P810 Structural Drawings Excerpt - Steel Wing Piles.pdf

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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

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

NOT APPLICABLE

283 kph (78.6 m/s)

II

C

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

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

II

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)

R

Ω0

2.5

2.5

Cd

5.5

Cs

16.4%

19.0%

T

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

TYPICAL COLUMN ABOVEGRADE BEAMS, WHERE

OCCUR, PER PLAN

REINF AT BTM

MAT PER SCHED

D19@200

SKIN REINF

REINF AT BTM

MAT PER SCHED

PILE EMBED

H

50mm LWC (18 MPa)

60mm COMPACTED

BASE COURSE

NATIVE SOIL

INDICATES PILE

SCHEDULE NOTES:

1. PILE CAP SHORT SIDE LENGTH (B) IS LESS THAN THE LONG SIDE LENGTH (L), EXCEPT WHERE PILE CAP SIDES ARE EQUAL, I.E. B = L. WORK THIS

SCHEDULE WITH PILE ARRANGEMENT DIAGRAM PER AND PILE CAP PLAN DETAIL

2. ARRANGE PILES ACCORDING TO PILE COUNT (N) AND PILE ARRANGEMENT DIAGRAM PER

3. TOP OF PILE CAP ELEVATIONS PER PLAN.

4. PILE CAPS MUST BE FORMED. THE USE OF EARTH FORMS IS PROHIBITED.

5. PROVIDE CONTINUOUS REINFORCEMENT (NO SPLICES) AT TOP AND BOTTOM MAT BARS, EACH DIRECTION. STANDARD HOOKS REQUIRED AT

EACH END OF TOP AND BOTTOM MAT BARS.

6. PROVIDE CORNER BARS, IN THE PLANE OF THE TOP AND BOTTOM MATS, AT EACH CORNER. PROVIDE SPLICE LENGTH, MIN, AT EACH LEG.

7. MINIMUM CC PILE SPACING (S) IN SCHEDULE IS DETERMINED AS THE GREATER OF: (A) 1.5 x THE WING DIAMETER, OR (B) 2.5 x PILE DIAMETER (Dp). THE SPACING BETWEEN ADJACENT WINGS MUST BE AT LEAST 1 x PILE DIAMETER (Dp)

8. EDGE DISTANCE MEASURED FROM NEAREST EDGE OF PILE CAP TO FACE OF PILE CAP (OUTER DIAMETER).

TOPC

TOGB

NOTE: A PARTIAL SECTIONS IS SHOWN AT EACH HALF OF DETAIL,

REINFORCEMENT MATS REQUIRED OVER ENTIRE PLAN AREA, TYPICAL.

PILE CAP SHEAR REINF

8 S-502

8 S-502 2 S-502

Ld 3D

5D

EMBED DEPTH (100 mm)

BASE OF PILE CAP

D

D13 HOOPS @ 100

SEE SCHEDULE

BELOW

CONCRETE PLUG

AT STEEL PILE

CONDITION

ALL OTHER LOCATIONS

PILES AT CAPS AT

INDICATED COLUMNS

LOCATIONS

TYPICAL

A8, B6, B7, B8, B9, B11, B12, C9, C10

REINFORCEMENT

4-D25

8-D29

TYPICAL

COLUMN ABOVE

Ld

PROVIDE TO

MATCH COL VERT

BAR SIZE AND QTY

COL CONFINEMENT

REINFORCEMENT

PROVIDE CLOSED HOOPS

TO MATCH SIZE AND

SPACING OF

CONFINEMENT REINF AT

COLUMN THROUGH THE

FULL LENGTH OF THE

HOOKED DOWEL, TYPICAL

BOTTOM LAYER OF PILE CAP

REINF (BALANCE OF PILE CAP

REINF NOT SHOWN FOR CLARITY)

LONGITUDINAL REINF

FOR COL TO EXTEND TO

BTM REINF OF PILE CAP,

BUT MUST NOT BE LESS

THAN Ldh OR Ldt WHERE

HEADED REBAR IS USED

BENT REBAR SHOWN AT

COLUMN LONG BARS,

HOWEVER, HEADED REBAR

PERMITTED WHERE MEETS

REQUIREMENTS PER

DRAWINGS AND ACI 318.

CONCRETE

PLUG AT TOP OF

PILE PER 4 S-502

PILE SPLICE (AS

REQ'D) PER

DETAIL

WING AT

PILE TIP

ELEVATION OF TYPICAL PILE

BEARING LAYER

(AVG N ≥ 40)

MI

N

4D B

EY

ON

D

CO

NC

RE

TE

P

LU

G

PILE CAP NOT

SHOWN FOR

CLARITY

Dw

Dp m

(B

GS

7 S-502

PILE

TYPE

ALL

PILE

DIAMETER

(Dp)

406.4 mm

PILE WALL

THICKNESS

16 mm

PILE STEEL

GRADE

STK 590

WING

DIAMETER

(Dw)

1,000 mm

WING PLATE

THICKNESS

(tw)

32 mm

PILE SCHEDULE NOTES:

1. BEARING LAYER MUST HAVE MINIMUM AVERAGE BLOW COUNT OF N ≥ 40.

BEARING LAYER ESTIMATED TO BE 13 m BELOW GROUND SURFACE.

2. PILE SPLICES MUST USE CJP WELDS AND MUST BE PER PILE

MANUFACTURER RECOMMENDATIONS AND DETAILS. BACKING RINGS AND

STOPPERS PER MANUFACTURER.

3. WING PLATES MUST BE OPEN TYPE (OPENING AT WING PLATE).

4. WING PLATE STEEL MUST CONFORM TO JIS G 3106 (fy = 490 MPa MIN).

5. WING PLATES MUST BE INCLINED AT 14.4° ANGLE. REDUCTION IN WING

PLATE ANGLE MUST BE APPROVED BY CONTRACTING OFFICER AND

MANUFACTURER.

6. WING PLATES MUST BE CJP WELDED TO THE PILE SHAFT PER

MANUFACTURER'S RECOMMENDATIONS AND DETAILS.

7. PILE HEAD ROTATION TYPE INSTALL ACCEPTABLE, AS PERMITTED BY PILE

MANUFACTURER.

8. PILE THICKNESS HAS BEEN INCREASED BEYOND THE STRUCTURAL DESIGN

REQUIREMENTS TO PROVIDE 3.3 mm OF ADDITIONAL SACRIFICAL METAL

FOR CORROSION PROTECTION.

9. ________% OF PILES MUST BE PROOF LOADED TO ______% DESIGN

CAPACITY.

RO

OT

G

AP

≥ 4 5° f tp

CJP

OUTSIDE INSIDE

Dp

BACKING RING

STOPPER

NOTES:

1. "f" DISTANCE AND ROOT GAP PER MANUFACTURER

RECOMMENDATIONS.

2. STOPPER PLATE SIZE AND NUMBER OF PIECES PER

MANUFACTURER RECOMMENDATIONS.

3. BACKING RING GEOMETRY PER MANUFACTURER

RECOMMENDATIONS.

PILE WALL THICKNESS

(tp) PER SCHED

S

S S

S

N = 2 N = 3 N = 4

S

S

60°

60°

90°

S

S S

S

S S

S

N = 5 N = 6 N = 7

S/2 S S/2

S S

2 S

2 S

S/2 S S/2

S S

2 S

2 S

N = 8

S S

S S

N = 9 N = 10

S/2 S S S/2

S S S

2 S

2 S

S/2 S S S/2

S S S

2 S

2 S

N = 11

S S S

S S

N = 12

S/2 S S S/2

S S S

2 S

S

2 S

N = 14

NOTES:

1. PILE COUNT (N) AND CENTER-TO-CENTER SPACING (S) AS SPECIFIED PER PILE CAP SCHEDULE.

2. PILE ARRANGEMENTS SHOWN ARE DENSEST SPACING PERMITTED. NO TWO INDIVIDUAL PILES SHALL BE SPACED CLOSER THAN THE CENTER-TO-CENTER SPACING (S) AS SPECIFIED PER PILE CAP SCHEDULE.

3. ORIENTATION OF PILE GROUP TO MATCH PLAN ORIENTATION. PRINCIPLE AXES OF PILE GROUPS MUST ALIGN

WITH PRINCIPLE AXES OF PILE CAP.

4. CENTER OF PILE GROUP MUST ALIGN WITH CENTER OF PILE CAP CENTER.

5. COLUMN CENTROID OR CENTER OF WALL BOUNDARY ELEMENTS LOCATED OVER N = 3 PILE CAP MUST BE

LOCATED DIRECTLY OVER THE BARYCENTER OF THE THREE PILES.

6. PILES GROUPS N ≤ 9 ARE NOT PERMITTED WITH COMBINED PILE CAPS (TWO COLUMNS).

S

S

S

S

S

PLAN VIEW AT PILE CAP SUPPORTING ONE COLUMN (OR WALL)

(P4 PILE CAP SHOWN)

BUILDING COL

CENTERED AT

PILE CAP AND

PILE GROUP

NOTES:

1. A PARTIAL PLAN SECTION IS SHOWN AT EACH HALF OF DETAIL, REINFORCEMENT MATS REQUIRED OVER ENTIRE PLAN AREA, TYPICAL.

2. HOOKS AT ENDS OF REINFORCEMENT NOT SHOWN FOR CLARITY.

3. TYPICAL SECTION VIEW OF PILE CAP PER PILE CAP SCHEDULE

PLAN VIEW AT PILE CAP SUPPORT TWO COLUMNS

(P10 PILE CAP SHOWN)

INDICATES BUILDING

COL (ABOVE), LOC

RELATIVE TO PILE

CAP PER PLAN

DIMENSIONS

GRID

GRID

GRID

GRID

GRID

EQ EQ

WIDTH (B)

EQ

EQ

LE

NG

TH

(L

SYMM

SYMM

DI

ST

AN

CE

ED

GE

DISTANCE

EDGE

INDICATES B

REBAR

INDICATES L

REBAR

INDICATES L

REBAR

INDICATES B

REBAR

EQ

EQ

LE

NG

TH

(L

EQ EQ

WIDTH (B)

SYMM

SYMM

EQ

EQ

DISTANCE

EDGE

DI

ST

AN

CE

ED

GE

PE

R

SC

H E

DU

LE

TO

P

AN

D

BO

T

MA

T

TO

P

AN

D

BO

TT

OM

M

AT

P

ER

S

CH

ED

UL

E

1 S-502

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

G

DE

SI

GN

ED

B Y:

DR

AW

N

BY

SU

BM

IT

TE

D

BY

CH

EC

KE

D

BY

SI

ZE

IS

O A1

IS

SU

E

DA

TE

CO

NT

RA

CT

N O.

SO

LIC

IT

AT

IO

N

NO

SHEET ID

a

FI

LE

B.

F

IS

HE

R

B.

F

IS

HE

R

B.

F

IS

HE

R

S.

S

CH

NE

ID

ER

JU

LY

, 2

W

2H V2

1F

-P

S-502

BLDG P810

IN

TE

RM

ED

IA

TE

D

ES

IG

N

SU

BM

IT

TA

L 0 7/2

5/2

PI

LE

A

ND

P

ILE

C

AP

D

ET

AI

LS

PILE CAP

TYPE COUNT

PILE COUNT

(N)

PILE CC

SPACING (S)

CAP LENGTH

(L)

CAP WIDTH

(B)

EDGE

DISTANCE

(mm)

CAP THICKNESS

(H)

TOP B

REBAR

TOP L

REBAR

BOT B

REBAR

BOT L

REBAR

P1 8 1 1500 1005 1005 300 1000 5-D19 5-D19 5-D19 5-D19 P4 23 4 1500 2505 2505 300 1400 11-D25 11-D25 11-D25 11-D25 P5 1 5 1500 3130 3130 300 1400 14-D25 14-D25 14-D25 14-D25 P10 10 10 1500 5505 3605 300 1700 18-D22 30-D25 18-D25 30-D29 P12 2 12 1500 5505 4005 300 1700 20-D22 28-D25 20-D25 28-D29

NTS

PILE CAP SCHEDULE AND SECTION

NTS

PILE CONNECTION TO PILE CAP

COLUMN TO PILE CAP CONN

NTS

STEEL WING PILE

NTS

PILE SPLICE DETAIL

NTS

PILE ARRANGEMENT DIAGRAM

NTS

PILE CAP PLAN DETAIL

DRAFT