P810 Structural Drawings Excerpt - Masonry.pdf

PDF 1 MB Posted Oct 4, 2022

Attached to: Construct P810 and P812 Marine Corps Barracks Complex, Kadena AB, Okinawa
Solicitation number: W912HV-23-Z-0002
Issued by: Department of the Army Corps of Engineers Engineering District Japan

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P810 P812 USMC Barracks Kadena AB.pdf	PDF	Oct 4, 2022
Sources Sought_Construct P810 and P812 Marine Corps Barracks Complex Kadena AB.pdf	PDF	Oct 4, 2022
P812 Draft Concept Summaries.pdf	PDF	Oct 4, 2022
P810 Draft Concept Summaries.pdf	PDF	Oct 4, 2022
P810 Architectural Drawings Excerpt - Masonry.pdf	PDF	Oct 4, 2022
P810 Structural Drawings Excerpt - Steel Wing Piles.pdf	PDF	Oct 4, 2022
W912HV-23-Z-0002_Market Survey Questions.docx	DOCX document	Oct 4, 2022

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M Pa

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-001

BLDG P810

L 0 7/2

5/2

CODES AND STANDARDS

1. ACI 318-14M, BUILDING CODES REQUIREMENTS FOR STRUCTURAL CONCRETE (2014)

2. AISC 360-16, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (2016)

3. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES (2016)

4. IBC, 2018 INTERNATIONAL BUILDING CODE (2018)

5. JASS 5, JAPANESE ARCHITECTURAL STANDARD SPECIFICATION FOR REINFORCED CONCRETE

WORK, ARCHITECTURAL INSTITUTE OF JAPAN (2018)

6. JASS 7, JAPANESE ARCHITECTURAL STANDARD SPECIFICATION FOR MASONRY

CONSTRUCTION, ARCHITECTURAL INSTITUTE OF JAPAN (2009)

7. MLIT COMMON BUILDING CONSTRUCTION STANDARD SPECIFICATONS, 2019 (HEISEI 31) WITH

2020 (REIWA 2) AND 2021 (REIWA 3) REVISIONS

8. TMS 605, SPECIFICATION FOR MASONRY STRUCTURES, THE MASONRY SOCIETY (2016)

9. UFC-1-200-01, DoD BUILDING CODE, CHANGE 1, 1 OCTBOER 2020

10. UFC 3-301-01, STRUCTURAL ENGINEERING, 1 OCTOBER 2019, CHANGE 1, 4 FEBRUARY 2022

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

12. UFC 4-023-03, DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE, CHANGE 3, 1

NOVEMBER 2016

GENERAL

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

2. THE CONTRACT DOCUMENT REPRESENT THE COMPLETED STRUCTURE AND DO NOT

NECESSARILY INCLUDE THE MEANS OR METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL

PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ENSURE IT IS SAFE AND

STABLE UNTIL COMPLETION. 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 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.

5. 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.

6. 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.

7. 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.

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

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

9. 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.

10. DETAILS OF CONCRETE ELEMENTS MANY NOT SHOW ALL REINFORCEMENT THAT OCCURS

WITHIN THE SECTION SHOWN, WHEN NECESSARY FOR CLARITY OR TO HIGHLIGHT SPECIFIC

REINFORCEMENT REQUIREMENTS. WHERE REINFORCEMENT IS NOT SHOWN, IT DOES NOT

ALLEVIATE THE CONTRACTOR FROM FURNISHING THE REINFORCEMENT REQUIRED BY OTHER

DETAILS OR NOTES PER THESE DRAWINGS.

FOUNDATIONS

1. FOUNDATION DESIGN IS BASED ON THE FINAL PDA SUBMITTAL GEOTECHNICAL REPORT BY OYO

CORPORATION, DATED 20 JUNE 2022, OYO JOB NUMBER 212001.

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

EXISTING CONDITIONS COMPLY WITH CONDITIONS IN THE GEOTECHNICAL REPORT.

3. DESIGN SOIL PROPERTIES:

4. DEGREE OF COMPACTION, AS SPECIFIED IN THESE DOCUMENTS BY PERCENT RELATIVE DENSITY, SHALL BE PER ASTM D1557 OR JIS A1210. 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. EXCESS SOILS

FROM EXCAVATIONS MAY NOT BE REUSED AS BACKFILL UNDERNEATH STRUCTURES, AND

THEREFORE WILL NEED TO BE DISPOSED/WASTED. OVEREXCAVATION OF IN-SITU ELASTIC SILTS

AND CONSEQUENT REPLACEMENT WITH ENGINEERED GRANULAR FILL OR LEAN CONCRETE MAY

REQUIRE TEMPORARY SHORING SYSTEMS IF SLOWED EXCAVATIONS ARE NOT FEASIBLE.

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.

9. SLAB-ON-GRADE BASE COURSE SHALL BE PREPARED AS ILLUSTRATED PER SHEET S-101A AND S-101B. CONCRETE SLABS MUST BE UNDERLAIN WITH 300 mm OF IMPORTED GRANULAR FILL

COMPACTED TO A MINIMUM OF 95% MAXIMUM DRY DENSITY BASED ON JIS A 1210 OR ASTM

D-1557. THE TOP 150 mm OF SUBGRADE SOILS OR FILL UNDERNEATH THE IMPORTED GRANULAR FILL YALER MUST BE COMPACTED TO A MINIMUM OF 95% IN THE CASE OF GRANULAR SOILS OR

90% IN THE CASE OF COHESIVE SOILS.

10. PROVIDE 0.38 mm VAPOR BARRIER AT THE TOP OF THE BASE COURSE BELOW SLABS-ON-GRADE.

OVERLAP SHEET EDGES BY 300 mm MINIMUM.

11. STEEL WING PILE PROPERTIES (PER PILE):

12. PILES MUST EXTEND TO THE ACCEPTABLE BEARING LAYER, APPROXIMATELY 13 m BELOW

EXISTING GRADE. BEARING LAYER IS ASSUMED TO HAVE AN AVERAGE N-VALUE NAVG ≥ 40.

13. CENTER TO CENTER DISTANCE BETWEEN PILES IN A GROUP MUST BE SPACED A DISTANCE OF 1-

WING DIAMETER PLUS ONE PILE DIAMETER.

STRUCTURAL CONCRETE

1. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, SPECIFICATION FOR STRUCTURAL

CONCRETE.

2. DESIGN MIXES FOR THE FOLLOWING CLASSES OF CONCRETE SHALL BE PROPORTIONED TO PROVIDE THE FOLLOWING MININIMUM COMPRESSIVE STRENGTH AT 28-DAYS, f'c (MPa). THE MIX MUST INCLUDE THE STRENGTH CORRECTION FACTOR AND TEMPERATURE CORRECTION FACTOR AS REQUIRED PER JASS 5 AND MLIT "PROPORTIONING" TO ENSURE THE AS-CAST CONCRETE STRENGTH MEETS OR EXCEEDS THE SPECIFIED MINIMUM COMPRESSION STRENGTH AT 28-DAYS. REF. JASS 5, SEC. 5 OR MLIT STD SPEC. SEC.

6.3.2.

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 IN ACCORDANCE WITH ACI SP-66, "ACI DETAILING MANUAL". REFER TO DETAIL SHEETS FOR ADDITIONAL

INFORMATION.

REINFORCEMENT

DEFORMED BARS

• D16 AND SMALLER

DEFORMED BARS (WELDABLE)

• D19 THROUGH D25

• D29 AND LARGER

5. REINFORCEMENT MARKED "CONT" (CONTINUOUS) SHALL BE SPLICED BY LAPPING OR MECHANICAL CONNECTORS OR GAS PRESSURE WELDING (CONFORMING WITH JASS 5). BAR SIZES D25 AND LARGER

MUST BE SPLICED WITH MECHANICAL CONNECTORS OR GAS PRESSURE WELDING.

LAP LENGTH NOTES:

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

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

THE BAR.

C. 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 ACI 318 TABLE 20.6.1.3.1, UNLESS NOTED OTHERWISE:

CONCRETE EXPOSURE

CAST AGAINST AND

PERMANENTLY IN

CONTACT WITH GROUND

EXPOSED TO WEATHER

OR IN CONTACT WITH

GROUND

NOT EXPOSED TO

WEATHER OR IN

CONTACT WITH GROUND

MEMBER

ALL

SLABS, JOISTS

AND WALLS

BEAMS, COLUMNS,

PEDESTALS, AND

TENSION TIES

REINFORCEMENT

ALL

D19 THROUGH D51 BARS

D16 BAR AND SMALLER

D38 AND LARGER

D35 BAR AND SMALLER

PRIMARY REINF,

STIRRUPS, TIES,

SPIRALS AND HOOPS

SPECIFIED

COVER (mm)

MIN. YIELD STRENGTH

Fy (MPa)

NON-SHRINK GROUT

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

METALLIC, NON-STAINING, NON-SHRINKABLE GROUP CONFORMING TO ASTM C1107 AND CRD-C

621, CORPS OF ENGINEERS "SPECIFICATION FOR NON-SHRINK GROUT." GROUT SHALL HAVE A

SPECIFIED MINIMUM COMPRESSIVE STRENGTH SHOW IN THE FOLLOWING TABLE.

2. DRY PACKING OF GROUT OF BASE PLATES SHALL NOT BE PERMITTED.

DESIGN LOADING

1. THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH UFC 3-301-01, THE

INTERNATIONAL BUILDING CODE, IBC, AND THE ASCE 7, AS REFERENCED IN THE "CODES

AND STANDARDS" SECTION OF THIS SHEET.

2. DEAD LOADING

WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENTLY INSTALLED EQUIPMENT.

3. LIVE LOADING

REFER TO LIVE LOAD MAPS ON SHEET S-010.

4. ROOF LIVE LOADING

UNIFORM ROOF LIVE LOAD

SPECIFICATION

JIS G 3112 SD295A

JIS G 3112 SD345

JIS G 3112 SD390

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 PARTIALLY EMBEDDED IN CONCRETE. 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 TO MATCH THE SIZE AND SPACING OF THE WALL OR COLUMN REINFORCEMENT. AT A MINIMUM, DOWELS SHALL BE SIDED TO PROVIDE FULL TENSION

DEVELOPMENT LENGTH ON BOTH SIDES OF THE COLD-JOINT.

5. SNOW LOADING

GROUND SNOW LOAD

FROST PENETRATION DEPTH

6. WIND LOADING

ULTIMATE DESIGN WIND SPEED (3-SEC GUST)

RISK CATEGORY

WIND EXPOSURE CATEGORY

ENCLOSURE CLASSIFICATION

INTERNAL PRESSURE COEFFICIENT

COMPONENTS AND CLADDING PRESSURES

7. RAIN LOAD

1-HR INTENSITY (NAHA)

10-MIN INTENSITY (NAHA)

NOT APPLICABLE

283 kph (78.6 m/s)

ENCLOSED

GCpi = ±0.18

SEE SHEET S-011

110.5 mm

29.5 mm

SOIL PROPERTY

ALLOWABLE BEARING PRESSURE

• STATIC LOAD CASES

• TRANSIENT LOAD CASES

MODULUS OF SUBGRADE REACTION

COEFFICIENT OF FRICTION

LATERAL EARTH PRESSURE

• AT-REST CONDITIONS

• ACTIVE CONDITIONS

• PASSIVE CONDITIONS

REPORTED VALUE

100 kN/m2

133 kN/m2

27 MN/m3

0.40

9 kN/m3

6 kN/m3 kN/m3

MINIMUM COMPRESSIVE STRENGTH

AT 5-DAYS (MPa)

STRUCTURAL CONCRETE (CONTINUED)

WATERSTOPS

1. PROVIDE NONMETALIC WATER STOPS FOR USE WITH CONCRETE JOINTS AT THE BASE OF

THE ELEVATOR PIT WALL.

2. PVC WATERSTOPS SHALL MEET CORPS OF ENGINEERS SPECIFICATION CRD-C 572-74 OR

JIS K 6773.

3. FOLLOW APPROVED WATERSTOP MANUFACTURER RECOMMENDATIONS.

4. LOCATE WATERSTOPS CENTERED AT JOINT, COORDINATE LOCATION TO AVOID CONTACT

WITH REINFORCEMENT.

SUBMITTALS

1. BY SUBMITTING THE SHOP DRAWINGS, THE CONTRACTOR 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 SHOP 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.

ELEMENT

PILE CAPS

GRADE BEAMS, BEAMS,

COLUMNS, SLABS-ON-GRADE,

SLABS, AND WALLS

MIN. 28-DAY COMPRESSION STRENGTH (f'c)

36 MPa

1 kN/m2

PILE

LENGTH

(m)

PILE

DIAM

(mm)

406.4

WING DIAMETER

x PL THICKNESS

(mm x mm)

1,000 x 32

BEARING

CAPACITY

(kN)

1,639

UPLIFT

CAPACITY

(kN)

SHEAR

CAPACITY

(kN)

PILE

GRADE

STK 590

DESIGN LOADING (CONT'D)

6. SEISMIC LOADING

SITE LATITUDE & LONGITUDE

RISK CATEGORY

SEISMIC IMPORTANCE FACTOR

SOIL SITE CLASS

MAPPED SPECTRAL RESPONSE ACCELERATION FACTORS

SHORT PERIOD

1-SEC PERIOD

DESIGN SPECTRAL RESPONSE ACCELERATION FACTORS

SHORT PERIOD

1-SEC PERIOD

SEISMIC DESIGN CATEGORY

SEISMIC LATERAL FORCE RESISTING SYSTEM (SEE TABLE BELOW)

RESPONSE MODIFICATION COEFFICIENT

OVERSTRENGTH FACTOR

AMPLIFICATION FACTOR

ANALYSIS PROCEDURE

FUNDAMENTAL PERIOD (FROM MODAL ANALYSIS)

RESPONSE COEFFICIENT

DESIGN SEISMIC FORCE

LONGITUDINAL DIRECTION

TRANSVERSE DIRECTION

26.3408° N, 127.778° E

1.0 D

Ss = 1.73g S1 = 0.93g

Sds = 1.153g Sd1 = 1.054g

E (IBC 1613.2.5)

R = SEE TABLE

Ωo = SEE TABLE Cd = SEE TABLE

MODAL RSA (ASCE 7, Sec. 12.9)

T = SEE TABLE

Cs = SEE TABLE

V = 31,851 kN V = 36,791 kN

7. NON-STRUCTURAL COMPONENT ANCHORAGE, AS DESIGNED BY OTHERS IN ACCORDANCE WITH

ASCE 7 CHAPTER 13, AND MUST BE DESIGNED CONSIDERING THE ABOVE SEISMIC PARAMETERS

AND THOSE LISTED IN CHAPTER 11 OF ASCE 7, AS APPLICABLE.

DIRECTION

LONGITUDINAL

TRANSVERSE

SYSTEM (ASCE 7 TABLE 12.2-1)

D3. DUAL SYSTEM WITH SPECIAL

CONC SHEAR WALLS AND

MOMENT FRAMES

B4. SPECIAL CONCRETE SHEAR

WALL (BUILDING FRAME)

Ω0

2.5

5.5

16.4%

19.0%

0.447 s

0.451 s

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 LAP

SPLICE 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 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. CONTRACTOR MUST COORDINATE LOCATIONS OF CONSTRUCTION

JOINTS WITH STRUCTURAL DESIGNER OF RECORD.

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 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

PREVIOUSLY CAST CONCRETE SLAB, PRIOR TO PLACING HOUSEKEEPING PAD CONCRETE. REFER

TO CONTRACT DRAWINGS FOR SIZE AND LOCATIONS OF EQUIPMENT.

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

PER ARCHITECTURAL DRAWINGS.

DRAFT

INDICATES STEP IN SLAB

INDICATES SLOPE IN SLAB

INDICATES ELEVATION OR LEVEL

INDICATES NOMINAL SIZE OF

REBAR (e.g. D19) AND CENTER TO CENTER SPACING (e.g. 200 mm)

INDICATES QUANTITY (e.g. 6) AND NOMINAL SIZE OF REBAR (e.g. D16).

BARS ARE TO BE EVENLY SPACED

INDICATES CENTERLINE

D19@200

6-D16

COMMON SYMBOLS

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-002

BLDG P810

L 0 7/2

5/2

& AND

@ AT

AB ANCHOR BOLT

ABV ABOVE

ADDL, ADDT'L ADDITIONAL

ADJ ADJACENT, ADJOINING, ADJUSTABLE

ALT ALTERNATE

APPROX AND

AVG AVERAGE

BAL BALANCE

BLW BELOW

BM BEAM

BOT BOTTOM

BP BASE PLATE

BRC BRACE, BRACING

BRG BEARING

C CHANNEL

CAM CAMBER

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION WELD

CL CENTERLINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

COV COVER

CTR CENTER

db NOMINAL BAR DIAMETER

DBL DOUBLE

DET DETAIL

dHSA DIAMETER OF HEADED STUD ANCHOR

DIA, Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

EA EACH

EJ EXPANSION JOINT

EL, ELEV ELEVATION

EMBED EMBEDMENT

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST EXISTING

EXT EXTERIOR

F FLOOR

f'c COMPRESSIVE STRENGTH OF CONCRETE

FABR FABRICATOR

FDTN FOUNDATION

FF FINISHED FLOOR, FAR FACE

FLG FLANGE

FOS FACE OF STUD, FACE OF STEEL

FOW FACE OF WALL

FS FAR SIDE

FTG FOOTING

Fu STEEL TENSILE STRENGTH Fy STEEL YEILD STRENGTH

GA GAUGE, GAGE

GALV GALVANIZED

GB GRADE BEAM

GR GIRDER

H WIDE FLANGE

H, HORIZ HORIZONTAL

HBR HORIZONTAL BRACE

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTIONS (STEEL)

I MOMENT OF INERTIA

ID INSIDE DIAMETER, INSIDE DIMENSION

IN INCH

INT INTERIOR

JT JOINT

kN KILONEWTONS kN-m KILONEWTON-METERS kPa KILOPASCALS

L STEEL ANGLE

LOC LOCATION

LR LOW ROOF

LVL LEVEL

m METER

MAX MAXIMUM

MFR MANUFACTURER

MIN MINIMUM

MIRR MIRROR

MISC MISCELLANEOUS

mm MILIMETER MPa MEGAPASCALS

LIST OF ABBREVIATIONS

N NORTH, THREADS INCLUDED, NEWTON

N-m NEWTON-METER

N/A NOT APPLICABLE

NEG NEGATIVE

NF NEAR FACE

NO, # NUMBER

NOM NOMINAL

NS NEAR SIDE, NON-SHRINK

NTS NOT TO SCALE

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER, OUTSIDE DIMENSION

OPP OPPOSITE

OVS OVERSIZE, OVERSIZED

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION WELD

PL PLATE

POS POSITIVE

PQR PROCEDURE QUALIFICATION RECORD

PROJ PROJECT, PROJECTION

PT PRE-TENSIONED (BOLT)

QA QUALITY ASSURANCE

QC QUALITY CONTROL

QT QUANTITY

RAD, R RADIUS

RBS REDUCED BEAM SECTION

REBAR REINFORCING

RECT RECTANGLE, RECTANGULAR

REF REFERENCE

REINF REINFORCING STEEL

REQD REQUIRED

REV REVISION/REVISED

RND ROUND

S SOUTH, SECTION MODULUS

SC SLIP CRITICAL (BOLT)

SCHED SCHEDULE

SCS SOIL CEMENT SLURRY

SECT SECTION

SF SQUARE FOOT, SAFETY FACTOR

SIM SIMILAR

SMF SPECIAL MOMENT FRAME (SEISMIC LATERAL

FORCE RESISTING SYSTEM)

SPA SPACE, SPACING

SQ SQUARE

SS STAINLESS STEEL

SSLP SHORT SLOT LOAD PARALLEL

SSLT SHORT SLOT LOAD TRANSVERSE

ST SNUG-TIGHT (BOLT)

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURE, STRUCTURAL

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

T/ TOP OF

TEMP TEMPORARY

THRU THROUGH

TOC TOP OF CONCRETE

TOF TOF OF FOOTING, FLOOR, FRAME

TOGB TOP OF GRADE BEAM

TOS TOP OF STEEL

TSS TOP OF STRUCTURAL STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

V, VERT VERTICAL

VAR VARIES

VBR VERTICAL BRACE

VOL VOLUME

VRFY VERIFY

W/ WITH

W/O WITHOUT

WG WIND GIRT (BEAM)

WP WORK POINT

WPS WELD PROCEDURE SPECIFICATION

WT WEIGHT

X THREADS EXCLUDED

Z PLASTIC SECTION MODULUS

1. MASONRY WORK SHALL CONFORM TO REQUIREMENTS OF TMS 602, SPECIFICATIONS FOR MASONRY

STRUCTURES, OR JASS 7, MASONRY CONSTRUCTION.

2. PROVIDE LEVEL B QUALITY ASSURANCE AND SPECIAL INSPECTION PER TMS 602.

3. CONCRETE MASONRY: SPECIFIED COMPRESSIVE STRENGTH FOR CONCRETE MASONRY UNIT (CMU) BLOCKS, f’m = 14 MPa AS DETERMINED PER ARTICLE 1.4B OF TMS 602. THE SPECIFIED COMPRESSIVE

STRENGTH SHALL BE VERIFIED PRIOR TO START OF CONSTRUCTION.

4. CONCRETE MASONRY UNITS SHALL BE HOLLOW, LOAD-BEARING, MEDIUM WEIGHT BLOCKS AND HAVE A MINIMUM NET AREA COMPRESSIVE STRENGTH = 14 MPa AS DETERMINED PER ASTM C90.

5. UNITS SHALL BE LAID UP IN RUNNING BOND UNLESS NOTED OTHERWISE. THICKNESS OF BED JOINTS SHALL NOT EXCEED 15 mm. USE BOND BEAM UNITS AT HORIZONTAL REINFORCING.

6. MORTAR SHALL BE TYPE S CONFORMING TO ASTM C270 WITH f’m = 13 – 17 MPa. MASONRY CEMENT

MORTAR SHALL NOT BE USED.

7. CONTINUOUS REINFORCING STEEL SHALL BE LAP SPLICED IN ACCORDANCE WITH THE DEVELOPMENT AND LAP SPLICE LENGTH FOR CMU SCHEDULE. MECHANICAL SPLICES, WHERE NOTED, SHALL BE THREADED COUPLERS FOR TAPERED THREADED OR UPSET THREADED BARS CERTIFIED TO DEVELOP

1.25 x Fy. SIMILARLY, TERMINATORS SHALL BE THREADED DEVICES TO FULLY ANCHOR THE YIELD

STRENGTH OF BAR.

8. CENTER VERTICAL REINFORCING IN WALL UNLESS NOTED OTHERWISE. WHERE REQUIRED, VERTICAL BAR POSITIONERS SHALL BE USED TO SECURE VERTICAL REINFORCING AGAINST DISPLACEMENT

PRIOR TO GROUTING.

9. PROVIDE VERTICAL BARS FULL HEIGHT AT WALL CORNERS, DOORS, WINDOWS AND OTHER OPENINGS.

PROVIDE CONTINUOUS HORIZONTAL REINFORCEMENT AT CORNERS. PROVIDE HORIZONTAL

REINFORCEMENT ABOVE DOOR OPENINGS, ABOVE AND BELOW WINDOWS AND OTHER OPENINGS.

EXTEND REINFORCEMENT Ld BEYOND EACH SIDE OF OPENING UNLESS NOTED OTHERWISE.

OPENINGS FOR DUCTS AND PIPES PENETRATING MASONRY WALLS SHALL BE VERIFIED AND

COORDINATED WITH MECHANICAL AND ELECTRICAL CONTRACTOR'S REQUIREMENTS.

10. GROUT SHALL CONFORM TO ASTM C476, WITH MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 14 MPa. GROUT SLUMP AT TIME OF GROUTING SHALL BE 200 mm TO 280 mm. WATER REDUCING

ADMIXTURES MAY BE ADDED TO ACHIEVE THE DESIRED SLUMP.

11. GROUT ONLY CELLS WITH DEFORMED BAR REINFORCEMENT, WHERE REQUIRED PER PLANS AND

DETAILS.

12. FINE GROUT OR COARSE GROUT SHALL BE SELECTED BASED ON MINIMUM GROUT SPACE

REQUIREMENTS OF TABLE 7 OF TMS 602.

13. HIGH LIFT GROUTING (LIFT HEIGHT GREATER THAN 1,500 mm): ONLY ALLOWED WITH PRIOR WRITTEN

APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD AND THE CONTRACTING OFFICER

REPRESENTATIVE. THE MASONRY CONTRACTOR SHALL REQUEST WRITTEN APPROVAL A MINIMUM OF TEN (10) DAYS PRIOR TO PROCEEDING WITH SITE MOBILIZATION. THE MASONRY CONTRACTOR SHALL SUBMIT QUALIFICATIONS TO PERFORM HIGH LIFT GROUTING ADDRESSING EACH OF THE FOLLOWING

ITEMS AND OTHERS THEY DEEM IMPORTANT WITHIN THE WRITTEN SUBMISSION.

A. REFERENCE: ARTICLE 3.5 OF TMS 602.

B. UNIT AND GROUTING CREWS SHALL HAVE A MINIMUM OF FIVE (5) YEARS SUCCESSFUL

COMMERCIAL OR MILITARY BUILDING EXPERIENCE WITH SIMILAR HIGH LIFT GROUTING

PROJECTS. LIST THREE PROJECTS WITH A CONTACT FOR EACH.

C. A LIFT SHALL NOT EXCEED ONE STORY LEVEL, OR 3,850 mm MAXIMUM.

14. CONTROL JOINTS FOR THE CONCRETE MASONRY WALL MUST BE SPACED NO GREATER THAN 9,000 mm ON CENTER, THREE TIMES THE WALL HEIGHT, OR AS OTHERWISE SHOWN ON THE DRAWINGS.

15. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR THE LOCATION, EXTENT AND ORIENTATION OF

CMU BLOCKS WITH REGARD TO COLOR, FINISH OR ORIENTATION.

16. COLD AND HOT WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE WITH ARTICLE 1.8C AND

ARTICLE 1.8D RESPECTIVELY OF TMS 602.

MASONRY BLOCK

STRUCTURAL STEEL

1. STEEL SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED OTHERWISE:

2. STEEL ANCHORS, TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE SHALL BE LEFT UNPAINTED.

3. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED. WRITTEN APPROVAL SHALL BE

REQUIRED PRIOR TO FIELD CUTTING STEEL.

4. ITEMS TO BE HOT-DIPPED GALVANIZED, CONFORMING TO JIS H 8641 (UNLESS NOTED OTHERWISE):

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

B. PIPE GUARDS, BOLLARDS AND HARDWARE FOR SAME.

C. WHERE NOTED ON DRAWINGS AS "GALV".

SHAPE SPECIFICATION MIN. YIELD (MPa)

CHANNELS & ANGLES JIS G 3101 SS400 235

PLATES DIAPHRAGMS JIS G 3136 SN490C 325

ALL OTHERS JIS G 3136 SN400A 235

PIPE JIS G 3444 STK400 235

CONNECTORS SPECIFICATION MIN. TENSILE STRENGTH (MPa)

ANCHOR BOLTS JIS B 1220 ABR 400

STRUCTURAL STEEL WELDING

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

AWS/AISC MINIMUM SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM FILLET WELD SIZE SHALL BE 8 mm (EFFECTIVE).

2. 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.

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

THROAT THICKNESS.

4. COMPLETE JOINT PENETRATION (CJP) WELDS SHALL BE ULTRASONICALLY TESTED (UT) UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS THAN OR EQUAL 8 mm THICK SHALL BE

MAGNETIC PARTICLE TESTED (MT).

5. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSION STRENGTH PER AISC D1.1 AND D1.8, MINIMUM 480 MPa. ALL WELDS AT SMF GIRDER TO SMF COLUMN CONNECTIONS SHALL MEET

THE REQUIREMENTS OF "DEMAND CRITICAL" WELDS PER AISC 341.

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

SPECIFICATION (WPS) PER AWS D1.1. WELDING PROCEDURES SHALL BE SUBMITTED TO THE

STRUCTURAL ENGINEER OF RECORD FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION.

COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR.

WHERE NOT INDICATED, THE WELD PROCESS AND POSITION SHALL BE DETERMINED BY THE

CONTRACTOR TO ACHIEVE THE REQUIRED WELD SHOWN IN THESE DRAWINGS THAT MEETS THE

REQUIREMENTS OF THE AISC AND AWS STANDARDS CITED.

7. WELDS THAT ARE PART OF THE SEISMIC-FORCE-RESISTING SYSTEM SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 27 N-m AT -18 DEGREES CELSIUS.

6685 6950 6950 6950 6950 6950 6950

W C3

EWC30

EWC30 EWC30

EWC30

EWC30 EWC30 EWC30 EWC30

EWC30EWC30EWC30

W C1

WM15

W M1

WM15

W M1

WM15

W M1

WM15

W M1

WM15

W M1

WM15

W M1

WM15

W M1

WC19

WC19 WC19

WC19WC19

WM15

W M1

WC19

W M1

WM15

W M1

WC19

WM15

W M1

WC19

W M1

EWC30

C2 C2 C2 C2 C2 C2 C2

C2 C2 C2 C2 C1 C1 C1

C2 C2 C2 C2 C2 C2 C1

WC19 WC19

S150 TOC = 0

TYP AT

STAIR

TYP AT

STAIR

NOTES:

1. WALLS PER SCHEDULE, REFER TO

2. COLUMNS (C) PER COLUMN SCHEDULE

3. INDICATES A GIRDER OR BEAM (BELOW)

4. INDICATES SLAB REGION.

5. UNLESS NOTED OTHERWISE, COLUMNS AND BEAMS ARE CENTERED AT

GRID LINES AND GRID INTERSECTIONS.

6. INDICATES STEP IN SLAB (ELEVATION AS INDICATED

PER PLAN AND DETAILS).

7. EXTERIOR STAIR PER

1 S-504

1 S-505

S175

SLAB TYPE LABEL. REFER TO SCHEDULE

B10

BEAM TYPE LABEL. REFER TO SCHEDULE

3 S-504

4 S-504

1 S-560

1 6 7 12

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-101A

BLDG P810

L 0 7/2

5/2

1S T

1ST FLOOR PLAN - AREA A

6950 6950 6950 6950 6950 6950 6685

EWC30

EWC30EWC30

W C1

WM15

W M1

WM15

W M1

WM15

W M1

WC19

WC19 WC19

W M1

5WM15 WM15

WM15

EWC30 EWC30

C2 C2 C2 C2 C2 C2 C2 C2

C2 C2 C2 C2 C1 C1 C2 C2

C2 C1 C1 C1 C1 C2 C1 C1

C2 C2 C2 C1 C2 C2 C2 C2

WC19 WC19 WC19 WC19 WC19 WC19

WC19

S150TOC = 0

TYP AT

STAIR

TYP AT

STAIR

NOTES:

1. WALLS PER SCHEDULE, REFER TO

2. COLUMNS (C) PER COLUMN SCHEDULE

3. INDICATES A GIRDER OR BEAM (BELOW)

4. INDICATES SLAB REGION.

5. UNLESS NOTED OTHERWISE, COLUMNS AND BEAMS ARE CENTERED AT

GRID LINES AND GRID INTERSECTIONS.

6. INDICATES STEP IN SLAB (ELEVATION AS INDICATED

PER PLAN AND DETAILS).

7. EXTERIOR STAIR PER

1 S-504

1 S-505

S175

SLAB TYPE LABEL. REFER TO SCHEDULE

B10

BEAM TYPE LABEL. REFER TO SCHEDULE

3 S-504

4 S-504

1 S-560

1 6 7 12

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-101B

BLDG P810

L 0 7/2

5/2

1S T

1ST FLOOR PLAN - AREA B

6685 6950 6950 6950 6950 6950 6950

S150

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

W M1

EWC30EWC30

EWC30 EWC30

EWC30

EWC30 EWC30 EWC30

C2 C2 C2 C2 C2 C2 C2

C2 C2 C2 C2 C1 C1 C1

C2 C2 C2 C2 C2 C2 C1

WM15

W M1

WC19

WM15

W M1

WC19

W M1

W C2

WM15

WC19

W C1

WC19

B1 B1

B2 B2

B2 B2 B2

B2 B2

B1 B1 B1 B1 B1 B1 B1

B3 B3 B3 B3 B3

B3 B3 B3 B3 B3 B3 B3

TYP BETWEEN

NUMBERED

GRIDS

TYP AT

NUMBERED

GRIDS

TOC = 0

TYP AT

STAIR

TYP AT

STAIR

NOTES:

1. WALLS PER SCHEDULE, REFER TO

2. COLUMNS (C) PER COLUMN SCHEDULE

3. INDICATES A GIRDER OR BEAM (BELOW)

4. INDICATES SLAB REGION.

5. UNLESS NOTED OTHERWISE, COLUMNS AND BEAMS ARE CENTERED AT

GRID LINES AND GRID INTERSECTIONS.

6. INDICATES STEP IN SLAB (ELEVATION AS INDICATED

PER PLAN AND DETAILS).

7. EXTERIOR STAIR PER

1 S-504

1 S-505

S175

SLAB TYPE LABEL. REFER TO SCHEDULE

B10

BEAM TYPE LABEL. REFER TO SCHEDULE

3 S-504

4 S-504

1 S-560

1 6 7 12

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-102A

BLDG P810

L 0 7/2

5/2

2N D-

6T H

2ND - 6TH FLOOR PLAN - AREA A

6950 6950 6950 6950 6950 6950 6685

S150

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

WM15

W M1

WC19

W M1

EWC30

EWC30EWC30 EWC30 EWC30 EWC30EWC30

EWC30 EWC30EWC30

C2 C2 C2 C2 C2 C2 C2 C2

C2 C2 C2 C2 C1 C1 C2 C2

C2 C1 C1 C1 C1 C2 C1 C1

C2 C2 C2 C1 C2 C2 C2 C2

WM15

W M1

WC19

WM15

W M1

WC19

W M1

W C2

WM15

WC19

W C1

WC19 WC19

B2 B2

B1 B1

B2 B2

B2B2 B2

B2 B2

B1 B1 B1 B1 B1 B1 B1

B3 B3 B3 B3 B3 B3 B3

B3 B3 B3 B3

TYPI BETWEEN

NUMBERED GRIDS

TYP SECTION AT

NUMBERED GRIDS

TOC = 0

TYP AT

STAIR

TYP AT

STAIR

NOTES:

1. WALLS PER SCHEDULE, REFER TO

2. COLUMNS (C) PER COLUMN SCHEDULE

3. INDICATES A GIRDER OR BEAM (BELOW)

4. INDICATES SLAB REGION.

5. UNLESS NOTED OTHERWISE, COLUMNS AND BEAMS ARE CENTERED AT

GRID LINES AND GRID INTERSECTIONS.

6. INDICATES STEP IN SLAB (ELEVATION AS INDICATED

PER PLAN AND DETAILS).

7. EXTERIOR STAIR PER

1 S-504

1 S-505

S175

SLAB TYPE LABEL. REFER TO SCHEDULE

B10

BEAM TYPE LABEL. REFER TO SCHEDULE

3 S-504

4 S-504

1 S-560

1 6 7 12

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-102B

BLDG P810

L 0 7/2

5/2

2N D-

6T H

2ND - 6TH FLOOR PLAN - AREA B

NOTES:

1. LONG BAR SPLICE RESTRICTED TO CENTER HALF OF COLUMN CLEAR LENGTH.

2. REINF AT BEAMS NOT SHOWN FOR CLARITY.

3. CLOSED HOOPS REQUIRED AT COLUMNS. CROSS-TIES REQUIRED PER

SCHEDULE.

HCOL

HOOPS, PER

SCHED, AT

MIDDLE REGION

LONG BAR TENSION LAP

SPLICE RESTRICTED TO

CENTER HALF OF THE

COLUMN LENGTH. HOOPS

MUST BE AT "END REGION"

SPACING THROUGH FULL

LENGTH OF SPLICE.CO

HOOPS, PER

SCHED, AT

END REGION

HOOPS CONTINUE

THROUGH BEAM-COLUMN

JOINT AT "END REGION"

OF COLUMN BELOW, TYP

BEAM PER PLAN

(REINF NOT SHOWN

FOR CLARITY)

LONG BARS

HOOPS

TIES

24-D29

D13 - - @150

4-D13

LABEL

, T

SCHEDULE NOTES:

1. COLUMN CENTERED AT GRID INTERSECTIONS, PER PLAN.

2. 20 mm CHAMFER AT COLUMN CORNERS, TYPICAL.

3. PENETRATIONS AT COLUMNS PROHIBITED.

LONG BARS

HOOPS

TIES

20-D29

D13 - - @150

4-D13

LABEL

LABEL C2

LONG BARS

HOOPS

TIES

32-D29

D13 - - @150

4-D13

LABEL

LONG BARS

HOOPS

TIES

24-D29

D13 - - @150

4-D13

LONG BARS

HOOPS

TIES

20-D29

D13 - - @150

4-D13

LONG BARS

HOOPS

TIES

24-D29

D13 - - @150

4-D13

, T

LABEL

S-

VERTICAL

HORIZONTAL

TIES

MATERIAL

WM12

D10@1200

CMU

WM15

D13@1200

CMU

WC20

D10@200

D10@1200

CONCRETE

EWC25

D16@200

D13@600

CONCRETE

EWC30

D16@200

D10@600

CONCRETE

120 150 200 250

NOTES:

1. REFER TO SHEET S-510 FOR CONCRETE WALL DETAILS.

2. REFER TO SHEET S-550 FOR ADDITIONAL CMU DETAILS.

WC30

2-D10@200

D10@1200

CONCRETE

300 300

WC19

D10@200

D10@1200

CONCRETE

LOCTHICKNESSSYMBOL

END-SPAN MID-SPAN INTERIOR-SPAN END-SPAN MID-SPAN INTERIOR-SPAN

SHORT-DIRECTION (PRIMARY) LONG-DIRECTION (SECONDARY)

TOP

BOT

TOP

BOT

TOP

BOT

S1 150 D13 @ 200

D13 @ 200

SCHEDULE NOTES:

1. TYPICAL SLAB REINFORCEMENT SPECIFIED PER THIS SCHEDULE. WHERE OTHER

DETAILS SPECIFIED OTHER REINFORCEMENT IT SHALL BE PROVIDED IN

ADDITION TO THE TYPICAL REINFORCEMENT PER THIS SCHEDULE.

2. REINFORCEMENT MUST BE PLACED WITH REBAR POSITIONERS AND BE

SECURED PRIOR TO POURING CONCRETE, TO ENSURE PROPER POSITIONING.

3. MINIMUM CONCRETE COVER PER TYPICAL REBAR DETAILS.

4. DEFINITIONS PER SCHEMATIC DETAIL TO THE RIGHT.

5. THE WIDTH OF THE END AND INTERIOR SPANS IS DETERMINED AS THE SHORT

DIRECTION LENGTH DIVIDED BY 4 AND APPLIED TO BOTH DIRECTIONS.

6. AT CANTILEVERED SLABS, THE PRIMARY DIRECTION IS THE CANTILEVERED

DIRECTION. THE MINIMUM CUTOFF DISTANCE FOR TOP AND BOTTOM BARS

SHALL BE DETERMINED AS THE 1/4 X THE CLEAR SPAN OF THE ADJACENT SLAB,

BUT NO LESS THAN Ld OF THE REINFORCEMENT, MEASURED FROM THE INSIDE

FACE OF THE SUPPORT. REINFORCEMENT FROM THE ADJANCENT SLAB MUST

CONTINUE SUCH THAT IS IT FULLY DEVELOPED AT THE INTERIOR FACE OF THE

SUPPORT.

S2 150 D13 @ 200

D13 @ 200

FREE EDGE

SLAB CONTINUOUS

OVER SUPPORT

SLAB

CONTINUOUS

OVER SUPPORT

REGION

END

SPAN

MID

SPAN

INTERIOR

(SECONDARY)

LONG DIRECTION

SECONDARY BAR

R Y

PRIMARY BAR

PLAN VIEW OF SLAB REGIONS

CANTILEVER

INTERIOR FACE OF

SUPPORT CONDITION

CUT OFF

DIST TO

ANCHORAGE OF PRIMARY

REINFORCEMENT AT CANTILEVERS

ADJACENT

SPAN REINF.

ADJ. SPAN

Ld, MIN

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-504

BLDG P810

L 0 7/2

5/2

, W

L A

NTS

TYPICAL COLUMN REINFORCING

NTS

COLUMN SCHEDULE

NTS

WALL SCHEDULE

NTS

SLAB SCHEDULE

TERMINATE HORIZ REINF

50 mm FROM CJ TYP UNO

VERT REINF EA

SIDE OF JOINT

NOTE

1. ALIGN BOND BEAM CONTROL JOINTS WITH WALL CONTROL JOINTS

BOND BEAM REINF

PENETRATES CJ

BACKER ROD &

SEALANT AT VERT CJ

PROVIDE CLOSED END

BLOCKS AT CJ, TYP

TYPICAL BOND BEAM

BOND BEAM ADJACENT FLOOR AND ROOF

PREMOLDED

JOINT FILLER

CONC WALL OR

COLUMN

BREAK SHELL FOR

FLOW OF GROUT

16 GA DOVETAIL

ANCHOR @ 400 mm OC

VERT @

INTERSECTIONS

VERT @ CORNERS

AT FREE END AT INTERSECTION AT CORNER

VERT AT FREE END

CORNER BAR TO

MATCH HORIZ

REINF TYP

ALTERNATE HOOK

DIRECTIONS

VERT BAR

POSITIONER

19 cm CMU

NOTE:

VERTICAL BAR POSITIONERS REQUIRED WHEN

REINFORCEMENT IS AT FACE OF WALL OR IN TWO LAYERS

15 cm CMU

NOTES:

1. REINFORCEMENT SPACING PER

WALL SCHEDULE, REF.

2. SOLID GROUT REINFORCED CELLS.

3. CMU MUST BE LAID IN RUNNING

(COMMON) BOND. STACK BOND IS

PROHIBITED.

4. REFER TO ARCH DRAWINGS FOR

CMU ELEVATIONS.

5. PROVIDE REINF AROUND

OPENINGS PER

6. PROVIDE REINF AT WALL

CORNERS, INTERSECTIONS, AND

FREE ENDS PER

7. PROVIDE BAR POSITIONERS

WHERE TWO LAYERS OF VERTICAL

REINF REQUIRED AT CMU WALL

PER

8. HORIZONTAL REINF MUST BE

PLACED IN BOND BEAMS, EXCEPT

OVER OPENINGS WHERE

HORIZONTAL REINF MUST BE

PLACED IN LINTEL BLOCK. REFER

Ld h M

Ld M

BOTTOM COURSE MUST

BE BOND BEAM, TYP

TYPICAL BOND BEAM, LOCATE

PER SCHEDULE

FLOOR BELOW

SUPPORT BEAM

BELOW

WHERE 90° HOOK NOT PRACTICAL,

180° AS SHOWN IS PERMITTED. ADD

REBAR (MIN. LENGTH OF 2 Ld, CENTERED) AT INSIDE OF RADIUS, TYPICAL

VERTICAL REINF PER

SCHEDULE

DOWEL TO SUPPORT BEAM MUST MATCH

SIZE AND SPACING OF VERTICAL REINF

AT WALL

TOC EL

PER PLAN

HOLD TOP OF EA GROUT LIFT 50 mm

BELOW TOP OF BLOCK TO CREATE KEY

FOR NEXT LIFT. USE LOW LIFT METHOD

OF GROUND. LIFT HEIGHT NOT TO

EXCEED 1600 mm.

TOP COURSE MUST BE BOND BEAM,

TYP. TOP SUPPORT CONDITION NOT

SHOWN FOR CLARITY. AT BEAM

CONDITION REFER TO AND

NOTE: Ld AND Ldh PER TYPICAL

REINFORCEMENT DETAILS

SCHEDULE, REF. SHEET S-501.

3 S-504

2 S-550

3 S-550

6 S-5505 S-550

6 S-550

LINTEL BEAM REINF PER

SCHED

TYP VERT WALL REINF UNO W/ STD

HOOK INTO LINTEL

JAMB REINF IN CELL

ADJACENT TO

OPENING

DOWELS TO MATCH VERT

REINF TYP

TYP

PER ARCH

HORIZ REINF W/ HOOK WHERE Ld (MIN

600) EXTENSION NOT POSSIBLE

TOC EL

PER PLAN

NOTE: SOLID GRAY PATTERN SCHEMATICALLY INDICATES REGIONS THAT ARE GROUTED (TYPICAL WALL REINFORCEMENT GROUTING NOT SHOWN). EXTENT OF GROUT MAY BE MORE OR LESS BASED ON THE REQUIREMENTS OF THE DETAILS AND

SPECIFIC OPENINGS CONDITIONS. CONTRACTOR TO COORDINATE.

VERTICAL STIRRUPS W/ 180° STD

HOOK EA END PER SCHEDULED.

ALTERNATE DIRECTION, TYPICAL.

BOTTOM REINF PER

SCHED

MAX CLEAR

SPAN

BOTTOM

REINF

2-D16

CMU LINTEL SCHEDULE

MARK

ML1

ML2

ML3

LINTEL BLOCK(S

DEPTH

(D)

STIRRUPS

D13 @ 400

D13 @ 200

NOTES:

1. SPLICING HORIZONTAL REINF OVER OPENINGS PROHIBITED.

2. WHERE BOND BEAM OCCURS WITHIN LINTEL DEPTH, RUN BOND BEAM

REINFORCEMENT CONTINUOUS ACROSS OPENING.

TOP REINF PER SCHED

SECTION AT LINTEL

TO OPNG PER

ARCH

AT OPENING UP

TO 2400

HORIZ REINF W/ STD

180° HOOK. ROTATE

AS NECESSARY

HORIZ HOOKED BAR SIZE TO

MATCH VERT CMU WALL REINF.

PROVIDE (2) VERT BARS AT CELL

ADJACENT TO OPENING

400400

AT OPENING UP

TO 1200

CELLS WITH VERT REINF

MUST BE FULLY

GROUTED, FULL HEIGHT

PLAN AT JAMB

AT OPENING UP

TO 3000

BLOCKS ABOVE LINTEL

ONLY GROUTED WHEN

REQUIRED PER PLANS

AND DETAILS

TOP

REINF

2-D16

NOTE: PROVIDE ADDT'L VERTICAL BARS,

CUMULATIVELY, BASED ON SIZE OF OPENING

ADDT'L

VERTICAL BAR,

EA SIDE OF

JAMB, TYP

CMU PARTITION

BELOW

BOND BEAM AT

TOP OF WALL

115 MIN EMBED

M16 ABR CAST INTO

BEAM @ 600 OC, EA

FACE OF WALL

CONT L100x100x13 STEEL

ANGLE WITH STD SIZE

HOLES. WELDED STIFF PL12

AT EA END AND AT 600 mm

OC, MIN. 2 PER ANGLE

20 mm GAP TO TOW

BEAM AND SLAB AT

FLOOR ABOVE (REINF

NOT SHOW FOR

CLARITY)

WALL MUST BE

CENTERED AT

BEAMS ABOVE AND

BELOW

WALL MUST BE

CENTERED AT

BEAMS ABOVE

AND BELOW

BEAM AND SLAB AT

FLOOR ABOVE (REINF

NOT SHOW FOR

CLARITY)

TYPICAL MASONRY WALL TOP CONDITION

MASONRY TOP CONDITION AT EXT BEAM

M16 ABR CAST INTO

BEAM @ 600 OC, EA

FACE OF WALL

20 mm GAP TO TOW

115 MIN EMBED

CONT L100x100x13 WITH STD

SIZE HOLES. WELDED STIFF

PL12 AT EA END AND AT 600

mm OC, MIN. 2 PER ANGLE

MAX 5 mm GAP TO

FACE OF WALL

ADD'T D10 @ 200

NTS

CMU WALL CONTROL JOINTS

1 NTS

TYP CMU WALL HORIZ REINF

1 2 3 4 5 6 7 8 9 10

B Y:

O A1

N O.

LIC

SHEET ID

, 2

2H V2

-P

S-550

BLDG P810

L 0 7/2

5/2

ILS

NTS

VERT REINF BAR POSITIONER

NTS

TYP CMU WALL SECTION

4 NTS

CMU WALL OPENING REINF

6NTS

CMU TOP OF WALL SUPPORT

File details come from the government source that posted it. Updated Oct 4, 2022.