INSPECTION REQUIREMENTS ARE

ACCEPTABLE AT CONTRACTOR'S OPTION AS INDICATED ON THE PLANS AND

DETAILS. CONNECTION TYPE IS PRETENSIONED UNLESS OTHERWISE NOTED.

BOLTS NOTED AS TYPE SC (SLIP-CRITICAL) IN DETAILS SHALL BE INSTALLED

AS SLIP-CRITICAL WITH FAYING SURFACES PREPARED AS CLASS B SURFACE

PER AISC 360.

WHERE NOTED ON PLANS, PROVIDE BLIND EXPANSION BOLTS WITH AN

ICC-ES REPORT APPROVED FOR USE IN SEISMIC DESIGN. BOLTS TO BE

INSTALLED PER MANUFACTURER AND ICC-ES REPORT REQUIREMENTS.

NUTS ASTM A563

WASHERS FOR HIGH-

STRENGTH BOLTS

ASTM A436

THREADED RODS ASTM A36

ANCHOR RODS ASTM F1554, GRADE 55 (WELDABLE) - UNLESS OTHERWISE NOTED

WASHERS FOR ANCHOR

RODS

ASTM A572 GRADE 50 (Fy = 50 KSI)

16. ALL WELDING SHALL BE PERFORMED PER THE AISC AND AWS STANDARDS. IN SITUATIONS WHERE BOTH STANDARDS ADDRESS THE SAME ITEM, THE PROVISIONS OF AISC SHALL SUPERSEDE THOSE OF THE AWS. ALL WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS. CONTRACTOR MAY SHOP WELD OR FIELD WELD AT CONTRACTOR'S DISCRETION. SHOP WELDS OR FIELD WELDS SHALL BE SHOWN ON SHOP

DRAWINGS.

17. SLAG SHALL BE REMOVED FROM ALL COMPLETED WELDS, AND THE WELD AND ADJACENT BASE METAL SHALL BE CLEANED BY BRUSHING OR OTHER SUITABLE MEANS. WELDED JOINTS SHALL NOT BE PAINTED UNTIL AFTER WELDING HAS BEEN COMPLETED AND THE WELD ACCEPTED. ALL COMPLETE PENETRATION

WELDS SHALL BE TESTED. SEE SPECIAL INSPECTION PROVISIONS.

18. WELDS USED IN MEMBERS AND CONNECTIONS DESIGNATED IN THE DRAWINGS AS PART OF SEISMIC FORCE RESISTING SYSTEM (SFRS) SHALL BE MADE WITH FILLER METALS MEETING THE REQUIREMENTS IN AWS D1.8, CLAUSES 6.1, 6.2 AND 6.3 (AISC 341-16 SECTION A3.4A AND A3.4B). WELDS USED IN MEMBERS AND CONNECTIONS DESIGNATED IN THE DRAWINGS AS DEMAND CRITICAL (DC) SHALL BE MADE WITH FILLER METALS AND MEETING THE REQUIREMENTS IN AWS D1.8 SECTION 6.3, INCLUDING SUB-CLAUSES

6.3.5, 6.3.6, 6.3.7 AND 6.3.8.

19. SUBMIT A WELDING PROCEDURE SPECIFICATION IN ACCORDANCE WITH THE LATEST EDITION OF AWS D1.1. WHERE WELDS ARE FOR MEMBERS DESIGNATED AS PART OF THE SFRS OR LABELED DEMAND

CRITICAL, WELDING PROCEDURES SHALL CONFORM TO AWS D1.8 AND MANUFACTURER'S

RECOMMENDATIONS (WHERE APPLICABLE). APPROVED PROCEDURES TO BE SUBMITTED TO SPECIAL

INSPECTOR FOR REVIEW AND APPROVAL, THEN TO THE ENGINEER FOR REVIEW.

20. LOWEST ANTICIPATED SERVICE TEMPERATURE (LAST) SHALL BE 50 DEGREES FAHRENHEIT FOR INDOOR

CONDITIONED STRUCTURES AND 0 DEGREES FAHRENHEIT FOR OUTDOOR/UNCONDITIONED

STRUCTURES.

21. NO CONNECTIONS OR ATTACHMENTS ARE PERMITTED WITHIN PROTECTED ZONES.

22. DESIGN AND PROVISION OF ERECTION AIDS SUCH AS BOLTS, CLIPS, SHIMS, SEATS OR ANY OTHERS REQUIRED TO FACILITATE THE CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR AND

SHALL NOT EFFECT THE FINAL STRUCTURE. ERECTION AIDS SHALL BE REMOVED AND DAMAGED

SURFACES REPAIRED WITH PROTECTIVE COATINGS TOUCHED UP IN THE FIELD AFTER STEEL ERECTION.

DESIGN OF ERECTION AIDS SHALL BE IN CONFORMANCE WITH ALL LOCAL, STATE AND FEDERAL

REGULATIONS GOVERNING FABRICATION AND ERECTION.

23. REFER TO SPECIFICATION SECTION 05 12 00 OF THE PROJECT MANUAL FOR ADDITIONAL INFORMATION.

STRUCTURAL STEEL NOTES

1. PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND ACCESSORIES IN

ACCORDANCE WITH ACI 301, ACI 315 AND ACI 318.

2. TYPICAL REINFORCING BAR STRENGTHS:

3. CONCRETE COVER FOR CAST-IN-PLACE NON-PRESTRESSED CONCRETE MEMBERS UNLESS NOTED

ON DRAWINGS:

NOTE: REFERENCE LATEST EDITION OF ACI 301 FOR ADDITIONAL CONCRETE COVER REQUIREMENTS

FOR PRESTRESSED AND PRECAST CONCRETE MEMBERS.

4. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. POSITION TIE WIRE ENDS AWAY

FROM EXPOSED CONCRETE SURFACES. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON

CENTERS.

5. ALL REINFORCING TO BE WELDED SHALL BE WELDED IN ACCORDANCE WITH AWS D1.4.

NO TACK WELDING OF REINFORCING BARS IS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE

BY STRUCTURAL ENGINEER OF RECORD.

6. REINFORCING LAP SPLICES IN CONCRETE SHALL BE PER LAP SPLICE SCHEDULE TYPICAL-DETAIL

UNLESS NOTED OTHERWISE. ALL SPLICE LOCATIONS ARE SUBJECT TO APPROVAL.

7. LAP IN WELDED WIRE REINFORCING SHALL BE MADE SO THAT THE…