B.08.02.07 08_CW_001-118.pdf

LOCATION

FOUNDATIONS

REINFORCEMENT

MINIMUM COMPRESSIVE STRENGTH

AT 28-DAYS, f'c (MPa)

C30/37

MIN. YIELD STRENGTH

Fy (MPa)

SPECIFICATION

CODE AND STANDARDS:

1. UFC-1-200-01 GENERAL BUILDING REQUIREMENTS, 1 OCTOBER 2019

2. UFC 3-301-01 STRUCTURAL ENGINEERING, 1 OCTOBER 2019

3. UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 12 DECEMBER 2018

4. INTERNATIONAL BUILDING CODE; 2018 EDITION

5. ACI 318-14/ACI 318R-14 BUILDING CODES REQUIREMENTS FOR STRUCTURAL CONCRETE

6. ACI SP-66 ACI DETAILING MANUAL, 29 JUNE 2015

7. AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

8. AISC 341-16 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS

9. ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES

EUROCODE:

(INCLUSIVE OF ALL ANNEXES AND OTHER DOCUMENTS REFERENCED TO) AND ITS (LOCAL)

NATIONAL APPLICATION DOCUMENTS.

EC1: BASIS OF DESIGN AND ACTIONS ON STRUCTURES.

EC2: CONCRETE GENERAL RULES AND RULES FOR BUILDINGS.

EC3: STEEL: GENERAL RULES AND RULES FOR BUILDINGS

EC7: GEOTECHNICAL DESIGN: GENERAL RULES (NEN 9997-1)

GENERAL:

1. CONTRACTOR SHALL BE RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED TO PERFORM HIS/HER WORK.

2. THE CONTRACT DOCUMENTS REPRESENT THE COMPLETED STRUCTURE AND DO NOT INCLUDE THE

MEANS OR METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE MEASURES

NECESSARY TO PROTECT THE STRUCTURE AND ENSURE IT IS SAFE AND STABLE. MEASURES

INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS FROM CONSTRUCTION

EQUIPMENT, TEMPORARY STRUCTURES AND PARTIALLY COMPLETED WORK.

3. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT CONSTRUCTION

(VERTICALLY AND LATERALLY) UNTIL STRUCTURAL COMPONENTS HAVE BEEN CONNECTED AS

SHOWN ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL SUBMIT SHORING DRAWINGS

AND CALCULATIONS STAMPED AND SIGNED BY LICENSED STUCTURAL ENGINEER. DRAWINGS SHALL

SHOW THE SIZE, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION, AND

ACCESSORIES OF SHORING MEMBERS.

4. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE

CONDITIONS INCLUDING THE SAFETY OF PERSONS AND PROPERTY AT ALL TIMES, NOT LIMITED TO

NORMAL WORKING HOURS, DURING CONSTRUCTION.

5. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION.

THE CONTRACTOR SHALL VERIFY THE EXTENT AND LOCATION OF THE SITE UTILITIES. LOCATIONS

OF EXISTING STRUCTURES, FOUNDATIONS AND UTILITIES KNOWN TO THE STRUCTURAL ENGINEER

ARE INDICATED ON THE DRAWINGS. REPORT ANY DISCREPANCIES OR ENCOUNTERED

OBSTRUCTIONS TO THE CONTRACTING OFFICER.

6. CONTRACTOR-INITIATED CHANGES REQUIRE APPROVAL BY THE CONTRACTING OFFICER AND SHALL

BE SUBMITTED IN WRITING TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO FABRICATION

OR CONSTRUCTION.

7. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND

CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED TO, COORDINATING WITH THE CONTRACT

DOCUMENTS OF THE SIZE AND LOCATION OF THE OPENINGS THROUGH CONCRETE, VERIFYING SIZE

AND LOCATION OF THE MECHANICAL AND ELECTRICAL OPENINGS WITH THE RESPECTIVE

SUBCONTRACTOR, AS WELL AS COORDINATING INSERTS AND ATTACHMENTS FOR THE USE OF

OTHER TRADES.

8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND

NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY

NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED

IN THE DETAILS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO CHOOSE THE APPROPRIATE

TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT PROPOSED

ALTERNATIVE DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE CONTRACTING

OFFICER FOR APPROVAL PRIOR TO DETAILING OR USE.

9. CONFLICTS OR OMISSIONS WITHIN THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE

ATTENTION OF THE CONTRACTING OFFICER PRIOR TO PROCEEDING WITH THE WORK INVOLVED.

10. CONTRACTOR SHALL BID MORE EXPENSIVE OPTION IF ANY CONFLICTING INFORMATION IS SHOWN

ON DRAWINGS OR SUBMIT RFI FOR CLARIFICATION PRIOR TO BIDDING.

11. PENETRATIONS FOR PIPES, DUCTS, CHASES, ETC., ARE NOT PERMITTED IN STRUCTURAL BEAMS, BRACES, FOUNDATIONS, COLUMNS OR OTHER STRUCTURAL ELEMENTS, UNLESS NOTED

OTHERWISE IN THESE DRAWINGS. THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FROM THE

STRUCTURAL ENGINEER OF RECORD BEFORE CUTTING, PENETRATING, OR OTHERWISE MODIFYING

STRUCTURAL MEMBERS IN ORDER TO ACCOMMODATE PIPES, DUCTS, CHASES, ETC.

DEMOLITION AND SHORING

1. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION.

THE CONTRACTOR SHALL VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF

EXISTING FOUNDATIONS AND UTILITIES KNOWN TO THE ENGINEER ARE INDICATED ON THE

DRAWINGS. REPORT ANY DISCREPANCIES OR ENCOUNTERED OBSTRUCTIONS TO THE

CONTRACTING OFFICER REPRESENTATIVE IMMEDIATELY.

2. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT EXISTING CONSTRUCTION

(VERTICALLY AND LATERALLY) AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK

SEQUENCES COORDINATED WITH THE OTHER DISCIPLINES. PRIOR TO CONSTRUCTION, THE

CONTRACTOR SHALL PREPARE A PLAN TO MONITOR DAILY THE SHORING SYSTEMS FOR MOVEMENT

AND SUBMIT IT FOR REVIEW BY THE CONTRACTING OFFICER REPRESENTATIVE.

3. EXISTING STRUCTURAL MEMBERS SHALL REMAIN UNLESS NOTED OTHERWISE ON THE PLANS.

SAWCUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO REMAIN.

DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING

STRUCTURE.

4. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY

SAWCUTTING OR CORING WHEREVER POSSIBLE AND AS SHOWN. WHEN SAWCUTTING, CORNERS

SHALL INITIALLY BE CORED TO PREVENT OVERCUTTING. SMALL ROUND OPENINGS SHALL BE

ACCOMPLISHED BY DRILLING, IF POSSIBLE.

5. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT NEW CONSTRUCTION

(VERTICALLY AND LATERALLY) UNTIL STRUCTURAL COMPONENTS HAVE BEEN CONNECTED AS

SHOWN ON THE STRUCTURAL DRAWINGS.

6. THE CONTRACTOR SHALL SUBMIT SHORING A SHORING PLAN WITH PRINCIPLES AND

CALCULATIONS. DRAWINGS SHALL SHOW SIZE, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION, AND ACCESSORIES OF SHORING MEMBERS.

DESIGN LOADS:

THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH EC1 AS REFERENCED IN THE "CODES AND

STANDARDS" SECTION OF THIS SHEET.

DEAD LOADS

WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENTLY INSTALLED EQUIPMENT.

FIRE WATER TANK 15 450 kN

PUMP HOUSE 1 422 kN

SUPERIMPOSED DEAD LOAD 0.95 kPa

LIVE LOADS

PUMP HOUSE 9.6 kPa

ROOF 1.0 kPa

WET WELL TRAFFIC LOAD 12 kPa

RISK CATEGORY IV - WATER TANK FACILITY

SNOW LOAD

FLAT-ROOF SNOW LOAD, Pf 0.56 kN/m

EXPOSURE FACTOR, Ce 0.9

THERMAL FACTOR, Ct 1.0

WIND LOADS

BASIC WIND SPEED (3-SECOND GUST), Vult 154 km/h

WIND EXPOSURE C (III)

FORCE COEFFICIENT (C

f

) 1.8

SEISMIC LOADS

SEISMIC IMPORTANCE FACTOR, Ie 1.5

SITE LATITUDE AND LONGITUDE 50.583613° N, 3.819029° W

SITE CLASS CATEGORY D STIFF SOIL PROFILE

DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS

SHORT PERIOD, Ss 0.57

1-SECOND PERIOD, S1 0.27

SEISMIC DESIGN CATEGORY, PGA 0.22

BASIC SEISMIC-FORCE-RESISTING SYSTEM

DESIGN BASE SHEAR LESS THAN WIND LOAD

ANALYSIS PROCEDURE USED EQUIVALENT LATERAL LOAD METHOD

FOUNDATIONS:

1. SOIL CHARACTERISTICS ARE INTERPRETED FROM BORINGS IN THE SOILS REPORT BY GROUP VAN

VOOREN , DATED JANUARY 27, 2021 REPORT No. ORDVV2100073/1 AND ORDVV2100073/2.

2. FOUNDATION WORK SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE PROJECT

PLANS AND SPECIFICATIONS INCLUDING CODES CITED.

3. SPECIAL INSPECTION SHALL BE PERFORMED DURING SITE EXCAVATION.

4. COMPACTION DEGREES, SPECIFIED IN THESE DOCUMENTS BY PERCENT RELATIVE DENSITY, SHALL

BE PER ASTM D1557 UNLESS NOTED OTHERWISE, STRUCTURAL FILL AND COMPETENT NATIVE SOIL

SHALL BE COMPACTED TO 95% RELATIVE DENSITY.

5. EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER. MAINTAIN

SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATION ARE PLACED. MAINTAIN POSITIVE

DRAINAGE AWAY FROM THE SITE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF AWAY

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

KEEP OPEN EXCAVATIONS AROUND THE STRUCTURE DRY. PUMP WATER OUT OF EXCAVATIONS IF

FLOODING OCCURS PRIOR TO BACKFILL AND COMPACTION.

6. DO NOT BACKFILL AGAINST STRUCTURAL CONCRETE ELEMENTS UNTIL CONCRETE HAS REACHED A

MINIMUM OF 75% OF THE SPECIFIED 28-DAY MINIMUM COMPRESSION STRENGTH.

7. PIPES AND CONDUITS RUNNING THROUGH SLABS ON GRADE AND SUBGRADE WALLS SHALL BE

PROTECTED WITH 13 mm EXPANSION MATERIAL.

8. FORM SIDES OF FOOTINGS, TIE BEAMS, PILE CAPS, ETC., TO BE STRAIGHT, PLUMB AND IN

ACCORDANCE WITH THE SPECIFIED DIMENSIONS. EARTH FORMS ARE PROHIBITED.

DRILLED PIER FOUNDATIONS

1. FOUNDATION WORK SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE

GEOTECHNICAL REPORT, AND THE CONTRACTOR SHALL BE FAMILIAR WITH THE REPORT.

2. DRILLED PIER DESIGNS SHALL BE DETERMINED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER.

3. SPECIAL INSPECTION SHALL BE PERFORMED DURING SITE EXCAVATION TO CONFIRM THAT

EXISTING CONDITIONS COMPLY WITH CONDITIONS IN THE GEOTECHNICAL REPORT. PROVIDE

CONTINUOUS INSPECTION OF EACH DRILLED PIER EXCAVATION TO ENSURE THAT THE SOIL

MATERIAL ENCOUNTERED MEETS THE INTENTION OF THE GEOTECHNICAL RECOMMENDATIONS IN

DEVELOPING THE ASSUMED PIER LOADS.

4. LOCATION OF DRILLED PIERS SHALL BE DETERMINED AND DOCUMENTED BY A LICENSED LAND

SURVEYOR.

5. EXCAVATION TO A SUFFICIENT DEPTH TO ALLOW FORMING OF REINFORCED CONCRETE PAD WILL

BE REQUIRED. EARTH FORMING OF REINFORCED CONCRETE PAD WILL NOT BE PERMITTED.

6. CONTRACTOR SHALL PROVIDE TEMPORARY STEEL SHAFT CASING, AS NEEDED IF SUBSURFACE

CONDITIONS PREVENT UNIFORM SHAFT DIMENSIONS. DRILLED PIERS SHALL BE CYLINDRICAL, AND

NOT BULGED NEAR THE TOPS. CASINGS SHALL BE REMOVED AT TIME OF CONCRETE PLACEMENT.

7. REINFORCEMENT INSTALLATION AND CONCRETING OF PIERS SHALL BE PERFORMED AS SOON AS

THE PIERS HAVE BEEN EXCAVATED AND INSPECTED. CONCRETE SHALL BE PLACED ON THE SAME

DAY AS DRILLING TO MINIMIZE THE PRESENCE OF WATER AND SOIL CAVING.

8. PIER DESIGN:

A. PIER ALLOWABLE AXIAL LOAD AND LENGTH:

CAPACITY 1500 kN COMPRESSION

750 kN TENSION

DIAMETER 800 mm

LENGTH 10 m

B. MINIMUM FACTOR OF SAFETY FOR SKIN FRICTION RESISTANCE: 3.0

C. MINIMUM FACTOR OF SAFETY FOR END BEARING RESISTANCE: 3.0

D. MINIMUM FACTOR OF SAFETY FOR UPLIFT: 3.0

E. MINIMUM PIER EMBEDMENT DEPTH BELOW EXISTING GRADE: 10m

STRUCTURAL CONCRETE:

1. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF NEN-EN 1992 EC2 / NEN-EN 13670 /

NEN-EN 206 / NEN 8005, SPECIFICATION FOR STRUCTURAL CONCRETE.

2. DESIGN MIXES FOR THE FOLLOWING CLASSES OF CONCRETE SHALL BE PROPORTIONED TO

PROVIDE THE SPECIFIED STRENGTH:

3. STEEL REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND SPECIFIED

STRENGTH:

4. TYPICAL DETAILS FOR REINFORCEMENT SUCH AS HOOKS, BEND DIAMETERS, ETC. SHALL BE PER

SHEET CW002 .

5. REINFORCEMENT MARKED "CONT" (CONTINUOUS) SHALL BE SPLICED BY LAPPING OR MECHANICAL

CONNECTORS.

LAP LENGTH NOTES:

A. SEE DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULE ON CW002 FOR REINFORCED CONCRETE.

B. LAP SPLICES OF WELDED WIRE REINFORCEMENT SHALL HAVE A LENGTH OF LAP EQUAL TO THE

GREATER OF 1.5x WIRE DEVELOPMENT LENGTH OR ONE CROSSWIRE SPACING PLUS 50 MM.

C. MECHANICAL CONNECTORS SHALL HAVE A MINIMUM CAPACITY OF 1.25x THE YIELD STRENGTH OF

THE BAR.

D. IN MEMBERS DESIGNATED AS PART OF THE SEISMIC-FORCE-RESISTING-SYSTEM, MECHANICAL

CONNECTORS SHALL HAVE A MINIMUM CAPACITY EQUAL TO THE TENSILE STRENGTH OF THE BAR.

6. MECHANICAL REBAR ANCHORS (TERMINATORS) SHALL BE THREADED DEVICES WITH A CAPACITY

GREATER THAN THE YIELD STRENGTH OF THE BAR.

7. REFER TO THE ARCHITECTURAL, ELECTRICAL, MECHANICAL AND STRUCTURAL DRAWINGS FOR

SURFACE FEATURES AND INSERTS, TO BE CAST IN CONCRETE AND FOR LOCATIONS OF

PENETRATIONS FOR PIPES, DUCTS, CONDUITS, ETC.

8. CONCRETE COVER FOR REINFORCEMENT STEEL SHALL BE AS FOLLOWS PER NEN-EN 1992-1-1, TABLE 4.4N, UNLESS NOTED OTHERWISE.

9. REINFORCING BARS SHALL BE SECURELY TIED AND IN POSITION PRIOR TO THE PLACEMENT OF

CONCRETE. REINFORCEMENT, INCLUDING DOWELS SHALL NOT BE "WET-SET".

10. FIELD BENDING OF REBAR THAT HAS BEEN PARTIALLY EMBEDDED IN A PREVIOUSLY CAST MEMBER

IS PROHIBITED.

11. A SINGLE FIELD BEND PER LOCATIONS UP TO A MAXIMUM OF 90° ARE PERMITTED FOR

REINFORCEMENT THAT HAS NOT PREVIOUSLY PARTIALLY EMBEDDED IN CONCRETE. FIELD BENDS

SHALL BE COLD BENDS. BARS LARGER THAN D19 SHALL NOT BE FIELD BENT. HEATING THE REBAR

WITH A TORCH, ETC., IS PROHIBITED.

12. PROVIDE VERTICAL DOWELS FROM THE FOUNDATION OF THE SAME SIZE AND SPACING TO MATCH

THE WALL OR COLUMN REINFORCEMENT UNLESS NOTED OTHERWISE. AT A MINIMUM, DOWELS

SHALL BE SIZED TO PROVIDE FULL TENSION DEVELOPMENT LENGTH ON BOTH SIDES OF THE

COLD-JOINT.

13. PROVIDE CORNER BARS TO MATCH THE SIZE AND SPACING OF THE HORIZONTAL REINFORCEMENT

AT CORNERS AND INTERSECTIONS. EACH LEG OF THE CORNER BAR SHALL BE THE TENSION

DEVELOPMENT LENGTH, MINIMUM, PAST THE FACE OF THE PERPENDICULAR WALL.

14. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB-ON-GRADE AS INDICATED IN THE

STUCTURAL DRAWINGS. IF JOINT PATTERN IS NOT INDICATED, PROVIDE JOINTS AT 4 METERS (±1000

MM) IN BOTH DIRECTIONS. JOINTS SHALL BE LOCATED TO CONFORM TO BAY SPACING WHEREVER

POSSIBLE (AT COLUMN CENTERLINES, HALF-BAYS, ETC.)

15. CONSTRUCTION JOINTS FOR JOISTS, BEAMS, GIRDERS AND ELEVATED SLABS SHALL BE AVOIDED

WHERE POSSIBLE, BUT WHERE NECESSARY SHALL BE LOCATED IN IN THE MIDDLE 1/3 OF THE SPAN.

PLACE JOINTS SO THAT THEY DO NOT COMPROMISE THE STRENGTH OR PERFORMANCE OF THE

STRUCTURE. OFFSET JOINTS AT GIRDERS AT LEAST TWICE THE BEAM WIDTH FROM THE

BEAM/GIRDER INTERSECTION.

16. THE SURFACE OF CONSTRUCTION JOINTS SHALL BE ROUGHED TO A FULL AMPLITUDE OF 6 MM. THE

SURFACE OF THE CONSTRUCTION JOINTS SHALL BE CLEAN AND FREE OF LAITANCE. IMMEDIATELY

BEFORE NEW CONCRETE IS PLACED, CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING

WATER SHALL BE REMOVED.

17. PROVIDE A COMPRESSIBLE FILLER AND SEALANT IN SLABS-ON-GRADE AND WALL AND COLUMN

INTERFACES THAT ARE NOT REQUIRED TO BE DOWELED TOGETHER PER THESE PLANS.

18. PIPES, CONDUITS, ETC., SHALL NOT BE EMBEDDED IN WALLS, COLUMNS OR BEAMS WITHOUT PRIOR

WRITTEN APPROVAL OF THE CONTRACTING OFFICER AND STRUCTURAL ENGINEER OF RECORD.

19. PROVIDE MINIMUM 100 mm HIGH CONCRETE HOUSEKEEPING PADS UNDER EQUIPMENT. PADS SHALL

EXTEND BEYOND EQUIPMENT EXTENTS BY 150 mm (NOMINAL) ON ALL SIDES. APPLY BONDING

AGENT TO EXISTING CONCRETE SLAB PRIOR TO PLACING HOUSEKEEPING PAD CONCRETE.

CONTRACTOR COORDINATE WITH OTHER TRADES FOR REQUIRED SIZES, PAD DEPTH AND

LOCATIONS OF EQUIPMENT.

20. PROVIDE 20 mm CHAMFERS AT ALL EXPOSED CORNERS OF CONCRETE, UNLESS NOTED OTHERWISE

PER ARCHITECTURAL DRAWINGS.

NON-SHRINK GROUT

NON-SHRINK GROUT SHALL BE CEMENTITIOUS HIGH PRECISION, NATURAL AGGREGATE,

NON-METALLIC, NON-STAINING, NON-SHRINKABLE GROUT CONFORMING TO CORPS OF ENGINEERS

"SPECIFICATIONS FOR NON-SHRINK GROUT." GROUT SHALL HAVE A SPECIFIED MINIMUM

COMPRESSIVE STRENGTH OF 70 MPa AT 5 DAYS. PRE-GROUTING OF BASE PLATES SHALL NOT BE

PERMITTED.

ANCHOR RODS

1. ANCHOR RODS SHALL BE GALVANIZED UNLESS NOTED OTHERWISE. FURNISH ANCHOR RODS

PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END EMBEDDED IN

CONCRETE. FURNISH HARDENED PLATE WASHERS, DOUBLE HEAVY HEX NUTS FOR SECURING THE

BASE PLATE TO THE ANCHOR RODS.

2. PLATE WASHERS SHALL BE WELDED ALL AROUND WHERE AISC OVERSIZED HOLES ARE USED AT

BASE PLATES.

3. A RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE.

4. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN

ON THE DRAWINGS (MEASURED FROM THE FACE OF CONCRETE) WITH ADEQUATE EXTENSION AS

REQUIRED TO RECEIVE THE GROUT PAD, BASE PLATE, AND FULL THREAD PROJECTION FOR NUT

INSTALLATION + 13 mm ABOVE THE INSTALLED NUTS.

5. ANCHOR ROD INSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. AFTER

BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A FULLY-TIGHT CONDITION

UNLESS NOTED OTHERWISE.

6. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED.

ANCHORAGE TO CONCRETE

1. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR

PACKAGING.

2. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND EDGE

DISTANCE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED

ON THE DRAWINGS.

3. EXISTING CONSTRUCTION: EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH

SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED OTHERWISE IN THE DRAWINGS, THE CONTRACTOR

SHALL LOCATE THE POSITION OF THE EXISTING REINFORCING BARS AND AVOID CUTTING.

STRUCTURAL STEEL

1. STEEL CONSTRUCTION SHALL CONFORM TO EN 10025 SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS AND AISC 341-16 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.

2. ALL STEEL SHALL BE HOT DIP GALVANIZED UNLESS NOTED OTHERWISE.

3. STEEL SHALL CONFORM TO THE FOLLOWING:

MINIMUM YIELD STRENGTH

WIDE FLANGE Fy = 345 MPa

STRUCTURAL TUBE (HSS) Fy = 276 MPa

ANGLE & CHANNEL (UNO) Fy = 248 MPa

4. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED.

5. CAMBER BEAMS AS NOTED ON THE FRAMING PLANS. WHERE NO CAMBER IS NOTED, FABRICATE

BEAMS SO THAT THE CAMBER AS ROLLED (WITHIN ALLOWABLE TOLERANCES) IS POSITIVE. WIND

GIRTS WITH INCIDENTAL CAMBER SHALL BE INSTALLED WITH CAMBER POSITIVE TO THE BUILDING

EXTERIOR.

6. STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS UNO.

7. MINIMUM CONNECTION SHALL BE A TWO-BOLT CONNECTION USING GALVANIZED HIGH TENSILE

STRENGTH M16 DIAMETER 8.8 BOLTS IN SINGLE SHEAR.

8. BOLTS IN BEAM-TO-BEAM/GIRDER MAY BE SNUG TIGHT, UNLESS SPECIFICALLY CALLED OUT AS SLIP

CRITICAL. CONTRACTOR SHALL SUBMIT TIGHTENING PROCEDURES TO THE ENGINEER/ARCHITECT

FOR REVIEW AND APPROVAL.

9. STEEL ANCHORS, TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE

LEFT UNPAINTED AT INTERIOR, UNEXPOSED CONDITIONS.

10. ITEMS EMBEDDED IN CONCRETE OR MASONRY AND EXPOSED TO EARTH OR WEATHER SHALL BE

HOT-DIPPED GALVANIZED (UNLESS NOTED OTHERWISE):

A. CONCRETE & MASONRY ACCESSORIES OF FERROUS MATERIAL INCLUDING: INSERTS, EMBEDS, AND

BRACKETS.

B. PIPE GUARDS, BOLLARDS AND HARDWARE FOR SAME.

C. WHERE NOTED AS "GALV".

11. LOCATIONS OF EMBEDDED ITEMS SHALL BE COORDINATED WITH VENDOR'S SHOP DRAWINGS.

12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL

DETAILS SHOWN ON THE DRAWINGS.

13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION AIDS THAT INCLUDE, BUT ARE NOT

LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS. REMOVE ERECTION AIDS, INCLUDING

ERECTION BOLTS. PLUG WELD HOLES AND GRIND SMOOTH.

14. MEANS AND METHODS OF ERECTION ARE THE SOLE RESPONSIBILTY OF THE CONTRACTOR AND

CONNECTIONS AND DETAILS DO NOT NECESSARILY SHOW ERECTION AIDS REQUIRED.

STRUCTURAL STEEL WELDING

1. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH NEN-EN-ISO 15607, 15610 TO 15614 AND NEN-EN-ISO 9606 / 14732.

2. WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. INCREASE WELD SIZE

TO MINIMUM SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM WELD SIZE SHALL BE

5mm (EFFECTIVE).

3. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE

NO FIELD WELDING IS DETAILED ON THE DRAWINGS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO

COORDINATE THE USE OF SHOP AND FIELD WELDS.

4. PARTIAL JOINT PENETRATION (PJP) GROOVE WELDS SHOWN ON THE DRAWINGS REFER TO

EFFECTIVE THROAT THICKNESS. COMPLETE JOINT PENETRATION (CJP) WELDS SHALL BE

ULTRASONICALLY TESTED (UT) UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS

THAN OR EQUAL TO 8mm THICK SHALL BE MAGNETIC PARTICLE TESTED (MT).

5. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH OF 482

N/mm

MINIMUM.

6. WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE

SPECIFICATION (WPS). WELDING PROCEDURES SHALL BE SUBMITTED TO THE ENGINEER FOR

REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE

AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR.

DEFORMED BARS

D16 AND SMALLER

BRL 0501: 2010

NEN-EN 6008 B500b lyk=500 N/mm

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C T

I O

N

S

A N

I T

A R

Y

S

E W

E

Y S

T E

M S

W G

B F

E U

R O

D

S

T R

I C

T

W I E

S B

A D

E N

G

E R

M A

N Y

A P

O

A

E

W G

B D

A

A p r i l

& AND

@ AT

ADDL ADDITIONAL

ADJ ADJACENT

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

APPROX APPROXIMATE

AR ANCHOR RODS

ARCH ARCHITECT

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AVG AVERAGE

BAL BALANCE

BLDG BUILDING

BLKG BLOCKING

BOT BOTTOM

BRG BEARING

BTWN BETWEEN

C CHANNEL

CFS COLD-FORMED STEEL

CG CENTER OF GRAVITY

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

CTR CENTER

db NOMINAL BAR DIAMETER

DBL DOUBLE

DEMO DEMOLISH

DET DETAIL

DIA OR Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DWG DRAWING

E EAST

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRIC

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

f'c COMPRESSIVE STRENGTH OF CONCRETE

FD FLOOR DRAIN

FIN FINISH(ED)

FIN FLR FINISHED FLOOR

FLG FLANGE

FLR FLOOR

FND FOUNDATION

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD, FACE OF STEEL

FRMG FRAMING

FS FAR SIDE

FT FOOT, FEET

FTG FOOTING

Fu STEEL TENSILE STRENGTH

FV FIELD VERIFY

Fy STEEL YEILD STRENGTH

GA GAUGE

GALV GALVANIZED

HDG HOT-DIP GALVANIZED

HORIZ HORIZONTAL

HS HIGH STRENGTH

HSA HEADED STUD ANCHOR

HT HEIGHT

HSS HOLLOW STRUCTURAL SECTIONS (STEEL)

I MOMENT OF INERTIA

ID INSIDE DIAMETER

IJ ISOLATION JOINT

IN INCH

INFO INFORMATION

INT INTERIOR

JBE JOIST BEARING ELEVATION

JT JOINT

kN KILONEWTONS kPa KILOPASCALS

KSI KIPS PER SQUARE INCH

L STEEL ANGLE

LBS POUNDS

LF LINEAR FEET

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATE, LOCATION

LONG LONGINTUDINAL

LSL LONG SLOTTED HOLE

LT GA LIGHT GAUGE

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

MPa MEGAPASCALS

# NUMBER

N NORTH

NA NOT APPLICABLE

NF NEAR FACE

No NUMBER

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OVS OVERSIZED

OWJ OPEN WEB JOIST

PAF POWDER ACTUATED FASTENERS

PCF POUNDS PER CUBIC FOOT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PH PHASE

PL PLATE

PLWD PLYWOOD

PQR PROCEDURE QUALIFICATION RECORD

PREFAB PREFABRICATED

PROJ PROJECT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST TENSIONED

QA QUALITY ASSURANCE

QC QUALITY CONTROL

QTY QUANTITY

R RADIUS

REF REFERENCE

REINF REINFORCE, REINFORCEMENT

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

S SOUTH

SC SLIP-CRITICAL

SCHED SCHEDULE

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SOG SLAB-ON-GRADE

SPA SPACE, SPACING

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STELL

SSL SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPENDED

SW SHEAR WALL

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

T/ TOP OF

TEMP TEMPORARY

THK THICK

THRU THROUGH

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TRANSV TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VOL VOLUME

W WEST

W/ WITH

W/O WITHOUT

WD WOOD

WP WORKING POINT

WT WEIGHT

WTS WELDED THREADED STUDS

WWR WELDED WIRE REINFORCEMENT

LIST OF ABBREVIATIONS

STANDARD DEVELOPMENT LENGTH (Ld) OF

DEFORMED BARS IN TENSION (ACI TABLE 25.4.2.2)

SPACING AND

COVER

ALL CASES

BAR SIZE

D10 - D16

D19

D22, D25

D29 - D51

Fy (MPa)

44db

51db

65db

73db

DEVELOPMENT LENGTH (Ldh) OF HOOKED DEFORMED BARS IN

TENSION (ACI 25.4.3)

BAR SIZE

D10

D13

D16

D19 - D25

D29 - D35

Fy (MPa)

16db

15db

17db

20db

16db

12db

10db

8db

DIAMETER

90°

Le xt

Ldh

POINT AT WHICH

BAR IS DEVELOPED

0°

Lext

Ldh

STANDARD

HOOK TYPE

90°

HOOKS

180°

HOOKS

BAR

SIZES

D10 - D25

D29 - D36

D43, D57

D10 - D25

D29 - D36

D43, D57

MIN INSIDE

BEND DIA

6 db

8db

10db

6 db

8db

10db

HOOK EXTENSION

LENGTH (Lext)

12db

THE GREATER

OF 4db

AND

65 MM

HOOK

DIAGRAM

STANDARD HOOK GEOMETRY FOR DEVELOPMENT OF

DEFORMED BARS IN TENSION (ACI TABLE 25.3.1)

db

POINT AT WHICH

BAR IS DEVELOPED

db

DIAMETER

LAP SPLICES (ACI TABLE 25.5.2.1)

BAR SIZE

D10 - D16

D19

D22, D25

D29 - D36

Fy (MPa)

LAP SPLICE LENGTH

CLASS A

44db

51db

65db

73db

CLASS B

(TYPICAL)

58db

67db

85db

95db

DIAMETER

90°

Le xt

STANDARD

HOOK TYPE

90°

HOOKS

135°

HOOKS

180°

HOOKS

BAR

SIZES

D10 - D16

D19 - D25

D10 - D16

D19 - D25

D10 - D16

D19 - D25

MIN INSIDE

BEND DIA

4 db

6db

4 db db

DIAMETER

6db

135°

4 db

6db

HOOK EXTENSION

LENGTH (Lext)

GREATER OF 6db

AND 75 MM

12db

HOOK

DIAGRAM

STANDARD HOOK GEOMETRY FOR STIRRUPS, TIES AND HOOPS (ACI TABLE 25.3.2)

db

DIAMETER

Lex t

0°

TABLE NOTES:

1. THE ABOVE INFORMATION IS PROVIDED FOR REFERENCE ONLY AND IS NOT INTENDED TO ALLEVIATE

THE CONTRACTOR OF THE SOLE RESPONSIBILITY FOR DETAILING PER THE CODES AS SET FORTH IN

THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL VERIFY ALL DETAILING REQUIREMENTS PER

THE APPLICABLE CODES.

2. THE VALUES IN THE TABLE ABOVE HAVE BEEN CALCULATED FOR 24 MPa NORMAL WEIGHT CONCRETE

(λ=1.0), UNCOATED OR ZINC-COATED (GALVANIZED) REINFORCEMENT (Ψe = 1.0), A CASTING POSITION

OF "OTHER" (Ψt = 1.0) AND A SIZE FACTOR FOR D22 AND LARGER OF Ψs = 1.0, BUT Ψs = 0.8 FOR D19 AND

SMALLER.

3. THE TABULATED DEVELOPMENT LENGTHS IN BAR DIAMETERS MAY BE MULTIPLIED BY THE FOLLOWING

FACTORS FOR DIFFERENT NORMAL WEIGHT CONCRETE 28-DAY COMPRESSIVE STRENGTHS: 27 MPa

(0.94), 30 MPa (0.89), 33 MPa (0.86) AND 36 MPa (0.82).

Lext db

TABLE NOTES:

1. THE ABOVE INFORMATION IS PROVIDED FOR REFERENCE ONLY AND IS NOT INTENDED TO ALLEVIATE

THE CONTRACTOR OF THE SOLE RESPONSIBILITY FOR DETAILING PER THE CODES AS SET FORTH IN

THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL VERIFY ALL DETAILING REQUIREMENTS PER

THE APPLICABLE CODES.

2. THE VALUES IN THE TABLE ABOVE HAVE BEEN CALCULATED FOR 24 MPa NORMAL WEIGHT CONCRETE

(λ=1.0), UNCOATED OR ZINC-COATED (GALVANIZED) REINFORCEMENT (Ψe = 1.0), A CASTING POSITION

OF "OTHER" (Ψc = 1.0) AND CONFINING REINFORCEMENT OF "OTHER" (Ψr = 1.0).

3. THE TABULATED DEVELOPMENT LENGTHS IN BAR DIAMETERS MAY BE MULTIPLIED BY THE FOLLOWING

FACTORS FOR DIFFERENT NORMAL WEIGHT CONCRETE 28-DAY COMPRESSIVE STRENGTHS: 27 MPa

(0.94), 30 MPa (0.88), 33 MPa (0.86) AND 36 MPa (0.82). INTERPOLATION OR EXTRAPOLATION ARE

PROHIBITED.

4. DEVELOPMENT LENGTHS SHALL NOT BE LESS THAN EITHER 8db OR 150 MM, WHICHEVER IS GREATER.

TABLE NOTES:

1. THE ABOVE INFORMATION IS PROVIDED FOR REFERENCE ONLY AND IS NOT INTENDED TO ALLEVIATE

THE CONTRACTOR OF THE SOLE RESPONSIBILITY FOR DETAILING PER THE CODES AS SET FORTH IN

THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL VERIFY ALL DETAILING REQUIREMENTS PER

THE APPLICABLE CODES.

2. ALL SPLICES SHALL BE CLASS B UNLESS SPECIFICALLY NOTED OTHERWISE IN THESE DRAWINGS.

3. SPLICES SHALL BE A MINIMUM OF 300 MM.

4. WHERE CLEAR SPACING OF BARS BEING LAP SPACED IS AT LEAST 2db AND CLEAR COVER AT LEAST db, THE VALUES ABOVE MAY BE MULTIPLIED BY 0.67. IN NO CASE SHALL THE SPLICE LENGTH BE LESS THAN

300 mm IN LENGTH.

5. SPLICE LENGTHS OF BUNDLE BARS SHALL BE CALCULATED AS THE VALUES FOR INDIVIDUAL BARS IN

THE TABLE ABOVE INCREASED BY 20% FOR THREE-BAR BUNDLES AND 33% FOR FOUR-BAR BUNDLES.

6. LAPS SPLICES OF BARS OF TWO DIFFERENT DIAMETERS SHALL BE BASED ON THE REQUIREMENTS FOR

THE LARGER BAR.

TYPICAL REINFORCEMENT DETAILS:

GREATER OF

6db AND 75 MM

GREATER OF

6db AND 75 MM

SUBMITTALS:

1. BY SUBMITTING THE SHOP DRAWINGS, THE CONTRACTOR REPRESENTS THAT HE/SHE HAS DETERMINED

AND VERIFIED MATERIALS, FIELD MEASUREMENTS, AND RELATED FIELD CONSTRUCTION CRITERIA

(MEANS, METHODS, TECHNIQUES, SEQUENCES, OPERATIONS OF CONSTRUCTION, SAFETY PRECAUTIONS

AND PROGRAMS INCIDENTAL THERETO), AND THAT THE CONTRACTOR HAS CHECKED AND

COORDINATED THE INFORMATION CONTAINED WITHIN THE SUBMITTAL WITH THE REQUIREMENTS OF

THE WORK AND THE CONTRACT DOCUMENTS.

2. THE CONTRACTOR SHALL REVIEW ALL SUBCONTRACTOR SUBMITTALS PRIOR TO SUBMITTING TO THE

GOVERNMENT CONTRACTING OFFICER.

3. REVIEW BY THE ENGINEER OF RECORD SHALL NOT RELIEVE THE CONTRACTOR FROM FULL

RESPONSIBILITY FOR THE ACCURACY OF DIMENSIONS AND DETAILS. SUCH REVIEW SHALL NOT

CONSTITUTE ACCEPTANCE BY THE ENGINEER OF RECORD FOR THE CORRECTNESS OR ADEQUACY OF

SUCH SUBMITTALS, NOR A WARRANTY THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE

CONTRACT.

4. THE CONTRACTOR SHALL SUBMIT SHOW DRAWINGS SHOWING SIZE, WEIGHT, ANCHORAGE, LOCATIONS

OF EQUIPMENT NOT INDICATED ON THESE STRUCTURAL DRAWINGS PRIOR TO ORDERING TO BE

REVIEWED BY THE GOVERNMENT AND STRUCTURAL ENGINEER OF RECORD TO DETERMINED THE

ADEQUACY OF THE STRUCTURE TO SUPPORT SUCH LOADING.

5. CONTRACTOR DESIGNED ELEMENTS SHALL BE DESIGNED, SEALED AND SIGNED BY A LICENSED

PROFESSIONAL ENGINEER. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, DESIGN LOAD DATA, SUPPORT REACTIONS, AND A CERTIFICATION THAT THE ELEMENTS WERE DESIGNED FOR LOADS

SPECIFIED IN THE CONTRACT DOCUMENTS OR DESIGN CODES REFERENCED THEREIN. IF CRITERIA

INDICATED ARE INSUFFICIENT, CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST FOR INFORMATION TO

THE CONTRACTING OFFICER.

DEFERRED SUBMITTALS

1. DEFERRED COMPONENT SUBMITTALS ARE INTENDED TO BE VENDOR DESIGNED AND HAVE NOT BEEN

DESIGNED BY THE ARCHITECT/ENGINEER OF RECORD. THE COMPONENT DESIGNER IS RESPONSIBLE

FOR CODE CONFORMANCE AND NECESSARY CONNECTIONS NOT CALLED OUT ON ARCHITECTURAL OR

STRUCTURAL DRAWINGS.

2. DEFERRED SUBMITTALS INCLUDING CALCULATIONS SHALL BE STAMPED AND SIGNED BY A REGISTERED

PROFESSIONAL ENGINEER. DEFERRED SUBMITTALS SHALL FIRST BE SUBMITTED TO THE ENGINEER OF

RECORD FOR A CURSORY REVIEW FOR LOADS IMPOSED ON THE BASIC STRUCTURE.

3. A SUBMITTAL MAY THEN BE MADE BY THE CONTRACTOR TO THE CONTRACTING OFFICER'S

REPRESENTATIVE TO SUBMIT TO THE AUTHORITY HAVING JURISDICTION FOR REVIEW AND APPROVAL.

4. THE LIST OF ITEMS FOR DEFERRED SUBMITTALS INCLUDES THE FOLLOWING ITEMS:

A. PREFABRICATED ROOF TRUSSES

B. PRE-MANUFACTURED METAL BUILDING (FOR PUMP HOUSE) INCLUDING ARCHITECTURAL FEATURES

AND ITS ANCHOR SYSTEM TO THE FOUNDATION

C. PRE-MANUFACTURED STEEL WATER TANKS INCLUDING ITS ANCHORS TO THE FOUNDATION AND

ACCESSORIES.

D. DRILLED PIER FOUNDATIONS INCLUDING CALCULATIONS

E. STAINLESS STEEL GRATING INCLUDING ITS ANCHORS AND ACCESSORIES AT WET WELL AREA AND

OTHER AREAS REQUIRED.

F. WET WELL ACCESS LADDER INCLUDING ANCHORS AND ACCESSORIES

5. SUBMITTAL SHALL INCLUDE:

A. CALCULATIONS

B. A DIAGRAM SHOWING LOAD MAGNITUDES AND LOCATIONS, SEPARATED INTO DEAD, LIVE, WIND AND/OR

SEISMIC COMPONENTS - THAT ARE APPLIED TO THE PRIMARY STRUCTURE .

STRUCTURAL SPECIAL INSPECTION & TESTING

1. SPECIAL INSPECTION AND TESTING SHALL CONFORM TO SPECIFICATION SECTION 6 STRUCTURAL 01 AND

CHAPTER 17 OF THE IBC AS MODIFIED BY APPROPRIATE SECTIONS OF UFC 1-200-1 AND UFC 3-301-01.

2. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY A QUALIFIED INSPECTION AND TESTING

AGENCY MEETING THE REQUIREMENTS OF SPECIFICATION SECTION 6 STRUCTURAL 01.

STATEMENT OF STRUCTURAL SPECIAL INSPECTION

1. SPECIAL INSPECTION SHALL CONFORM TO SPECIFICATION SECTION 6 STRUCTURAL 01 AND CHAPTER 17

OF THE IBC AS MODIFIED BY UFC 1-200-01 AND UFC 3-301-01.

2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN INSPECTION AND

TESTING AGENCY MEETING THE REQUIREMENTS OF SPECIFICATION SECTION 6 STRUCTURAL 01.

TENSION DEVELOPMENT

LENGTH IN BAR DIAMETERS

DEVELOPMENT LENGTH

(Ldh) IN BAR DIAMETERS³

ABSOLUTE MINIMUM

DEVELOPMENT LENGTH (Ldh)

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VFVB 2x2.5+2.5 mm2 VFVB 2x2.5+2.5 mm2

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99.87

99.93

99.85 99.86

99.9499.86

99.94 99.95

99.85

99.86

99.9399.86 99.86

99.86

99.94

Tuyau en béton existant existing concr pipe diam 400 airco airco concretebéton concretebéton concretebéton concretebéton

6 FOpipes concretebéton concretebéton béton concrete bétonconcrete fire place

1.6 m HEIGHT - HAUTEUR

1.6 m HEIGHT - HAUTEUR

1.6 m HEIGHT - HAUTEUR concretebéton shaft shaft shaft shaft shaft

Pied du merlon.

Pied du merlon.

embankment foot

Sommet du merlon.embankment foot embankment head cable duct/gaine pour cables

FUEL60000 lts

ASPHALTASPHALTE

Bus stop

Bus shelter Bus shelter mazoutfuel

2x58wC2 C2C2

HT Cells/Cellules1234

GRASS

GAZON

BARB

ECUE

GENERATEUR100 KVAGENERATOR SDMO

passe à remettrereturn pass

ORIGINAL GLIDESLOPE

Tel prises

ASPHALTASPHALTEconcretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton concretebeton

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

ASPHALTASPHALTE

50000 ltsFUEL

100000 ltsFUEL

50000L - JP8 Tank

50000L Mogas Tank

10500LFUEL

10500L

Fuel20000L

FUEL

A

KEY MAP

1:500 meters

201010 0 scale

TRUE

NORTH

N

TRUE

NORTH

N

PARTIAL SITE PLAN

SCALE: 1:500

CW100

PARTIAL SITE PLAN

SCALE: 1:500

CW101

ION EXCHANGE

BUILDING SEE A-101

WATER TANK

FOUNDATION PAD.

SEE SHEET CW110

PUMP HOUSE FOUNDATION.

SEE SHEET CW110

WET WELL

SEE SHEET CW111

EU

FE

MIO JOSE R. TORRES JR.ST

AT

E OF WASHINGTON

REGISTERED

PROFESSIONAL ENGIN

EE

R45900

S O

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N

N

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US Army Corps of Engineers

U S

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READY TO ADVERTISE

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Ø25 @ 250mm OC EW T&B

DRILLED PIER - SECTION

SCALE: 1:20

A6

ANCHOR BY TANK SUPPLIER.

CONTRACTOR TO COORDINATE

LOCATION W/ RESPECT TO PIER REINF

Ø12 @ 300mm OC

C

L R

T Y

P

SUB BASE. PREPARE &

COMPACT PER GEOTECH

RECOMMENDATION

DRILLED PIER PER

PIER REINF PER PLAN

CONTRACTOR TO

SUBMIT SHOP

DRAWINGS PRIOR TO

INSTALLATION

TOF

EL PER PLAN

P E

R

T

A N

K

D

E S

I G

N E

R

℄ PIER

80 CLR

TYP

m m

M

I N

C O

O R

D

W

G

E O

T E

C H

BOT SHAFT

D6

CW110

TYPICAL SLAB EDGE SECTION

SCALE: 1:10

F3

P E

R

P

L

FIN GRADE

PREMANUFACTURED

BLDG BY OTHERS

ANCHOR BY BLDG

MFR, TYP

CONSTRUCTION JOINT

SCALE: 1:10

E1

SMOOTH UNBONDED

DOWEL 20x600mm @

300mm OC T&B

P E

R

P

L A

N

PUMP HOUSE FND PAD

PER PLAN W/ REINF PER

TANK FND PAD PER PLAN

W/ REINF PER

FILL JOINT W/ SEMI RIGID

FILLER W/ CORROSION

PROTECTIVE PROPERTIES

P E

R

P

L A

N

A1

CW110

A6

CW110

CJ

PER PLAN

PUMP HOUSE FND PAD

PER PLAN W/ REINF PER

P E

R

P

L A

N

A1

CW110

PER MECH

100 MIN

COORD W/ MECH

EQUIP PER MECH

150 MIN

TYP

TYPICAL EQUIPMENT PAD

SCALE: 1:10

F6

MIN

R

C

L R

PUMP HOUSE FND PAD

PER PLAN W/ REINF PER

A1

CW110

Ø16

@ 300mm OC EF

80 CLR

TYP

Ø13 @ 300mm OC

CONT HORIZ

BARS EF

Ø13 @ 300mm OC EW

Ø13

@ 300mm OC EW

AB IN EPOXY ADHESIVE

DRILLED PIER - PLAN

SCALE: 1:10

D6

℄ PIER

Ø

Ø10 SPIRAL W/

150 mm PITCH

DRILLED PIER

(12) DBL Ø36

(24 TOTAL)

Ø20 @ 200 mm OC EW T&B

80mm EDGE DISTANCE

FOOTPRINT OF

PUMP HOUSE

FOOTPRINT OF FIRE

WATER TANK CTR

ON FND PAD

FOUNDATION PAD - PLAN

SCALE: 1:150

A1

REINF CONC

FOUNDATION PAD

1500mm THICK

F3

CW110

PILE 800mm Ø,

(36) AT EA FND PAD,

TYP

TYP EQUIPMENT

PAD PER

REINF CONC FND PAD

300mm THICK

18 000

E1

CW110

E1

CW110

A6

CW110

A6

CW110

TYP

3 000

TYP

1 500

TYP

PUMP HOUSE

(1 422 kN)

CJ

CJ

8 380

9 350 MIN 7 700 9 350 MIN ℄ TANK℄ TANK

F3

CW110

F6

CW110

TYP

NOTES:

1. FINAL DESIGN OF FOUNDATIONS AND PILE LAYOUT SHALL BE DETERMINED BY

THE CONTRACTOR. CONTRACTOR TO SUBMIT DRAWINGS AND CALCULATIONS

FOR APPROVAL PRIOR TO CONSTRUCTION.

2. ASSUMED TANK LOADING (CONTRACTOR TO VERIFY):

WEIGHT OF TANK+WATER: 15 150 kN

SEISMIC BASE SHEAR: 3 225 kN

SEISMIC MOMENT AT THE TOP OF THE FOUNDATION12 305 kN·m

F6

CW110

TANK

EU

FE

MIO JOSE R. TORRES JR.ST

AT

E OF WASHINGTON

REGISTERED

PROFESSIONAL ENGIN

EE

R45900

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INT FACE OF CONC

WALL/BEAM PER PLAN

SS GRATING PER PLAN

UBN 200 LEDGER PER PLAN

HEADED THREADED ROD

Ø16mm @ 600mm OC.

LOCATE 100mm FROM

END OF C200 AND 300mm

FROM BEAM SUPPORTS

0 000

BEAM PER PLAN

W/ STIFF PL10

BEAM PER PLAN

LEDGER TO WALL CONN

SCALE: 1:10

C7

LEDGER PER PLAN

W/ STIFF PL10

TYP STEEL FRAMING DETAILS

SCALE: 1:10

C9

(2) M20 BOLTS

BEAM TO LEDGER BEAM TO BEAM

(2) M20 BOLTS

TRAP DOOR FRAME

SCALE: 1:10

B5

CONT L76x76x9.5

W/ HSA 16MMØ x 150mm

@ 1000mm OC, 76mm

FROM EDGE. TYP AT

PERIMETER OF SHAFT

TRAP DOOR

INSTALL PER MFR

3 SIDES

BEAM PER PLAN W/

40 mm HORIZ LSL

3 SIDES

M I N

SEE NOTE 2

PER PLAN

℄ SPLICE℄ SPLICE

SEE NOTE 2

T/ SLAB

FLOOR SLAB BAR SPLICE DETAIL

SCALE: 1:20

A7

TYP WALL

REINF PER

TYP WALL

REINF PER

W/ STD HOOKS

T Y

P

TYP WALL CORNER REINF - PLAN

SCALE: 1:20

C5

A1

CW111

WALL B'OUT REINF

SCALE: 1:20

A5

T

Y

P

TYP WALL

REINF PER

A1

CW111

TRIM BARS Ø16 x1000

AROUND B'OUT

EA REINF LAYER

ADDL REINF AROUND

B'OUT TO MATCH

TYP WALL REINF

NOTES:

1. STAGGERED SPLICES:

BAR SPLICES INDICATED AS

STAGGER ALTERNATE BAR SPLICES AS INDICATED ON PLAN .

2. LAP SPLICE PER SCHEDULE ON SHEET CW002.

#25 @ 250 OC, TYP

NOTES:

1. VERTICAL REINFORCEMENT SHALL BE CONTINUED FROM FOOTING TO

STRUCTURAL FLOOR OR TOP OF CONCRETE, UNLESS OTHERWISE NOTED.

HORIZONTAL BAR SHALL BE EQUALLY SPACED FROM TOP OF FOOTING TO

TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR

MAXIMUM 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.

2. CORNER BARS ARE OF SAME DIAMETER AND SPACING AS HORIZONTAL

WALL REINFORCEMENT.

PLAN - MAT SLAB

SCALE: 1:50

E1

0 008

T&B REINF PER

0 0010 001

0 009

PLAN - TOP SLAB

SCALE: 1:50

E8

0 004

FND SLAB 600 mm

ALL PERIMETER WALLS:

REFER TO

FOR REINF SIZE & SPACING

0 002

SLOPE DOWN

S L

O P

E

D O

W N

REINFORCEMENT SECTION

SCALE: 1:50

A1

0 001

EL. 50.04

EL. 54.34

EL. 46.54

A1

CW111

PLAN - MIDDLE SLAB

SCALE: 1:50

E5

TOP

REINF

PER

CONC WALL 500 mm

THICK @ MAN HOLE

CONC SLAB 600 mm

THICK, TYP

A1

CW111

0 001

DOUBLE LEAF

TRAPDOOR

CONC WALL

600 mm THICK

BACKFILL

SEE **

0 001 0 0000 002

MAT SLAB

MIDDLE SLAB

SS GRATING PLATFORM

S L O

P E

D O

W N

SS 304 GRATING TO

SUPPORT 5 kPa

BY OTHERS

CONST

JOINT, TYP

Ø22 @ 250, TYP

Ø22 @ 250, TYP

A1

CW111

WATERSTOP, TYP

WALL DRAIN

PER CIVIL, TYP

SHAFT

IBE 200

T Y

P

C5

CW111

C7

CW111

C9

CW111

TYP

TYP

C7

CW111

0 001

80 CLR

TYP

C

L R

T Y

P

0 001

80 CLR

TYP

C7

CW111

TYP

EL. 51.54

EL. 50.45

EL. 50.15

PIPE B'OUT

REINF PER

PROVIDE

WATERSTOP TO

ENSURE WATER

TIGHTNESS,

COORD W/

OTHER TRADES

A5

CW111

IBE 200

IBE 200I

B

E

I B

E

UBN 200

UBN 200

U B

N

U B

N

SEE *, TYP

B5

CW111

TYP

M I N

Ø22 @ 250 OC EF

Ø22 @ 250 OC T&B, TYP

Ø19 @ 250 OC

(BEAMS)

Ø22 @ 250 OC T&B, TYP

Ø22

Ø22

@ 250 OC, TYP

Ø13 @ 300 OCØ13 @ 300 OC

MATCH VERT

REINF, TYP

Ø22 @ 250

VERT, TYP ALL

PERIMETER

WALLS

* PROVIDE COMPLETE WATERPROOFING

SYSTEM TO ASSURE THAT WATER DOES

NOT COME INTO CONTACT WITH CONC

** COMPACTING OF BACKFILL TO BE

PERFORMED BY HAND COMPACTION

SEE *, TYP

Ø22 @ 200

HORIZ, TYP ALL

PERIMETER

WALLS

A1

CW111

TIES Ø13 @ 250 OC W/ BEAM

(BTWN MAT SLAB & MIDDLE SLAB), TYP

TYP VERT WALL REINF

A1

CW111

BOT REINF PER

A1

CW111

2 000 MIN 2 000 MIN

EXT FACE OF

WALL BELOW

C

L R

T Y

P

(3) Ø22 T&B

0 001 0 001

PLAN NOTES:

1. GROUND COVER SHALL BE DETERMINED BY GENERAL SITE FILL MATERIAL AND CLIMATIC CONDITIONS. (GROUND COVER MUST BE

MAINTAINED AT MAXIMUM 150mm HEIGHT).

2. DESIGN SOIL DATA (ASSUMED). TO BE VERIFIED WITH GEOTECHNICAL ENGINEER PRIOR TO IFC:

A. DESIGN SOIL BEARING PRESSURE 230 kPa

B. DESIGN DYNAMIC RESPONSE FACTOR (SOIL BEARING)

C. DESIGN LATERAL SOIL PRESSURE COEFFICIENT

a. UNRESTRAINED 1.68 kPa

b. RESTRAINED 2.98 kPa

D. DESIGN COEFFICIENT OF FRICTION (CONCRETE ON SOIL) 0.4

E. MODULUS OF SUBGRADE REACTION 44 MN/m³

F. PASSIVE PRESSURE 55 kN/m³

4. CONTRACTOR IS RESPONSIBLE FOR ANY REQUIRED SHORING INCLUDING DESIGN AND DEWATERING.

IBE 200

0 001

CONC SLAB 500 mm THICK

Ø22

Ø19 @ 300 OC

IBE 200

U B

N

Ø22 @ 250 mm OC EW

T&B. HOOK TOP BARS

NOTE:

MAXIMUM ALLOWABLE

EQUIPMENT LOAD = 40 kN.

CONTRACTOR TO COORDINATE.

A1

CW111

ROUGHEN TO 7mm AMPLITUDE W/

CONC BONDING AGENT SUCH AS

SIKADUR 32 HI-MOD OR SIMILAR

SEE *, TYP INSIDE

THE TANK

EU

FE

MIO JOSE R. TORRES JR.ST

AT

E OF WASHINGTON

REGISTERED

PROFESSIONAL ENGIN

EE

R45900

S O

L I C

I T

A T

I O

N

N

O

D E

S I G

N E

D

B

Y

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2 3 4 5 6 7 8 9 10

US Army Corps of Engineers

U S

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C

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F e d e r a l

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CW111

READY TO ADVERTISE

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BID OPTION 3

IL

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2 3 4 5 6 7 8 9 10

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CW112

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READY TO ADVERTISE

SEAL

GENERAL

1. THESE DRAWINGS ARE INCOMPLETE UNLESS ACCOMPANIED BY THE CONTRACT

SPECIFICATIONS.

2. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER

DRAWINGS. CONTRACTOR SHALL COORDINATE THE WORK OF OTHER TRADES

INCLUDING, BUT NOT LIMITED TO, THE REQUIREMENTS FOR SLEEVES, INSERTS,

HOLES, HANGERS AND ANCHORS.

3. THE GENERAL SCOPE OF THE STRUCTURAL WORK IS A SINGLE-STORY

STRUCTURE MEASURING APPROXIMATLY 6.2M X 6.2M. THE ROOF FRAMING IS

STEEL FRAMING SUPPORTED BY A STEEL COLUMN ON A SHALLOW FOUNDATION

THE LATERAL LOAD SYSTEM CONSIST OF BRACED FRAMES IN THE EAST-WEST

DIRECTION AND MOMENT FRAMES IN THE NORTH-SOUTH DIRECTION. THE FLOOR

SYSTEM IS A SLAB ON GRADE.

4. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO

THE OWNER OR THEIR REPRESENTATIVE PRIOR TO BEGINNING WORK IN AREAS

THAT WILL BE AFFECTED.

5. DETAILS ENTITLED OR NOTED AS 'TYPICAL' APPLY NOT ONLY WHERE

PECIFICALLY INDICATED OR REFERENCED, BUT ALSO IN ALL OTHER CASES

WHERE THE NATURE OF THE CONSTRUCTION REQUIRES THEIR USE.

6. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS xxxx (mm) IN REFERENCE TO DATUM ELEVATION 0 (mm). REFER TO CIVIL DRAWINGS FOR

SURVEY ELEVATION CORRESPONDING TO DATUM OF EACH BUILDING.

7. VERIFY AND COORDINATE ALL DIMENSIONS, ELEVATIONS, ETC. NECESSARY FOR

THE PROPER CONSTRUCTION AND ALIGNMENT OF THE WORK. TAKE ALL

MEASUREMENTS NECESSARY FOR PROPER FABRICATION, ALIGNMENT, AND

INSTALLATION OF STRUCTURAL MEMBERS AND COMPONENTS.

8. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP

DRAWINGS UNDER ANY CIRCUMSTANCE.

9. ALL ITEMS SHOWN IN THESE DRAWINGS ARE NEW CONSTRUCTION UNLESS

SPECIFICALLY NOTED OTHERWISE.

CONCRETE

1. ALL CONCRETE HEREIN IS NORMAL WEIGHT, CAST-IN-PLACE. CONCRETE

COMPRESSIVE STRENGTH:

a. FOUNDATION WALLS AND COLUMNS B25/30 Fck = 25 MPA

b. SLAB-ON-GRADE B30/37 Fck = 30 MPA

c. INSIDE BUILDING NOT SPECIFIED B30/37 Fck = M0 KPA

2. REINFORCING BARS:

NBN EN 10080 GRADE 500), DEFORMED SURFACE

3. REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH NBN-

EN 13670.

4. CONTINUOUS REINFORCING IN WALLS AND SLABS MAY BE SPLICED, AS

REQUIRED, PROVIDING BARS ARE OF THE LONGEST PRACTICABLE LENGTH AND

SPLICES ARE SHOWN ON REINFORCING SHOP DRAWINGS. WHEREVER

POSSIBLE, SPLICES SHALL BE STAGGERED.

5. PROVIDE CONCRETE COVER FOR REINFORCING AS SPECIFIED BELOW. IN NO

CASE SHALL REINFORCEMENT COVER BE LESS THAN THE REQUIREMENTS OF

NBN-EN 13670, UNO IN DRAWINGS.

CONCRETE DEPOSITED AGAINST THE GROUND 75 mm CONCRETE EXPOSED TO EARTH OR WEATHER 50 mm SLABS AND WALLS 35 mm

6. PROVIDE DOWELS TO MATCH REINFORCEMENT SIZE AND SPACING INDICATED

FOR ALL STRUCTURAL ELEMENTS, UNO.

7. MAJOR CONSTRUCTION JOINTS, IF ANY, ARE SHOWN ON THE DRAWINGS.

INTERMEDIATE JOINTS IN WALLS, SLABS, AND FLOOR FRAMING ARE NOT

SHOWN. CONSTRUCTION JOINTS MAY BE ADDED, OMITTED OR RELOCATED IF

PROPERLY DETAILED ON SHOP DRAWINGS AND APPROVED BY THE EOR.

8. SEE ARCHITECTURAL, MECHANICAL, AND OTHER DISCIPLINE DRAWINGS FOR

LOCATIONS OF OPENINGS AND SLEEVES IN CONCRETE WALLS AND SUPPORTED

FLOORS. SPREAD REINFORCEMENT AT OPENINGS AND SLEEVES, UNO. DO NOT

CUT REINFORCEMENT. SEE TYPICAL REINFORCEMENT DETAILS FOR OPENINGS

IN SLABS AND WALLS FOR ADDITIONAL REQUIREMENTS.

9. WALL FOUNDATIONS SHALL BE CAST IN PANELS NOT TO EXCEED 10 M LENGTH IN

ONE PLACEMENT.

10. PROVIDE WATERSTOPS IN ALL CONSTRUCTION JOINTS AT OR BELOW GRADE.

PROVIDE WATERSTOPS IN EXPANSION JOINTS AND CONSTRUCTION JOINTS OF

LIQUID-CONTAINING STRUCTURES AND WHERE REQUIRED TO PREVENT

INFILTRATION OF GROUND WATER.

11. CHAMFER EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES 20 mm

UNO.

12. EXTERIOR CONCRETE EXPOSED TO WEATHER SHALL BE AIR-ENTRAINED.

13. REINFORCING STEEL SHOP DRAWING AND CONCRETE FORMWORK DESIGN ARE

PRODUCED BY THE CONSTRUCTION CONTRACTOR.

FOUNDATION

1. THE DESIGN SOIL RESISTANCE (LRFD) IS 72 KPA UNDER STATIC (DEAD AND SNOW)

LOAD; 95 KPA UNDER TRANSIENT (WIND AND SEISMIC) LOAD.

2. BOTTOM OF FOOTING REST ON VIRGIN ROCK OR COMPACTED STRUCTURAL FILL. A

COMPETENT SUBGRADE IS BUILT UP TO BOTTOM OF FOOTING ELEVATION SHOWN

ON DRAWING. BOTTOM OF FOUNDATION IS NOT PERMITTED TO BE LOWERED FROM

DESIGN ELEVATION SHOW ON DRAWING.

3. FOUNDATION CONSTRUCTION MUST NOT COMMENCE UNTIL GEOTECHNICAL

INVESTIGATION IS COMPLETE AND THE GEOTECHNICAL REPORT IS OFFICIALLY

SUBMITTED TO THE OWNER.

4. POUR FOUNDATION ON EARTH FORM. ENSURE SOIL IS GRAVELY SOIL, WELL-

GRADED SAND, AND SAND-GRAVEL MIXTURES RELATIVELY FREE OF PLASTIC

FINES.

5. IF UNSUITABLE MATERIAL IS ENCOUNTERED AT THE BASE OF FOUNDATION

ELEVATION, UNDERCUT THE UNSUITABLE SOIL TO A DEPTH APPROVED BY THE

GEOTECHNICAL ENGINEER, AND REPLACED WITH WELL-COMPACTED STRUCTURAL

FILL. COMPACTION DENSITY MUST REACH MINIMUM 95% NBN-EN 13286-2.

6. SUBGRADE PREPARATION MUST BE INSPECTED AND APPROVED BY

GEOTECHNICAL ENGINEER.

7. NO FOUNDATION CONCRETE SHALL BE INSTALLED UNTIL ALL FOUNDATION WORK

HAS BEEN CORRDINATED WITH UNDERGROUND UTILITIES. REPORT TO OWNER FOR

ANY CONFLICT BETWEEN FOUNDATION AND UTILITY LINES. OBTAIIN OWNER

APPROVED SOLUTIONS BEFORE PROCEEDING.

8. TO MINIMIZE WEATHERING, THE LAST 150MM OF EXCAVATION FOR ALL FOOTINGS

SHALL BE MADE IMMEDIIATELY PRIOR TO PLACEMENT OF FOOTINGS.

SLAB-ON-GRADE

1. COMPACTED SOIL IS TO PROVIDE A SATISFACTORY SUBGRADE FOR THE

STRUCTURAL CONCRETE SLAB ON EARTH FORM. BACKFILL MATERIAL SHALL BE

GRAVELLY SOILS, WELL-GRADED SANDS, AND SAND-GRAVEL MIXTURES RELATIVELY

FREE OF PLASTIC FINES.

2. PROVIDE MINIMUM 100 mm THICK POROUS FILL LAYER DIRECTLY UNDER VAPOR

BARRIER TO PREVENT WATER CAPILLARY ACTION.

3. ISOLATION JOINTS SHALL BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE

15 mm THICK PREMOLDED JOINTS FULL DEPTH OF SLAB.

4. TYPICAL FLOOR SLAB THICKNESS IS 150 mm, UNO. PROVIDE CONTINUOUS REINFORCING STEEL MAT Ø10 AT 300 mm EACH WAY, WITH 40 mm CONCRETE

COVER ON TOP.

5. VAPOR BARRIER, OVERLAPPED 150 mm AT JOINTS, AND WITH A PERMEANCE OF

LESS THAN 0.2 METRIC PERMS SHALL BE PROVIDED UNDER INTERIOR SLAB. WHERE

NO VAPOR BARRIER IS USED, THE SUBGRADE MUST BE DAMPENED WITH WATER IN

ADVANCE OF CONCRETING TO FREE WATER STANDING ON NEITHER THE

SUBGRADE NOR ANY MUDDY OR SOFT SPOT IS PERMITTED.

6. ANY STRUCTURAL MEMBER PENETRATING SLAB SHALL HAVE A 15MM JOINT FILLER

BETWEEN SLAB AND MEMBER COMPLYING WITH NBN-EN 13670.

7. PREMATURE FINISHING IS NOT ALLOWED. IMMEDIATELY FOLLOWING FLOATING,

TROWELLING WITH STEEL TROWELS SHOULD COMMENCE IF REQUIRED. BROOMING

SHALL BE AFTER THE…