PN70551_DESIGN COMPLETE_DWG-am-0002-Part3.pdf

TODDLER PICNIC TABLE

(MOVEABLE)

PORTABLE PLANTERS, 18" HT., 4'-0" LENGTH x 2'-0" WIDE (OUTSIDE DIMENSION), " THICK, SIERRA BROWN WITH SMOOTH TEXTURE (NOT AS SHOWN)

PLAYGROUND LEGEND

BOTTOM VIEW OF PORTABLE PLANTERS

WITH CASTERS

A

B

C

D

E

F

WIGGLE WORM CLIMBER WITH 20'X20' SHADE STRUCTURE

FUNHOUSE-THEMED TOT PLAY STRUCTURE WITH ROOF, AT GRADE,

INCLUDES: ROCK-N-RING PANEL, FUNHOUSE STORE PANEL, FUNHOUSE

MIRROR PANEL, BELTED SHAPE CLIMBER WITH FUNHOUSE FACADE,

FUNHOUSE DOOR FACADE WITH STAR BENCH, AND SECOND ENTRANCE

CRAWL TUNNEL WITH FUNHOUSE FACADE

PLAYHOUSE WITH NOOK, WITH 20'X20' SHADE STRUCTURE, INCLUDES:

BALANCE RAIL AT FRONT, DOOR. BROWNLIEELL, FRONT STEP, FRUIT BASKET

PANEL, SIDE STEP, BALANCE RAIL AT BACK, NOOK AREA WITH ATTACHED

TABLE AND 2 SEATS, MUSIC NOTES PANEL WITH BELLS, CLIMBER RAMP,

FLOWER AND BEE SPINNERS, RABBIT SLIDER PANEL

BENCH, 6'-0" LENGTH WITH BACK

A

A

OUTDOOR PAINTING AND SEATING AREA WITH PAINT PANELS AND

TODDLER PICNIC TABLES (MOVEABLE)

E

E

B

B

C

C

D

D

4-BUCKET SEAT SWING SET WITH 7'-0" BEAM HEIGHT

COMPLIANT WITH ASTM F2373 AND F1487

F

F

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D E

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N E

D

B

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C O

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N

O

S O

L I C

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N

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LS106

PLAYGROUND AREA NOTES:

ALL PLAYGROUND AREA EQUIPMENT, COMPONENTS AND

SURFACING SHALL BE EARTH AND PLANT TONED COLORS

EQUIPMENT AND EQUIPMENT COMPONENTS (PANELS, DECKS,

ROOFS) SHALL BE LIME GREEN, GRASS GREEN, LEAF GREEN OR

WOOD BROWN COLORED. SWING SEATS SHALL BE TAN ONLY.

PLAYGROUND EQUIPMENT PIPES SHALL BE WOOD BROWN OR

LIGHT BROWN COLORED. ALL STEERING WHEELS MUST BE

INFILLED. ALL CHUTE EXITS SHALL BE NO MORE THAN 6 INCHES

ABOVE RESILIENT SURFACING. SHADE STRUCTURE CANOPY SHALL

BE FOREST GREEN COLOR. CANOPY POSTS MUST HAVE 5'-0" HT.

SUPPORT POST SAFETY PADDING. RESILIENT SURFACE (UNITARY

SURFACING) SHALL BE LIGHT BROWN, TAN OR SAND COLORED.

F

F

OVERALL PLAYGROUND RENDERING - 1

NOT TO SCALE

L2

OVERALL PLAYGROUND RENDERING - 2

NOT TO SCALE

F2

PORTABLE TRAFFIC SIGN

NOT TO SCALE

A1

PAINT PANELS

NOT TO SCALE

A4

TODDLER PICNIC TABLE

NOT TO SCALE

A7

PORTABLE PLANTERS

NOT TO SCALE

A16

Replaces Drawings Posted in SAM.gov on 6/8/2022 In Its Entirety (Am-0002)

C. CREATIVE STRUCTURE MARKET CAFE AND FIRE STATION WITH CONNECTED TUNNEL, INCLUDES:

STEPS, FLOWER SPINNERS, ATTACHED OUTDOOR MEAL TABLE, ORDER TALK-THROUGH PANEL, VEGETABLE STAND, CRAWL TUNNEL, SLIDE, FIRE HYDRANT PANEL, FIRE DOG HOUSE PANEL, FIRE ENGINE DRIVER

DASHBOARD PANEL WITH INFILL STEERING WHEEL, RING-A BELL PANEL AND PANEL CLIMBER

D. PLAYSTRUCTURE WITH 24'X24' SHADE STRUCTURE, INCLUDES:

SPYROSLIDE, SHINGLED ROOF, WHEEL PANEL, STORE PANEL AT GRADE, TRANSFER POINT, CURVED TRANSFER POINT, WIGGLE LADDER, HOUSE PANEL, HOUSE IMAGE PANEL, TABLE PANEL, BENCH IMAGE PANEL, HOOP LADDER, TALK TUBE, PERISCOPE PANEL, 1 BENCH WITH 2 END PANELS AND HOUSE PANEL AT GRADE

B. PLAYSTRUCTURE WITH 30'X30' SHADE STRUCTURE

PLAYSTRUCTURE WITH 30'X30' SHADE STRUCTURE, INCLUDES: DOUBLE SLIDE, ROOFED LANDING, BALL MAZE PANEL, SOUND CHIMES PANEL AT GRADE, 56" CRAWL TUNNEL WITH 2 VIEW TUBES, CURVED SLIDE, DRIVER PANEL, STORE PANEL AT GRADE, ROOFED TRANSFER POINT, WIGGLE LADDER, OFFSET CRAWL TUNNEL, CONICAL CLIMBER, ROOFED TRANSFER POINT, CURVED TRANSFER MODULE AND CRITTER CANYON CLIMBER

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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LS501

PLAYGROUND AREA NOTES:

ALL PLAYGROUND AREA EQUIPMENT, COMPONENTS AND

SURFACING SHALL BE EARTH AND PLANT TONED COLORS

EQUIPMENT AND EQUIPMENT COMPONENTS (PANELS, DECKS,

ROOFS) SHALL BE LIME GREEN, GRASS GREEN, LEAF GREEN OR

WOOD BROWN COLORED. SWING SEATS SHALL BE TAN ONLY.

PLAYGROUND EQUIPMENT PIPES SHALL BE WOOD BROWN OR

LIGHT BROWN COLORED. ALL STEERING WHEELS SHALL BE

INFILLED. ALL CHUTE EXITS SHALL BE NO MORE THAN 6 INCHES

ABOVE RESILIENT SURFACING.

SHADE STRUCTURE CANOPY SHALL BE FOREST GREEN COLOR

RESILIENT SURFACE (UNITARY SURFACING) SHALL BE LIGHT

PLAYGROUND COMPONENT RENDERINGS - 1 & 2

NOT TO SCALE

K2

PLAYGROUND COMPONENT RENDERINGS - 3, 4 & 5

NOT TO SCALE

F2

PLAYGROUND COMPONENT RENDERINGS - 6 & 7

NOT TO SCALE

A2

F. SWING SET WITH 2 BUCKET SEATS AND 2 BELT SEATS WITH 7'-0" BEAM HEIGHT, COMPLIANT WITH ASTM F2373 AND F1487

D. PLAYSTRUCTURE WITH 24'X24' SHADE STRUCTURE, INCLUDES:

SPYROSLIDE, SHINGLED ROOF, WHEEL PANEL, STORE PANEL AT GRADE, TRANSFER POINT, CURVED TRANSFER POINT, SUMMIT CLIMBER, HOUSE PANEL, HOUSE

IMAGE PANEL, TABLE PANEL, BENCH IMAGE PANEL, HOOP LADDER, TALK TUBE, PERISCOPE PANEL, 1 BENCH WITH 2 END PANELS AND HOUSE PANEL AT GRADE

E. VILLAGE AREA WITH CLUBHOUSES INCLUDES:

CLUBHOUSE 1 (BARN WITH PIGS AND DUCK PANELS), CLUBHOUSE 2 (BARN WITH HORSE AND COW PANELS), CLUBHOUSE 3 (TRACTOR DRIVER PANEL WITH IN-FILL STEERING WHEEL)

INFILL STEERING WHEEL

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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LS502

PLAYGROUND AREA NOTES:

ALL PLAYGROUND AREA EQUIPMENT, COMPONENTS AND

SURFACING SHALL BE EARTH AND PLANT TONED COLORS

EQUIPMENT AND EQUIPMENT COMPONENTS (PANELS, DECKS,

ROOFS) SHALL BE LIME GREEN, GRASS GREEN, LEAF GREEN OR

WOOD BROWN COLORED. SWING SEATS SHALL BE TAN ONLY.

PLAYGROUND EQUIPMENT PIPES SHALL BE WOOD BROWN OR

LIGHT BROWN COLORED. ALL STEERING WHEELS MUST BE

INFILLED. ALL CHUTE EXITS SHALL BE NO MORE THAN 6 INCHES

ABOVE RESILIENT SURFACING. SHADE STRUCTURE CANOPY SHALL

BE FOREST GREEN COLOR. CANOPY POSTS MUST HAVE 5'-0" HT.

SUPPORT POST SAFETY PADDING. RESILIENT SURFACE (UNITARY

SURFACING) SHALL BE LIGHT BROWN, TAN OR SAND COLORED.

PLAYGROUND COMPONENT RENDERINGS - 1 & 2

NOT TO SCALE

J2

PLAYGROUND COMPONENT RENDERINGS - 3, 4, 5 & 6

NOT TO SCALE

D2

PLAYGROUND COMPONENT RENDERINGS - 6 & 7

NOT TO SCALE

A2

A. OUTDOOR PAINTING AND SEATING AREA WITH PAINT

PANELS AND TODDLER PICNIC TABLES (MOVEABLE)

C. SMARTPLAY PLAY STRUCTURE, INCLUDES: CURVED SLIDE, SPELLING PANEL, NUMBERS CLIMBER, RING-A-BELL/ MAR.BROWNLIELES PANEL, BONGOS, INCLINED

TUNNEL, STEPPERS, TRANSFER POINT, BEAD PANNEL, STEERING PANEL WITH INFILL STEERING WHEEL, WIGGLE LADDER AND SHAPE AND FIT TABLE

B. PLAYBOOSTER PLAY STRUCTURE WITH 28'X28' SHADE STRUCTURE, INCLUDES:

DOUBLE SLIDE, ZOO PANEL MINI SUMMIT CLIMBER, CRAWL TUNNEL, ABC CLIMBER, TRANSFER POINT, CURVED TRANSFER POINT AND SINGLE SLIDE

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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LS503

PLAYGROUND AREA NOTES:

ALL PLAYGROUND AREA EQUIPMENT, COMPONENTS AND

SURFACING SHALL BE EARTH AND PLANT TONED COLORS

EQUIPMENT AND EQUIPMENT COMPONENTS (PANELS, DECKS,

ROOFS) SHALL BE LIME GREEN, GRASS GREEN, LEAF GREEN OR

WOOD BROWN COLORED. SWING SEATS SHALL BE TAN ONLY.

PLAYGROUND EQUIPMENT PIPES SHALL BE WOOD BROWN OR

LIGHT BROWN COLORED. ALL STEERING WHEELS MUST BE

INFILLED. ALL CHUTE EXITS SHALL BE NO MORE THAN 6 INCHES

ABOVE RESILIENT SURFACING. SHADE STRUCTURE CANOPY SHALL

BE FOREST GREEN COLOR. CANOPY POSTS MUST HAVE 5'-0" HT.

SUPPORT POST SAFETY PADDING. RESILIENT SURFACE (UNITARY

SURFACING) SHALL BE LIGHT BROWN, TAN OR SAND COLORED.

PLAYGROUND COMPONENT RENDERINGS - 1

NOT TO SCALE

K8

PLAYGROUND COMPONENT RENDERINGS - 2, 3 & 4

NOT TO SCALE

E2

PLAYGROUND COMPONENT RENDERINGS - 6 & 7

NOT TO SCALE

A5

G. 6-SEAT BELT SWING SET WITH 7' CROSS BEAM HEIGHT, COMPLIANT WITH ASTM F2373 AND F1487

E. COZY DOME CLIMBER

F. OUTDOOR MUSIC RHAPSODY AREA WITH KUNDU JUNIOR DRUM, MARBLE CHIMES, JINGLE METALLOPHONE, DITTY

METALLOPHONE,GOBLET JUNIOR DRUM, AND KETTLE JUNIOR DRUM

D. PLAY STRUCTURE WITH 28'X28' SHADE STRUCTURE INCLUDES:

DOUBLE SWIRL SLIDE, SIGN LANGUAGE PANEL AND OPTIGEAR PANEL WITH

SQUARE PEAK TILE ROOF, LOOP ARCH LADDER CLIMBER, CRAWL TUNNEL, MINI

SUMMIT CLIMBER, COLOR SPLASH PANEL, STORE PANEL, DECK LINK WITH 2

STEPS, STEP DECK, TRANSITION HANDBAR DECK, HORIZONTAL LADDER, AND

CHINNING BAR

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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LS504

PLAYGROUND AREA NOTES:

ALL PLAYGROUND AREA EQUIPMENT, COMPONENTS AND

SURFACING SHALL BE EARTH AND PLANT TONED COLORS

EQUIPMENT AND EQUIPMENT COMPONENTS (PANELS, DECKS,

ROOFS) SHALL BE LIME GREEN, GRASS GREEN, LEAF GREEN OR

WOOD BROWN COLORED. SWING SEATS SHALL BE TAN ONLY.

PLAYGROUND EQUIPMENT PIPES SHALL BE WOOD BROWN OR

LIGHT BROWN COLORED. ALL STEERING WHEELS MUST BE

INFILLED. ALL CHUTE EXITS SHALL BE NO MORE THAN 6 INCHES

ABOVE RESILIENT SURFACING. SHADE STRUCTURE CANOPY SHALL

BE FOREST GREEN COLOR. CANOPY POSTS MUST HAVE 5'-0" HT.

SUPPORT POST SAFETY PADDING. RESILIENT SURFACE (UNITARY

SURFACING) SHALL BE LIGHT BROWN, TAN OR SAND COLORED.

PLAYGROUND COMPONENT RENDERINGS - 1 & 2

NOT TO SCALE

G2

PLAYGROUND COMPONENT RENDERING - 3

NOT TO SCALE

E12

PLAYGROUND COMPONENT RENDERING - 4

NOT TO SCALE

A1

PLAYGROUND COMPONENT RENDERING - 5

NOT TO SCALE

A11Replaces Drawings Posted in SAM.gov on 6/8/2022 In Its Entirety

B. WIGGLE WORM CLIMBER WITH 20'X20' SHADE STRUCTURE

C. FUNHOUSE-THEMED TOT PLAY STRUCTURE WITH ROOF, AT GRADE, INCLUDES:

ROCK-N-RING PANEL, FUNHOUSE STORE PANEL, FUNHOUSE MIRROR PANEL, BELTED SHAPE

CLIMBER WITH FUNHOUSE FACADE, FUNHOUSE DOOR FACADE WITH STAR BENCH, AND SECOND

ENTRANCE CRAWL TUNNEL WITH FUNHOUSE FACADE

PLAYHOUSE WITH NOOK SMARTPLAY STRUCTURE, WITH

20'X20' SHADE STRUCTURE, INCLUDES:

BALANCE RAIL AT FRONT, DOOR.BROWNLIEELL, FRONT STEP, FRUIT BASKET PANEL,

SIDE STEP, BALANCE RAIL AT BACK, NOOK AREA WITH ATTACHED TABLE AND 2 SEATS,

MUSIC NOTES PANEL WITH BELLS, CLIMBER RAMP, FLOWER AND BEE SPINNERS,

RABBIT SLIDER PANEL

F. BENCH, 6'-0" LENGTH WITH BACK, 30" HT.

A. OUTDOOR PAINTING AND SEATING AREA WITH PAINT PANELS AND TODDLER PICNIC TABLES (MOVEABLE) AND

E. 4-BUCKET SEAT SWING SET WITH 7'-0" BEAM HEIGHT COMPLIANT WITH ASTM F2373 AND F1487

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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PLAYGROUND AREA NOTES:

ALL PLAYGROUND AREA EQUIPMENT, COMPONENTS AND

SURFACING SHALL BE EARTH AND PLANT TONED COLORS

EQUIPMENT AND EQUIPMENT COMPONENTS (PANELS, DECKS,

ROOFS) SHALL BE LIME GREEN, GRASS GREEN, LEAF GREEN OR

WOOD BROWN COLORED. SWING SEATS SHALL BE TAN ONLY.

PLAYGROUND EQUIPMENT PIPES SHALL BE WOOD BROWN OR

LIGHT BROWN COLORED. ALL STEERING WHEELS MUST BE

INFILLED. ALL CHUTE EXITS SHALL BE NO MORE THAN 6 INCHES

ABOVE RESILIENT SURFACING. SHADE STRUCTURE CANOPY SHALL

BE FOREST GREEN COLOR. CANOPY POSTS MUST HAVE 5'-0" HT.

SUPPORT POST SAFETY PADDING. RESILIENT SURFACE (UNITARY

SURFACING) SHALL BE LIGHT BROWN, TAN OR SAND COLORED.

PLAYGROUND COMPONENT RENDERING - 1

NOT TO SCALE

G2

PLAYGROUND COMPONENT RENDERINGS - 3, 4 & 5

NOT TO SCALE

D8

PLAYGROUND COMPONENT RENDERING - 6

NOT TO SCALE

C16

PLAYGROUND COMPONENT RENDERING - 7

NOT TO SCALE

A8

PLAYGROUND COMPONENT RENDERING - 2

NOT TO SCALE

H15

PAINT PANEL INSTALLATION DETAIL

NOT TO SCALE

TODDLER PICNIC TABLE (MOVEABLE) INSTALLATION DETAIL

NOT TO SCALE

6'-0" BENCH WITH BACK INSTALLATION DETAIL

NOT TO SCALE

(2) 72" UV Resistant, Powdercoated steel planks

RESILIENT SURFACE TYPICAL SECTION

NOT TO SCALE

RESILIENT SURFACE EDGE TYPICAL SECTION

NOT TO SCALE

RESILIENT SURFACE EDGE AT SIDEWALK TYPICAL SECTION

NOT TO SCALE

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TOP OF SIDEWALK

1''

12" MINIMUM NON-EXPANSIVE

GRANULAR FILL, MOISTURE

CONDITION TO BETWEEN 0 AND 3

PERCENT ABOVE OPTIMUM

MOISTURE CONTENT AND

COMPACTED TO A MINIMUM OF 90%

RELATIVE COMPACTION

COMPACTED SUBGRADE

CONCRETE SIDEWALK

POURED IN-PLACE RESILIENT

SURFACE SHREDDED SBR

CUSHION LAYER, 3" THICK MIN.

POURED IN-PLACE RESILIENT

SURFACE GRANULAR EPDM WEAR

LAYER,

" THICK MIN.

RESILIENT SURFACING COLOR:

90% FOREST GREEN, 10% BLACK

SLOPE BASE OF RESILIENT SURFACE

WEAR LAYER AT 45 DEGREES

1"x1" KEYWAY

2% MAX.

SLOPE

TO DRAIN

4" MINIMUM THICK CONCRETE

SLAB WITH 6"x6" W1.4xW1.4

GALVANIZED WELDED WIRE MESH

#4 REBAR,

CONTINUOUS,

TYPICAL

FINISH GRADE

SLOPE BASE OF RESILIENT SURFACE

WEAR LAYER AT 45 DEGREES

2% MAX.

SLOPE

TO DRAIN

6''

1''

COMPACTED SUBGRADE

CONCRETE CURB,

6" WIDE x 8" DEEP

"' RADIUS

POURED IN-PLACE RESILIENT

SURFACE GRANULAR EPDM WEAR

LAYER,

" THICK MIN.

RESILIENT SURFACING COLOR:

90% FOREST GREEN, 10% BLACK

POURED IN-PLACE RESILIENT

SURFACE SHREDDED SBR

CUSHION LAYER, 3"' THICK MIN.

1"x1" KEYWAY

4" MINIMUM THICK CONCRETE

SLAB WITH 6"x6" W1.4xW1.4

GALVANIZED WELDED WIRE MESH

" x 3

" OPENING

THRU CURB AT

LOW POINT

2" DIAMETER WEEP HOLE

THRU CONCRETE SLAB, 6'-0"

O.C., BOTH DIRECTIONS

2" DIAMETER WEEP HOLE

THRU CONCRETE SLAB,

6'-0" O.C., BOTH DIRECTIONS

1'-2'' MIN.

POURED IN-PLACE RESILIENT

SURFACE SHREDDED

SBR CUSHION LAYER,

3"' THICK MIN.

POURED IN-PLACE RESILIENT

SURFACE GRANULAR EPDM WEAR

LAYER,

" THICK MIN.

RESILIENT SURFACING COLOR:

90% FOREST GREEN, 10% BLACK

NOTE:

INSTALL POSTS IN CONCRETE

FOOTING PER MANUFACTURER'S

SPECIFICATIONS.

COMPACTED SUBGRADE

TYPICAL PLAY EQUIPMENT POST

CONCRETE FOOTING

M

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2% MAXIMUM

SLOPE TO

DRAIN

4" MINIMUM THICK CONCRETE SLAB

WITH 6"x6" W1.4xW1.4 GALVANIZED

WELDED WIRE MESH

EXPANSION JOINT,

SEE DETAIL L18 ON

DRAWING C-501 AND CIVIL

SPECIFICATIONS

NOTE:

SEE DETAILS L18 ON DRAWING C-501

FOR RELATED DETAILS ON MINIMAL

SPACING, EXPANSION JOINTS,

CONTRACTION JOINTS, ETC.

NOTE:

SEE DETAILS L18 ON DRAWING C-501

FOR RELATED DETAILS ON MINIMAL

SPACING, EXPANSION JOINTS,

CONTRACTION JOINTS, ETC.

NOTE:

SEE DETAILS L18 ON DRAWING C-501

FOR RELATED DETAILS ON MINIMAL

SPACING, EXPANSION JOINTS,

CONTRACTION JOINTS, ETC.

12" MINIMUM NON-EXPANSIVE

GRANULAR FILL, MOISTURE

CONDITION TO BETWEEN 0 AND 3

PERCENT ABOVE OPTIMUM

MOISTURE CONTENT AND

COMPACTED TO A MINIMUM OF 90%

RELATIVE COMPACTION

12" MINIMUM NON-EXPANSIVE

GRANULAR FILL, MOISTURE

CONDITION TO BETWEEN 0 AND 3

PERCENT ABOVE OPTIMUM

MOISTURE CONTENT AND

COMPACTED TO A MINIMUM OF 90%

RELATIVE COMPACTION

2" DIAMETER WEEP HOLE THRU

CONCRETE SLAB, 6'-0" O.C.,

BOTH DIRECTIONS

GENERAL NOTES

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, 2018 EDITION, AS MODIFIED BY UNIFIED FACILITIES CRITERIA 1-200-01 DOD BUILDING CODE DATED 1

OCTOBER 2020.

2. UNIFIED FACILITIES CRITERIA 3-301-01 STRUCTURAL ENGINEERING DATED 1 OCTOBER 2019

3. UNIFIED FACILITIES CRITERIA 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS DATED 19 AUGUST 2020.

B. COMPARE ALL CONTRACT DOCUMENTS WITH EACH OTHER AND REPORT IN WRITING TO THE CONTRACTING OFFICER ALL INCONSISTENCIES

AND OMISSIONS.

C. TAKE FIELD MEASUREMENTS, VERIFY FIELD CONDITIONS AND COMPARE WITH THE DRAWINGS BEFORE COMMENCING WORK. REPORT IN

WRITING TO THE CONTRACTING OFFICER ALL INCONSISTENCIES AND OMISSIONS.

D. CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES.

E. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION, WORKMANSHIP AND JOB SAFETY. THE CONTRACTOR SHALL

PROVIDE TEMPORARY SHORING AND BRACING AS REQUIRED FOR STABILITY OF STRUCTURAL MEMBERS AND SYSTEMS.

F. DO NOT EXCEED DESIGN LIVE LOAD WITH CONSTRUCTION LOADING UNLESS SPECIAL SHORING IS PROVIDED. REDUCE ALLOWABLE LOADS IS

REDUCED IN AREAS WHERE THE STRUCTURE HAS NOT ATTAINED FULL DESIGN STRENGTH.

G. CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF THE ADJACENT PROPERTIES, STRUCTURES, STREETS AND UTILITIES DURING THE

CONSTRUCTION PERIOD.

H. APPLY DETAILS NOTED AS TYPICAL ON THE STRUCTURAL DRAWINGS 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 1 OCTOBER 2019

2. INTERNATIONAL BUILDING CODE, 2018 EDITION

3. ASCE/SEI 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES.

B. DEAD LOADS

1. DEAD LOADS INCLUDE WEIGHT OF MATERIALS SUCH AS ROOFS, CEILINGS, PARTITIONS, AND FIXED SERVICE EQUIPMENT.

2. PARTITIONS (SEISMIC): 10 PSF

C. FLOOR LIVE LOAD

1. OFFICE: 50 PSF + 15 PSF PARTITION

2. CORRIDORS: 100 PSF

3. DINING ROOMS: 100 PSF

4. CLASSROOMS: 40 PSF + 15 PSF PARTITION

5. LIGHT STORAGE: 125 PSF

6. COMMUNICATIONS EQUIPMENT ROOMS: 150 PSF

7. HVAC EQUPMENT ROOMS: 125 PSF

8. OTHER MECHANICAL ROOMS: 100 PSF

D. ROOF LIVE LOAD

1. CHILD DEVELOPMENT CENTER 20 PSF (REDUCIBLE)

2. WATER TANK: 40 PSF

E. WIND DESIGN DATA - CHILD DEVELOPMENT CENTER

1. BASIC WIND SPEED (3-SECOND GUST): V = 180 MPH

2. EFFECTIVE NOMINAL DESIGN WIND SPEED (3-SECOND GUST): VEFF-ASD = 142.3 MPH

3. RISK CATEGORY: III

4. EXPOSURE CATEGORY: B

5. WIND TOPOGRAPHIC FACTOR: Kzt = 1.0

6. WIND DIRECTIONALITY FACTOR: Kd = 0.85

7. GROUND ELEVATION FACTOR: Ke = 1.0

8. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

9. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

10. COMPONENTS AND CLADDING DESIGN WIND PRESSURE:

a. FOR ELEMENTS ON EXTERIOR WALL, SEE C1/S-002

b. FOR ELEMENTS ON THE ROOF, SEE C2/S-002

c. FOR ROOF TRUSSES, SEE A1/S-002

11. IMPACT RESISTANT GLAZING REQUIRED: YES

F. WIND DESIGN DATA - WATER TANK

1. BASIC WIND SPEED (3-SECOND GUST): V = 180 MPH

2. EFFECTIVE NOMINAL DESIGN WIND SPEED (3-SECOND GUST): VEFF-ASD = 142.3 MPH

3. RISK CATEGORY: IV

4. EXPOSURE CATEGORY: B

5. WIND TOPOGRAPHIC FACTOR: Kzt = 1.0

6. WIND DIRECTIONALITY FACTOR: Kd = 0.85

7. GROUND ELEVATION FACTOR: Ke = 1.0

8. BUILDING ENCLOSURE CLASSIFICATION: ENCLOSED

9. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

G. EARTHQUAKE DESIGN DATA- CHILD DEVELOPMENT CENTER

1. RISK CATEGORY: III

2. IMPORTANCE FACTOR: Ie = 1.25

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS

a. SHORT PERIOD: Ss= 0.55g

b. 1-SEC PERIOD: S1 = 0.154g

4. SITE CLASS: C

5. SPECTRAL RESPONSE COEFFICIENTS

a. SHORT PERIOD: SDS = 0.47g

b. 1-SEC PERIOD: SD1 = 0.154g

6. SEISMIC DESIGN CATEGORY: C

7. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS

8. DESIGN BASE SHEAR (ULTIMATE): Cs x W

9. SEISMIC RESPONSE COEFFICIENT: Cs = 0.12

10. RESPONSE MODIFICATION FACTOR: R = 5

11. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

H. EARTHQUAKE DESIGN DATA - WATER TANK

1. RISK CATEGORY: IV

2. IMPORTANCE FACTOR: Ie = 1.25 PER ACI 350.3

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS

a. SHORT PERIOD: Ss= 0.55g

b. 1-SEC PERIOD: S1 = 0.154g

4. SITE CLASS: C

5. SPECTRAL RESPONSE COEFFICIENTS

a. SHORT PERIOD: SDS = 0.47g

b. 1-SEC PERIOD: SD1 = 0.154g

6. SEISMIC DESIGN CATEGORY: D

7. BASIC SEISMIC-FORCE-RESISTING SYSTEM: ORDINARY REINFORCED CONCRETE SHEAR WALLS

8. RESPONSE MODIFICATION FACTOR:

a. Ri = 2.0 (ON OR ABOVE GRADE)

b. Rc = 1.0

I. SOILS

1. SITE CLASS: C

2. ALLOWABLE BEARING CAPACITY: 3,000 PSF (1/3 INCREASE FOR WIND/SEISMIC)

3. COEFFICIENT OF FRICTION:

a. STATIC CONDITION: 0.38

b. SEISMIC CONDITION: 0.52

4. ALLOWABLE PASSIVE EARTH PRESSURE:

a. STATIC CONDITION: 240 PCF

b. SEISMIC CONDITION: 325 PCF

5. ACTIVE EARTH PRESSURE (LEVEL BACKFILL)

a. UNRESTRAINED: 40 PCF

b. RESTRAINED: 60 PCF

SPECIAL INSPECTIONS

A. ENSURE THAT SPECIAL INSPECTION OF PORTIONS OF THE WORK AS REQUIRED BY THE BUILDING CODE IS MADE AT THE APPROPRIATE TIME.

SUBMIT STATEMENT OF RESPONSIBILITY TO THE OWNER AND BUILDING DEPARTMENT PRIOR TO THE COMMENCEMENT OF WORK. GIVE TIMELY NOTICE OF WHEN AND WHERE INSPECTIONS ARE TO BE MADE AND PROVIDE ACCESS FOR THE INSPECTOR. FREQUENCY OF INSPECTION IS DEFINED IN SPECIFICATIONS SECTION 01 45 35 AND ITS ATTACHMENTS FOR STATEMENT AND SCHEDULE OF SPECIAL INSPECTIONS. CORRECT DEFECTIVE WORK AT NO ADDITIONAL COST TO THE GOVERNMENT AND PAY FOR RE-INSPECTION AS REQUIRED.

B. KEEP RECORDS OF INSPECTIONS. INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE WITH APPROVED CONSTRUCTION

DOCUMENTS. SUBMIT A FINAL SIGNED REPORT TO THE CONRACTING OFFICER.

C. THE FOLLOWING TYPE OF WORK IDENTIFIED IN THE SPECIFICATIONS, REQUIRES SPECIAL INSPECTION:

1. INSPECTION OF FABRICATOR/SHOP UNLESS WORK IS DONE BY A REGISTERED AND APPROVED FABRICATOR SHOP.

a. STRUCTURAL STEEL

b. PRE-ENGINEERED TRUSSES

2. STEEL CONSTRUCTION

a. WELDING

b. DETAILS OF STEEL FRAME

c. HIGH STRENGTH BOLTING

3. CONCRETE CONSTRUCTION

a. EXCEPTIONS: INSPECTIONS NOT REQUIRED FOR CONCRETE POURS FOR

i. NON STRUCTURAL SLABS SUPPORT DIRECTLY ON GROUND.

b. PLACEMENT OF REINFORCING STEEL INCLUDING PRESTRESSING TENDONS (INCLUDING STRESSING OF TENDONS)

c. REINFORCING STEEL WELDING.

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

e. PLACEMENT OF CONCRETE

f. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

g. PRESTRESSED CONCRETE (UNLESS DONE BY APPROVED FABRICATOR)

h. POST INSTALLED CONCRETE BOLTS.

FOUNDATION

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

1. GEOTECHNICAL ENGINEERING EXPLORATION REPORT BY GEOLABS, INC W.O. 8224-00 DATED 28 MARCH 2022 B. DO NOT EXCAVATE IN SUCH A WAY AS TO REMOVE LATERAL SUPPORT FROM ANY FOOTING OR FOUNDATION WITHOUT

FIRST UNDERPINNING OR PROTECTING THE FOOTING OR FOUNDATION AGAINST SETTLEMENT OR LATERAL TRANSLATION.

C. COMPACT BOTTOM OF FOOTINGS TO AT LEAST 90 PERCENT RELATIVE COMPACTION IN ACCORDANCE WITH ASTM D 1557 TO

PROVIDE A RELATIVELY FIRM AND SMOOTH BEARING SURFACE PRIOR TO PLACEMENT OF REINFORCING STEEL AND CONCRETE. IF SOFT AND/OR LOOSE MATERIALS ARE ENCOUNTERED AT THE BOTTOM OF FOOTING EXCAVATIONS, OVER- EXCAVATED TO EXPOSE THE UNDERLYING FIRM MATERIAL AND BACKFILL WITH ON-SITE SOILS COMPACTED TO A MINIMUM OF 90% RELATIVE COMPACTION OR EXTEND THE FOOTING BOTTOM DOWN TO BEAR ON THE UNDERLYING COMPETENT

MATERIAL.

D. PROVIDE A MINIMUM 12 INCH THICK NON-EXPANSIVE, SELECT GRANULAR FILL BELOW THE CUSHION LAYER OF CONCRETE SLAB-ON-GRADES. PRIOR TO PLACEMENT OF THE NON-EXPANSIVE SELECT GRANULAR FILL MATERIAL, SCARIFY THE SUBGRADE BELOW THE SLABS TO A MINIMUM DEPTH OF 8 INCHES, MOISTURE-CONTAINED TO BETWEEN 2 AND 6 PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 90 PERCENT RELATIVE COMPACTION.

E. UNLESS NOTED OTHERWISE, PROVIDE MINIMUM DEPTH OF FOOTINGS BELOW THE UNDISTURBED GROUND SURFACE OF 18

INCHES MEASURED TO BOTTOM OF FOOTING.

F. EMBED FOUNDATIONS LOCATED ON, OR NEAR THE TOP OF SLOPES, SUCH THAT A MINIMUM HORIZONTAL DISTANCE OF 6

FEET IS MAINTAINED BETWEEN HE BOTTOM EDGE OF FOOTING AND SLOPE FACE.

G. EMBED RETAINING WALL FOUNDATIONS AT LEAST 24 INCHES BELOW THE LOWEST ADJACENT FINISHED GRADES. FOR SLOPING CONDITIONS, EXTEND THE BOTTOM OF FOOTING DEEPER TO OBTAIN A MINIMUM 6-FOOT SETBACK DISTANCE MEASURED HORIZONTALLY FROM THE OUTSIDE EDGE OF THE FOOTING TO THE FACE OF THE SLOPE.

H. COMPACT BACKFILL BEHIND CONVENTIONAL RETAINING WALLS IN LIFTS TO BETWEEN 90 AND 95 PERCENT COMPACTION AS

DETERMINED BY ASTM D 1557. DO NOT OVERCOMPACT THE BACKFILL MATERIAL.

I. EXCAVATIONS FOR FOUNDATIONS MUST BE MONITORED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE AND REINFORCING STEEL TO CONFIRM FOUNDATION BEARING CONDITIONS AND REQUIRED EMBEDMENT DEPTHS. SUBMIT LETTER OF COMPLIANCE FROM GEOTECHNICAL ENGINEER TO THE CONTRACTING OFFICER.

CONCRETE

A. CONFORM TO AMERICAN CONCRETE INSTITUTE ACI 318

B. PROVIDE NORMAL WEIGHT CONCRETE WITH THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:

1. RETAINING WALLS: 4,000 PSI

2. FOOTINGS: 3,500 PSI

3. SLAB-ON-GRADE: 3,500 PSI

4. WATER STORAGE TANK - MAT FOUNDATION: 5,000 PSI, MAX W/C RATIO = 0.40

5. WATER STORAGE TANK - WALLS: 5,000 PSI, MAX W/C RATIO = 0.40

6. WATER STORAGE TANK - ELEVATED SLABS: 5,000 PSI, MAX W/C RATIO = 0.40

7. ALL OTHER CONCRETE: 3,500 PSI

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

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

D. PROVIDE WATER FOR MIXING CONCRETE THAT IS 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. CONDUCT STRENGTH TESTS AS FOLLOWS:

1. TAKE SAMPLES FOR STRENGTH OF EACH CLASS OF CONCRETE PLACED EACH DAY IS TAKEN NOT LESS THAN ONCE A

DAY, NOR LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5,000

SQUARE FEET 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, MAKE TESTS FROM AT LEAST FIVE RANDOMLY SELECTED

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

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

ACCORDANCE WITH ASTM A153 UNLESS OTHERWISE NOTED.

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

PRIOR TO PLACEMENT OF CONCRETE.

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

DETAILS AND SUBMIT TO THE CONTRACTING OFFICER FOR APPROVAL.

I. FOR CONDUITS, PIPES, AND SLEEVES EMBEDDED WITHIN A SLAB (OTHER THAN THOSE MERELY PASSING THROUGH), 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. DO NOT PLACE CONDUITS, PIPES, AND SLEEVES THROUGH OR EMBEDDED IN A BEAM UNLESS SPECIFICALLY DETAILED.

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

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

J. 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, DRIPS, REGLETS, FINISHES AND OTHER NON-STRUCTURAL ITEMS NOT SHOWN OR SPECIFIED ON THE STRUCTURAL DRAWINGS. CONTRACTOR HAS THE OPTION TO EITHER SLOPE THE SLAB TO THE FLOOR DRAIN OR RECESS THE SLAB 1-1/2 INCH AND SLOPE THE MORTAR BED TO THE FLOOR DRAIN. SEE ARCH

DRAWINGS FOR EXACT LOCATIONS.

L. PROVIDE NON-SHRINK GROUT AS A PREMIXED NON-METALLIC FORMULA, CAPABLE OF DEVELOPING A MINIMUM

COMPRESSIVE STRENGTH OF 3,000 PSI IN 1 DAY AND 5,000 PSI IN 28 DAYS.

M. MEASURE FLOOR AND SLAB FLATNESS AND LEVELNESS ACCORDING TO ASTM E1155 WITHIN 48 HOURS OF FINISHING.

POST-TENSIONED CONCRETE

A. PRESTRESSING TENDONS SHALL CONFORM TO ASTM A416, SEVEN WIRE, 270 KSI STRANDS. PRESTRESSING WILL BE CONSIDERED ACCEPTABLE IF GAGE PRESSURES CORRESPOND TO REQUIRED STRESSING FORCE AND CALCULATED AND

MEASURED ELONGATIONS AGREE WITHIN 7 PERCENT.

B. TENDONS SHALL BE 1/2” DIAMETER. JACKING STRESS SHALL BE 0.8 FPU (33) KIPS PER STRAND FOR THE 1/2" DIA. STRANDS.

C. POST-TENSIONING WORKS SHALL NOT COMMENCE BEFORE CONCRETE HAS ACHIEVED COMPRESSIVE STRENGTH OF AT

LEAST 3000 PSI.

D. THE CONTRACTOR SHALL SUBMIT A DETAILED CONSTRUCTION JOINT/POUR STRIP PLAN AND CONSTRUCTION SEQUENCE

PLAN FOR THE CONTRACTING OFFICER TO REVIEW PRIOR TO THE COMMENCEMENT OF SHOP DRAWINGS.

E. SHOP DRAWINGS SHALL BE SUBMITTED PRIOR TO FABRICATION AND CONSTRUCTION FOR REVIEW. SHOP DRAWINGS SHALL

ILLUSTRATE A LAYOUT PLAN, FABRICATION DETAILS, CONNECTION AND ANCHORAGE DETAILS, AND ADDED REINFORCING. A DESCRIPTION OF THE EQUIPMENT, CALIBRATION METHOD, AND STRESSING PROCEDURE SHALL BE SUBMITED FOR REVIEW.

CALCULATIONS TO DETERMINE PRESTRESS LOSSES, STRAND ELONGATION, ETC SHALL BE SUBMITTED. ALL SUBMITTALS SHALL BE STAMPED BY A STRUCTURAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF HAWAII.

F. STRESSING AND DEAD ENDS ARE SHOWN FOR GENERAL INFORMATION ONLY. ANCHOR LAYOUTS, ADEQUATE COVER, AND

CONSTRUCTION SEQUENCE MAY REQUIRE ALTERATING LAYOUT.

G. ALL PRESTRESSING OPERATIONS SHALL REQUIRE SPECIAL INSPECTION.

H. TENDONS SHALL BE SECURED IN SUFFICIENT LOCATIONS WITH APPROVED POSITIONING DEVICES TO ASSURE CORRECT

LOCATION DURING AND AFTER PLACING CONCRETE.

I. STRESSING OF TENDONS SHALL BE PERFORMED IN A SYMMETRIC MANNER.

J. THE GENERAL CONTRACTOR SHALL COORDINATE ALL POST INSTALLED ANCHOR/FASTENERS INTO THE POST-TENSIONED

SLABS/BEAMS.

K. CORROSION PROTECTION FOR UNBONDED SINGLE-STRAND PRE-STRESSING STRANDS SHALL BE IN ACCORDANCE WITH ACI

350 AND ACI 423.6.

MASONRY

A. CONFORM TO THE REQUIREMENTS OF IBC 2018 AND TMS 602 AS MODIFIED BY CONTRACT DOCUMENTS.

B. PROVIDE CONCRETE MASONRY WITH A MINIMUM COMPRESSIVE STRENGTH (F’m) OF 2,000 PSI.

C. CONFORM TO ASTM C90 FOR LOAD-BEARING CONCRETE MASONRY UNITS, NORMAL WEIGHT WITH A MINIMUM UNIT

COMPRESSIVE STRENGTH OF 2,000 PSI.

D. MORTAR: CONFORM TO ASTM C270 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI. DISCARD UNUSED MORTAR

WITHIN 2 ½ HOURS AFTER INITIAL MIXING. PROVIDE TYPE M MORTAR FOR MASONRY BELOW GRADE OR IN CONTACT WITH

EARTH AND TYPE S FOR REINFORCED MASONRY.

E. GROUT: CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. TEST IN ACCORDANCE WITH ASTM C1019. PROVIDE SLUMP OF 8-10 INCHES. WATER REDUCING ADMIXTURES ARE NOT ALLOWED.

F. SOLID GROUT ALL CELLS AND BOND COURSES WITH REINFORCEMENT AND INSERTS. PROVIDE CLEANOUTS FOR ALL GROUT

POURS OVER 5’-4” IN HEIGHT.

G. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, FORM HORIZONTAL CONSTRUCTION JOINTS BY STOPPING THE

GROUT POUR 2 INCHES BELOW THE TOP OF THE UPPERMOST UNIT.

H. 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. MAXIMUM SPACING BETWEEN CONSTRUCTION JOINTS IS 25 FEET.

I. CONSTRUCT WALLS IN CONVENTIONAL RUNNING BOND, UNLESS OTHERWISE NOTED.

J. PLACE REINFORCMENT IN WALLS IN THE CENTER OF THE CELL UNLESS OTHERWISE NOTED.

K. PROVIDE SLEEVES THROUGH ALL CMU WALL PENETRATIONS. NO PENETRATIONS ARE ALLOWED THROUGH BOND BEAMS OR

LINTELS.

L. SEE ARCHITECTURAL DRAWINGS FOR LAYING PATTERN, HEIGHT OF UNITS, SURFACE TEXTURE, AND JOINT TYPE.

M. OPEN-ENDED BLOCKS MAY BE SUBSTITUTED FOR STANDARD CONCRETE MASONRY UNITS.

STRUCTURAL STEEL

A. PERFORM FABRICATION AND ERECTION OF STRUCTURAL STEEL IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION MANUAL OF STEEL CONSTRUCTION, FIFTEENTH EDITION.

B. STRUCTURAL STEEL: CONFORM TO ASTM A36 UNLESS OTHERWISE NOTED.

C. STEEL WIDE FLANGE SECTIONS: CONFORM TO ASTM A992.

D. STEEL HOLLOW STRUCTURAL SECTIONS (HSS): CONFORM TO ASTM A500 GRADE B

E. THREADED RODS: CONFORM TO ASTM A36

F. HEADED STUDS: CONFORM TO ASTM A108, GRADES 1015 TO 1020

G. CONNECTIONS: CONFORM TO RCSC’S “FOR STRUCTURAL JOINTS USING ASTM A325 AND A490 BOLTS”. ALL BOLTS ARE ¾”

DIAMETER UNLESS NOTED OTHERWISE.

H. HIGH-STRENGTH BOLTS: CONFORM TO ASTM F3125, GRADE A325, TYPE N WITH COMPRESSIBLE-WASHER-TYPE DIRECT

TENSION INDICATOR.

I. ANCHOR BOLTS: CONFORM TO ASTM F1554 GRADE 55

J. WELDS AND WELDING PROCEDURES: CONFORM TO THE STRUCTURAL WELDING CODE AWS D1.1 OF THE AMERICAN

WELDING SOCIETY.

K. PERFORM WELDING BY WELDERS PREQUALIFIED FOR WELDING PROCEDURES TO BE USED.

L. WELDING ELECTRODES E70XX.

M. PRIME PAINT ALL STEEL IN THE SHOP.

N. HOT-DIP GALVANIZE EXPOSED STEEL ACCORDING TO ASTM A123.

O. HOT-DIP GALVANIZE ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN CONCRETE ACCORDING TO ASTM A153

UNLESS OTHERWISE NOTED.

STEEL DECK

A. PROVIDE STEEL DECK IN ACCORDANCE WITH STEEL DECK INSTITUTE STANDARDS AND AISI’S “SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.”

B. FORM STEEL DECK AND ACCESSORIES IS FROM GALVANIZED STEEL SHEETS CONFORMING TO ASTM A653, STRUCTURAL

STEEL (SS), GRADE 50, MINIMUM YIELD 50 KSI, G90 ZINC COATING.

C. PROVIDE STEEL DECK OF THE PROFILE DEPTH AND THICKNESS AS INIDCATED ON THE DRAWINGS.

D. STEEL DECKS MAY BE EITHER LAPPED OR BUTTED AT CONTRACTOR’S OPTION. PROVIDE A MINIMUM OF 1-1/2” BEARING AT

ALL SUPPORTING STEEL UNO.

E. PROVIDE STEEL DECK TRIPLE SPAN CONTINUOUS WHERE POSSIBLE. DO NOT LOCATE SINGLE SPANS AT EDGES OR

CORNERS.

F. WELD STEEL DECK UNITS TO THE SUPPORTING MEMBERS IN ACCORDANCE WITH AWS D1.3. PERFORM WELDING OF STEEL

DECK BY CERTIFIED LIGHT GAGE STEEL WELDERS.

G. PROVIDE ARC SPOT OR ARC SEAM (PUDDLE) WELDS WITH AN EFFECTIVE FUSION AREA TO SUPPORTING MEMBERS, EQUIVALENT TO AT LEAST 3/8 INCH BY 1 INCH LONG OR ½ INCH DIAMETER AND MAXIUM WELD SPACING OF 3 FEET. IF STUD WELDS ARE WELDED THROUGH STEEL DECK TO STRUCTURAL STEEL, STUD WELDS MAY REPLACE ARC SPOT WELDS.

H. DO NOT SUPPORT COLD-FORMED METAL FRAMING, SUSPENDED CEILING, LIGHT FIXTURES, AND DUCTS OR OTHER UTILITIES

BY THE STEEL DECK.

COLD-FORMED METAL FRAMING

A. PROVIDE COLD-FORMED METAL FRAMING IN ACCORDANCE 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. PROVIDE COLD-FORMED STEEL MEMBERS AND ACCESSORIES OF THE TYPE AND THICKNESS CALLED FOR ON THE DRAWINGS. MEMBER DESIGNATIONS ARE IN ACCORDANCE WITH STEEL STUD MANUFACTURER’S ASSOCIATION.

C. PROVIDE MEMBERS 54, 68 OR 97 MILS THICK THAT MEET THE REQUIREMENTS OF ASTM A1003 GRADE ST50H. PROVIDE MEMBERS 33 OR 43 MILS THICK THAT MEET THE REQUIREMENTS OF ASTM A1003 GRADE ST33H.

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

E. PROVIDE PREFABRICATED FRAMING HARDWARE AND INSTALL PER MANUFACTURER’S RECOMMENDATIONS.

F. PLACE A LAYER OF 30# ROOFING FELT BETWEEN ALL COLD-FORMED METAL MEMBERS AND CONCRETE OR MASONRY

SURFACES.

G. LIMIT HOLES IN WALL STUDS AND OTHER STRUCTURAL MEMBERS TO A MAXIMUM SIZE OF 1.5 INCHES IN WIDTH OR 4 INCHES

IN LENGTH, LOCATED ONLY ALONG THE CENTERLINE OF THE WEB OF THE FRAMING MEMBER. AT A MINIMUM SPACING OF 24 INCHES CENTER TO CENTER AND NOT LESS THAN 10 INCHES FROM EDGE OF HOLE TO END OF MEMBER.

H. PROVIDE SCREWS WITH A MINIMUM EDGE DISTANCE AND CENTER-TO-CENTER SPACING OF 1/2 INCH, SELF TAPPING AND CONFORMING TO SAE J 78. EXTEND SCREWS THROUGH THE STEEL A MINIMUM OF THREE EXPOSED THREADS. PROVIDE

TYPE II COATING IN ACCORDANCE WITH ASTM B633.

I. DO NOT SPLICE STEEL STUDS AND OTHER STRUCTURAL MEMBERS.

ABBREVIATIONS

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

CJ CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

DIA DIAMETER

EA EACH

EW EACH WAY

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

IBC INTERNATIONAL BUILDING CODE

MECH MECHANICAL

MIN MINIMUM

NTS NOT TO SCALE

OPP OPPOSITE

PSF POUNDS PER SQUARE FOOT

REINF REINFORCEMENT

REQD REQUIRED

SIM SIMILAR

SQ SQUARE

STD STANDARD

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VIF VERIFY IN FIELD

VERT VERTICAL

REINFORCING STEEL

A. UNLESS NOTED OTHERWISE, PROVIDE REINFORCING STEEL IS DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

B. FOR WELDED REINFORCING STEEL, PROVIDE LOW-ALLOY DEFORMED BARS CONFORMING TO ASTM A706.

C. PROVIDE GALVANIZED WELDED WIRE REINFORCEMENT CONFORMING TO ASTM A1060.

D. ENVIRONMENTAL SEVERITY CLASSIFICATION (ESC): C4

E. PROVIDE CLEAR CONCRETE COVER FOR REINFORCING STEEL AS FOLLOWS, UNLESS OTHERWISE NOTED:

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3”.

2. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER:

a. NO. 6 THROUGH NO. 18 BAR: 2”

b. NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER: 2”

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

a. SLABS, WALLS:

i. NO. 14 AND NO. 18 BAR: 1.5”

ii. NO. 11 BAR AND SMALLER: 0.75”

F. PROVIDE CLEAR DISTANCE BETWEEN THE SURFACE OF A BAR AND ANY SURFACE OF A MASONRY UNIT NOT LESS THAN 1/2

INCH, UNLESS OTHERWISE NOTED.

G. SPLICE REINFORCING STEEL WHERE INDICATED ON PLANS. PROVIDE LAP SPLICE LENGTH PER TYPICAL DETAILS AND

SCHEDULE, UNLESS OTHERWISE NOTED.

H. 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.

I. PROVIDE MECHANICAL SPLICE CONNECTORS THAT DEVELOP IN TENSION 125 PERCENT OF THE SPECIFIED MINIMUM YIELD

STRENGTH OF REINFORCING BARS.

J. PROVIDE STANDARD HOOKS ON REINFORCING BARS IN ACCORDANCE WITH ACI 318, SECTION 7.1.

K. PROVIDE MINIMUM REINFORCEMENT BEND DIAMETERS IN ACCORDANCE WITH ACI 318, SECTION 7.2.

SPECIAL INSPECTIONS (CONTINUED)

4. MASONRY CONSTRUCTION

a. PLACEMENT OF REINFORCING STEEL.

b. MORTAR AND MORTAR JOINTS

c. PLACEMENT OF GROUT

5. SOILS

a. FOUNDATION BEARING MATERIAL

b. FILL GREATER THAN ONE FOOT

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COMPONENTS AND CLADDING

WIND PRESSURE (PSF)

WALL

EFFECTIVE WIND

AREA (FT2)

≤10

+51.2 PSF

-55.5 PSF

>500

WALL ENDS

NOTES:

1. WIND LOADS ARE CALCULATED PER ASCE 7-16

COMPONENTS AND CLADDING PER ASCE 7-16 CHAPTER 30

PART 1.

2. PARAPET LOADS SHALL BE CALCULATED PER ASCE 7-16

SECTION 30.8.

3. END DISTANCE (a) = 7.2' MEASURED FROM OUTSIDE EDGE OF

OVERHANG.

4. POSITIVE PRESSURE VALUES REFER TO FORCES ACTING

TOWARD THE BUILDING. NEGATIVE PRESSURE VALUES

REFER TO FORCES ACTING AWAY FROM THE BUILDING.

5. EACH COMPONENT MUST BE DESIGNED FOR MAXIMUM

POSITIVE AND NEGATIVE FORCES.

6. FOR COMPONENTS HAVING EFFECTIVE AREAS IN BETWEEN

TABULATED VALUES, LINEAR INTERPOLATION IS ALLOWED.

7. FOR EFFECTIVE WIND AREA DEFINITION SEE NOTE 6 ON

A1/S-002.

+38.1 PSF

-42.5 PSF

+51.2 PSF

-68.5 PSF

+38.1 PSF

-42.5 PSF

COMPONENTS AND CLADDING NEGATIVE WIND PRESSURE (PSF)

ROOF

NOTES:

1. WIND LOADS ARE CALCULATED PER ASCE 7-16 COMPONENTS AND CLADDING (SEE ASCE 7-16 FIGURES 30.3-1 THROUGH 30.3-7.

2. END DISTANCE (a) = 7.2' MEASURED FROM OUTSIDE EDGE OF OVERHANG.

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. FOR EFFECTIVE WIND AREA DEFINITION SEE NOTE 6 ON A1/S-002,

COMPONENTS AND CLADDING POSITIVE ROOF PRESSURE

ALL ZONESEFFECTIVE WIND

AREA (FT2)

≤ 10

>100

38.1 PSF

20.8 PSF

EFFECTIVE WIND AREA ≤ 20

-85.8 PSF

EFFECTIVE WIND AREA > 100

-94.5 PSF

ROOF RIDGE 2r

EFFECTIVE WIND AREA ≤ 10

-133.5 PSF

EFFECTIVE WIND AREA > 200

-107.5 PSF

ROOF ENDS

EFFECTIVE WIND AREA ≤ 10

-107.5 PSF

EFFECTIVE WIND AREA > 200

-98.8 PSF

ROOF CORNERS 3

EFFECTIVE WIND AREA ≤ 10

-133.5 PSF

EFFECTIVE WIND AREA > 200

-77.2 PSF

A

B E

F

ZONE 1: +38.1 PSF / -85.8 PSF

ZONE 2e: +38.1 PSF / -107.5 PSF

NOTES:

1. ZONE INDICATES HIP ROOF ZONES PER ASCE 7-16.

2. LOADS INDICATED ARE UNFACTORED GROSS

COMPONENTS AND CLADDING LOADS PER ASCE 7-16

CHAPTER 30 PART 1.

3. POSITIVE PRESSURE VALUES REFER TO FORCES ACTING

TOWARDS THE BUILDING. NEGATIVE PRESSURE VALUES

REFER TO FORCES ACTING AWAY FROM THE BUILDING..

4. END DISTANCE (a) = 7.2' MEASURED FROM OUTSIDE EDGE

OF OVERHANG.

5. WIND PRESSURES ARE BASED ON EFFECTIVE WIND AREA

AND CAN BE REDUCED AS ALLOWED BY CODE. CLEARLY

INDICATE ANY REDUCTION IN THE STRUCTURAL

CALCULATION SUBMITTAL. LOADS INDICATED ARE BASED

ON AN EFFECTIVE AREA OF (LENGTH^2)/3 = 1,696 SQ FT TO

BE USED FOR THE DESIGN OF THE ROOF TRUSSES.

6. EFFECTIVE WIND AREA IS DEFINED IN ASCE 7-16.

A. THE SPAN LENGTH MULTIPLIED BY AN EFFECTIVE

WIDTH THAT NEED NOT BE LESS THAN 1/3 THE SPAN

LENGTH.

B. FOR ROOF TOP SOLAR ARRAYS, THE EFFECTIVE

WIND AREA IN ASCE 7-16 FIG. 29.4-7 IS EQUAL TO THE

TIRBUTARY AREA FOR THE STRUCTURAL ELEMENT

BEING CONSIDERED, EXCEPT THAT THE WIDTH OF

THE EFFECTIVE WIND AREA NEED NOT BE LESS THAN

1/3 ITS LENGTH.

C. FOR CLADDING FASTENERS, THE EFFECTIVE WIND

AREA SHALL NOT BE GREATER THAN THE AREA THAT

IS TRIBUTARY TO AN INDIVIDUAL FASTENER.

TYP

a=7.2'

Y

P a

.2

TYP

a = 7.2'

ZONE 2r: +38.1 PSF / -133.5

PSF

ZONE 3: +38.1 PSF / -135.5 PSF

T Y

P a

.2

Y

P a

.2

Y

P a

.2

EDGE OF

OVERHANG

RIDGE

LINE

RIDGE

LINE

T Y

P a

.2

TYP

a = 7.2'

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SCALE: NTSK1

COMPONENTS AND

CLADDING WIND PRESSURE -

EXTERIOR WALLS

SCALE: NTSK2

COMPONENTS AND CLADDING WIND PRESSURE -

ROOF WITH OVERHANG

1" = 40'-0"A1

COMPONENTS AND CLADDING

WIND UPLIFT DIAGRAM

0 40' 80'

PLAN NORTH

R

F

S6

S6

DL A STA. 2+02.22

GDI-A2

TOP=897.13

INV=894.46

COVER=1.67

DL A STA. 2+79.38

DMH-A3

TOP=898.56

INV=894.86

COVER=2.70

DL A STA. 3+87.87

GDI-A4

TOP=897.44

INV=895.44

COVER=2.00

7.16

0.5

31.48 @ 0.53%

108.49 @ 0.53%

WL A STA. 0+00

N 116,659.99

E 1,619,269.16

WL A STA. 2+27.44

WL A STA. 2+36.05

(8 .6 1)

WL A STA. 2+48.53

WL A STA. 3+74.45

WL A STA. 3+88.60

WL A STA. 4+48.26

=WL C STA. 0+00

WL C STA. 0+62

WL C STA. 0+66.90

WL A STA. 6+40.86

=WL D STA. 0+00

WL A STA. 6+53.86

=WL E STA. 0+00

WL B STA. 0+96.57

WL B STA. 1+62.57

WL B STA. 1+82.38

N 116,606.68

E 1,619,208.62

WL A STA. 2+17

VPD

WL A STA. 3+17

12" 1/16 BEND (BV)

WL A STA. 3+27

12" 1/16 BEND (BV)

WL A STA. 3+34

12" 1/16 BEND (TV)

WL A STA. 3+09

12" 1/16 BEND (TV)

WL A STA. 3+06

3/4" ARV

WL A STA. 3+37

3/4" ARV

WL A STA. 3+40

VPD

WL A STA. 5+66

VPD

WL A STA. 7+09.20

WL A STA. 3+03

VPD

WL A STA. 5+00

VPD

WL A STA. 4+71

12" 1/16 BEND (TV)

WL A STA. 4+92

12" 1/16 BEND (TV)

WL A STA. 4+87

12" 1/16 BEND (BV)

WL A STA. 4+77

12" 1/16 BEND (BV)

WL D STA. 0+26.24

6" 1/8 BEND (TV)

WL D STA. 0+30

6" 1/8 BEND (BV)

WL D STA. 0+39.76

6" 1/8 BEND (TV)

WL D STA. 0+36

6" 1/8 BEND (BV)

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

897.60 E

898.00(E)

TC=898.19

BC=897.69(E)

898.40(E)

898.64(E)

TC=899.11

BC=898.61

899.50(E)

899.46(E)

897.68 E

TC=899.43

BC=898.93(E)

FG=898.30

898.61(E)

FG=898.53

897.51 E

898.33(E)

898.29(E)

TC=899.25

BC=898.75

TC=899.48

BC=898.98

BID OPTION B

SWALE CL STA. 5+33.52

896.63(E)

BS=893.99

899.53(E)

898.84(E)

898.70(E) 898.74(E)

898.77(E)

898.88(E)

897.91(E)

.87

898.02(E)

FG=897.44

897.63(E)

.09

FG

X-

S

LO

P E=

1%

FG

SLO

P E=

.86

0.77%

DWY CL STA. 0+99.92

898.62(E)

FG DWY CL SLOPE=0.89%

FG

SLO

P E=

.80

0+27.97

FG=897.69

FG

X-

S

LO

P E=

1%

FG

X-

SLO

P E=

2.0 2%

FG DWY CL SLOPE=1.29%

0+67.99

FG=898.20

DWY CL STA. 1+25.24

898.35(E)

FG=898.00

898.11(E)

FG=897.75

897.75(E)

FG=897.45DWY CL STA. 1+83.77

897.35(E)

FG=897.13

FG DWY CL SLOPE=1.29%

FG X-SLOPE=1.00%

TC=899.68

BC=899.18

FG=898.21

FG=898.41

.72

FG

SLOP

E=

FG

D W Y C

L

SLO

P E

.45

FG

X-

SLO

PE=

4%

FG=898.70

FG X-SLOPE=2.33%

897.33(E)

FG X-SLOPE=1.00%

FG X-SLOPE=1.87%

FG

D W Y C L

SLO

P E= 1.4

9%

FG X-SLOPE=2%

FG X-SLOPE=4%

898.01(E)

897.88(E)

897.93(E)

898.11(E)

TC=898.93

BC=898.43

FG

SLOP

E=

ROAD A CL STA. 0+00

N 116,582.19

E 1,619,378.88

ROAD A CL STA. 0+00

N 116,752.64

E 1,619,433.68

D

D12

D

2'

2'

1.5

2'

8'

7.10'

4.16'

8.69'

.5'

5.13'

2'

.77'

.84'

1%

TC=895.96

BC=895.46TC=895.63

BC=895.13

894.86

TC=895.50

BC=895.00

TC=895.38

BC=894.88

1%

894.88

TC=895.53

BC=895.03

1%

TC=895.42

BC=894.92

894.24

894.32

894.42

TC=895.98

BC=895.48

TC=896.65

BC=895.15

T=896.11

B=896.03

R

R

TC=896.45

BC=895.951% TC=895.37

BC=894.87

TC=895.19

BC=894.69

TC=895.27

BC=894.77

TC=896.27

BC=895.77TC=896.03

BC=895.53

1%

8.5

0'

18.50'

2'

9'

99.00'

30"

30"

4.5

0' 8.6

5'

4.95'

0.0

0'

1 1.28'

7.0

0'

3.8

4'

13.78'

6.2

4'

3.5

2'

30.00'

19.81'

30.00'

16.24'

8.5

3'

5.4

9'

5'

9.8

2'

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

STAFF

ONLY

STAFF

ONLY

STAFF

ONLY

STAFF

ONLY

S T

A F

F O

N L Y

4 8 . 7

1 9 . 5

.64

.24

.7

.1

.2

.1

891.03 (E)

0+00N 115,991.76

E 1,619,184.50

891.99 (E)

892.38

892.14

TC=892.54

BC=892.04

892.14

TC=892.54

BC=892.04

892.57892.33

TC=892.73

BC=892.23

892.33

TC=892.73

BC=892.23

894.07 893.83

TC=894.23

BC=893.73

893.83

TC=894.23

BC=893.73

894.36

895.02894.78

TC=895.18

BC=894.68

894.91

894.78

TC=895.18

BC=894.68

895.19894.95894.86

895.06

894.95

0.79% (-)4.20%

894.95

TC=895.35

BC=894.85

1.31%

0.55%

0.55%

3.23

3.23%

4.18%

6.17%

895.07

2%

2%

895.18

2%

2%

7.79%

5.77%

TC=895.33

BC=894.83

895.83

895.45

2%

2%

891.77(E)

891.58(E)

891.84(E)

891.66(E)

892.72 1+80.61 892.48

TC=892.88

BC=892.38

893.01

892.892%

5%

MA

X.

0.55

R 26'

R=20'

R=4'

Δ=16°54'06" R=100.00 T=14.86

C=29.39 Lc=29.50

Δ=19°33'42"

R=100.00 T=17.24

C=33.98 Lc=34.14

21.5'

13.32'

15.33'

11.33'

STAFF

ONLY

STAFF

ONLY

STAFF

ONLY STAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLYSTAFF

ONLY

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

S T

A F

F O

N L Y

STAFF

ONLY

STAFF

ONLY

STAFF

ONLY

STAFF

ONLY

STAFF

ONLY

STAFF

ONLY

CDC BUILDING, SEE SHEETS

S-102 THRU S-107 .

CDC BUILDING IS AN

INHABITED BUILDING.

NOTE:

CONTOURS AND SITE ELEMENTS SHOWN

ARE APPROXIMATE, SEE CIVIL DWGS.

TRASH ENCLOSURE, PER

(CMU TRASH ENCLOSURE

IS OUTSIDE THE

UNOBSTRUCTED SPACE.)

KITCHEN EQUIPMENT AND

MECHANICAL EQUIPMENT

ENCLOSURES ARE

SURROUNDED WITH CHAIN

LINK FENCE WITH VISIBLE

EXPOSURE AROUND ALL

EQUIPMENT, NO ROOF.

T Y

P

33'+ UNOBSTRUCTED SPACE

ALL AROUND CDC BUILDING

ROAD TO CDC

KUAIKUA ST.

IK

E

L E

A S

T

SITE RETAINING WALLS, SEE

CIVIL DWGS AND DETAIL

A1

S-706

WATER STORAGE TANK

FOUNDATION

MECHANICAL/ELECTRICAL

EQUIPMENT PAD PER

F13

S-702 TYPA1

S-502

J1

S-108

LIGHT POLE

FOUNDATION PER

ELECTRICAL DWGS

AND

E7

S-701

MECHANICAL/ELECTRICAL

EQUIPMENT PAD PER

F13

S-702 TYP

MECHANICAL/ELECTRICAL

EQUIPMENT PAD PER

F13

S-702 TYP

STEP FOOTING AT

RETAINING WALL AS

REQUIRED PER

E14

S-706

TYP

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

P L O

T D

A T

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F

IL

E P

A T

H

C

U s e rs

\t a m a n a h a \D o c u m e n ts

\R e v it

U s e r

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D C

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R V

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J e ff T a m a n a h a .r v t

/1

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R V

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A I

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J e ff T a m a n a h a .r v t

S-101

S T

R U

C T

U R

A L S

IT

E

P L A

N W

IT

H

A T

/F P

S C

H O

F

IE

L D

B A

R R

A C

K S

H

A W

A

II

H O

N O

L U

L U

D

IS

T R

IC

T

F T

S

H A

F T

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H

A W

A

II

H O

'O H

U I'I

A

J V

B M

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D O

C K

L C

A M

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A

J M

U R

A I

/1

/2

D E

S

IG

N C

O M

P L E

T E

S U

B M

IT

T

A L

F Y

M

C A

P N

C

H

IL

D D

E V

E L O

P M

E N

T C

E N

T E

R

B

IS

H

O P

S T

S

U

IT

E

H O

N O

L U

L U

H

A W

A

II

1" = 40'-0"A1

STRUCTURAL SITE PLAN WITH AT/FP

0 40' 80'

PLAN

NORTH

REF

A

B C D E

F

WALL

FOOTING,

TYP

SPREAD

FOOTING, TYP

CONCRETE

SLAB-ON-GRADE

CMU

WALL,

TYP

STEEL

COLUMN,

TYP

A1

S-105

A1

S-104 G9

S-105

CMU COLUMN,

TYP

SIDEWALK, SEE

CIVIL DWGS

CONCRETE

PAD PER

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

N

3 5 7 9 11 13 15 17 19

L

J

G

E

C

A

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

2 4 6 8 10 12 14 16 18 20

P

M

K

H

F

D

B

P L O

T D

A T

E

F

IL

E P

A T

H

C

U s e rs

\t a m a n a h a \D o c u m e n ts

\R e v it

U s e r

F ile s \P

N C

D C

S

B M

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R V

T S

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A I

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J e ff T a m a n a h a .r v t

/1

/2

:2

:3

P

M

/1

/2

:2 :3

P

M

C

U s e rs

\t a m a n a h a \D o c u m e n ts

\R e v it

U s e r

F ile s \P

N C

D C

S

B M

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R V

T S

K

A I

.1

J e ff T a m a n a h a .r v t

S-102

O V

E R

A L L F

O U

N D

A T

IO

N

S

L A

B P

L A

N

S C

H O

F

IE

L D

B A

R R

A C

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A W

A

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H O

N O

L U

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D

IS

T R

IC

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F T

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H A

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A

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A

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A…