Addendum_01_Drawings.pdf

FEBRUARY 2019

FINAL SUBMITTAL

CONTRACT: W9133L-15-D-0003

GUARDING AMERICA

DEFENDING FREEDOM

TFI - F-22 Squadron

CNS ADD TO F-22

LOCRF, B3408

Oahu, Hawaii

JOINT BASE PEARL HARBOR - HICKAM

Hawaii Air National Guard

Project No. - KNMD189008

BID ADDENDUM 01

AUGUST 2019

D

C

B

D

C B

T

T

T

E

S

E

S

G G

G

G

G

G G

G G

G

G

G G

GG

G G

G

E

S

E

S

S W

B D

G

E

S

E

S

E S

ES

ES

E

S

E

S

E

S

E

S

E

S

ES

ES

E

S

E

S

E

S

E

S

J

J

M

J

HBHB

HB

HB

HB

HD

E

U

E

U

S

HA

HA

HA

HA

LC3

HA

E

U

E

U

C B

REMOVE WATER LINE

N 55634.20

E 1655766.29

WEAPONS

LOADING

TRAINING

(WLT)

EXISTING

LO/CRF BAY 2

12.65m

[41.48'] m m

N 55534.09

E 1655643.42

3.40m

[11.15']

E 1655503.21

N 55560.98

E 1655524.81

N 55580.64

E 1655556.00

N 55580.64

E 1655591.68

REMOVE WATER LINE

N 55626.55

2.98m

[9.78']

REMOVE ELECTRICAL HANDHOLE

AND CONDUIT BENEATH PROPOSED

SITE LAYOUT

N 55591.20

E 1655598.21

EXISTING FIRE

HYDRANT

TO REMAIN

REMOVE UNDERGROUND

200mm [8"] PVC STORM DRAIN LINE

RELOCATE EXISTING LOW-PROFILE

FIRE HYDRANT AND

150mm [6"] WATER LINE

REMOVE 300mm [12"]

HDPE WATER LINE

SEE ENLARGED DEMOLITION

PLAN ON SHEET CD101

BID OPTION 6: SUNSHADE REMOVAL

CONTRACTOR SHALL DISASSEMBLE

EXISTING AIRCRAFT SUNSHADE,

PALLETIZE, AND RETURN TO THE

GOVERNMENT

EXISTING

SCREEN WALL

AND

FOUNDATION

TO REMAIN

EXISTING SUNSHADES TO REMAIN

EXISTING

SUNSHADES TO

REMAIN

BID OPTION 6

SUNSHADE REMOVAL:

REMOVE AIRFIELD

PAVEMENT MARKING

REMOVE LANDSCAPE

AND DECORATIVE

LANDSCAPE CURBING

m

E 1655574.18

N 55597.80

REMOVE EXISTING SIDEWALK

PAVEMENT FOR MECHANICAL PAD

FOUNDATION (SEE SHEET CS101)

CLEARING FOR

MECHANICAL

ENCLOSURE

FIREWATER LINE (SEE NOTE 2)

VERIFY LOCATION WITH

CONTRACTING OFFICER PRIOR

TO ANY DEMOLITION WORK

AIRFIELD CONCRETE PAVEMENT DEMOLITION

(SEE NOTE 15)

AIRFIELD ASPHALT SHOULDER DEMOLITION

(SEE NOTE 15)

SITE CONCRETE PAVEMENT DEMOLITION

(SEE NOTE 16)

SIDEWALK PAVEMENT DEMOLITION

(SEE NOTE 16)

DEMOLITION LEGEND

PAVEMENT MARKING REMOVAL

UTILITY REMOVAL

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

C O

P Y

R I G

H T

B

U R

N S

A

M c D

O N

N E

L L

E

N G

I N

E E

R I N

G

C

O M

P A

N Y

I N

C

C

DATEREV.

REVISIONS

DESCRIPTION INIT

HAWAII AIR NATIONAL GUARD

JOINT BASE PEARL HARBOR - HICKAM

OAHU, HAWAII

KANSAS CITY, MISSOURI

ENGINEERS ARCHITECTS & CONSULTANTS

88276

Project No. - KNMD189008

W9133L-15-D-0003

CONSTRUCT ADDITION TO

F-22 LO/CRF, B3408

FEBRUARY 2019

5 6

D

C

A

B

1 2 3 4

E

D

C

A

B

E

5 61 2 3 4

AP0

REVISED FINAL

SUBMITTAL (CODE CHECK)02/14/2019

N

1. BUILDING DEMOLITION INCLUDES ALL INTERIOR WALLS, ROOF STRUCTURE,

MECHANICAL, ELECTRICAL EQUIPMENT AND ALL EXTERIOR WALLS. CONTRACTOR

SHALL REMOVE BUILDING SLAB, FOUNDATION, PAVEMENTS AND BELOW GRADE

STRUCTURES IN THEIR ENTIRETY. FILL ALL EXCAVATIONS WITH COMPACTED

SATISFACTORY MATERIAL IN ACCORDANCE WITH SPECIFICATION SECTION 31 20 00

SITE PREPARATION AND EARTHWORK. CONTRACTOR TO FOLLOW ALL FEDERAL,

STATE, LOCAL AND SPECIFICATION REQUIREMENTS IN THE DEMOLITION, HANDLING,

DISPOSAL OF CONTAMINATED OR HAZARDOUS MATERIAL AND WASTE.

2. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING UTILITY LOCATIONS BEFORE

BEGINNING DEMOLITION. EXISTING UTILITIES NOTED TO BE ABANDONED IN PLACE

SHALL BE CAPPED AND PLUGGED WITH WATER TIGHT SEAL. UTILITY MANHOLES AND

INLETS ON LINES TO BE ABANDONED IN PLACE SHALL BE REMOVED. CONTRACTOR

SHALL REMOVE ANY EXISTING UTILITIES, NOTED TO BE ABANDONED, IF THEY

INTERFERE WITH NEW CONSTRUCTION OF UTILITIES OR BUILDING FOUNDATIONS,

CONTACT CONTRACTING OFFICER IF UNKNOWN UTILITIES ARE ENCOUNTERED.

CONTRACTING OFFICER TO NOTIFY IN WRITING OF REQUIRED ACTION.

3. PAVEMENT INDICATED FOR DEMOLITION INCLUDES COMPLETE REMOVAL OF ASPHALT

PAVEMENT, CONCRETE PAVEMENT, CURB AND GUTTER AND AGGREGATE BASE

MATERIAL.

4. ALL SCRAP METAL SHALL BE RECYCLED OFF BASE. CONTRACTOR SHALL PROVIDE THE

WEIGHT OF ALL DEMOLITION DEBRIS AND RECYCLED SCRAP METAL TO THE

CONTRACTING OFFICER.

5. THE WEIGHT OF CONCRETE TAKEN OFF BASE FOR RECYCLING SHALL BE REPORTED

TO THE CONTRACTING OFFICER. THE WEIGHT OF ALL CONCRETE THAT IS DISPOSED

OF AS SOLID WASTE SHALL ALSO BE REPORTED TO THE CONTRACTING OFFICER AS

DEMOLITION DEBRIS.

6. SEE SPECIFICATION SECTION 02 41 00 FOR ADDITIONAL INFORMATION ON DEMOLITION

WORK FOR BUILDINGS, PAVEMENTS, UTILITIES, ETC.

7. ALTHOUGH NOT ANTICIPATED, IF CONTRACTOR ENCOUNTERS CONTAMINATED

SOIL/FUEL; CONTACT CONTRACTING OFFICER AND BASE ENVIRONMENTAL

DEPARTMENT, AND IF REQUIRED BY HAWAII DEPARTMENT OF ENVIRONMENTAL

PROTECTION REGULATIONS AND CONTRACTING OFFICER. REMOVE ALL

CONTAMINATED MATERIAL PER STATE AND FEDERAL REGULATIONS AND CONTRACT

SPECIFICATIONS.

8. CONTRACTOR IS REQUIRED TO OBTAIN A STORMWATER GENERAL PERMIT FOR LAND

DISTURBANCE OF MORE THAN 1 ACRE FROM DEPARTMENT OF ENVIRONMENTAL

QUALITY. SEE ENVIRONMENTAL PROTECTION AND DRAFT STORMWATER POLLUTION

PREVENTION PLAN INCLUDED IN THE SPECIFICATIONS.

9. SEE TYPICAL DETAIL ON CU500 FOR ANY TRENCHING OF EXISTING PAVEMENTS FOR

UTILITY INSTALLATIONS.

10. SEE SITE ELECTRICAL DEMOLITION DRAWING FOR DEMOLITION OF ELECTRICAL,

GROUNDING AND COMMUNICATION LINES.

11. ANY DAMAGE TO PAVEMENT AREAS DESIGNATED TO REMAIN SHALL BE REPAIRED OR

REPLACED AT THE CONTRACTOR'S EXPENSE.

12. EXISTING VEGETATION WHICH ARE TO REMAIN SHALL BE PROTECTED FROM

DEMOLITION OR OTHER CONSTRUCTION ACTIVITIES.

13. SAWCUT THE EXISTING PAVEMENT FULL DEPTH AT THE DEMOLITION LIMITS TO

MINIMIZE DAMAGE TO THE PAVEMENT TO REMAIN AROUND THE PAVEMENT REMOVAL

LIMITS. CONTRACTOR SHALL COORDINATE LIMITS OF SAWCUT AND PAVEMENT

REMOVAL WITH PROPOSED PAVEMENT LAYOUT AND JOINTING PLAN. PAVEMENT

DESIGNATED FOR SAWCUT SHALL BE SAWCUT FULL DEPTH. EXISTING PAVEMENT

EDGES SHALL BE SAWCUT IN LOCATIONS SHOWN TO PROVIDE CLEAN EDGE FOR

CONSTRUCTION OF PROPOSED PAVEMENT. EXISTING AIRFIELD PAVEMENTS THAT

NEED TO BE REMOVED SHALL BE DOUBLE SAWCUT. INITIAL FULL DEPTH SAWCUT AT

THE LIMITS OF REMOVAL AND A SECOND FULL DEPTH SAWCUT 450mm [18"] FROM THE

INITIAL SAWCUT. SAWCUT EXISTING CONCRETE AT EXISTING JOINT LINES TO THE

MAXIMUM EXTENT POSSIBLE TO PREVENT PARTIAL PANEL REMOVAL UNLESS

INDICATED OTHERWISE ON THE DEMOLITION DRAWINGS.

14. PAVEMENT REMOVAL SHALL INCLUDE REMOVAL OF PAVEMENT AND ANY SUBBASE

MATERIAL PRESENT. EXISTING AIRFIELD CONCRETE PAVEMENT IS APPROXIMATELY

355mm [14"] PCC ON 180mm [7"] AGGREGATE BASE. EXISTING AIRFIELD ASPHALT

SHOULDER PAVEMENT IS APPROXIMATELY 150mm [6"] ASPHALT ON 150mm [6"]

AGGREGATE BASE.

15. SITE PAVEMENT REMOVAL SHALL INCLUDE REMOVAL OF PAVEMENT, BASE ROCK, AND

ANY SUBBASE MATERIAL PRESENT. EXISTING SITE CONCRETE PAVEMENT IS

APPROXIMATELY 225mm [9"] CONCRETE ON 150mm [6"] AGGREGATE BASE EXISTING

SIDEWALK PAVEMENT IS APPROXIMATELY 100mm [4"] CONCRETE ON 100mm [4"]

AGGREGATE BASE.

16. ANY DAMAGE TO PAVEMENT AREAS DESIGNATED TO REMAIN SHALL BE REPAIRED OR

REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE. REPAIRED/REPLACED

PAVEMENT SECTION SHALL MATCH ADJACENT SECTION AND SHALL BE DONE IN FULL

PANELS.

17. EXISTING FACILITIES WHICH ARE NOT INDICATED TO BE REMOVED SHALL BE

PROTECTED FROM DEMOLITION OR OTHER CONSTRUCTION ACTIVITIES.

18. SPECIAL HANDLING AND CONSIDERATION SHALL BE REQUIRED FOR EXCAVATED SOILS

THOUGHT TO CONTAIN PETROLEUM-BASED/CONTAMINATED/HAZARDOUS

SUBSTANCES. CONTRACTOR SHALL MONITOR EXCAVATED SOILS. SOILS SHALL BE

TREATED ON SITE OR DISPOSED OF PROPERLY IN ACCORDANCE WITH ALL FEDERAL,

STATE, AND LOCAL REQUIREMENTS AND THE PROJECT SPECIFICATIONS.

CONTRACTOR SHALL COORDINATE REMOVAL OF PETROLEUM-BASED /

CONTAMINATED / HAZARDOUS MATERIALS WITH CONTRACTING OFFICER.

19. THE WEIGHT (IN TONS) OF ALL MATERIALS TAKEN OFF BASE FOR REMOVAL SHALL BE

REPORTED TO THE CONTRACTING OFFICER ON A WEEKLY BASIS.

20. CONTRACTOR SHALL COORDINATE WITH THE CONTRACTING OFFICER PRIOR TO

REMOVAL OF EXISTING UTILITIES IN SERVICE. RELOCATED UTILITIES SHALL BE

CONSTRUCTED BEFORE REMOVAL OF EXISTING UTILITIES TO ENSURE

UNINTERRUPTED SERVICE TO THE FACILITIES SERVED BY THE UTILITY. ALL

RELOCATIONS SHALL BE COORDINATED WITH THE CONTRACTING OFFICER A MINIMUM

OF 3 WEEKS PRIOR TO ANTICIPATED UTILITY WORK.

21. ALL STRUCTURES, VALVES, ETC. TO REMAIN SHALL BE PROTECTED AND ADJUSTED TO

FINISH GRADE.

22. THE LOCATIONS OF STRUCTURES AND UNDERGROUND UTILITIES AS INDICATED HAVE

BEEN OBTAINED FROM EXISTING RECORDS AND FIELD SURVEYS. UNDERGROUND

STRUCTURES AND UTILITIES MAY BE PRESENT WHICH ARE NOT DOCUMENTED OR

LOCATED.

23. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ITEMS NOT TO BE DAMAGED

DURING DEMOLITION AND CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR

REPLACE DAMAGED OR DISTURBED ITEMS TO THE SATISFACTION OF THE

CONTRACTING OFFICER.

DEMOLITION NOTES:

40'10'0 20'

KNMD159060CD100.DWG

R. BARUTHK. WARTA

D. MUETING

0CD100

AutoCAD SHX Text

YELLOW LINE

AutoCAD SHX Text

UG

AutoCAD SHX Text e

AutoCAD SHX Text

UG

AutoCAD SHX Text e

AutoCAD SHX Text

OVERALL SITE DEMOLITION PLAN

kwarta Cloud

F

P

R

E

L

I

M

F

P

E

L

I

M

D

D

EXISTING LO/CRF BAY 2

C B

LO/CRF

7.62m

[25.00']

EXISTING

CONCRETE SIDEWALK

EXISTING AIRFIELD

ASPHALT SHOULDER

REMOVE

STORMWATER

CATCH BASIN

EXISTING

CONCRETE SIDEWALK

REMOVE WATER LINE

REMOVE WATER LINE

RELOCATE

EXISTING

LOW-PROFILE

FIRE HYDRANT

(SEE CU100)

REMOVE

UNDERGROUND

200mm[8"] PVC

STORM DRAIN LINE

SEE NOTE 2

BID OPTION 6 SUNSHADE REMOVAL:

CONTRACTOR SHALL DISASSEMBLE

EXISTING AIRCRAFT SUNSHADE,

PALLETIZE, AND RETURN TO

GOVERNMENT.

SEE SHEET

CD100 FOR SITE

CONCRETE

DEMOLITION

EXISTING CONCRETE

SIDEWALK TO

REMAIN

REMOVE WATER LINE

N 55534.32

E 1655643.41

N 55522.70

E 1655697.25

N 55541.36

E 1655704.06

N 55521.67

E 1655757.83

N 55540.56

E 1655764.72

N 55522.44

E 1655814.45

N 55609.64

E 1655808.71

E 1655815.70

N 55628.44

N 55647.26

E 1655764.23

N 55666.16

E 1655771.00

N 55672.91

E 1655752.19

N 55678.43

E 1655749.45

N 55681.32

E 1655736.02

N 55683.19

E 1655643.30

N 55533.79

E 1655617.59

N 55542.25

E 1655643.47

N 55597.98

E 1655583.81

N 55598.43

E 1655617.69

N 55598.76

E 1655642.11

N 55683.59

E 1655673.21

N 55638.38

E 1655673.81

N 55603.69

E 1655825.55

E 1655590.66

CUT, CAP, AND GROUT FILL

EXISTING WATER LINE TO EAST

N 55626.61

E 1655644.03

CUT, CAP, AND GROUT FILL

EXISTING WATER LINE TO WEST

N 55627.16

N 55565.89

E 1655811.97

N 55559.83

E 1655828.45

REMOVE ROOF DRAIN

DOWNSPOUT SEE

ARCHITECTURAL SHEETS

GROUT FILL

WATER LINE

REMOVE SITE CONCRETE

FOR ELECTRICAL DUCT

BANK, INSTALL H-20

TRAFFIC RATED STEEL

PLATE OVER SIDEWALK

PANEL REMOVED UNTIL

CONCRETE IS POURED

REMOVE WATER

LINE REDUCER AND

150mm [6mm] ALINE

AND BEND TO FIRE

HYDRANT

EXISTING FIRE

HYDRANT TO

REMAIN

SAWCUT FULL DEPTH

REMOVE ROOF

DRAIN/DOWNSPOUT - SEE

ARCHITECTURAL SHEETS

CUT AND REMOVE EXISTING

DOWNSPOUT/DOWNSPOUT

DRAIN TO GRADE

CUT,CAP, AND GROUT FILL

UNDERGROUND 200m [8"] PVC DRAIN

LINE TO EAST

N 55676.80

E 1655723.45

EXISTING WATER LINE

BENEATH AIRFIELD

PAVEMENT TO REMAIN

N 55634.69

E 1655766.41

DOUBLE SAWCUT FULL

DEPTH CONCRETE AT

EXISTING PAVEMENT

JOINTS SEE (SEE NOTE

ON SHEET CD100)

SAWCUT AND REMOVE

SIDEWALK PAVEMENT FOR

MECHANICAL PAD LEGS - 6

TOTAL (SEE CS101 FOR

LOCATIONS)

REMOVE EXISTING

CONDENSATE PIT

E 1655635.21

N 55617.52

CAP EXISTING STORM

DRAIN LINE TO THE EAST OF

ROOF DRAIN CONNECTS

SEE NOTE 3

FIREWATER LINE (SEE NOTE 2 ON

SHEET CD100) VERIFY LOCATION

WITH CONTRACTING OFFICER PRIOR

TO ANY DEMOLITION WORK

AIRFIELD CONCRETE PAVEMENT DEMOLITION

(SEE NOTE 15)

AIRFIELD ASPHALT SHOULDER DEMOLITION

(SEE NOTE 15)

SITE CONCRETE PAVEMENT DEMOLITION

(SEE NOTE 16)

SIDEWALK PAVEMENT DEMOLITION

(SEE NOTE 16)

DEMOLITION LEGEND

PAVEMENT MARKING REMOVAL

UTILITY REMOVAL

, SHEET CD100)

, SHEET CD100)

, SHEET CD100)

, SHEET CD100)

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

C O

P Y

R I G

B

U R

D

O N

N E

L L

E

N G

I N

E E

R I N

G

C

O M

P A

N Y

I N

C

C

DATEREV.

REVISIONS

DESCRIPTION INIT

HAWAII AIR NATIONAL GUARD

JOINT BASE PEARL HARBOR - HICKAM

OAHU, HAWAII

KANSAS CITY, MISSOURI

ENGINEERS ARCHITECTS & CONSULTANTS

88276

Project No. - KNMD189008

W9133L-15-D-0003

CONSTRUCT ADDITION TO

F-22 LO/CRF, B3408

FEBRUARY 2019

5 6

D

C

A

B

1 2 3 4

E

D

C

A

B

E

5 61 2 3 4

AP0

REVISED FINAL

SUBMITTAL (CODE CHECK)02/14/2019

0 20'10'

N

1. SEE GENERAL DEMOLITION NOTES ON CD100.

2. FOR FINAL LOCATION AND INTERIM LOCATION OF MECHANICAL EQUIPMENT

SEE MECHANICAL DRAWINGS.

3. ALL AREAS DISTURBED BY ANY CONSTRUCTION ACTIVITIES INCLUDING

BORROW AREAS, STOCKPILE AREAS, MATERIAL LAYDOWN , EQUIPMENT

PARKING, CONTRACTOR PARKING, EARTHWORK ACTIVITIES, UTILITY

TRENCHING, OVERHEAD UTILITY WORK, ETC SHALL BE RESTORED TO BETTER

THAN EXISTING CONDITIONS. ALL GRASS AREAS DISTURBED SHALL BE

COVERED WITH A MINIMUM 100mm [4"] OF TOPSOIL, SEEDED, AND

IRRIGATED/MAINTAINED FOR A MINIMUM OF 90 DAYS AND UNTIL 70%

COVERAGE OF AROUND COVER.

NOTES:

KNMD159060CD101.DWG

0CD101

AutoCAD SHX Text

ENLARGED DEMOLITION PLAN

HB

B

D

D

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

A

E

E

E

E

A

E

E

E

E

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

D

E

E

E

E

E

E

E

E

E

E

E

B

B

E

E

E

E

E

E

E

A

A

A

A

A

A

A

E

A

A

A

A

A

A A

A

A

A

A

A

A

E

D

E

E

E

E

B

E

E

E

E

E

E

E

A

A

A

A

A

A

A

G

C

C

C

C

C

C

G

C

C

B

B

B

B

C

C

G

C

C

C

C

C

C

G

G

E

E

E

E

E

E

E

E

E

E

G

C

C

E

E

B

B

B

B

E

E

E

B

B

B

B

E

E

B

E

A

A

A A

E

E

D D

D D

D

D D

D D

D

D D

D D

D

D D

D D

D

D

D

D

D

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

F

F F

D

D

E

D

D

D

D

D

D

D

D

E

D

E

E

E

E

E

E

D

D

D

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

A

D

E

D

D

D D

D

A

A

A

A

A

B

B

B

B

B

B

B

D

D

B

B

B

B

B

B

B

D

A

D

A

A

A

A

A

A

A

A

A

G

G

G

G

G

G

G

G

G

E

E

E

G

G

B

B

D

B

B

A

AA

A

A

A

A

B

B

A

A

A

E

E

A

A

A

A

A

A A

A

A

A

A

A

A

EXISTING

CONCRETE

SIDEWALK

(TO REMAIN)

EXISTING SITE

VEHICULAR CONCRETE

PAVEMENT (TO REMAIN)

EXISTING CONCRETE

SIDEWALK

(TO REMAIN)

CONCRETE

PAVEMENT

JOINTING FOR DOOR TRACK/SLAB

PER MANUFACTURER'S

RECOMMENDATIONS

FOR ADDITIONAL INFORMATION

SEE STRUCTURAL SHEET S-112

RELOCATED MECHANICAL

EQUIPMENT

JOINTING FOR DOOR TRACK/SLAB

PER MANUFACTURER'S

RECOMMENDATIONS

FOR ADDITIONAL INFORMATION

SEE STRUCTURAL SHEET S-112

EXISTING LO/CRF

BAY 1

EXISTING

ASPHALT

SHOULDER

(TO REMAIN)

LO/CRF

EXISTING CONCRETE

AIRFIELD PAVEMENT

EXISTING GRASS

AREA

(TO REMAIN)

N 55572.58

E 1655715.86

N 55572.30

E 1655699.79

N 55572.12

E 1655689.87

N 55595.72

E 1655675.64

N 55596.13

E 1655699.37

N 55596.75

E 1655735.16

N 55616.24

E 1655715.06

N 55615.96

E 1655699.03

N 55615.79

E 1655689.10

N 55596.28

E 1655715.41

D date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

C O

P Y

R I G

B

U R

D

O N

N E

L L

E

N G

I N

E E

R I N

G

C

O M

P A

N Y

I N

C

C

DATEREV.

REVISIONS

DESCRIPTION INIT

HAWAII AIR NATIONAL GUARD

JOINT BASE PEARL HARBOR - HICKAM

OAHU, HAWAII

KANSAS CITY, MISSOURI

ENGINEERS ARCHITECTS & CONSULTANTS

88276

Project No. - KNMD189008

W9133L-15-D-0003

CONSTRUCT ADDITION TO

F-22 LO/CRF, B3408

FEBRUARY 2019

5 6

D

C

A

B

1 2 3 4

E

D

C

A

B

E

5 61 2 3 4

AP0

REVISED FINAL

SUBMITTAL (CODE CHECK)02/14/2019

0 20'10'

N

NOTES:

1. CONTRACTOR SHALL REINFORCE ALL CONCRETE SLABS THAT HAVE

MANHOLES, CLEANOUTS, GUARD POSTS, MECHANICAL/ELECTRICAL

PADS, OR ARE IRREGULAR IN SHAPE OR AS DIRECTED BY THE

CONTRACTING OFFICER. SEE DETAIL A5 ON DRAWING CS501.

2. CONTRACTOR SHALL PROVIDE THICKENED EDGE EXPANSION JOINTS

AROUND UTILITY STRUCTURES, INLETS VAULTS AND FOUNDATIONS.

SEE DETAIL E3 ON DRAWING CS502.

3. ALL JOINT CHANGES SHALL BE SUBMITTED TO THE CONTRACTING

OFFICER AND DESIGNER OF RECORD FOR WRITTEN APPROVAL A

MINIMUM OF 14 DAYS PRIOR TO PAVEMENT CONSTRUCTION.

4. CONTRACTOR SHALL VERIFY ELEVATIONS AT TIE-IN AND/OR MATCH

POINTS PRIOR TO STARTING ANY PAVEMENT SECTION CONSTRUCTION

INCLUDING SUBGRADE PREPARATION, BASE COURSE, AND/OR

DRAINAGE COURSE.

5. NOT USED.

6. SEE DETAIL H1 ON SHEET CS500 FOR ADDITIONAL INFORMATION ON

JOINTS NEAR FILLETS AND ODD SHAPED PANELS.

7. ALL JOINT SEALANT FOR VEHICULAR SITE CONCRETE PAVEMENT SHALL

BE PER SPECIFICATION 32 01 19 AND DETAILS B1, B2, AND B3 ON CS502.

LEGEND:

DOWELED CONSTRUCTION JOINT

DOWELED CONTRACTION JOINT

DUMMY CONTRACTION JOINT

REINFORCED SLAB

TIE DOWN

UTILITY MANHOLE/STRUCTURE

THICKENED EDGE ISOLATION JOINT

C

E

B

AIRCRAFT GROUNDING POINTS

(SEE ELECTRICAL DRAWINGS)

F NEW CONCRETE TO AC TRANSITION

N2

CS500

K3

CS500

N1

CS500

K2

CS500

N4

CS500

A ISOLATION JOINT AT FOUNDATION

K4

CS500

THICKENED EDGE AT DOOR TRACK

B1 S-112

N3

CS500

G

KNMD159060CS401.DWG

0CS401

AGGREGATE BASE COURSE (GCA)

PORTLAND CEMENT CONCRETE

CONSTRUCT A TYPE D JOINT WHENEVER

PAVING OPERATIONS ARE DELAYED OR STOPPED.

OF DOWEL

GREASE ONE END

AT LEAST 48 HOURS AFTER PAVEMENT

CONCRETE SHALL NOT BE DRILLED UNTIL

"T"

WITH "R" ONLY

DESIGNATED

FOR SLABS

PLACEMENT.

NOTES:

2.

1.

GRADED CRUSHED AGGREGATE

PORTLAND CEMENT CONCRETE

T

SEE TABLE A

L/2

T mm [IN]

GRADED, CRUSHED

NON-EXTRUDING

PREMOLDED

COMPRESSIBLE

MATERIAL

EXISTING ADJOINING

PAVEMENT/SIDEWALK

SEE TABLE B

TABLE B: REINFORCED SLABS

TO NEAREST JOINT

NON-EXTRUDING PREFORMED

COMPRESSIBLE MATERIAL

FOUNDATION OR

STRUCTURE

BUT NOT LESS THAN

3.05mm [10'-0']

T

T

6"X6"(W5xW5 WWF)

NEW APRON

CONCRETE

T

NOTES:

BASE COURSE (GCA)

3.05m [10'-0"]

3.05m [10'-0"] OR

TO NEAREST JOINT

300mm [1'-0"]

T

T/4 ± 25mm [1"] BUT

NOT LESS THAN T/3

FOR 200mm [8"] OR

THINNER PAVEMENTS

NEW

CONCRETE

AIRFIELD PAVEMENT

SITE PAVEMENT

LOCATION

1.25 T OR 300mm

[1'-0"] MINIMUM

THICKENED EDGE

AS SHOWN ON CS401

m m m m m m

300mm [1'-0"] COMPACTED

SUBGRADE

SUBGRADE

NOTE:

SEE SPECIFICATIONS FOR SUBGRADE

PREPARATION.

1.

m m m m m m

40mm [1 1/2"]

EDGE DROP

(TYP)

300mm [1'-0"] COMPACTED

SUBGRADE

SUBGRADE

NOTE:

SEE SPECIFICATIONS FOR SUBGRADE

PREPARATION.

1.

DOWEL HOLES SHALL BE DRILLED AND

DOWELS EPOXIED INTO CURED

CONCRETE. DRILL HOLES SHALL BE

3.2mm [1/8"] LARGER THAN DOWEL

DIAMETER. NO HAND OPERATED

DRILLS ALLOWED. ONLY DRILLS ON

MOUNTED FRAMES SHALL BE USED TO

PREVENT MISALIGNMENT OF HOLES

200 [8"]

300 [12"]

6"X6"(W5xW5 WWF)

1. FOR SLABS DESIGNATED WITH "R"

2. FOR RAMP LOCATIONS, PROVIDE REINFORCMENT 100mm [4"]

BELOW TOP OF CONCRETE. MATCH SLOPE OF RAMP.

1. PLACE SCORE LINES AT INTERVALS EQUAL TO 1 TO 1 1/2 TIMES THE WIDTH OF THE SIDEWALK UNIFORMLY PLACED

ALONG LENGTH OF SIDEWALK.

2. USE 12mm [1/2"] EXPANSION JOINT FILLER WHERE WALK ABUTS CONCRETE CURBS, DRIVES, STRUCTURES AND

WHERE WALK CHANGES DIRECTION. INSTALL EXPANSION JOINTS AT 7.5m - 10m [25'-0" TO 30'-0"] INTERVALS ALONG

SIDEWALKS.

3. EDGE SIDEWALK WITH 12mm [1/2"] RADIUS EDGING TOOL. ROUND EDGES AT EXPANSION JOINTS TO A RADIUS OF

12mm [1/2"].

4. MEDIUM BROOM FINISH SHALL BE APPLIED PERPENDICULAR TO TRAFFIC FLOW.

5. FOR SIDEWALKS WIDER THAN 1.50m [5'-0"] PROVIDE LONGITUDINAL CONTRACTION JOINTS AT 1.50m TO 1.85m [5'-0" TO

6'-0"] MAXIMUM SPACING.

6. TYPE A JOINTS TO BE LOCATED TO MAINTAIN AN APPROXIMATE SQUARE SLAB AS INDICATED ON PLANS.

7. TYPE B JOINTS TO BE LOCATED WHERE WALK ABUTS CONCRETE CURBS, DRIVES, STRUCTURES AND WHERE WALK

CHANGES DIRECTION (MAXIMUM 7.60m [25'-0"] CENTERS).

m m

NOTES:

COMPACTED

SUBGRADE

REINFORCEMENT 150mm X

150mm [6" x 6"] - W3 x W3

WELDED WIRE MESH

SECTION

100mm [4"] CRUSHED

ROCK BASE

BROOM FINISH

100mm [4"] PCC

BUILDING

FLOOR

TYPE B JOINT - EXPANSION

PRE-FORMED EXP.

JOINT MATERIAL

SMOOTH

DOWEL

BAR

12mm

[1/2"] RAD

12mm [1/2"]

REINFORCEMENT

3mm [1/8"]

3mm

[1/8"] RAD

TYPE A JOINT - TOOLED

m m

M I N

REINFORCEMENT

NEW CONCRETE 9mm [0.362"]

DIA "VEE" LEG CHAIRS WELDED

AT ALL INTERSECTION TO TOP

AND BOTTOM SPACER BAR

4.5mm [0.177"] DIA SPREADER WIRES

WELDED TO TOP SPACER BARS 3 PER

ASSEMBLY TO BE CLIPPED AFTER STAKING

DOWELS WELDED ALTERNATELY

TO TOP SPACER BARS

9.20mm [0.362"] DIA TOP SPACER BARS

WELDED TO LEG CHAIRS - 2 PER ASSEMBLY

9.20mm [0.362"] DIA BOTTOM

SPACER WELDED TO LEG

CHAIRS - 2 PER ASSEMBLY

SCALE: NTSN1

DOWELED CONSTRUCTION JOINT - TYPE E

SCALE: NTSN2

DUMMY CONTRACTION

JOINT - TYPE D

SCALE: NTSN3

CONCRETE SLAB REINFORCED

SCALE: NTSH3

DOWELED BAR ASSEMBLY

SCALE: NTSK2

THICKENED EDGE EXPANSION JOINT - TYPE B

SCALE: NTSK4

ISOLATION JOINT AT FOUNDATION

OR STRUCTURE - TYPE A

SCALE: NTSH4

SIDEWALK PAVEMENT

SCALE: NTSD1

VEHICULAR SITE CONCRETE PAVEMENT

SCALE: NTSD2

AIRFIELD APRON CONCRETE PAVEMENT

AGGREGATE BASE COURSE (GCA)

PORTLAND CEMENT CONCRETE

GRADED, CRUSHED

T

3.05m [10'-0"]

THICKENED EDGE

AS SHOWN ON CS401

m m m m m m

300mm [1'-0"] COMPACTED

SUBGRADE

SUBGRADE

NOTE:

SEE SPECIFICATIONS FOR SUBGRADE

PREPARATION.

1.

SCALE: NTSD3

INTERIOR LO BAY AIRFIELD

CONCRETE PAVEMENT

T

T

APPROVED DOWEL

BAR ASSEMBLY FOR

TRANSVERSE JOINTS

GREASE ONE

END OF DOWEL

BAR CLEARANCE AT EDGE OF

PANEL SHALL BE A MINIMUM OF

0.6 TIMES THE LENGTH OF THE

BAR. SEE TABLE A, THIS SHEET

L

M I N

DOWEL

JOINT

0.6L

MIN.

THICKNESS

OF SLAB (T)

DIAM LENGTH SPACING

25mm[1"]200mm[8"]

300mm[12"]

405mm[16"] 300mm[12"]

380mm[15"]

DETAIL D1, CS501 FOR SITE

AND AIRFIELD PAVEMENT

DOWEL BAR SIZE

NOTES:

1. SEE SPECIFICATION SECTION 32 13 11 CONCRETE PAVEMENT FOR AIRFIELDS

AND OTHER HEAVY DUTY PAVEMENTS FOR ADDITIONAL DOWEL BAR SPACING

REQUIREMENTS.

2. WHEN DOWELED JOINTS ARE REQUIRED BETWEEN PAVEMENTS OF DIFFERING

THICKNESS, THE DOWELS SHALL BE SIZED FOR THE THINNER SECTION, AND

PLACED AT T/2 ± D/2 OF THE THINNER PAVEMENT.

L

S=DEPTH OF INITIAL SAWCUT SEE TABLE C, SHEET CS501

S

SCALE: NTSK1

DOWEL BAR LOCATION AND SIZES

SCALE: NTSK3

DOWELED CONTRACTION JOINT - TYPE C

TABLE A

31.75mm

[1.25"]

508mm

[20"]

DETAIL D3, CS501 FOR SITE

AND AIRFIELD PAVEMENT

T R

A F

F I C

F I L L E

T

FILLET

m m

LANE

TRAFFIC

EXISTING

FILLET

L A

N E

FILLET

DETAIL A DETAIL B DETAIL C

R. OF FILLET

THICKENED-EDGE

EXPANSION JOINT

DOWELED

CONTRACTION

JOINT

R. OF

FILLET

CONSTRUCTION OR

CONTRACTION JOINT

WITH TIE BARS

DOWELED

CONTRACTION

JOINT

DOWELED

CONTRACTION

JOINT

R. OF

FILLET

m m

SCALE: NTSH1

RIGID PAVEMENT FILLET DETAILS

DETAIL D3, CS501 FOR SITE

AND AIRFIELD PAVEMENT

DETAIL D2, CS501 FOR SITE

AND AIRFIELD PAVEMENT

DETAIL D1, CS501 FOR SITE

AND AIRFIELD PAVEMENT

900mm

[3']

3.05m [10'-0"]

THICKENED EDGE AS

SHOWN ON CS401

SAWCUT FULL DEPTH, REMOVE

EXISTING ASPHALT

SHOULDER

PAVEMENT

(TO REMAIN)

MIN

TACK COAT

PROPOSED

CONCRETE PAVEMENT

EDGE OF EXISTING

PAVEMENT,

DIMENSION OR

LOCATION

OF SAWCUT

INDICATED ON

PLANS

THICKENED EDGE

1.52m [5.00']

COMPACTED SUBGRADE

(SEE NOTE 1)

T

600mm

[2.00']

T

EXISTING

UNDERLYING

PAVEMENT

LIMITS OF REMOVAL

SHOWN ON PLANS

MATCH EXISTING

ASPHALT DEPTH

NOTE:

1. REMOVE EXISTING MATERIAL AND CONSTRUCT IN

ACCORDANCE WITH SPEC SECTION 31 23 13.

SCALE: NTSN4

NEW CONCRETE TO AC TRANSITION

SEE SPECIFICATION SECTION 31 20 00

CAPILLARY MOISTURE BARRIER -

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

C O

P Y

R I G

B

U R

D

O N

N E

L L

E

N G

I N

E E

R I N

G

C

O M

P A

N Y

I N

C

C

DATEREV.

REVISIONS

DESCRIPTION INIT

HAWAII AIR NATIONAL GUARD

JOINT BASE PEARL HARBOR - HICKAM

OAHU, HAWAII

KANSAS CITY, MISSOURI

ENGINEERS ARCHITECTS & CONSULTANTS

88276

Project No. - KNMD189008

W9133L-15-D-0003

CONSTRUCT ADDITION TO

F-22 LO/CRF, B3408

FEBRUARY 2019

5 6

D

C

A

B

1 2 3 4

E

D

C

A

B

E

5 61 2 3 4

AP0

REVISED FINAL

SUBMITTAL (CODE CHECK)02/14/2019

KNMD159060CS500.DWG

0CS500

AutoCAD SHX Text

AutoCAD SHX Text

PAVEMENT DETAILS

1. THE FIRE SUPPRESSION SYSTEM SHALL BE SERVED

FROM THE EXISTING FIRE PUMPS IN B3406. CONTRACTOR

SHALL PERFORM PUMP TESTS, AND INCORPORATE THE

RESULTS INTO THE HYDRAULIC CALCULATIONS. TESTING

SHALL BE IN ACCORDANCE WITH NFPA 25, AND THE

RESULTS OF THE TESTING SHALL BE SUBMITTED IN

ACCORDANCE WITH SECTION 21 13 13.00 10.

FOR INFORMATION ONLY: B3406 FIRE PUMPS

QUANTITY 3

CAPACITY 1500 GPM (EACH)

RATED PRESSURE 120 PSI

2. EXISTING EQUIPMENT MAY BE REUSED IF FOUND TO BE IN

WORKING ORDER AND IT MEETS THE REQUIREMENTS OF THIS

CONTRACT. ALL EXISTING CONDITIONS ALONG WITH ALL NEW WORK

SHALL BE SHOWN IN THE DESIGN AND CALCULATIONS. FINAL TESTING

WILL NOT DIFFERENTIATE BETWEEN NEW AND EXISTING, ALL SHALL

BE TESTED AS NEW. THE CONTRACTOR SHOULD ASSUME THE

EXISTING CONDITIONS ARE DEFICIENT UNTIL FOUND TO BE

SATISFACTORY.

3. THE FIRE SUPPRESSION SYSTEM SHALL BE DESIGNED AND

INSTALLED BY A LICENSED / CERTIFIED COMPANY WHERE

EMPLOYEES ARE LICENSED / CERTIFIED TO INSTALL FIRE

PROTECTION EQUIPMENT IN THE STATE OF HAWAII.

4. ALL COMPONENTS AND ASSEMBLIES USED IN THIS FIRE

PROTECTION SYSTEM MUST BE SPECIFICALLY UL LISTED

OR FM APPROVED FOR THEIR INTENDED USE.

5. FIRE WATER AND FOAM SOLUTION PIPING USED ON THIS

PROJECT SHALL BE SCHEDULE 40 BLACK STEEL. FOAM

CONCENTRATE PIPING SHALL BE STAINLESS STEEL.

6. COMPLY WITH UFC 4-211-01 HEF DESIGN CRITERIA. SEE

SPECIFICATION SECTIONS 21 13 13.00 10 AND 21 13 25.00 10.

FOAM MUST COVER 90% OF THE AIRCRAFT SILHOUETTE

AREA IN ONE MINUTE OR LESS AFTER SYSTEM ACTIVATION.

FOAM MUST COVER THE ENTIRE HANGAR BAY TO A DEPTH

OF 3.2 FT IN FOUR MINUTES OR LESS AFTER SYSTEM

ACTIVATION.

1. UNDERGROUND FIRE WATER MAIN

A) PROVIDE PIPING ROUTED THROUGH THE FLOOR SLAB

WITH A SLEEVE.

2. FIRE PROTECTION EQUIPMENT ROOM

A) PROVIDE LABELS ON ALL PIPING (E.G. FIRE PROTECTION

WATER, FDC, BYPASS, TEST HEADER, FIRE SPRINKLER,

FOAM SYSTEM).

B) LOCATE ALL FOAM CONCENTRATE TANKS, PUMPING

EQUIPMENT, AND RISER CONTROL VALVES ASSOCIATED

WITH THE PROTECTION OF THE HANGAR BAY IN A

DEDICATED FIRE PROTECTION ROOM WITH A MINIMUM 1-

HOUR FIRE BARRIER.

C) PROVIDE A NEW FIRE PUMP TO SUPPORT HIGHER

PRESSURES FROM UPGRADED FOAM SYSTEM.

3. SUPPORT AREA WET-PIPE SPRINKLER RISERS – SUPPORT SPACE,

BAY 1 MECH SPACE, AND BAY 2 MECH SPACE

A) PROVIDE PIPING WITH FLEXIBLE COUPLINGS WITHIN 12

INCHES OF EACH SIDE OF A MASONRY WALL PENETRATION

OR 4 INCH ANNULAR SPACE DUE TO THE PROJECT

LOCATION BEING IN A SEISMIC ZONE.

4. HANGAR BAY WET-PIPE SPRINKLER RISER - HANGAR BAY 1 AND 2

A) PROVIDE HYDRAULIC NAMEPLATE INFORMATION.

5. HANGAR BAY WET-PIPE SPRINKLER SYSTEM

A) ADD SPRINKLERS SO THAT SPRINKLER COVERAGE IS

PROVIDED THROUGHOUT 100% OF THE AREA PROTECTED

BY THE RISER.

B) PROVIDE AUTOMATIC AIR VENT AT THE HIGH POINT(S) OF

THE SPRINKLER SYSTEM.

6. HANGAR BAY FOAM/WATER RISER - HANGAR BAY 1 AND 2

A) PROVIDE A REMOTE RESETTING FLOW CONTROL VALVE

WITH RECLOSING FEATURE, SPEED CONTROL SETTINGS,

AND FIELD ADJUSTABLE PRESSURE REDUCING TRIM.

B) PROVIDE HYDRAULIC NAMEPLATE INFORMATION.

7. HANGAR BAY FOAM SYSTEMS - HANGAR BAY 1 AND 2

A) MODIFY THE FOAM SYSTEMS AS REQUIRED TO MEET

UFC 4-211-01 PERFORMANCE CRITERIA.

8. FOAM CONCENTRATE STORAGE

A) PROVIDE A CLOSED CELL DOUBLE WALL POLYETHYLENE

CONCENTRATE STORAGE TANK COMPATIBLE WITH THE

REQUIRED CONCENTRATE.

B) PROVIDE A SINGLE FOAM INDUCTOR PER FOAM/WATER

RISER.

1. MODIFY THE EXISTING WET-PIPE SPRINKLER SYSTEMS AND HIGH

EXPANSION FOAM SYSTEMS FOR THE EXISTING HANGAR BAYS. AT

A MINIMUM PROVIDE COMPONENTS AS INDICATED ON THESE

DRAWINGS. CONTRACTOR SHALL PROVIDE ADDITIONAL

COMPONENTS AND MODIFICATIONS AS REQUIRED TO PROVIDE

A FULLY FUNCTIONING FIRE SUPPRESSION SYSTEM.

2. ALL SYSTEMS WHICH REQUIRE COORDINATION BETWEEN

TRADES SHALL BE TO THE SATISFACTION OF THE ENGINEER

AND AUTHORITY HAVING JURISDICTION. ANY DEFICIENCIES,

INCONSISTENCIES, OR POORLY COORDINATED INSTALLATIONS

SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL

COST.

3. FINAL DESIGN REQUIREMENTS (DEVICE QUANTITY, SIZE, AND

LOCATIONS) ARE THE SOLE RESPONSIBILITY OF THE FIRE

SUPPRESSION CONTRACTOR. DRAWINGS INDICATE MINIMUM

REQUIREMENTS; THE FIRE SUPPRESSION CONTRACTOR WILL

BE RESPONSIBLE FOR VERIFYING AND COORDINATING FINAL

DESIGN REQUIREMENTS WITH THESE CONSTRUCTION

DOCUMENTS, SPECIFICATIONS, REFERENCE DOCUMENTS,

APPLICABLE CODES, AND FACILITY USER REQUIREMENTS.

4. INSTALL FIRE PROTECTION PIPE HANGERS PER THE FOLLOWING

LIMITATIONS:

A) THE EQUIPMENT DEAD LOAD APPLIED TO ANY

STRUCTURAL BAR JOIST SHALL NOT EXCEED 200 LBS.

THE EQUIPMENT DEAD LOAD APPLIED TO ANY

STRUCTURAL BEAM SHALL NOT EXCEED 300 LBS.

PROVIDE TRAPEZE HANGERS TO DISTRIBUTE THE

LOAD BETWEEN STRUCTURAL MEMBERS WHERE A

SINGLE HANGER EXCEEDS THE LIMITATIONS.

B) SWAY BRACES FOR PIPING LATERAL LOADS

SHALL NOT BE ATTACHED TO ROOF JOIST

BOTTOM CHORDS. BRACE LOADS (WORKING

STRESS) SHALL BE LIMITED TO THE FOLLOWING:

1. 500 LBS. WHEN ATTACHED TO JOIST

TOP CHORD.

5. ALL VALVES INCLUDING CONTROL AND TRIM VALVES SHALL BE

MAXIMUM 6 FT AFF.

6. ALL FIRE SUPPRESSION WATER AND FOAM / WATER PIPING

INSTALLED AS PART OF THIS PROJECT SHALL BE IN

ACCORDANCE WITH NFPA 13 PROTECTION OF PIPING DAMAGE

IN AREAS SUBJECT TO EARTHQUAKES. SHORT PERIOD

RESPONSE FACTOR Ss 0.566 PER STRUCTURAL SHEET S-001.

7. FOR WORK IN PAINT BAYS, ANY HARD SURFACES THAT REQUIRE

MODIFICATION SHALL BE CLEANED OF CHROMIUM AND SILVER BY

CONTRACTOR. CONTRACTOR SHALL DISPOSE OF USED CLEANING

MATERIALS VIA GOVERNMENT-PROVIDED USED MATERIALS DISPOSAL

AREA ON SITE. CONTRACTOR SHALL NOT TAKE USED MATERIALS OFF

SITE.

8. ALL EXPOSED FIRE ALARM JUNCTION BOXES, COVERS AND CONDUITS IN

UNFINISHED AREAS ARE TO BE PROVIDED PRE-FINISHED RED FROM THE

FACTORY. PAINT EXPOSED CONDUIT AND JUNCTION BOXES IN FINISHED

AREAS TO MATCH ADJACENT SURFACES. JUNCTION BOXES INSIDE COVER

LABELED, "FIRE ALARM". WHERE CONDUIT PENETRATES A WALL, RED 3/4

INCH WIDE BANDS SHALL BE PAINTED EVERY 20FT AND BOTH SIDES OF

PENETRATIONS PER UFC 3-600-01.

SECTION, DETAIL OR

ELEVATION IDENTIFICATION

MARK

PLATE NUMBER WHERE SECTION,

DETAIL OR ELEVATION IS TAKEN

SECTION, DETAIL OR ELEVATION TITLE

DETAIL NUMBER

PLATE NUMBER WHERE

DETAIL IS DRAWN

DETAIL CALLOUT SYMBOL

DETAIL/SECTION TITLE

AFF ABOVE FINISHED FLOOR

AHJ AUTHORITY HAVING JURISDICTION

FDC FIRE DEPARTMENT CONNECTION

FM FM GLOBAL

HEF HIGH EXPANSION FOAM

HSCP HORIZONTAL SPLIT CASE PUMP

(M) MECHANICALLY SUPERVISED

MSC MULTI-STAGE CENTRIFUGAL

NC NORMALLY CLOSED

(S) ELECTRICALLY SUPERVISED

SPR SPRINKLER PIPE

SQ FT SQUARE FOOT

TYP TYPICAL

UL UNDERWRITERS LABORATORIES

NEW WORK

EXISTING

TO REMAIN

CONSTRUCTION INTERFACE

PRESSURE RELIEF VALVE

OUTSIDE SCREW AND YOKE

VALVE (OS&Y)

VALVE

INDICATING BUTTERFLY VALVE

CHECK VALVE

BASKET STRAINER

FIRE DEPARTMENT

CONNECTION

PRESSURE GAUGE

PROPORTIONER

PRESSURE SWITCH

DELUGE VALVE

SOL

SOLENOID VALVE

FIRE SUPPRESSION LEGEND FIRE SUPPRESSION ABBREVIATIONS FIRE SUPPRESSION DESIGN CRITERIA FIRE SUPPRESSION GENERAL NOTES

DRAIN PIPING

PIPING SYMBOLS

AUTOMATIC AIR RELEASE

VALVE

FIRE SUPPRESSION SYSTEM

WET SYSTEM

SYSTEM PIPING

HAZARD CLASSIFICATION

NOTE 1: MODIFY THE EXISTING SYSTEM AS REQUIRED TO MEET DESIGN CRITERIA.

NOTE 2: PROVIDE AREA OF COVERAGE NEEDED IF ROOF SLOPE IS NOT 3:12.

HATCH SYSTEM

TYPE

WET/

HEF

REMOTE

AREA

SQ FT

HOSE

DEMAND

GPM

TEMPERATURE

RATING

SPRINKLER

TYPE

175º F QUICK RESPONSE WHITE

RECESSED PENDENT

NOTES

DENSITY

GPM/

SQ FT

0.20

MAXIMUM AREA

PER SPRINKLER

SQ FT

FIRE PROTECTION SPRINKLER SYSTEM DESIGN CRITERIA

HANGAR BAY

(UFC 4-211-01)

NO NEW SUPPRESSION

REQUIRED

FOAM SYSTEM

ANGLE VALVE

HEF GENERATOR

REDUCER

SURGE ARRESTER

EXISTING

TO REMAIN DEMOLITION

1,2

TEST HEADER

SYMBOL IDENTIFICATION LEGEND

EXISTING EQUIPMENT

NEW EQUIPMENT

DEMOLISH/REMOVE EQUIPMENT

SCOPE OF WORK

A1

FXxxx

PRESSURE RELIEF VALVE

PRESSURE REGULATING VALVE

UNDERGROUND FIRE WATER

FIRE PUMP SCHEDULE

PUMP

TYPE

FP-1

MARK

ELECTRICAL DATA

HSCP

DRIVE

TYPE

ELECTRIC

SERVICE

TYPE

FLOW

RATE

(GPM)

TOTAL

HEAD

(PSI) HP V/Ph/Hz

FIRE PUMP

JOCKEY PUMP

500 120 75 460/3/60

JP-1 MSC ELECTRIC 5 130 3 460/3/60

FIRE PUMP HOUSE

14" FW

F W

F W

LO HANGARS

F W

F W

F W

F W

FIRE DRAIN PUMP SCHEDULE

TYPE

PP-01

TAG NO.

VERTICAL

CENTRIFUGAL

SERVICE

FIRE WATER

CAPACITY

(GPH)

HEAD

(TDH)

DISCHARGE

SIZE (IN.) MOTOR - HP

150 10 3/8 1/50

ELECTRICAL

(V/PH/HZ)

115/1/60

RESERVOIR

CAPCITY

(GALLONS)

NOTE 1: PROVIDE WITH 6 FOOT, 3-CONDUCTOR CABLE WITH GROUNDED 3-PRONG PLUG, THERMAL OVERLOAD PROTECTOR, ABS SUMP PAN, AND CONTROL FLOAT.

(SEE DIVISION 23 FOR DETAILED REQUIREMENTS)

BASIS OF

DESIGN

LITTLE GIANT

MODEL VCL-14

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

REV. DATE DESCRIPTION INIT

C O

P Y

R

IG

H T

O M

P A

N Y

C O

N T

R A

C T

IN

G

E N

T

IT

Y

TFI - F-22 SQUADRON

W9133L-15-D-0003-3M07

HAWAII AIR NATIONAL GUARD

KANSAS CITY, MISSOURI

REVISIONS

JOINT BASE PEARL HARBOR - HICKAM

OAHU, HAWAII

Project No. KNMD16-2546

ENGINEERS ARCHITECTS & CONSULTANTS

REPAIR FIRE

SUPPRESSION SYSTEM, B3408

D

C

A

B

E

D

C

A

B

E

5 61 2 3 4

5 61 2 3 4

/5

/2

:0

:2

P M

FX001

103072

FIRE SUPPRESSION NOTES, LEGEND AND

ABBREVIATIONS

05/18/18

A. DAHL C. CAHILL

A.HANKINS

0 08/20/18 B.3 SUBMITTAL AD

N.T.S.SCALE:A1

FIRE WATER SITE PLAN

GENERAL NOTES:

1. GENERAL:

A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED

TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT

SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE

PROVISIONS AND REQUIREMENTS OF THE CONTRACT SPECIFICATIONS.

B. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN

ON ALL OTHER DRAWINGS.

C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND

REPORT ANY DISCREPANCIES FROM THE CONTRACT OR REFERENCE DRAWINGS

TO THE CONTRACTING OFFICER'S REPRESENTATIVE PRIOR

TO COMMENCING WITH WORK. SCALING OF WORKING DIMENSIONS FROM THE

STRUCTURAL DRAWINGS IS PROHIBITED.

D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS

OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY

BRACING. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE

SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE.

VISITS TO THE SITE BY THE CONTRACTING OFFICER'S REPRESENTATIVE SHALL

NOT RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY.

E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT

DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME

CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH

THE APPROVAL OF THE CONTRACTING OFFICER'S REPRESENTATIVE.

WHERE SECTIONS VARY, CONTRACTOR SHALL PROVIDE FOR SMOOTH TRANSITIONS

BETWEEN THEM, UNLESS NOTED OTHERWISE.

F. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS'

WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE.

G. ELEVATION 100'-0" CORRESPONDS TO ELEVATION OF 9.17' AS SHOWN ON CIVIL DRAWINGS CG100.

2. DESIGN STANDARDS

A. PRINCIPAL CODE OF RECORD: INTERNATIONAL BUILDING CODE 2015.

B. ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2010.

C. ACI 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014.

D. ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES, 2013.

E. AISC 325, STEEL CONSTRUCTION MANUAL, 14th EDITION, 2011.

F. AISI COLD-FORMED STEEL DESIGN MANUAL, 2012.

5. GEOTECHNICAL INFORMATION

A. SOURCE: SUBSURFACE INFORMATION FOR F-22 LOCRF ADDITION, JOINT BASE

PEARL HARBOR-HICKHAM AIR FORCE BASE, OAHU, HAWAII. SEPTEMBER 2016.

B. SITE PREPARATION

1. EXCAVATION, FILL, AND BACKFILL SHALL BE IN ACCORDANCE WITH THE CONTRACT

DRAWINGS AND SPECIFICATIONS, DIVISION 31.

2. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER WHEN

LOOSE OR SOFT SOILS ARE EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE

TO BE PLACED SO THAT A DETERMINATION MAY BE MADE REGARDING

IMPROVEMENT OF THIS POTENTIALLY UNDESIRABLE CONDITION.

3. CONTRACTOR TO PROVIDE TEMPORARY SUPPORT FOR THE EXIST FDN DURING

CONSTRUCTION OF THE NEW GRADE BEAMS. ADDITIONALLY, THE

CONTRACTOR SHALL PROVIDE SETTLEMENT AND LATERAL DEFLECTION MONITORING

POINTS ALONG THE EXIST FDN TO MONITOR ANY MOVEMENT OF THE EXIST STRUCTURE

DURING CONSTRUCTION.

C. SOIL CHARACTERISTICS

1. UNIT WEIGHT: 18.85 kN/m³ (120 PCF) DRY.

2. WATER TABLE DEPTH: 1.86M TO 1.987M (6.1 to 6.5 FEET) BELOW THE EXISTING

PAVEMENT DEPTH

D. LATERAL EARTH PRESSURE

1. AT-REST CONDITION, Ko: 8.64 kN/m³ (55 PCF), EQUIVALENT FLUID.

2. ACTIVE CONDITION, Ka: 5.81 kN/m³ (37 PCF), EQUIVALENT FLUID.

3. PASSIVE CONDITION, Kp: 51.84 kN/m³ (330 PCF), EQUIVALENT FLUID.

E. SLAB, MAT, AND FOOTING DESIGN PARAMETERS

1. MODULUS OF SUBGRADE REACTION: 250 PCI.

2. ALLOWABLE BEARING CAPACITIES (MINOR EQUIPMENT PADS)

a. GRAVITY LOADS: 120 KPa (2500 PSF).

3. FROST DEPTH: 0".

4. CONCRETE-SOIL COEFFICIENT OF FRICTION: 0.40.

5. MINIMUM STABILITY FACTORS OF SAFETY

a. OVERTURNING: 1.5.

b. UPLIFT: 1.5.

c. SLIDING: 1.5.

F. PILING

1. FOUNDATION PILING (MICROPILES) AND ASSOCIATED STATIC PILE LOAD TESTING

SHALL BE PROVIDED IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS,

SECTIONS 310916.23, 0310916.24 AND 316333.

2. MINIMUM PILE DESIGN CAPACITIES

a. COMPRESSION: 400 kN [90 KIPS] STRUCTURAL PLUS 45 kN [10 KIP] DRAG LOAD

(ALLOWABLE). 890 kN [200 KIPS] (ULTIMATE). LOAD TEST TO 1335 kN [300 KIPS].

b. UPLIFT: 267 kN [60 KIPS] (ALLOWABLE); 534 kN [120 KIPS] (ULTIMATE).

c. SHEAR: 58 kN [13 KIPS] (ALLOWABLE); 116 kN [26 KIPS] (ULTIMATE). LOAD TEST

TO 116 kN [26 KIPS].

3. SPECIAL INSPECTIONS

A. STATEMENT OF SPECIAL INSPECTIONS

1. SEE STATEMENT OF SPECIAL INSPECTIONS ON DRAWING S-003.

4. DESIGN LOADS

A. RISK CATEGORY: II PER ASCE 7-10.

B. LIVE LOADS PER ASCE 7-10

1. ROOF LIVE LOAD: 0.96 kPa [20 PSF].

2. CATWALK LIVE LOAD: 1.92 kPa [40 PSF].

C. COLLATERAL LOADS:

1. ROOF: 0.43 kPa [9 PSF]

2. CEILING: 0.57 kPa [12 PSF]

3. PV: 0.24 kPa [5 PSF]

D. EQUIPMENT LOADS

1. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 300 LBS. FRAMING AND

FOUNDATIONS ARE DESIGNED FOR EQUIPMENT WHICH SATISFIES THE CONTRACT

SPECIFICATIONS.

2. IF EQUIPMENT FURNISHED IS HEAVIER THAN THE WEIGHTS INDICATED, OR

REQUIRES STRUCTURAL CHANGES FOR ANY OTHER REASON, CONTRACTOR SHALL

PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL STRUCTURAL

WORK NECESSARY TO SUPPORT ALL LOADS IN ACCORDANCE WITH THE DESIGN

STANDARDS SPECIFIED ABOVE, AT NO ADDITIONAL COST TO THE OWNER AND WITH

NO INCREASE IN CONTRACT TIME.

E. SNOW LOAD PER ASCE 7-10

1. GROUND SNOW LOAD: 0 kPa [0 PSF].

F. WIND LOAD PER ASCE 7-10

1. ULTIMATE DESIGN WIND SPEED: 209 km/h [130 MPH] 3-SECOND GUST.

2. NOMINAL DESIGN WIND SPEED: 163 km/h [101 MPH] 3-SECOND GUST.

3. RISK CATEGORY: II.

4. EXPOSURE CATEGORY: D.

5. BUILDING CONDITION: PARTIALLY ENCLOSED, GCpi = +/-0.55.

6. TOPOGRAPHIC FACTOR: 1.0.

7. DESIGN PRESSURES FOR COMPONENTS AND CLADDING ARE INDICATED ON

DRAWING S-004.

G. SEISMIC LOAD PER PER ASCE 7-10

1. MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE

ACCELERATIONS Ss = 0.566, S1 = 0.162.

2. DESIGN EARTHQUAKE SPECTRAL RESPONSE ACCELERATIONS Sds = 0.593, Sd1 = 0.361.

3. RISK CATEGORY: II.

4. SITE CLASS: E.

5. SEISMIC DESIGN CATEGORY: D.

6. BASIC SEISMIC FORCE RESISTING SYSTEM:

a. HANGAR BAY: ORDINARY CONCENTRIC BRACED FRAMES (OCBF), R=3.25.

b. SHOPS: OCBF, R=3.25 & SPECIAL REINFORCED MASONRY SHEAR WALLS (SRMSW), R=5.

c. FIRE PROTECTION AND ELECTRICAL ROOM: (OCBF), R=3.25.

7. SEISMIC RESPONSE COEFFICIENT: Cs = 0.182 (OCBF) and 0.119 (SRMSW).

8. DESIGN BASE SHEAR: 87 KIPS - HANGAR (OCBF), 25.2 KIPS - SHOPS (OCBF) AND

16.4 KIPS SHOPS (SRWSW).

9. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE.

6. MATERIALS: SEE THE CONTRACT SPECIFICATIONS FOR COMPLETE REQUIREMENTS

AND COMPLY WITH ALL APPLICABLE OSHA REGULATIONS

A. REINFORCED CONCRETE: SECTIONS 03 10 00, 03 15 50, 03 20 00 AND 03 30 00

1. REINFORCED CONCRETE SHALL BE PREPARED AND PLACED IN

ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE.

2. CONCRETE

a. UNLESS NOTED OTHERWISE: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 27.6 MPa [4000 PSI], NORMAL WEIGHT.

b. INTERIOR SLABS WITH TROWEL FINISH SHALL NOT HAVE AIR ENTRAINMENT.

3. FORMWORK

a. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL

ADEQUACY, AND CONSTRUCTION OF ALL CONCRETE FORMWORK IN ACCORDANCE

WITH THE CONTRACT SPECIFICATIONS.

b. COORDINATE ALL CONCRETE WORK WITH THE PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED ITEMS INDICATED ON THE CONTRACT

DRAWINGS OR IN THE CONTRACT SPECIFICATIONS.

c. ALL NEW OR EXISTING PIPING OR UTILITIES PASSING THROUGH NEW CONCRETE

SHALL BE SLEEVED 13 [1/2"] CLEAR ALL AROUND, UNLESS NOTED

OTHERWISE. SEE OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS.

CONTRACTOR SHALL PROVIDE MEASURES TO ENSURE THAT SLEEVES REMAIN

FREE OF DEBRIS AND WATER DURING CONSTRUCTION.

d. PROVIDE 19 [3/4"] CHAMFER STRIPS ON ALL EDGES OF EXPOSED CONCRETE, UNLESS

NOTED OTHERWISE.

e. WITH THE EXPLICIT PRIOR APPROVAL IN WRITING OF THE CONTRACTING OFFICER'S

REPRESENTATIVE, COLUMN AND WALL FOOTINGS MAY BE EARTH-FORMED USING

UNDISTURBED NATIVE SOIL. PROVIDE A MINIMUM EXCAVATION WIDTH 102 [4"] GREATER

THAN INDICATED, AND A DEPTH 51 [2"] GREATER THAN INDICATED.

4. REINFORCING STEEL

a. BARS: ASTM A615 GRADE 60.

b. WELDED WIRE REINFORCEMENT: ASTM A1064.

c. ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY MARKED "NOT

REINFORCED" OR "UNREINFORCED".

d. CONTRACTOR SHALL DETAIL AND PLACE ALL REINFORCEMENT IN ACCORDANCE

WITH ACI SP-66, ACI 301, ACI 318, AND CRSI MANUAL OF STANDARD PRACTICE.

e. MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT SHALL BE AS

FOLLOWS, UNLESS NOTED OTHERWISE:

(1) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 76 [3"].

(2) CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #11 BARS - 76 [3"];

#5 AND SMALLER BARS, WELDED WIRE FABRIC - 76 [3"].

(3) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:

SLABS AND WALLS - 25 [1"]; BEAMS AND COLUMNS, PRIMARY REINFORCEMENT,

TIES, STIRRUPS, SPIRALS - 51 [2"].

f. EMBEDMENT AND LAP SPLICE LENGTHS FOR ALL REINFORCING STEEL BARS SHALL

CONFORM TO THE FOLLOWING PROVISIONS, UNLESS NOTED OTHERWISE.

(1) MINIMUM STRAIGHT EMBEDMENT LENGTHS:

(a) #10 - 305 [#3 - 12"] #19 - 457 [#6 - 18"] #29 - 914 [#9 - 36"]

(b) #13 - 305 [#4 - 12"] #22 - 635 [#7 - 25"] #32 - 1118 [#10 - 44"]

(c) #16 - 381 [#5 - 15"] #25 - 737 [#8 - 29"] #36 - 1346 [#11 - 53"]

(2) MINIMUM LAP SPLICE LENGTHS:

(a) #10 - 305 [#3 - 12"] #19 - 584 [#6 - 23"] #29 - 1168 [#9 - 46"]

(b) #13 - 381 [#4 - 15"] #22 - 838 [#7 - 33"] #32 - 1448 [#10 - 57"]

(c) #16 - 423 [#5 - 19"] #25 - 940 [#8 - 37"] #36 - 1727 [#11 - 68"]

(3) MINIMUM HOOK EMBEDMENT LENGTHS:

(a) #10 - 203 [#3 - 8"] #19 - 381 [#6 - 15"] #29 - 559 [#9 - 22"]

(b) #13 - 254 [#4 - 10"] #22 - 432 [#7 - 17"] #32 - 635 [#10 - 25"]

(c) #16 - 305 [#5 - 12"] #25 - 483 [#8 - 19"] #36 - 686 [#11 - 27"]

(4) HORIZONTAL BARS HAVING MORE THAN 12" OF CONCRETE PLACED BELOW

THEM SHALL BE CONSIDERED TOP REINFORCEMENT AND SHALL HAVE

MINIMUM STRAIGHT EMBEDMENT AND LAP SPLICE LENGTHS INCREASED BY

NOT LESS THAN 30% OVER THOSE GIVEN ABOVE.

(5) HOOK EMBEDMENT IS THE MINIMUM STRAIGHT LINE DISTANCE FROM THE

CRITICAL SECTION OF THE BAR TO THE FARTHEST EDGE OF THE HOOK.

(6) EPOXY-COATED BARS SHALL HAVE MINIMUM STRAIGHT EMBEDMENT, LAP

SPLICE, AND HOOK EMBEDMENT LENGTHS INCREASED BY NOT LESS THAN

20% OVER THOSE GIVEN ABOVE.

(7) EPOXY GROUT: CONFORM TO ASTM C881, TYPE IV, GRADE 3, EXCEPT GEL

TIMES. PROVIDE MINIMUM EMBEDMENT LENGTH REQUIRED TO DEVELOP

ULTIMATE STRENGTH OF BAR.

g. PROVIDE ADDITIONAL REINFORCEMENT AT ALL OPENINGS AND CORNER BARS AT

ALL INTERSECTING GRADE BEAMS, WALLS, AND CURBS IN ACCORDANCE WITH THE

STANDARD DETAILS ON DRAWING S-005, UNLESS NOTED OTHERWISE.

5. JOINTS

a. LOCATE ALL CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER

JOINTS AS INDICATED OR SPECIFIED, OR OTHERWISE APPROVED BY THE

CONTRACTING OFFICER.

b. SURFACES OF ALL HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS SHALL BE

CLEANED OF LAITANCE AND SHALL EXPOSE CLEAN COARSE AGGREGATE SOLIDLY

EMBEDDED IN MORTAR MIX. JUST PRIOR TO DEPOSITING CONCRETE, SURFACE OF

CONSTRUCTION JOINT SHALL BE THOROUGHLY CLEANED AND WETTED.

c. THESE PROVISIONS SHALL ALSO APPLY WHEN NEW CONCRETE IS PLACED AGAINST

EXISTING CONCRETE. IN ADDITION, EXISTING CONCRETE SURFACE SHALL BE

ADEQUATELY PREPARED BY APPLICATION OF A BONDING AGENT.

d. PROVIDE WATERSTOPS AT CONCRETE JOINTS WHERE INDICATED ON THE

CONTRACT DRAWINGS.

B. REINFORCED MASONRY: SECTION 04 20 00

1. SEE S-007.

C. STRUCTURAL STEEL: SECTIONS 05 12 00

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC STEEL

CONSTRUCTION MANUAL, 14th EDITION.

2. TEMPORARY ERECTION BRACING SHALL BE DESIGNED AND PROVIDED BY THE CONTRACTOR

AS REQUIRED AND SHALL NOT BE REMOVED UNTIL ALL PERMANENT LATERAL-LOAD-RESISTING

ELEMENTS AND CONNECTIONS ARE COMPLETELY INSTALLED.

3. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 344 MPa [50 KSI].

4. OTHER SHAPES, PLATES, AND THREADED RODS

a. ASTM A36, Fy = 248 MPa [36 KSI], UNLESS NOTED OTHERWISE.

b. ASTM A572 GRADE 50, Fy = 344 MPa [50 KSI], WHERE INDICATED AS "(50)".

5. SQUARE AND RECTANGULAR HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE C,

Fy = 344 MPa [50 KSI].

6. ROUND HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE C, 344 MPa [50 KSI].

7. PIPE: ASTM A53 TYPE E OR S, GRADE B, Fy = 241MPa [35 KSI].

8. BOLTS

a. 19 [3/4"] DIAMETER ASTM A325, UNLESS NOTED OTHERWISE.

b. FRAMING CONNECTIONS: PRETENSIONED JOINTS WITH STANDARD HOLES, UNLESS

NOTED OTHERWISE.

c. BRACING CONNECTIONS: SLIP-CRITICAL JOINTS WITH STANDARD HOLES, UNLESS

NOTED OTHERWISE.

d. SLIP-CRITICAL JOINTS SHALL HAVE CLASS A FAYING SURFACES.

e. ON ONE SIDE OF EACH DOUBLE CONNECTION OF BEAMS TO A COLUMN WEB OR A

GIRDER WEB DIRECTLY OVER A COLUMN, PROVIDE A TEMPORARY SEAT ANGLE

ATTACHED TO COLUMN OR GIRDER WEB AND TO BOTTOM FLANGE OF BEAM. MINIMUM

SEAT CONNECTION SHALL BE L4x3x3/8 LLH WITH TWO 19 [3/4"] DIAMETER A307 OR A325-ST

BOLTS EACH LEG. SINGLE AND DOUBLE STAGGERED CONNECTIONS ARE PROHIBITED

WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING OF THE STRUCTURAL ENGINEER OF

RECORD.

9. WELDING: IN ACCORDANCE WITH AWS D1.1 USING E70 ELECTRODE WITH LOW HYDROGEN.

10. ALL DOUBLE ANGLE MEMBERS SHALL HAVE SPACER PLATES TO COMPLY WITH AISC

PARAGRAPH E6.2.

a. THICKNESS: TO MATCH END GUSSET PLATES.

b. MINIMUM ATTACHMENT: CONNECT TO HEEL AND TOE OF EACH ANGLE USING 5 x 25 [3/16" x 1"]

LONG FILLET WELDS.

11. HEADED STUDS

a. COLD-FINISHED STEEL CONFORMING TO ASTM A108, GRADE 1015 OR 1020.

b. ALL STUDS LOCATED SO AS TO OBSTRUCT WALKING SURFACES OF BEAMS OR JOISTS

SHALL BE FIELD INSTALLED.

12. ANCHOR BOLTS

a. ASTM F1554 GRADE 36 UNLESS NOTED OTHERWISE.

b. LOCATE ANCHOR BOLTS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN

POSITION WHILE PLACING IN CONCRETE. PROTECT IN-PLACE ANCHOR BOLTS FROM

CONSTRUCTION ACTIVITY.

c. THE FOLLOWING ARE PROHIBITED WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING

OF THE STRUCTURAL ENGINEER OF RECORD:

(1) INSERTING ANCHOR BOLTS INTO FRESH OR PARTIALLY HARDENED CONCRETE.

(2) SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR BOLTS

ARE INDICATED.

(3) REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR BOLTS.

13. POST-INSTALLED ANCHORS: AS INDICATED.

14. GROUT: CEMENTITIOUS NONSHRINK.

D. STEEL DECK: SECTIONS 05 31 23

1. STEEL DECK, ATTACHMENTS, AND ACCESSORIES SHALL BE DESIGNED, FABRICATED,

AND INSTALLED IN ACCORDANCE WITH SDI MANUALS AND AISI COLD-FORMED STEEL

DESIGN MANUAL.

2. ROOF DECK

a. 1 1/2", 18 GAGE, WIDE RIB WITH

Fy = 33 KSI, Imin = 0.289 IN^4/FT, Smin = 0.318 IN^3/FT, GALVANIZED G90.

3. ALL STEEL ROOF DECK AND ROOF DECK ATTACHMENTS SHALL BE CAPABLE OF RESISTING

THE WIND UPLIFT LOADS INDICATED ON THE CONTRACT DRAWINGS AND A SERVICE

DIAPHRAGM SHEAR OF 1104 PLF.

4. ALL STEEL DECK SHALL CROSS A MINIMUM OF TWO SPANS. MINIMUM LENGTH OF END

LAPS FOR ROOF DECK AND BEARING AT ALL SUPPORTS SHALL BE 2".

5. ALL STEEL DECK SHALL BE SUPPORTED AT EDGES OF OPENINGS AND AROUND

COLUMNS. ADDITIONAL SUPPORT STEEL SHALL BE PROVIDED BY CONTRACTOR AS

REQUIRED AND FABRICATED SO THAT DECK RUNS CONTINOUSLY OVER MINOR

OPENINGS, WHICH SHALL NOT BE CUT UNTIL NEEDED BY OTHER TRADES.

6. MINIMUM STEEL DECK ATTACHMENT SHALL BE AS FOLLOWS:

a. DECK SHALL BE FASTENED AT EACH END AND AT INTERMEDIATE SUPPORTS

BY 5/8" DIAMETER PUDDLE WELDS, IN A 36/7 WELD PATTERN.

b. SIDE LAP CONNECTIONS SHALL BE MADE AT SEAMS USING #10 SCREWS, 9 PER SPAN.

c. CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB

FRAMING SHALL BE MADE AT 12" ON CENTER MAXIMUM.

d. PNEUMATIC FASTENERS AND/OR SCREWS SHALL NOT BE SUBSTITUTED WHERE

WELDS ARE SPECIFIED, BUT MAY BE USED IN TEMPORARY ATTACHMENT OF

STEEL DECK.

7. NOTHING SHALL BE SUSPENDED DIRECTLY FROM THE ROOF DECK UNLESS APPROVED IN

WRITING BY THE STRUCTURAL ENGINEER OF RECORD.

E. COLD-FORMED STEEL FRAMING: SECTION 05 40 00

1. COLD-FORMED STEEL FRAMING SHALL BE DESIGNED, FABRICATED, AND ERECTED IN

ACCORDANCE WITH AISI COLD-FORMED STEEL DESIGN MANUAL AND SSMA OR LGSI

PUBLICATIONS AS APPLICABLE.

2. SHAPE DESIGNATIONS FOR STUDS, JOISTS, TRACK, CHANNELS, AND FURRING CHANNELS:

PER SSMA PRODUCT TECHNICAL INFORMATION, INDICATING MEMBER DEPTH, STYLE,

FLANGE WIDTH, AND MATERIAL THICKNESS.

3. FRAMING MEMBERS

a. ASTM A653 GRADE 33, Fy = 228 MPa [33 KSI], UNLESS NOTED OTHERWISE.

b. ASTM A653 GRADE 50, Fy = 344 MPa [50 KSI], FOR MATERIAL THICKNESS 54 MILS OR

GREATER AND WHERE INDICATED AS "(50)".

4. FINISH

a. HOT-DIP GALVANIZE TO PROVIDE A COATING CLASS OF G90.

5. MECHANICAL FASTENERS: CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-

THREADING STEEL DRILL SCREWS WITH LOW PROFILE HEADS BENEATH SHEATHING AND

MANUFACTURER'S STANDARD HEADS ELSEWHERE.

6. BOLTS: ASTM A325, GALVANIZED.

7. WELDING: IN ACCORDANCE WITH AWS D1.1 OR D1.3, AS APPLICABLE.

F. STEEL BAR GRATING:

1. STEEL BAR GRATING SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH

NAAMM MANUALS.

2. MATERIAL: ASTM A1011, GALVANIZED.

3. CONSTRUCTION: WELDED.

4. MAIN BEARING BARS: 3/16" x 1" AT 1 3/16" CENTERS.

5. CROSS BARS: AT 4" CENTERS.

6. SURFACE: PLAIN.

7. FABRICATE GRATING IN SECTIONS NOT GREATER THAN 5 FT WIDE.

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

REV. DATE DESCRIPTION INIT

C O

P Y

R

IG

H T

Y

E

M

P A

N Y

C O

N T

R A

C T

IN

G

E N

T

IT

Y

W9133L-15-D-0003

HAWAII AIR NATIONAL GUARD

KANSAS CITY, MISSOURI

REVISIONS

JOINT BASE PEARL HARBOR - HICKAM

OAHU, HAWAII

Project No. KNMD189008

ENGINEERS ARCHITECTS & CONSULTANTS

CONSTRUCTION ADDITION TO

F-22 LO/CRF, B3408

D

C

A

B

E

D

C

A

B

E

5 61 2 3 4

5 61 2 3 4

/5

/2

:0 :4

P

M

88276_S_Central.rvt

S-001

88276

GENERAL NOTES

FEBRUARY 2019

M. VERBEEK W. BAILEY

B. DOWNEY

0 02/14/2019 REVISED FINAL SUBMITTAL

(CODE CHECK)

AP

1 08/06/2019 ADDENDUM 1 AP

PILE CAP

TOP OF COMPETENT

CORAL AND/OR

SANDSTONE AND

LIMESTONE

CENTRALIZER AT

MID-POINT OF BAR

CENTRALIZER

TYPE II MICROPILE 400kN

[90 KIP] CAPACITY

400kN [90 KIPS]COMPRESSION

LATERAL

UPLIFT 267kN [60 KIPS]

CENTRALIZER

PILE CUT -OFF

EL PER SCHEDULE

245 [9 5/8"] DIA STEEL PIPE (GR 80)

14 [0.545"] MIN WALL THICKNESS

(INSTALLED IN SEGMENTS AS REQD)

216 [8 1/2"] MIN DIA

BORED HOLE

#43 [#14] (GR 75) DYWIDAG BAR

(COUPLE AS REQD) FULL LENGTH.

SEE NOTE 9.

27.58 MPa [4000 PSI] GROUT

SEE SPECIFCATIONS

CENTER LINE

MICROPILE

SEE NOTE 8

T/CAP PER SCHEDULE

REINFORCEMENT

PER SCHEDULE

[5 '-0 m m , M

IN

[2 7'

-0 m m

, M

IN

[1 8'

-0

S E

E N

O T

E m m

, M

IN

P

IL

E L

E N

G T

H V

A R

IE

S

[3 '-0

[2 2'

-0

(D E

P T

H V

A R

IE

S

O V

E R

B U

R D

E N

M A

T E

R

IA

L -6

6m m

400kN [90 KIP] 245 [9 5/8 INCH] DIAMETER MICROPILE

[8

PILE CAP

CENTER LINE

MICROPILE

MICROPILE

REINFORCEMENT

T/CAP PER SCHEDULE

REINFORCEMENT

AS INDICATED

[1 '-0

[8

[2

CENTER LINE

MICROPILE

MICROPILE

REINFORCEMENT

PILE CAP

T/CAP PER

SCHEDULE

REINFORCEMENT

AS INDICATED

UPLIFT PLATE:

PL19x2134x178 #22 [PL3/4x7x0'-7" #14] (GR 75)

DYWIDAG BAR W/ HEX NUT ON

TOP AND LOCK NUT ON BOT

[1 '-1

0"

[8

[2

1. PROVIDE STEEL MICROPILE CASING WITH MIN 245mm [9.625"] OUTSIDE DIA, MIN 14mm [0.545"] WALL THICKNESS, AND MIN Fy=551MPa [80 KSI] IN ACCORDANCE WITH SPECIFICATIONS

SECTION 31 63 33.

2. PROVIDE ROCK SOCKET WITH MIN 216 [8.50"] DIA AND #43 [#14] (GRADE 75) CENTER BAR IN

ACCORDANCE WITH SPECIFICATIONS SECTION 31 63 33.

3. PROVIDE GROUT WITH MIN COMPRESSIVE STRENGTH OF 27.58MPa [4,000 PSI] IN

ACCORDANCE WITH SPECIFICATIONS SECTION 31 63 33.

4. PERFORM LATERAL PILE TEST PER SPECIFICATION SECTION 310916.24. PERFORM AXIAL

COMPRESSION PILE TEST PER SPECIFICATION SECTION 310916.23.

5. VERIFY ALL TOP OF PILE ELEVATIONS AND COORDINATE WITH FOUNDATION PLANS,

SECTIONS, DETAILS, AND SCHEDULES.

6. ESTIMATED PILE LENGTHS ARE APPROXIMATE. ACTUAL PILE TIP ELEVATIONS AND LENGTHS

WILL VARY ACCORDING TO SUBSURFACE CONDITIONS ENCOUNTERED.

7. FIELD CASING JOINTS SHALL NOT BE ALLOWED WITHIN 1524 [5'-0"] OF PILE CUT-OFF.

8. LATERAL CAPACITY OF MICROPILE CASING WITH 245 [9.625"] OUTSIDE DIA ARE AS FOLLOWS:

- FOR MPH-1 AND MPH-2: LATERAL CAPACITY = 57.8 kN [13 KIPS]

9. FOR TEST MICROPILES REINFORCEMENT SHALL BE #43 [#14] DYWIDAG BAR. SEE

SPECIFICATIONS FOR ADDITIONAL INFORMATION.

10. * FOR MICROPILE HEAD DETAIL INCLUDING EMBEDMENT AND UPLIFT PLATE

REQUIREMENTS SEE PILE CAP SCHEDULE ON S-600 AND MICROPILE DETAILS THIS SHEET.

MICROPILES NOTES:

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

REV. DATE DESCRIPTION INIT

C O

P Y

R

IG

H T

Y

E

M

P A

N Y

C O

N T

R A

C T

IN

G

E N

T

IT

Y

W9133L-15-D-0003

HAWAII AIR NATIONAL GUARD

KANSAS CITY, MISSOURI

REVISIONS

JOINT BASE PEARL HARBOR - HICKAM

OAHU, HAWAII

Project No. KNMD189008

ENGINEERS ARCHITECTS & CONSULTANTS

CONSTRUCTION ADDITION TO

F-22 LO/CRF, B3408

D

C

A

B

E

D

C

A

B

E

5 61 2 3 4

5 61 2 3 4

/5

/2

:0 :5

P

M

88276_S_Central.rvt

S-500

88276

FOUNDATION DETAILS

FEBRUARY 2019

M. VERBEEK W. BAILEY

B. DOWNEY

NTSSCALE:C1

TYPICAL SECTION MICROPILE

NTSSCALE:C3

MICROPILE HEAD DETAIL - MPH-1

NTSSCALE:C4

MICROPILE HEAD DETAIL - MPH-2

0 02/14/2019 REVISED FINAL SUBMITTAL

(CODE CHECK)

AP

1 08/06/2019 ADDENDUM 1 AP

5/16

5/16

[1'-4"]

[1 '-8

[2

[1 '-4

[2

[2"]

[1'-0"]

[2"]

PL 19 [3/4"]

[2"]

[10"]

[10"]