W912HV-22-R-0003 KHS DWGS RTA Vol 1B.pdf

GENERAL:

A. WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE BUILDING CODE AS STATED BELOW. HOWEVER, WHERE

REFERENCE IS MADE TO PERFORMANCE CONFORMING TO OTHER STANDARDS THE MORE STRINGENT SHALL APPLY.

1. INTERNATIONAL BUILDING CODE, 2015 EDITION.

2. UNIFIED FACILITIES CRITERIA 3-301-01 STRUCTURAL ENGINEERING DATED 12 SEPTEMBER 2016 WITH CHANGE 3

3. UNIFIED FACILITIES CRITERIA 3-310-04 SEISMIC DESIGN OF BUILDINGS DATED 20 JUNE 2016 WITH CHANGE 1

B. THE CONTRACTOR SHALL COMPARE ALL THE CONTRACT DOCUMENTS WITH EACH OTHER AND REPORT IN WRITING

TO THE CONTRACTING OFFICER ALL INCONSISTENCIES AND OMISSIONS.

C. COORDINATE WORK WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS PRIOR TO

CONSTRUCTION OF STRUCTURAL ELEMENTS.

D. THE CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AND VERIFY FIELD CONDITIONS AND SHALL COMPARE SUCH

FIELD MEASUREMENTS AND CONDITIONS WITH THE DRAWINGS BEFORE COMMENCING WORK. REPORT IN WRITING

TO THE CONTRACTING OFFICER ALL INCONSISTENCIES AND OMISSIONS.

E. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES.

F. THE CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS OF CONSTRUCTION, WORKMANSHIP AND JOB SAFETY.

THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AS REQUIRED FOR STABILITY OF

STRUCTURAL MEMBERS AND SYSTEMS.

G. CONSTRUCTION LOADING SHALL NOT EXCEED DESIGN LIVE LOAD UNLESS SPECIAL SHORING IS PROVIDED.

ALLOWABLE LOADS SHALL BE REDUCED IN AREAS WHERE THE STRUCTURE HAS NOT ATTAINED FULL DESIGN

STRENGTH.

H. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF THE ADJACENT PROPERTIES, STRUCTURES, STREETS AND UTILITIES DURING THE CONSTRUCTION PERIOD.

I. DETAILS NOTED AS TYPICAL ON THE STRUCTURAL DRAWINGS SHALL APPLY IN ALL CONDITIONS UNLESS

SPECIFICALLY SHOWN OR NOTED.

DESIGN CRITERIA:

A. DESIGN LOAD CRITERIA BASED ON THE FOLLOWING

1. UNIFIED FACILITIES CRITERIA 3-301-01 STRUCTURAL ENGINEERING DATED 12 SEPTEMBER 2016 WITH CHANGE 3

2. UNIFIED FACILITIES CRITERIA 3-310-04 SEISMIC DESIGN OF BUILDINGS DATED 20 JUNE 2016 WITH CHANGE 1

3. INTERNATIONAL BUILDING CODE , 2015 EDITION

4. ASCE 7-10

B. DEAD LOADS:

1. DEAD LOADS INCLUDE THE WEIGHT OF MATERIALS INTO CONSTRUCTION OF THE BUILDING INCLUDING ROOFS, CEILINGS, PARTITIONS, AND FIXED SERVICE EQUIPMENT.

2. PARTITIONS (SEISMIC): 0.5 KPA (10 PSF)

C. LIVE LOADS (FOR LOCATIONS SEE SHEETS S-003 THRU S-008):

1. ROOF: 1.0 KPA (20 PSF) (REDUCIBLE WHERE PERMITTED BY CODE)

2. CLASSROOMS: 1.9 KPA (40 PSF) (REDUCIBLE WHERE PERMITTED BY CODE)

3. OFFICES: 2.4 KPA (50 PSF) (REDUCIBLE WHERE PERMITTED BY CODE)

4. LIBRARIES

a. STACK ROOMS: 7.2 KPA (150 PSF)

b. READING ROOMS: 2.9 KPA (60 PSF)

5. GYMNASIUMS AND BLEACHERS: 4.8 KPA (100 PSF)

6. STAIRS AND BALCONIES: 4.8 KPA (100 PSF)

7. CORRIDORS

a. CORRIDORS (ABOVE FIRST FLOOR): 3.8 KPA (80 PSF)

b. CORRIDORS (AT FIRST FLOOR): 4.8 KPA (100 PSF)

8. TOILET ROOMS: 3.6 KPA (75 PSF)

9. ASSEMBLY AREAS: 4.8 KPA (100 PSF)

10. DINING ROOMS: 4.8 KPA (100 PSF)

11. MECHANICAL / ELECTRICAL ROOMS

a. GENERAL: 4.8 KPA (100 PSF)

b. HVAC: 6.0 KPA (125 PSF)

12. STORAGE ROOM: 6.0 KPA (125 PSF)

13. PARTITION LOAD: 0.7 KPA (15 PSF)

D. ROOF SNOW LOADS

1. HIGH SCHOOL BUILDING

a. GROUND SNOW: P g = 0.57 KPA (12 PSF)

b. SNOW EXPOSURE FACTOR: C e = 1.0

c. ICE FACTOR: I i = 1.25

d. SNOW LOAD IMPORTANCE FACTOR: I s = 1.10

e. THERMAL FACTOR: C t = 1.0

f. FROST PENETRATION FACTOR 152 MM (6 INCHES)

2. CENTRAL PLANT

a. GROUND SNOW: P g = 0.57 KPA (12 PSF)

b. SNOW EXPOSURE FACTOR: C e = 1.0

c. ICE FACTOR: I i = 1.0

d. SNOW LOAD IMPORTANCE FACTOR: I s = 1.0

e. THERMAL FACTOR: C t = 1.0

f. FROST PENETRATION FACTOR 152 MM (6 INCHES)

3. BRIGG'S BAY ATHLETIC FIELD - FIELD HOUSE, DUGOUTS AND STORAGE STRUCTURE

a. GROUND SNOW: P g = 0.57 KPA (12 PSF)

b. SNOW EXPOSURE FACTOR: C e = 1.0

c. ICE FACTOR: I i = 1.0

d. SNOW LOAD IMPORTANCE FACTOR: I s = 1.0

e. THERMAL FACTOR: C t = 1.0

f. FROST PENETRATION FACTOR 152 MM (6 INCHES)

E. WIND DESIGN DATA

1. HIGH SCHOOL BUILDING

a. RISK CATEGORY: III

b. ULTIMATE DESIGN WIND SPEED: V ult = 218 KM/H (135 MPH)

c. NOMINAL DESIGN WIND SPEED: V asd = 168 KM/H (105 MPH)

d. EXPOSURE CATEGORY: D

e. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

f. INTERNAL PRESSURE COEFF: GC pi = +/-0.18

g. COMPONENTS AND CLADDING DESIGN WIND PRESSURE: VARIES

2. CENTRAL PLANT

a. RISK CATEGORY: II

b. ULTIMATE DESIGN WIND SPEED: V ult = 203 KM/H (126 MPH)

c. NOMINAL DESIGN WIND SPEED: V asd = 157 KM/H (98 MPH)

d. EXPOSURE CATEGORY: D

e. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

f. INTERNAL PRESSURE COEFF: GC pi = +/-0.18

g. COMPONENTS AND CLADDING DESIGN WIND PRESSURE: VARIES

3. BRIGG'S BAY ATHLETIC FIELD - FIELD HOUSE, DUGOUTS, AND STORAGE STRUCTURE

a. RISK CATEGORY: II

b. ULTIMATE DESIGN WIND SPEED: V ult = 203 KM/H (126 MPH)

c. NOMINAL DESIGN WIND SPEED: V asd = 157 KM/H (98 MPH)

d. EXPOSURE CATEGORY: D

e. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

f. INTERNAL PRESSURE COEFF: GC pi = +/-0.18

g. COMPONENTS AND CLADDING DESIGN WIND PRESSURE: VARIES

F. EARTHQUAKE DESIGN DATA

1. HIGH SCHOOL BUILDING - CLASSROOM WING

a. RISK CATEGORY: III

b. IMPORTANCE FACTOR: I e = 1.25

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS

i. SHORT PERIOD: S s = 1.96g

ii. 1-SEC PERIOD: S 1 = 0.93g

d. SPECTRAL RESPONSE COEFFICIENTS

i. SHORT PERIOD: S DS = 1.18g

ii. 1-SEC PERIOD: S D1 = 1.49g

e. SEISMIC DESIGN CATEGORY: E

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM: BUILDING FRAME SYSTEM - SPECIAL REINFORCED CONCRETE

SHEAR WALLS (NON-BEARING)

g. DESIGN BASE SHEAR: V = C s x W

h. SEISMIC RESPONSE COEFFICIENT: C s = 0.25

i. RESPONSE MODIFICATION FACTOR: R = 6

j. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

k. SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS

i. COMPONENT IMPORTANCE FACTOR:

1) EGRESS STAIRS AND FIRE SPRINKLERS: Ip = 1.5

2) ALL OTHER ITEMS: Ip = 1.0

2. HIGH SCHOOL BUILDING - MUSIC/GYM WING

a. RISK CATEGORY: III

b. IMPORTANCE FACTOR: I e = 1.25

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS

i. SHORT PERIOD: S s = 1.96g

ii. 1-SEC PERIOD: S 1 = 0.93g

d. SPECTRAL RESPONSE COEFFICIENTS

i. SHORT PERIOD: S DS = 1.18g

ii. 1-SEC PERIOD: S D1 = 1.49g

e. SEISMIC DESIGN CATEGORY: E

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM: BUILDING FRAME SYSTEM - SPECIAL REINFORCED CONCRETE

SHEAR WALLS

g. DESIGN BASE SHEAR: V = C s x W

h. SEISMIC RESPONSE COEFFICIENT: C s = 0.29

i. RESPONSE MODIFICATION FACTOR: R = 5

j. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

k. SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS

I. COMPONENT IMPORTANCE FACTOR:

1) EGRESS STAIRS AND FIRE SPRINKLERS: Ip = 1.5

2) ALL OTHER ITEMS: Ip = 1.0

3. CENTRAL PLANT

a. RISK CATEGORY: II

b. IMPORTANCE FACTOR: I e = 1.00

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS

i. SHORT PERIOD: S s = 1.96g

ii. 1-SEC PERIOD: S 1 = 0.93g

d. SPECTRAL RESPONSE COEFFICIENTS

i. SHORT PERIOD: S DS = 1.18g

ii. 1-SEC PERIOD: S D1 = 1.49g

e. SEISMIC DESIGN CATEGORY: E

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM: BUILDING FRAME SYSTEM - SPECIAL REINFORCED CONCRETE

SHEAR WALLS (NON-BEARING)

g. DESIGN BASE SHEAR: V = C s x W

h. SEISMIC RESPONSE COEFFICIENT: C s = 0.20

i. RESPONSE MODIFICATION FACTOR: R = 6

j. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

k. SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS

i. COMPONENT IMPORTANCE FACTOR: Ip = 1.0

4. BRIGGS BAY ATHLETIC FIELD - FIELD HOUSE AND DUGOUTS

a. RISK CATEGORY: II

b. IMPORTANCE FACTOR: I e = 1.00

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS

i. SHORT PERIOD: S s = 1.96g

ii. 1-SEC PERIOD: S 1 = 0.93g

d. SPECTRAL RESPONSE COEFFICIENTS

i. SHORT PERIOD: S DS = 1.18g

ii. 1-SEC PERIOD: S D1 = 1.49g

e. SEISMIC DESIGN CATEGORY: E

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM: BUILDING FRAME SYSTEM - SPECIAL REINFORCED CONCRETE

SHEAR WALLS (NON-BEARING)

g. DESIGN BASE SHEAR: V = C s x W

h. SEISMIC RESPONSE COEFFICIENT: C s = 0.20

i. RESPONSE MODIFICATION FACTOR: R = 6

j. ANALYSIS PROCEDURE: EQUIVALENT LATER FORCE PROCEDURE

k. SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS

i. COMPONENT IMPORTANCE FACTOR: Ip = 1.0

5. BRIGGS BAY ATHLETIC FIELD - STORAGE STRUCTURE

a. RISK CATEGORY: II

b. IMPORTANCE FACTOR: I e = 1.00

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS

i. SHORT PERIOD: S s = 1.96g

ii. 1-SEC PERIOD: S 1 = 0.93g

d. SPECTRAL RESPONSE COEFFICIENTS

i. SHORT PERIOD: S DS = 1.18g

ii. 1-SEC PERIOD: S D1 = 1.49g

e. SEISMIC DESIGN CATEGORY: E

f. BASIC SEISMIC-FORCE-RESISTING SYSTEM: BUILDING FRAME SYSTEM - SPECIAL REINFORCED CONCRETE

SHEAR WALLS (BEARING)

g. DESIGN BASE SHEAR: V = C s x W

h. SEISMIC RESPONSE COEFFICIENT: C s = 0.24

i. RESPONSE MODIFICATION FACTOR: R = 5

j. ANALYSIS PROCEDURE: EQUIVALENT LATER FORCE PROCEDURE

k. SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS

i. COMPONENT IMPORTANCE FACTOR: Ip = 1.0

G. SOILS DATA

1. HIGH SCHOOL BUILDING

a. SITE CLASS: E

b. PHC PILES (IMPACT DRIVEN)

i. 400MM DIA.: 75 METRIC TONS [735 kN] (165 KIPS)

ii. 500MM DIA.: 115 METRIC TONS [1125 kN] (253 KIPS)

iii. 600MM DIA.: 169 METRIC TONS [1655 kN] (372 KIPS)

c. EARTH PRESSURES (LEVEL BACKFILL)

i. PASSIVE: 5600 KG/M³ (350 PCF) ON PILE CAPS

2. CENTRAL PLANT

a. SITE CLASS: E

b. ALLOWABLE BEARING: 48 KN/M² (1000 PSF)

c. SUBGRADE MODULUS: 31,400 KN/M3 (200 KCF)

d. EARTH PRESSURES

i. PASSIVE: 5600 KG/M³ (350 PCF)

e. COEFFICIENT OF FRICTION: V = 0.35

3. BRIGGS BAY ATHLETIC FIELD - FIELD HOUSE, BLEACHERS / PRESS BOX, DUGOUTS, AND STORAGE STRUCTURE

a. SITE CLASS: E

b. ALLOWABLE BEARING: 48 KN/M² (1000 PSF)

c. SUBGRADE MODULUS: 31,400 KN/M3 (200 KCF)

d. EARTH PRESSURES

i. PASSIVE: 5600 KG/M³ (350 PCF)

e. COEFFICIENT OF FRICTION: V = 0.35

4. RETAINING WALLS AT WALKWAY BETWEEN HIGH SCHOOL SITE AND BRIGGS BAY SITE

a. SITE CLASS: E

b. ALLOWABLE BEARING: 48 KN/M² (1000 PSF)

c. EARTH PRESSURES (LEVEL BACKFILL)

i. ACTIVE (UNRESTRAINED): 480 KG/M³ (30 PCF)

ii. PASSIVE: 4800 KG/M³ (300 PCF)

iii. SEISMIC: N/A, ALL WALLS ARE LESS THAN 6'-0"

d. COEFFICIENT OF FRICTION: V = 0.30

5. LIGHT POLES AT BRIGGS BAY ATHLETIC FIELD

a SHEAR STRENGTH (COHESION)

i. UPPER 3.5M (11.5 FT): C = 3660 KN/M2 (750 PSF)

ii. BELOW 3.5M (11.5 FT): C = 1220 KN/M2 (250 PSF)

b. WET UNIT WEIGHT OF SOIL: 1600 KN/M3 (100 PCF)

H. ANTI-TERRORISM (AT) DESIGN, UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS WITH

CHANGE 1, DATED 19 AUGUST 2020

1. HIGH SCHOOL BUILDING - CLASSROOM WING

a. BUILDING CATEGORY: PRIMARY GATHERING / LOW OCCUPANCY AT MECHANICAL ROOMS

b. UNOBSTRUCTED SPACE: 16M UNLESS NOTED OTHERWISE, SEE SHEET GI132

2. HIGH SCHOOL BUILDING - MUSIC / GYM WING

a. BUILDING CATEGORY: PRIMARY GATHERING

b. UNOBSTRUCTED SPACE: 16M UNLESS NOTED OTHERWISE, SEE SHEET GI132

3. CENTRAL PLANT

a. BUILDING CATEGORY: LOW OCCUPANCY

b. ANTI-TERRORISM NOT REQUIRED PER UFC 4-010-01 SECTION 1-6

4. BRIGGS BAY ATHLETIC FIELD - FIELD HOUSE

a. BUILDING CATEGORY: INHABITED

b. UNOBSTRUCTED SPACE: 16M UNLESS NOTED OTHERWISE, SEE SHEET GI132

5. BRIGGS BAY ATHLETIC FIELD - DUGOUTS AND STORAGE STRUCTURE

a. BUILDING CATEGORY: LOW OCCUPANCY

b. ANTI-TERRORISM NOT REQUIRED PER UFC 4-010-01 SECTION 1-6

I. PROGRESSIVE COLLAPSE DESIGN DATA

1. HIGH SCHOOL BUILDING - CLASSROOM WING

a. NUMBER OF STORIES: 2 AND 4 STORIES (PROGRESSIVE COLLAPSE FOR 4-STORY AREA ONLY). DESIGN OF

THE 4-STORY AREA IS IN ACCORDANCE WITH UFC 4-023-03, 1603.1.9 DATED 01 NOVEMBER 2016 WITH

CHANGE 3. FUTURE ADDITIONS OR ALTERATIONS SHALL NOT JEOPARDIZE THE REQUIREMENTS FOR

PROGRESSIVE COLLAPSE.

b. RISK (OCCUPANCY) CATEGORY: III

c. ANALYSIS METHOD: ALTERNATE PATH METHOD AND ENHANCED LOCAL RESISTANCE (ELR)

d. ANALYSIS PROCEDURE: LINEAR STATIC PROCEDURE

e. PERFORMANCE LEVEL: LIFE SAFETY

f. BUILDING TYPE: CONCRETE SHEAR WALLS WITH STIFF DIAPHRAGMS

g. PUBLIC ACCESS: CONTROLLED ACCESS

2. HIGH SCHOOL BUILDING - MUSIC / GYM WING

a. NUMBER OF STORIES: 1 STORY

b. PROGRESSIVE COLLAPSE NOT REQUIRED PER UFC 4-010-01 SECTION 3.7

3. CENTRAL PLANT

a. PROGRESSIVE COLLAPSE NOT REQUIRED FOR LOW OCCUPANCY PER UFC 4-010-01 SECTION 1-9

4. BRIGGS BAY ATHLETIC FIELD - FIELD HOUSE, DUGOUTS, AND STORAGE STRUCTURE

a. NUMBER OF STORIES: 1 STORY

b. PROGRESSIVE COLLAPSE NOT REQUIRED PER UFC 4-010-01 SECTION 3.7

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CONCRETE:

A. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE ACI 318/318M AND JIS A-5308

READY-MIXED CONCRETE.

B. CONCRETE SHALL BE REGULAR WEIGHT HARD ROCK CONCRETE AND SHALL HAVE THE FOLLOWING MINIMUM 28

DAY COMPRESSIVE STRENGTHS:

1. PILES: 85 MPA

2. PILE CAPS: 27 MPA

3. PILE CAP BUILD UPS: 36 MPA (SEE DETAIL B5/S-602)

4. WALLS, BEAMS, COLUMNS AND SUSPENDED SLABS (CLASSROOM WING ONLY): 36 MPA

5. WALLS, BEAMS, COLUMNS AND SUSPENDED SLABS (ALL OTHER BUILDINGS): 27 MPA

6. SPREAD FOOTINGS , WALL FOOTINGS, GRADE BEAMS, TIE BEAMS AND MAT SLABS: 27 MPA

7. SLAB-ON-GRADE: 27 MPA

8. ALL OTHER CONCRETE: 27 MPA

C. CONCRETE DELIVERY TICKETS SHALL RECORD ALL FREE WATER IN THE MIX: AT BATCHING BY PLANT, FOR

CONSISTENCY BY DRIVER, AND ANY ADDITIONAL REQUEST BY CONTRACTOR IF PERMITTED BY THE MIX DESIGN.

D. WATER USED IN MIXING CONCRETE SHALL BE CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS OR OTHER SUBSTANCES THAT ARE DELETERIOUS TO CONCRETE OR STEEL

REINFORCEMENT.

E. FREQUENCY OF CONDUCTING STRENGTH TESTS SHALL BE AS FOLLOWS:

1. SAMPLES FOR STRENGTH OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN NOT LESS

THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 115 CUBIC METERS OF CONCRETE, NOR LESS THAN

ONCE FOR EACH 465 SQUARE METERS OF SURFACE AREA FOR SLABS OR WALLS.

2. IF THE TOTAL VOLUME OF CONCRETE IS SUCH THAT THE FREQUENCY OF TESTING WOULD PROVIDE LESS

THAN FIVE STRENGTH TESTS FOR A GIVEN CLASS OF CONCRETE, TESTS SHALL BE MADE FROM AT LEAST

FIVE RANDOMLY SELECTED BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE BATCHES ARE USED.

F. ALL INSERTS, ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN THE CONCRETE SHALL BE HOT-DIPPED

GALVANIZED ACCORDING TO JIS H8641 UNLESS OTHERWISE NOTED.

G. REINFORCING BARS, ANCHOR BOLTS, INSERTS, AND OTHER ITEMS TO BE CAST IN THE CONCRETE SHALL BE

SECURED IN POSITION PRIOR TO PLACEMENT OF CONCRETE.

H. CONDUITS, PIPES, AND SLEEVES PASSING THROUGH A SLAB OR FOOTING AND NOT CONFORMING TO TYPICAL

DETAILS SHALL BE LOCATED AND SUBMITTED TO THE ARCHITECT FOR APPROVAL.

I. CONDUITS, PIPES, AND SLEEVES EMBEDDED WITHIN A SLAB OR WALL (OTHER THAN THOSE MERELY PASSING

THROUGH) SHALL SATISFY THE FOLLOWING:

1. NO LARGER IN OUTSIDE DIMENSIONS THAN 1/3 THE OVERALL THICKNESS OF BEAM, SLAB, OR WALL IN WHICH

THEY ARE EMBEDDED.

2. CONDUITS, PIPES, AND SLEEVES SHALL NOT BE PLACED THROUGH OR EMBEDDED IN A BEAM UNLESS

SPECIFICALLY DETAILED.

3. SPACED NO CLOSER THAN 3 DIAMETERS OR WIDTHS ON CENTER.

4. PLACED IN THE MIDDLE 1/3 OF SLAB OR WALL THICKNESS.

J. THE CONTRACTOR SHALL LOCATE CONSTRUCTION JOINTS SO AS NOT TO IMPAIR THE STRENGTH OF THE

STRUCTURE AND TO MINIMIZE SHRINKAGE STRESSES. SUBMIT LOCATION OF CONSTRUCTION JOINTS TO THE

CONTRACTING OFFICER FOR APPROVAL, UNLESS OTHERWISE NOTED.

K. SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIP EDGES, REGLETS, FINISHES AND OTHER

NON-STRUCTURAL ITEMS NOT SHOWN OR SPECIFIED ON THE STRUCTURAL DRAWINGS.

L. NON-SHRINK GROUT SHALL BE A PREMIXED NON-METALLIC FORMULA, CAPABLE OF DEVELOPING A MINIMUM

COMPRESSIVE STRENGTH OF 21 MPA (3,046 PSI) IN 1 DAY AND 36 MPA (5,221 PSI) IN 28 DAYS.

M. CONSTRUCTION JOINTS IN FLOOR SHALL BE LOCATED WITHIN THE MIDDLE THIRD OF SPANS OF SLABS, BEAMS AND

GIRDERS. JOINTS IN GIRDERS SHALL BE OFFSET A MINIMUM DISTANCE OF TWO TIMES THE WIDTH OF AN

INTERSECTING BEAM.

N. LEAVE FORMWORK FOR OTHER STRUCTURAL ELEMENTS THAT SUPPORT WEIGHT OF CONCRETE IN PLACE UNTIL

CONCRETE HAS ACHIEVED ITS 28 DAY DESIGN COMPRESSIVE STRENGTH.

O. MEASURE FLOOR AND SLAB FLATNESS AND LEVELNESS ACCORDING TO ASTM E1155/E1155M WITHIN 48 HOURS OF

FINISHING.

REINFORCING STEEL:

A. REINFORCING STEEL GRADES AND YIELD STRENGTH SHALL CONFORM TO JIS G3112 AS FOLLOWS, UNLESS NOTED

OTHERWISE:

1. D10, D13, D16 (#3, #4, #5): JIS G3112 SD295A, FS = 295 MPa

2. D19, D22, D25 (#6, #7, #8): JIS G3112 SD345, FS = 345 MPa

3. D29 (#9 AND LARGER): JIS G3112 SD390, FS = 390 MPa

B. WELDED WIRE REINFORCEMENT SHALL BE GALVANIZED CONFORMING TO JIS G3551.

C. CLEAR CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: ---- 80 MM (3")

2. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER:

a. D19 (#6) THROUGH D35 (#11): -------------------------------------------------------- 50 MM (2")

b. D16 (#5) BAR, W31 OR D31 WIRE, AND SMALLER: ---------------------------- 40 MM (1.5")

3. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, WALLS:

i. D38, D41 AND D51: ------------------------------------------------------------------ 40 MM (1.5")

ii. D35 (#11) AND SMALLER: --------------------------------------------------------- 20 MM (0.75")

b. BEAMS, COLUMNS:

i. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: ------------------ 40 MM (1.5")

D. REINFORCING STEEL SHALL BE SPLICED WHERE INDICATED ON PLANS. PROVIDE LAP SPLICE LENGTH PER TYPICAL

DETAILS AND SCHEDULE, UNLESS OTHERWISE NOTED. REINFORCING STEEL BARS D19 (#6) AND LARGER ARE

PERMITTED TO BE GAS PRESSURE WELDED SPLICE IN LIEU OF LAP SPLICE. GAS PRESSURE WELDING SHALL

COMPLY WITH JASS 5, JRJI GAS PRESSURE, AND JIS Z3881. STAGGER LAP BARS AS INDICATED.

E. LAP EDGES AND ENDS OF ADJOINING SHEETS OF WELDED WIRE REINFORCEMENT AT LEAST ONE MESH SPACING.

OFFSET LAPS OF ADJOINING SHEET WIDTHS TO PREVENT CONTINUOUS LAPS IN EITHER DIRECTION.

F. STANDARD HOOKS ON REINFORCING BARS USED SHALL COMPLY WITH ACI 318/318M, SECTION 7.1 OR SEE DETAIL

C1/S-604.

G. MINIMUM REINFORCEMENT BEND DIAMETERS SHALL COMPLY WITH ACI 318/318M, SECTION 7.2 OR SEE DETAIL

C1/S-604.

STRUCTURAL STEEL:

A. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION.

B. STRUCTURAL STEEL PLATES SHALL CONFORM TO JIS G3136 SN400B 235 MPa OR SN490B 325 MPa UNLESS

OTHERWISE NOTED.

C. STEEL WIDE FLANGE SECTIONS SHALL CONFORM TO JIS G3136 SN490B.

D. CHANNELS AND ANGLES SHALL CONFORM TO JIS G3106 SM400 235 MPa.

E. STEEL PIPES SHALL CONFORM TO JIS G3444 STK400 235 MPa.

F. STEEL TUBES SHALL CONFORM TO JIS G3466 STKR400 245 MPa.

G. BOLTS M12 OR SMALLER SHALL CONFORM TO JIS B1180.

H. BOLTS M16 OR LARGER SHALL CONFORM TO JIS B1186 TYPE F10T. ALL CONTACT SURFACES FOR SLIP-CRITICAL

(SC) BOLTS SHALL BE APPLIED WITH CLASS B COATINGS WITH BLAST-CLEANED STEEL IN ACCORDANCE WITH AISC

325 OR JIS EQUIVALENT.

I. ANCHOR BOLTS SHALL CONFORM TO JIS B1220 ABR400 (GRADE 400MPa) HOT DIPPED GALVANIZED OR JIS B1120

ABR520SUS WHERE EXPOSED WITH TYPE 5J DOUBLE NUT AND TYPE 200J WASHER.

J. STEEL HEADED SHEAR STUDS SHALL BE JIS B1198.

K. WELDS AND WELDING PROCEDURES SHALL CONFORM TO THE STRUCTURAL WELDING CODE AWS D1.1 OF THE

AMERICAN WELDING SOCIETY OR JASS 6.

L. WELDING SHALL BE PERFORMED BY WELDERS PREQUALIFIED FOR WELDING PROCEDURES TO BE USED.

M. WELDING ELECTRODES SHALL BE JIS Z3212 .

N. ALL STEEL SHALL BE PRIME PAINTED IN THE SHOP.

O. EXPOSED STEEL SHALL BE HOT-DIPPED GALVANIZED ACCORDING TO JIS H8641.

P. ALL ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN CONCRETE SHALL BE HOT-DIPPED GALVANIZED

ACCORDING TO JIS H8641 UNLESS OTHERWISE NOTED.

SPECIAL INSPECTIONS:

A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT SPECIAL INSPECTION OF PORTIONS OF THE WORK

AS REQUIRED BY THE BUILDING CODE IS MADE AT THE APPROPRIATE TIME. THE CONTRACTOR SHALL GIVE TIMELY

NOTICE OF WHEN AND WHERE INSPECTIONS ARE TO BE MADE AND PROVIDE ACCESS FOR THE INSPECTOR. THE

CONTRACTOR SHALL CORRECT DEFECTIVE WORK AT NO ADDITIONAL COST TO THE GOVERNMENT AND PAY FOR

RE-INSPECTION.

B. THE SPECIAL INSPECTOR OF RECORD (SIOR) SHALL KEEP RECORDS OF SPECIAL INSPECTIONS AND FURNISH

SPECIAL INSPECTION REPORTS TO THE CONTRACTING OFFICER. REPORTS SHALL INDICATE THAT WORK WAS

INSPECTED WAS DONE IN CONFORMANCE TO THE CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION.

C. REFER TO SPECIFICATION SECTION 01 45 35 SPECIAL INSPECTIONS AND ATTACHMENT A AND ATTACHMENT B FOR

THE FOLLOWING

1. SEE SPECIFICATION SECTION 01 45 35 FOR SPECIAL INSPECTION REQUIREMENTS, SUBMITTALS, QUALIFICATIONS, RESPONSIBILITIES OF THE SPECIAL INSPECTOR OF RECORD (SIOR) THE QUALITY CONTROL

MANAGER AND THE SPECIAL INSPECTORS

2. SEE ATTACHMENT A FOR THE STATEMENT OF SPECIAL INSPECTIONS. THIS IDENTIFIES ELEMENTS THAT ARE

PART OF THE DESIGNATED SEISMIC SYSTEMS (DSS). ELEMENTS OF THE DSS REQUIRE ADDITIONAL

CERTIFICATIONS OF COMPLIANCE AND INCLUDE CERTAIN ELECTRICAL, MECHANICAL, PLUMBING AND

ARCHITECTURAL ELEMENTS.

3. SEE ATTACHMENT B FOR THE SCHEDULE OF SPECIAL INSPECTIONS. THIS IDENTIFIES WHICH SPECIAL

INSPECTIONS NEED TO BE PERFORMED, OBSERVED, DOCUMENTED AND ITEMS THAT NEED PERIODIC OR

CONTINUOUS SPECIAL INSPECTION. THIS IS ALSO DESCRIBED IN ITEM D BELOW.

C. THE FOLLOWING TYPE OF WORK LISTED UNDER THE INTERNATIONAL BUILDING CODE SECTION 1704 REQUIRES

SPECIAL INSPECTION:

1. INSPECTION OF FABRICATORS UNLESS DONE IN AN APPROVED FABRICATOR’S SHOP (SECTION 1704.2)

a. STRUCTURAL STEEL

b. PRECAST CONCRETE

2. STEEL CONSTRUCTION (SECTION 1704.3 AND TABLE 1704.3)

a. WELDING

3. CONCRETE CONSTRUCTION (SECTION 1704.4 AND TABLE 1704.4)

a. PLACEMENT OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS

b. REINFORCING STEEL WELDING

c. BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE

d. POST INSTALLED ANCHORS IN CONCRETE

e. CONCRETE PLACEMENT

f. MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES

g. EXCEPTIONS FOR INSPECTION DURING CONCRETE PLACEMENT:

i. NONSTRUCTURAL SLABS SUPPORTED DIRECTLY ON GROUND - EXTERIOR SLABS ONLY

4. SOILS (SECTION 1704.7)

5. SEISMIC RESISTANCE OF MECHANICAL AND ELECTRICAL COMPONENTS

6. SEE DRAWING FROM OTHER DISCIPLINES FOR NON-STRUCTURAL SPECIAL INSPECTION REQUIREMENTS

FOUNDATION:

A. FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL INVESTIGATION REPORT.

1. GEOTECHNICAL ENGINEERING REPORT TITLED "GEOTECHNICAL ENGINEERING REPORT - REVISION 2, FY18

DODEA MILCON PROJECT, REPLACE KINNICK HIGH SCHOOL, COMMANDER FLEET ACTIVITIES YOKOSUKA, JAPAN

CONTRACT NO. W912HV-17-D-0005" PREPARED BY MASA FUJIOKA & ASSOCIATES DATED NOVEMBER 29, 2017.

2. ESC LETTER MEMO TITLED "NEW KINNICK HIGH SCHOOL - ADDITIONAL PROBES CFA YOKOSUKA, JAPAN," DATED

AUGUST 30, 2018.

B. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATION FROM SURFACE WATER, GROUND WATER OR

SEEPAGE.

C. EXCAVATIONS FOR ANY PURPOSE SHALL NOT REMOVE LATERAL SUPPORT FROM ANY FOOTING OR FOUNDATION

WITHOUT FIRST UNDERPINNING OR PROTECTING THE FOOTING OR FOUNDATION AGAINST SETTLEMENT OR LATERAL

TRANSLATION.

D. SOIL SUBGRADE SHALL BE PROOFROLLED WITH A MINIMUM 10-TON VIBRATORY COMPACTOR UNDER OBSERVATION

OF A GEOTECHNICAL ENGINEER TO CHECK FOR SOFT OR WEAK AREAS. ANY SOFT OR WEAK AREAS SHALL BE

EXCAVATED AND REPLACED WITH COMPACTED STRUCTURAL FILL. SOIL SUBGRADE SHALL BE COMPACTED TO 95%

OF MAXIMUM DRY DENSITY.

E. ONSITE AND IMPORTED GRANULAR STRUCTURAL FILL SHALL CONSIST OF NON-EXPANSIVE GRANULAR MATERIALS, FREE OF ORGANIC MATERIALS AND PARTICLES LARGER THAN 7.50 CENTIMETERS (3 INCHES) WITH A MAXIMUM CBR

EXPANSION OF 1% AND A MINIMUM CBR VALUE OF 15%. GRANULAR STRUCTURAL FILL SHALL BE COMPACTED TO

95% MAXIMUM DRY DENSITY IN ACCORDANCE TO ASTM D1557 OR JIS A 1210.

F. ONSITE AND IMPORTED STRUCTURAL FILL SHALL CONSIST OF NON-EXPANSIVE GRANULAR MATERIALS, FREE OF

ORGANIC MATERIALS AND PARTICLES LARGER THAN 7.50 CENTIMETERS (3 INCHES) WITH A MAXIMUM CBR

EXPANSION OF 2% AND A MINIMUM CBR VALUE OF 5%. STRUCTURAL FILL SHALL BE COMPACTED TO 90% MAXIMUM

DRY DENSITY IN ACCORDANCE TO ASTM D1557 OR JIS A 1210.

G. A GEOTECHNICAL ENGINEER SHALL BE RETAINED TO OBSERVE ACTUAL FIELD CONDITIONS TO CONFIRM

FOUNDATION BEARING CONDITIONS AND REQUIRED EMBEDMENT DEPTHS. GEOTECHNICAL ENGINEER SHALL

SUBMIT LETTER OF COMPLIANCE TO THE CONTRACTING OFFICER.

H. ALL CONSTRUCTION AREAS SHALL BE CLEARED OF VEGETATION, DEBRIS, EXISTING PAVEMENT STRUCTURES AND

FOUNDATIONS.

I. JOINTS IN WALLS AND FLOOR, JOINTS BETWEEN THE WALL AND FLOOR AND PENETRATIONS IN THE WALL AND

FLOOR SHALL BE MADE WATERTIGHT UTILIZING APPROVED METHODS AND MATERIALS.

J. PILES

1. PHC PILES SHALL BE DRIVEN TO A MINIMUM OF 1M (3.3 FT) INTO THE ROCK.

2. INSTALL PILES IN PRE DRILLED HOLES.

STRUCTURAL ABBREVIATIONS :

AB

ALT

ARCH

BLKG

BM

BOC

BOT

BTWN

CG

CJP

CL

CLR

CMU

COL

CONC

CONT

Cx OR

DBL

DIA

DWG

EA

EF

EL

ELEC

ELEV

EQ

EW

EW

EXIST OR (E)

EXT

FIN

FLR

FP

FT

FTG

GA

GALV

HORIZ

HSB

HSS OR

Hx OR nX

ID

INFO

JST

LLH

LLV

LLx

Lx

AT

ANCHOR BOLT

ALTERNATE

ARCHITECTURAL

BLOCKING

BEAM

BOTTOM OF CONCRETE

BOTTOM

BETWEEN

CENTER OF GRAVITY

COMPLETE JOINT PENETRATION

CENTER LINE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONTINUOUS

STRUCTURAL STEEL CHANNEL

DOUBLE

DIAMETER

DRAWING

EACH

EACH FACE

ELEVATION

ELECTRICAL

ELEVATOR

EQUAL

EACH WAY

EARTHQUAKE WALL, CONCRETE SHEAR WALL

EXISTING

EXTERIOR

FINISH

FLOOR

FIRE PROTECTION

FOOT OR FEET

FOOTING

GAUGE

GALVANIZED

HORIZONTAL

HIGH STRENGTH BOLTS

HOLLOW STRUCTURAL RECTANGULAR

OR SQUARE SECTION (STEEL TUBE)

STRUCTURAL WIDE FLANGE STEEL

INSIDE DIAMETER

INFORMATION

JOIST

LONG LEG HORIZONTAL

LONG LEG VERTICAL

DOUBLE STRUCTURAL STEEL ANGLE

STRUCTURAL STEEL ANGLE

MAX

MB

MECH

MEP

MIN

MISC

NO OR #

NTS

OC

OD

OPNG

OPP

PL

PP

PREFAB

QTY

REF

REINF

REQD

SAE

SCHED

SHT

SIM

SPECS

STIFF

SQ

SS

SYM

TEMP

THK

THRU

TOC

TOS

TOW

TYP

T&B

UNO / UON

VERT

VIF

W

W/

W/O

WP

MAXIMUM

MACHINE BOLT

MECHANICAL

MECHANICAL, ELECTRICAL, AND PLUMBING

MINIMUM

MISCELLANEOUS

NUMBER

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OPENING

OPPOSITE

PLATE

PARTIAL PENETRATION

PREFABRICATED

QUANTITY

REFERENCE

REINFORCED OR REINFORCING

REQUIRED

SOCIETY OF AUTOMOTIVE ENGINEERS

SCHEDULE

SHEET

SIMILAR

SPECIFICATIONS

STIFFENER

SQUARE

STAINLESS STEEL

SYMMETRICAL

TEMPERATURE

THICK

THROUGH

TOP OF CONCRETE

TOP OF STEEL

TOP OF WALL

TYPICAL

TOP AND BOTTOM

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

CONCRETE WALL

WITH

WITHOUT

WORK POINT

COLD-FORMED STEEL FRAMING:

A. COLD-FORMED METAL FRAMING SHALL COMPLY WITH AISI'S "NORTH AMERICAN SPECIFICATIONS FOR THE DESIGN

OF COLD-FORMED STEEL STRUCTURAL MEMBERS" AND ITS "STANDARD FOR COLD FORMED STEEL FRAMING -

GENERAL PROVISIONS"

B. COLD-FORMED STEEL MEMBERS AND ACCESSORIES SHALL BE OF THE TYPE AND THICKNESS CALLED FOR ON THE

DRAWINGS. MEMBER DESIGNATIONS ARE PER STEEL STUD MANUFACTURER'S ASSOCIATION.

C. ALL MEMBERS EQUAL TO OR GREATER THAN 1.36 MILLIMETERS (54 MILS) THICK SHALL MEET THE REQUIREMENTS

OF JIS G3350 SSC400 235 MPa. ALL OTHER MEMBERS SHALL MEET THE REQUIREMENTS OF JIS 3350 SSC400 235

MPa.

D. CUT FRAMING MEMBERS BY SAWING OR SHEARING. DO NOT TORCH CUT.

E. HOLES IN WALL STUDS AND OTHER STRUCTURAL MEMBERS SHALL NOT EXCEED 38 MILLIMETERS (1.5 INCHES) IN

WIDTH OR 101 MILLIMETERS (4 INCHES) IN LENGTH. HOLES SHALL BE PERMITTED ONLY ALONG THE CENTERLINE

OF THE WEB OF THE FRAMING MEMBER. HOLES SHALL NOT BE LESS THAN 610 MILLIMETERS (24 INCHES) CENTER

TO CENTER AND SHALL NOT BE LOCATED MORE THAN 254 MILLIMETERS (10 INCHES) FROM EDGE OF HOLE TO END

OF MEMBER.

F. SCREWS SHALL BE INSTALLED WITH A MINIMUM EDGE DISTANCE AND CENTER-TO-CENTER SPACING OF 13

MILLIMETERS (1/2 INCH), SHALL BE SELF TAPPING AND SHALL CONFORM TO SAE J 78. SCREWS SHALL EXTEND

THROUGH THE STEEL A MINIMUM OF THREE EXPOSED THREADS. ALL SELF-DRILLING TAPPING SCREWS

CONFORMING TO SAE J 78 SHALL HAVE A TYPE II COATING IN ACCORDANCE WITH ASTM B 633.

G. STUD WEB HOLES CLOSER THAN 254 MILLIMETERS (10 INCHES) FROM THE EDGE OF THE HOLE TO THE EDGE OF

THE MEMBER SHALL BE PATCHED WITH A SOLID PLATE, C-SECTION OR TRACK SECTION. THE PATCH SHALL BE OF

A MINIMUM THICKNESS AS THE STUD MEMBER AND SHALL EXTEND AT LEAST 26 MILLIMETERS (1 INCH) BEYOND ALL

EDGES OF THE HOLE. THE PATCH SHALL BE FASTENED TO THE WEB WITH NO. 8 SCREWS SPACED NO GREATER

THAN 26 MILLIMETERS (1 INCH) CENTER TO CENTER ALONG THE EDGES OF THE PATCH, WITH A MINIMUM EDGE

DISTANCE OF 13 MILLIMETERS (1/2 INCH).

H. STEEL STUDS AND OTHER STRUCTURAL MEMBERS SHALL NOT BE SPLICED.

ELEVATOR:

A. ELEVATOR MACHINE BEAMS, HOIST BEAMS, RAILS, SILLS, BRACKETS, DOOR SUPPORTS AND CONNECTIONS TO THE

PRIMARY STRUCTURE ARE PERFORMANCE-SPECIFIED COMPONENTS TO BE DESIGNED BY THE ELEVATOR

MANUFACTURER.

1 2 3 4 5

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12.2

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A.4

A.4

LOADING LEGEND

LL = 1.0 KPa (20 PSF)

• ROOF (REDUCIBLE WHERE

PERMITTED BY CODE)

LL = 2.6 KPa (55 PSF)

• CLASSROOM (40 PSF - REDUCIBLE

WHERE PERMITTED BY CODE)

• PARTITION (15 PSF)

LL = 2.9 KPa (60 PSF)

• ASSEMBLY AREAS WITH FIXED SEATS

LL = 3.1 KPa (65 PSF)

• OFFICE (50 PSF - REDUCIBLE WHERE

PERMITTED BY CODE)

• PARTITION (15 PSF)

LL= 3.6 KPa (75 PSF)

• TOILETS/WASHROOM

• LOCKER ROOMS AT GYM

• READING ROOMS (60 PSF)

• PARTITIONS (15 PSF)

LL = 3.8 KPa (80 PSF)

• CORRIDORS ABOVE FIRST FLOOR

• LOCKER ROOMS IN CORRIDORS

LL = 4.8KPa (100PSF)

• FIRST FLOOR CORRIDOORS

• DINING ROOMS

• MECHANICAL/ELECTRICAL ROOMS

• STAIRS

• GYMNASIUM/BLEACHERS

• ASSEMBLY AREAS

• LOBBY

LL = 6.0 KPa (125 PSF)

• LIGHT STORAGE

LL = 7.2 KPa (150 PSF)

• STACK ROOMS

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UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

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SCALE: 1:200

PLAN NORTH

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9.5

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12.2

12.7

A.4

A.4

LOADING LEGEND

LL = 1.0 KPa (20 PSF)

• ROOF (REDUCIBLE WHERE

PERMITTED BY CODE)

LL = 2.6 KPa (55 PSF)

• CLASSROOM (40 PSF - REDUCIBLE

WHERE PERMITTED BY CODE)

• PARTITION (15 PSF)

LL = 2.9 KPa (60 PSF)

• ASSEMBLY AREAS WITH FIXED SEATS

LL = 3.1 KPa (65 PSF)

• OFFICE (50 PSF - REDUCIBLE WHERE

PERMITTED BY CODE)

• PARTITION (15 PSF)

LL= 3.6 KPa (75 PSF)

• TOILETS/WASHROOM

• LOCKER ROOMS AT GYM

• READING ROOMS (60 PSF)

• PARTITIONS (15 PSF)

LL = 3.8 KPa (80 PSF)

• CORRIDORS ABOVE FIRST FLOOR

• LOCKER ROOMS IN CORRIDORS

LL = 4.8KPa (100PSF)

• FIRST FLOOR CORRIDOORS

• DINING ROOMS

• MECHANICAL/ELECTRICAL ROOMS

• STAIRS

• GYMNASIUM/BLEACHERS

• ASSEMBLY AREAS

• LOBBY

LL = 6.0 KPa (125 PSF)

• LIGHT STORAGE

LL = 7.2 KPa (150 PSF)

• STACK ROOMS

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S-004

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

L O A D

IN

G P L A N S E C O N D F L O O R

B M

E A D

J M

J U L Y

P A -B N E W S -0

S -0

1 : 200A1 LOADING PLAN - SECOND FLOOR 0 10 20 m

C E J

9.1

K

Z

Q

T

H

G

B

FD

6.5

W

S R

U

V

Y X

P N

M L

12.6

14.6

7.6

K.4

E.8 J.5

12.4

G.2

9.5

6.2

AA

12.2

12.7

A.4

LOADING LEGEND

LL = 1.0 KPa (20 PSF)

• ROOF (REDUCIBLE WHERE

PERMITTED BY CODE)

LL = 2.6 KPa (55 PSF)

• CLASSROOM (40 PSF - REDUCIBLE

WHERE PERMITTED BY CODE)

• PARTITION (15 PSF)

LL = 2.9 KPa (60 PSF)

• ASSEMBLY AREAS WITH FIXED SEATS

LL = 3.1 KPa (65 PSF)

• OFFICE (50 PSF - REDUCIBLE WHERE

PERMITTED BY CODE)

• PARTITION (15 PSF)

LL= 3.6 KPa (75 PSF)

• TOILETS/WASHROOM

• LOCKER ROOMS AT GYM

• READING ROOMS (60 PSF)

• PARTITIONS (15 PSF)

LL = 3.8 KPa (80 PSF)

• CORRIDORS ABOVE FIRST FLOOR

• LOCKER ROOMS IN CORRIDORS

LL = 4.8KPa (100PSF)

• FIRST FLOOR CORRIDOORS

• DINING ROOMS

• MECHANICAL/ELECTRICAL ROOMS

• STAIRS

• GYMNASIUM/BLEACHERS

• ASSEMBLY AREAS

• LOBBY

LL = 6.0 KPa (125 PSF)

• LIGHT STORAGE

LL = 7.2 KPa (150 PSF)

• STACK ROOMS

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

I N C

S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

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D E

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R

IP

T

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N M

A R

K D

A T

E A

P P

R

THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

A S N O T E D

7/ /2 :1 7:

A M

/2

/2

:1

:2

A

M C

U s e rs

\l io n e l.

K

A I-

H A

W A

II

\D o c u m e n ts

\k h s -K in n ic k H

S -S c h o o l- S

K A

I .0 lio n e l.

k a i.

rv t

S-005

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

L O A D

IN

G P L A N T H

IR

D F L O O R

B M

E A D

J M

J U L Y

P A -B N E W S -0

S -0

1 : 200A1 LOADING PLAN - THIRD FLOOR 0 10 20 m

C

C E J

9.1

K

Z

Q

T

H

G

B

B

FD

6.5

W

S R

U

V

Y X

P N

M L

12.6

14.6

7.6

K.4

E.8 J.5

12.4

G.2

9.5

6.2

AA

AA

12.2

12.7

A.4

A.4

LOADING LEGEND

LL = 1.0 KPa (20 PSF)

• ROOF (REDUCIBLE WHERE

PERMITTED BY CODE)

LL = 2.6 KPa (55 PSF)

• CLASSROOM (40 PSF - REDUCIBLE

WHERE PERMITTED BY CODE)

• PARTITION (15 PSF)

LL = 2.9 KPa (60 PSF)

• ASSEMBLY AREAS WITH FIXED SEATS

LL = 3.1 KPa (65 PSF)

• OFFICE (50 PSF - REDUCIBLE WHERE

PERMITTED BY CODE)

• PARTITION (15 PSF)

LL= 3.6 KPa (75 PSF)

• TOILETS/WASHROOM

• LOCKER ROOMS AT GYM

• READING ROOMS (60 PSF)

• PARTITIONS (15 PSF)

LL = 3.8 KPa (80 PSF)

• CORRIDORS ABOVE FIRST FLOOR

• LOCKER ROOMS IN CORRIDORS

LL = 4.8KPa (100PSF)

• FIRST FLOOR CORRIDOORS

• DINING ROOMS

• MECHANICAL/ELECTRICAL ROOMS

• STAIRS

• GYMNASIUM/BLEACHERS

• ASSEMBLY AREAS

• LOBBY

LL = 6.0 KPa (125 PSF)

• LIGHT STORAGE

LL = 7.2 KPa (150 PSF)

• STACK ROOMS

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

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S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

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IG

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D B

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D E

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R

IP

T

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N M

A R

K D

A T

E A

P P

R

THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

A S N O T E D

7/ /2 :1 7:

A M

/2

/2

:1

:2

A

M C

U s e rs

\l io n e l.

K

A I-

H A

W A

II

\D o c u m e n ts

\k h s -K in n ic k H

S -S c h o o l- S

K A

I .0 lio n e l.

k a i.

rv t

S-006

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

L O A D

IN

G P L A N F O U R T H F L O O R

B M

E A D

J M

J U L Y

P A -B N E W S -0

S -0

1 : 200A1 LOADING PLAN - FOURTH FLOOR 0 10 20 m

C

C E J

9.1

H

G

B

B

FD

6.5

7.6

E.8 J.5

G.2

9.5

6.2

AA

AA

A.4

A.4

LOADING LEGEND

LL = 1.0 KPa (20 PSF)

• ROOF (REDUCIBLE WHERE

PERMITTED BY CODE)

LL = 2.6 KPa (55 PSF)

• CLASSROOM (40 PSF - REDUCIBLE

WHERE PERMITTED BY CODE)

• PARTITION (15 PSF)

LL = 2.9 KPa (60 PSF)

• ASSEMBLY AREAS WITH FIXED SEATS

LL = 3.1 KPa (65 PSF)

• OFFICE (50 PSF - REDUCIBLE WHERE

PERMITTED BY CODE)

• PARTITION (15 PSF)

LL= 3.6 KPa (75 PSF)

• TOILETS/WASHROOM

• LOCKER ROOMS AT GYM

• READING ROOMS (60 PSF)

• PARTITIONS (15 PSF)

LL = 3.8 KPa (80 PSF)

• CORRIDORS ABOVE FIRST FLOOR

• LOCKER ROOMS IN CORRIDORS

LL = 4.8KPa (100PSF)

• FIRST FLOOR CORRIDOORS

• DINING ROOMS

• MECHANICAL/ELECTRICAL ROOMS

• STAIRS

• GYMNASIUM/BLEACHERS

• ASSEMBLY AREAS

• LOBBY

LL = 6.0 KPa (125 PSF)

• LIGHT STORAGE

LL = 7.2 KPa (150 PSF)

• STACK ROOMS

C E

H

GFD

6.5

7.6

E.8

G.2

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

I N C

S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

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IG

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IT

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IP

T

IO

N M

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K D

A T

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P P

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THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

A S N O T E D

7/ /2 :1 7:

A M

/2

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:1

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A

M C

U s e rs

\l io n e l.

K

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\D o c u m e n ts

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S -S c h o o l- S

K A

I .0 lio n e l.

k a i.

rv t

S-007

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

L O A D

IN

G P L A N R O O F A N D H

IG

H R O O F

B M

E A D

J M

J U L Y

P A -B N E W S -0

S -0

1 : 200A1

LOADING PLAN - ROOF

1 : 200C3

LOADING PLAN - HIGH ROOF

0 10 20 m

CBA

2.3

2.4

2.9

B.4

A B C D E

F

CBA

2.3

2.4

2.9

B.4

A B C D E

F

LL = 1.0 KPa (20 PSF)

• ROOF (REDUCIBLE WHERE

PERMITTED BY CODE)

LL = 3.1 KPa (65 PSF)

• OFFICE (50 PSF)

• PARTITION (15 PSF)

LL= 3.6 KPa (75 PSF)

• TOILETS/WASHROOM

• PARTITIONS (15 PSF)

LL = 4.8KPa (100PSF)

• FIRST FLOOR CORRIDORS

• DINING ROOMS

• MECHANICAL/ELECTRICAL ROOMS

• STORES

LL = 6.0 KPa (125 PSF)

• LIGHT STORAGE

LOADING LEGEND

A B

A B

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

I N C

S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

S

IG

N E

D B

Y

D W

N B

Y

S U

B M

IT

T

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B Y

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C O

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IP

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THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

A S N O T E D

9/ /2 9:

:4 A M

/1

/2

:1 :4

A

M C

U s e rs

\l io n e l.

K

A I-

H A

W A

II

\D o c u m e n ts

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F ile s \k h s -K in n ic k H

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K A

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rv t

S-008

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

L O A D

IN

G P L A N C E N T R A L P L A N T F

IE

L D H O U S E

D U G O U T A N D S T O R A G E S T R U C T U R E

B M

E A D

J M

J U L Y

P A -B N E W S -0

S -0

1 : 200A1

LOADING PLAN - CENTRAL PLANT - FLOOR

1 : 200A3 LOADING PLAN - FIELD HOUSE - FLOOR 0 10 20 m

SCALE: 1:200

1 : 200C1

LOADING PLAN - CENTRAL PLANT - ROOF

1 : 200C3

LOADING PLAN - FIELD HOUSE - ROOF

PLAN NORTH

PLAN NORTH 1 : 200C4

LOADING PLAN - DUGOUT - FLOOR

1 : 200D4

LOADING PLAN - DUGOUT - ROOF

PLAN NORTH

PLAN NORTH

1 : 200A4

LOADING PLAN -

STORAGE STRUCTURE - FLOOR

1 : 200B4

LOADING PLAN -

STORAGE STRUCTURE - ROOF

PLAN NORTH

PLAN NORTH

jonathanl Rectangle

NOTES:

1. WIND LOADS ARE CALCULATED PER ASCE 7-10 COMPONENTS

AND CLADDING PER ASCE 7-10 CHAPTER 30 PART 1.

2. END DISTANCE (a) = 7500, (a1) = 1230, AND (a2) = 970 MEASURED

FROM OUTSIDE EDGE OF WALL.

3. POSITIVE PRESSURE VALUES REFER TO FORCES ACTING

TOWARD THE BUILDING. NEGATIVE PRESSURE VALUES REFER

TO FORCES ACTING AWAY FROM THE BUILDING.

4. EACH COMPONENT MUST BE DESIGNED FOR MAXIMUM POSITIVE

AND NEGATIVE FORCES.

5. FOR COMPONENTS HAVING EFFECTIVE AREAS IN BETWEEN

TABULATED VALUES, LINEAR INTERPOLATION IS ALLOWED.

6. EFFECTIVE WIND AREA IS DEFINED IN ASCE 7-10.

A. THE SPAN LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH THAT

NEED NOT BE LESS THAN 1/3 THE SPAN LENGTH.

B. FOR CLADDING FASTENERS, THE EFFECTIVE WIND AREA

SHALL NOT BE GREATER THAN THE AREA THAT IS

TRIBURTARY TO AN INDIVIDUAL FASTENER.

aa a

BUILDING SURFACE

DESIGNATION, TYP

COMPONENTS AND CLADDING

WIND PRESSURE (PSF)

WALL WALL ENDS4 5

+409 kPa -409 kPa

+409 kPa -749 kPa

+296 kPa -334 kPa

+296 kPa -447 kPa

≤1.9

>46.5

EFFECTIVE

WIND AREA(M2)

a

A C E J

K

Z

T

P M

14.6

J.5

6.2

AA

FOR BALANCE OF

INFORMATION,

SEE

A1

S-009

T Y

P a

LEGEND:

INDICATES END

PRESSURE

A C E J

K

Z

W

M

J.5

FOR BALANCE OF

INFORMATION,

SEE

A1

S-009

T Y

P a

LEGEND:

INDICATES END

PRESSURE

A C E J

9.1

Q

HF

L

J.5

12.4

9.5

FOR BALANCE OF

INFORMATION,

SEE

A1

S-009

LEGEND:

INDICATES END

PRESSURE

T Y

P a

A C E J

9.1

FOR BALANCE OF

INFORMATION,

SEE

A1

S-009

LEGEND:

INDICATES END

PRESSURE

T Y

P a

C E

G

6.5

FOR BALANCE OF

INFORMATION,

SEE

A1

S-009

LEGEND:

INDICATES END

PRESSURE

CBA

a2, TYP A

F a1 , T

Y P

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

I N C

S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

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IG

N E

D B

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N B

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S U

B M

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B Y

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E N

A M

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D R

A W

IN

G

C O

D E

P

L O

T D

A T

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C K

D B

Y

C O

N T

R A

C T

N O

S O

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IT

A

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N N

O

S U

B M

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T

A L

D A

T E

D E

S C

R

IP

T

IO

N M

A R

K D

A T

E A

P P

R

THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

A S N O T E D

7/ /2 :1 7:

A M

/2

/2

:1

:4

A

M C

U s e rs

\l io n e l.

K

A I-

H A

W A

II

\D o c u m e n ts

\k h s -K in n ic k H

S -S c h o o l- S

K A

I .0 lio n e l.

k a i.

rv t

S-009

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

L O A D

IN

G D

IA

G R A M S C O M P O N E N T S A N D C L A D D

IN

G

D e s ig n e r

A u th o r

C h e c k e r

J U L Y

P A -B N E W S -0

S -0

NTSA1

COMPONENTS AND CLADDING WIND

PRESSURE - EXTERIOR WALLS

1 : 750C1

LOAD DIAGRAM - FIRST FLOOR

1 : 750C2

LOAD DIAGRAM - SECOND FLOOR

1 : 750C4

LOAD DIAGRAM - THIRD FLOOR

1 : 750B2

LOAD DIAGRAM - FOURTH FLOOR

1 : 750B4

LOAD DIAGRAM - ROOF

0 30 65 m

SCALE: 1:750

1 : 750A2

LOAD DIAGRAM - CENTRAL PLANT

1 : 750A4

LOAD DIAGRAM - FIELD HOUSE

C

C E J

9.1

K

Z

Q

T

H

G

B

B

FD

6.5

W

S R

U

V

Y X

P N

M L

12.6

14.6

7.6

K.4

E.8 J.5

12.4

1S-111

A1

1S-112

A1

1S-113

A1

1S-114

A1

1S-115

A1

1S-116

A1

G.2

9.5

6.2

37.4m ESTIMATED

PILE LENGTH

41.8m ESTIMATED

PILE LENGTH

37.4m ESTIMATED

PILE LENGTH

41.8m ESTIMATED

PILE LENGTH

(E) BOX CULVERT, V.I.F.

C

LE

A R

A N

C E

R E

Q U

IR

E

M E

N T

S E

E A

S -103 F

O R

(E ) B

O X

C U

LV

E

R T

AA

AA

12.2

12.7

TEST PILE, TYP

MFA-3

P-7 P-6

MFA-5

MFA-4

MFA-2

MFA-6

MFA-9

MFA-7

MFA-8

P-5

P-4

P-3

P-2

MFA-10

MFA-11

MFA-12

P-1

A.4

A.4

CONSTRUCTION JOINT,

TYP PER

B5

S-612

SIM

CONSTRUCTION JOINT,

TYP PER

B5

S-612

SIM

CONSTRUCTION JOINT,

TYP PER

B5

S-612

SIM

NOTES:

1. MFA-1 INDICATES APPROXIMATE BORING LOCATION.

FOR MORE INFORMATION, SEE SHEET 1B-101.

2. P-1 INDICATES APPROXIMATE PROBE LOCATION.

FOR MORE INFORMATION, SEE SHEET 1B-101.

3. FOR TEST PILE INFORMATION, SEE SPECIFICATION

31 62 13.24.

4. FOR WALL ELEVATION AND BUILDING SECTION

CALLOUTS, SEE SHEET .1S-102

LEGEND:

INDICATES PILE

INDICATES TEST PILE

INDICATES APPROXIMATE LOCATION

OF BORING OR PROBE, SEE CIVIL

DWGS FOR MORE INFORMATION

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

I N C

S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

S

IG

N E

D B

Y

D W

N B

Y

S U

B M

IT

T

E D

B Y

P L

O T

S C

A L

E

S

IZ

E

F

IL

E N

A M

E

D R

A W

IN

G

C O

D E

P

L O

T D

A T

E

C K

D B

Y

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

S U

B M

IT

T

A L

D A

T E

D E

S C

R

IP

T

IO

N M

A R

K D

A T

E A

P P

R

THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

7/ /2 :0 3:

A M

/2

/2

:0

:0

A

M C

U s e rs

\l io n e l.

K

A I-

H A

W A

II

\D o c u m e n ts

\k h s -K in n ic k H

S -S c h o o l- S

K A

I .0 lio n e l.

k a i.

rv t

1S-101

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

O V E R A L L F O U N D A T

IO

N P L A N

B M

L J C

J M

J U L Y

P A -B N E W S -1

S

-1

0 10 20 m

SCALE: 1:200

PLAN NORTH

1 : 200A1

OVERALL FOUNDATION PLAN

PILE QUANTITIES

PILE DIAMETER

ESTIMATED

PILE LENGTH QTY

400ø PILE 37.4 m 20

400ø PILE 41.8 m 8

500ø PILE 37.4 m 119

500ø PILE 41.8 m 25

600ø PILE 41.8 m 186

TOTAL (INCLUDING TEST) PILES: 358

PILE DIAMETER

ESTIMATED

TOTAL PILE

LENGTH

400 1082 m

500 5496 m

600 7775 m

TOTAL: 14353 m

TOTAL PILE SPLICES: 1074

TEST PILE QUANTITIES

PILE DIAMETER QTY

400ø PILE 1

500ø PILE 5

600ø PILE 9

TOTAL TEST PILES: 15 (OF 358)

C

C E J

9.1

K

Z

Q

T

H

G

B

B

FD

6.5

W

1S-121

A1

1S-122

A1

1S-123

A1

1S-124

A1

1S-125

A1

1S-126

A1

B3

1S-301

BLDG

SECT

S

R

U

V

Y X

P N

M L

12.6

14.6

7.6

C4

1S-201

WALL

ELEV

C1

1S-201

WALL

ELEV

C2

1S-201

WALL

ELEV

B3

1S-201

WALL

ELEV

B1

1S-201

WALL

ELEV

A1

1S-201

WALL

ELEV

A3

1S-201

WALL

ELEV

C1

1S-202

WALL

ELEV

C3

1S-202

WALL

ELEV

K.4

B1

1S-202

WALL

ELEV

B4

1S-203

WALL

ELEV

C1

1S-204

WALL

ELEV

C2

1S-204

WALL

ELEV

C4

1S-204

WALL

ELEV

A1

1S-204

WALL

ELEV

B4

1S-204

WALL

ELEV

B1

1S-204

WALL

ELEV

C1

1S-203

WALL

ELEV

C4

1S-203

WALL

ELEV

B1

1S-203

WALL

ELEV

B4

1S-202

WALL

ELEV

C1

1S-301

BLDG

SECT

C2

1S-301

BLDG

SECT

B1

1S-301

BLDG

SECT

A1

1S-301

BLDG

SECT

E.8

C1

1S-302

BLDG

SECT

C2

1S-302

BLDG

SECT

C4

1S-302

BLDG

SECT

B1

1S-302

BLDG

SECT

A1

1S-302

BLDG

SECT

B3

1S-302

BLDG

SECT

A4

1S-302

BLDG

SECT

A1

1S-202

WALL

ELEV

J.5

12.4

B5

1S-202

WALL

ELEV

A4

1S-202

WALL

ELEV

A3

1S-202

WALL

ELEV

A1

1S-205

WALL

ELEV

A2

1S-205

WALL

ELEV

A3

1S-205

WALL

ELEV

A4

1S-205

WALL

ELEV

B1

1S-205

WALL

ELEV

B2

1S-205

WALL

ELEV

B3

1S-205

WALL

ELEV

B5

1S-205

WALL

ELEV

B4

1S-205

WALL

ELEV

C1

1S-205

WALL

ELEV

C2

1S-205

WALL

ELEV

C3

1S-205

WALL

ELEV

C4

1S-205

WALL

ELEV

C5

1S-205

WALL

ELEV

A1

1S-206

WALL

ELEV

A2

1S-206

WALL

ELEV

A3

1S-206

WALL

ELEV

C4

1S-207

WALL

ELEV

B1

1S-206

WALL

ELEV

B2

1S-206

WALL

ELEV

B3

1S-206

WALL

ELEV

B4

1S-206

WALL

ELEV

B5

1S-206

WALL

ELEV

C1

1S-206

WALL

ELEV

C2

1S-206

WALL

ELEV

C4

1S-206

WALL

ELEV

C5

1S-206

WALL

ELEV

G.2

9.5

6.2

A1

1S-203

WALL

ELEV

AA

AA

B4

1S-207

WALL

ELEV

B2

1S-204

WALL

ELEV

C1

1S-207

WALL

ELEV

C2

1S-207

WALL

ELEV

A4

1S-206

WALL

ELEV

B1

1S-207

WALL

ELEV

B2

1S-207

WALL

ELEV

A1

1S-207

WALL

ELEV

A2

1S-207

WALL

ELEV

A4

1S-207

WALL

ELEV

A3

1S-207

WALL

ELEV

12.2

12.7

CONSTRUCTION JOINT

PER AND

A4

S-605

B5

S-612

SIM

CONSTRUCTION JOINT

PER AND

A4

S-605

B5

S-612

SIM

WALL CONSTRUCTION JOINT

WCJ-1, TYP PER

A4

S-608

CONSTRUCTION JOINT

PER AND

A4

S-605

B5

S-612

SIM

A.4

A.4

WALL CONSTRUCTION JOINT

WCJ-1, TYP PER

A4

S-608

A4

1S-203

WALL

ELEV

NOTE:

SEE SHEET 1S-124 FOR NOTES AND LEGEND

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

I N C

S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

S

IG

N E

D B

Y

D W

N B

Y

S U

B M

IT

T

E D

B Y

P L

O T

S C

A L

E

S

IZ

E

F

IL

E N

A M

E

D R

A W

IN

G

C O

D E

P

L O

T D

A T

E

C K

D B

Y

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

S U

B M

IT

T

A L

D A

T E

D E

S C

R

IP

T

IO

N M

A R

K D

A T

E A

P P

R

THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

7/ /2 :0 3:

A M

/2

/2

:0

:1

A

M C

U s e rs

\l io n e l.

K

A I-

H A

W A

II

\D o c u m e n ts

\k h s -K in n ic k H

S -S c h o o l- S

K A

I .0 lio n e l.

k a i.

rv t

1S-102

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

O V E R A L L F

IR

S T F L O O R F R A M

IN

G P L A N

B M

L J C

J M

J U L Y

P A -B N E W S -1

S

-1

0 10 20 m

SCALE: 1:200

PLAN NORTH

1 : 200A1

OVERALL FIRST FLOOR FRAMING PLAN

C

C

E J

9.1

K

Z

Q

T

H

G

B

B

F

D

6.5

W

B3

1S-301

BLDG

SECT

S

R

U

V

Y X

P N

M L

12.6

14.6

7.6

C4

1S-201

WALL

ELEV

C1

1S-201

WALL

ELEV

C2

1S-201

WALL

ELEV

B3

1S-201

WALL

ELEV

B1

1S-201

WALL

ELEV

A1

1S-201

WALL

ELEV

A3

1S-201

WALL

ELEV

C1

1S-202

WALL

ELEV

C3

1S-202

WALL

ELEV

K.4

B1

1S-202

WALL

ELEV

B4

1S-203

WALL

ELEV

C1

1S-204

WALL

ELEV

C2

1S-204

WALL

ELEV

C4

1S-204

WALL

ELEV

A1

1S-204

WALL

ELEV

B4

1S-204

WALL

ELEVB1

1S-204

WALL

ELEV

C1

1S-203

WALL

ELEV

C4

1S-203

WALL

ELEV

B1

1S-203

WALL

ELEV

B4

1S-202

WALL

ELEV

C1

1S-301

BLDG

SECT

C2

1S-301

BLDG

SECT

B1

1S-301

BLDG

SECT

A1

1S-301

BLDG

SECT

E.8

C1

1S-302

BLDG

SECT

C2

1S-302

BLDG

SECT

C4

1S-302

BLDG

SECT

B1

1S-302

BLDG

SECT

A1

1S-302

BLDG

SECT

B3

1S-302

BLDG

SECT

A4

1S-302

BLDG

SECT

A1

1S-202

WALL

ELEV

J.5

12.4

B5

1S-202

WALL

ELEV

A4

1S-202

WALL

ELEV

A3

1S-202

WALL

ELEV

A1

1S-205

WALL

ELEV

A2

1S-205

WALL

ELEV

A3

1S-205

WALL

ELEV

A4

1S-205

WALL

ELEV

B1

1S-205

WALL

ELEV

B2

1S-205

WALL

ELEV

B3

1S-205

WALL

ELEV

B5

1S-205

WALL

ELEV

B4

1S-205

WALL

ELEV

C1

1S-205

WALL

ELEV

C2

1S-205

WALL

ELEV

C3

1S-205

WALL

ELEV

C4

1S-205

WALL

ELEV

C5

1S-205

WALL

ELEV

A1

1S-206

WALL

ELEV

A2

1S-206

WALL

ELEV

A3

1S-206

WALL

ELEV

C4

1S-207

WALL

ELEV

B1

1S-206

WALL

ELEV

B2

1S-206

WALL

ELEV

B3

1S-206

WALL

ELEV

B4

1S-206

WALL

ELEV

B5

1S-206

WALL

ELEV

C1

1S-206

WALL

ELEV

C2

1S-206

WALL

ELEV

C4

1S-206

WALL

ELEV

C5

1S-206

WALL

ELEV

1S-134

A1

1S-132

A1 1S-131

A1

1S-133

A1

1S-135

A1

1S-136

A1

G.2

9.5

6.2

A1

1S-203

WALL

ELEV

AA

AA

B4

1S-207

WALL

ELEV

B2

1S-204

WALL

ELEV

C1

1S-207

WALL

ELEV

C2

1S-207

WALL

ELEV

A4

1S-206

WALL

ELEV

B1

1S-207

WALL

ELEV

B2

1S-207

WALL

ELEV

A1

1S-207

WALL

ELEV

A2

1S-207

WALL

ELEV

A4

1S-207

WALL

ELEV

A3

1S-207

WALL

ELEV

12.2

12.7

1S-403

C3

CONSTRUCTION JOINT

PER AND

B4

S-609

B5

S-612

CONSTRUCTION JOINT

PER AND

B4

S-609

B5

S-612

CONSTRUCTION JOINT

PER AND

B4

S-609

B5

S-612

WALL CONSTRUCTION JOINT

WCJ-1, TYP PER

A4

S-608

A.4

A.4

A4

1S-203

WALL

ELEV

WALL CONSTRUCTION JOINT

WCJ-1, TYP PER

A4

S-608

WALL CONSTRUCTION JOINT

WCJ-1, TYP PER

A4

S-608

WALL CONSTRUCTION JOINT

WCJ-1, TYP PER

A4

S-608

1 2 3 4 5

D

C

B

A

US Army Corps of Engineers

Japan District

SHEET

IDENTIFICATION

SHEET OF

U .S A R M Y E N G

IN

E E R D

IS

T R

IC

T J A P A N

C O R P S O F E N G

IN

E E R

A P O A P -5

K A I H A W A

II

I N C

S B E R E T A N

IA

S T R E E T C -1 C

H O N O L U L U H I

D E

S

IG

N E

D B

Y

D W

N B

Y

S U

B M

IT

T

E D

B Y

P L

O T

S C

A L

E

S

IZ

E

F

IL

E N

A M

E

D R

A W

IN

G

C O

D E

P

L O

T D

A T

E

C K

D B

Y

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

S U

B M

IT

T

A L

D A

T E

D E

S C

R

IP

T

IO

N M

A R

K D

A T

E A

P P

R

THIS WORK WAS

PREPARED BY ME OR

UNDER MY SUPERVISION

SIGNED

G R O U P I N T E R N A T

IO

N A L

IS

O A

W H V -1 -D -0

C O M M A N D E R F L E E T A C T

IV

IT

IE

S Y O K O S U K A C F A Y J A P A N

X F -7 -4 -0

7/ /2 :0 3:

A M

/2

/2

:0

:2

A

M C

U s e rs

\l io n e l.

K

A I-

H A

W A

II

\D o c u m e n ts

\k h s -K in n ic k H

S -S c h o o l- S

K A

I .0 lio n e l.

k a i.

rv t

1S-103

R E P L A C E K

IN

N

IC

K H

IG

H S C H O O L

F Y P R O J E C T N O P A

O V E R A L L S E C O N D F L O O R A N D L O W R O O F F R A M

IN

G

P L A N

B M

L J C

J M

J U L Y

P A -B N E W S -1

S

-1

0 10 20 m

SCALE: 1:200

PLAN NORTH

OVERALL SECOND FLOOR AND LOW ROOF FRAMING PLAN

A C

E J

9.1

K

Z

Q

T

H

G

B

FD

6.5

W

B3

1S-301

BLDG

SECT

S R

U

V

Y X

P N

M L

12.6

14.6

7.6