1609142dwg01of02.pdf

PDF 13 MB Posted Jul 23, 2020

Attached to: P-1026 DESIGN-BID-BUILD AIR INTELLIGENCE SUPPORT FACILITY
Solicitation number: N4008520R0137
Issued by: Department of the Navy Naval Facilities Engineering Command

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200820 - 072726-FLUID-APPLIED MEMBRANE AIR BARRIERS.pdf	PDF	Aug 25, 2020
Amendment0005_20R0137.pdf	PDF	Aug 25, 2020
Amendment0004_20R0137.pdf	PDF	Aug 19, 2020
Amendment0003_20R0137.pdf	PDF	Aug 10, 2020
Amendment0002_20R0137.pdf	PDF	Aug 3, 2020
Amendment0001_20R0137.pdf	PDF	Jul 28, 2020
NEW SECNAV 5512.pdf	PDF	Jul 28, 2020
1609142dwg02of02.pdf	PDF	Jul 23, 2020
1609142spc01of01.pdf	PDF	Jul 23, 2020
Attachment C - Pre-Proposal Inquiry Form.xlsx	XLSX spreadsheet	Jul 23, 2020
General Requirements 20R0137.pdf	PDF	Jul 23, 2020

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SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

O F

Y N

G C

O M

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

S E

N G

E R

C O

M M

A N

-A

A N

O N

O R

, V A

AS NOTED

UNCLASSIFIED

S I

ASW CEW MC

DJD

EJA

CJC/ASW

G-001

E N

C E

F A

12813350

7/10/20

“Approved by Brian C. Becker, Commodore, CSFWL, via Email”

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AIR INTELLIGENCE FACILITY

NAVAL AIR STATION OCEANA - VIRGINIA BEACH, VIRGINIA

NAVAL FACILITIES ENGINEERING COMMAND ~ MID-ATLANTIC

NORFOLK, VIRGINIA

FINAL SUBMITTAL

JULY 13, 2020

SCALE: NOT TO SCALE

EXTERIOR PERSPECTIVE

SCALE: NOT TO SCALE

VICINITY MAP

SCALE: NOT TO SCALE

SITE MAP

PROJECT SITE

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

O F

Y N

G C

O M

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

S E

N G

E R

C O

M M

A N

-A

A N

O N

O R

, V A

AS NOTED

UNCLASSIFIED

S I

ASW CEW MC

DJD

EJA

CJC/ASW

G-002

E N

C E

F A

X O

12813351

7/10/20

“Approved by Brian C. Becker, Commodore, CSFWL, via Email”

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INDEX OF DRAWINGS

SHEET NO. NAVFAC

DWG. NO. SHEET TITLENO. SHEET

MECHANICAL

71 M-001 12813420 MECHANICAL LEGEND, ABREVIATIONS AND NOTES

72 M-101 12813421 MECHANICAL FLOOR PLANS - DUCTWORK AND MECHANICAL PIPING

73 M-301 12813422 MECHANICAL SECTIONS

74 M-401 12813423 ENLARGED PARTIAL MECHANICAL FLOOR PLAN - DUCTWORK

75 M-501 12813424 MECHANICAL DETAILS

76 M-601 12813425 MECHANICAL SCHEDULES

77 M-602 12813426 MECHANICAL SCHEDULES

78 M-701 12813427 MECHANICAL CONTROLS

79 M-702 12813428 MECHANICAL CONTROLS

ELECTRICAL

80 E-001 12813429 LEGEND AND ABBREVIATIONS

81 ES101 12813430 ELECTRICAL SITE PLAN

82 ES501 12813431 ELECTRICAL SITE DETAILS

83 EL101 12813432 FIRST FLOOR LIGHTING PLAN

84 EL501 12813433 LIGHTING TEMPLATE

85 EP101 12813434 FIRST FLOOR POWER PLAN

86 EP601 12813435 ONELINE DIAGRAMS AND DETAILS

87 EP602 12813436 PANELBOARD SCHEDULES

88 EP603 12813437 EQUIPMENT CONNECTION SCHEDULE

TELECOM

89 ET101 12813438 FIRST FLOOR TELECOMMUNICATIONS PLAN

90 ET601 12813439 TELECOMMUNICATIONS SCHEDULE AND DETAILS

91 EY101 12813440 FIRST FLOOR ELECTRONIC SECURITY PLAN

SHEET NO. NAVFAC

DWG. NO. SHEET TITLENO. SHEET

GENERAL

1 G-001 12813350 COVER SHEET

2 G-002 12813351 INDEX OF SHEETS AND GENERAL PROJECT INFORMATION

3 GI001 12813352 BUILDING CODE & LIFE SAFETY CODE ANALYSIS

4 GI100 12813353 CODE COMPLIANCE SITE PLAN

5 GI101 12813354 FIRST FLOOR - LIFE SAFETY CODE PLAN

SURVEY

6 V-100 12813355 EXISTING CONDITIONS PLAN

GEOTECHNICAL

7 B-100 12813356 SUBSURFACE EXPLORATION LOCATION PLAN

8 B-101 12813357 SOIL BORING LOGS

CIVIL

9 C-001 12813358 CIVIL LEGEND, ABBREVIATIONS, NOTES

10 C-002 12813359 CIVIL NOTES

11 C-003 12813360 STAGING PLAN

12 CD101 12813361 SITE DEMOLITION PLAN

13 CE101 12813362 EROSION AND SEDIMENT CONTROL PLAN

14 CE501 12813363 EROSION AND SEDIMENT CONTROL NOTES AND DETAILS

15 CE502 12813364 EROSION AND SEDIMENT CONTROL DETAILS

16 CS101 12813365 SITE PLAN

17 CS102 12813366 SITE PLAN - PAVING

18 CS103 12813367 SITE PLAN - PAVEMENT MARKING AND SIGNAGE

19 CS501 12813368 SITE DETAILS

20 CS502 12813369 SITE DETAILS

21 CS503 12813370 SITE DETAILS & FENCE DETAILS - TEMPORARY

22 CS504 12813371 FENCE DETAILS

23 CS505 12813372 FENCE DETAILS

24 CS506 12813373 SITE DETAILS - ENVIRONMENTAL

25 CG101 12813374 GRADING AND DRAINAGE PLAN

26 CG501 12813375 DETAILS - DRAINAGE AND DATA

27 CU101 12813376 UTILITY PLAN - OVERALL

28 CU102 12813377 UTILITY PLAN - WATER, SEWER

29 CU501 12813378 UTILITY DETAILS - WATER

30 CU502 12813379 UTILITY DETAILS - WATER, SANITARY

31 CU503 12813380 UTILITY DETAILS - SANITARY

STRUCTURAL

32 S-001 12813381 STRUCTURAL NOTES

33 S-002 12813382 STRUCTURAL LEGENDS, ABBREVAITIONS AND NOTES

34 S-101 12813383 FOUNDATION PLAN

35 S-102 12813384 ROOF FRAMING PLAN

36 S-301 12813385 FOUNDATION SECTIONS

37 S-302 12813386 STRUCTURAL FRAMING SECTIONS

38 S-303 12813387 STRUCTURAL FRAMING SECTONS

39 S-304 12813388 STRUCTURAL FRAMING SECTIONS

40 S-501 12813389 TYPICAL FOOTING DEATILS

41 S-502 12813390 SLAB-ON-GRADE DETAILS

42 S-503 12813391 MASONRY DETAILS

43 S-504 12813392 FRAMING DETAILS

44 S-505 12813393 INTERIOR WALL DETAILS

ARCHITECTURE

45 A-001 12813394 ARCHITECTURAL SYMBOLS, LEGENDS, ABBREVIATIONS AND PARTITIONS TYPES

46 A-101 12813395 FIRST FLOOR PLAN AND REFLECTED CEILING PLAN

47 A-102 12813396 ROOF PLAN AND DETAILS

48 A-201 12813397 BUILDING ELEVATIONS

49 A-301 12813398 BUILDING SECTIONS

50 A-302 12813399 WALL SECTIONS AND DETAILS

51 A-401 12813400 ENLARGED RESTROOM PLAN AND ELEVATIONS

52 A-402 12813401 ENLARGED PLANS AND INTERIOR ELEVATIONS

53 A-601 12813402 DOOR SCHEDULE AND DETAILS

INTERIORS

54 AG101 12813403 FIRST FLOOR SIGNAGE PLAN AND SCHEDULE

55 AG102 12813404 SIGNAGE TYPES

56 IF101 12813405 FIRST FLOOR FURNITURE PLAN AND LEGEND

57 IN201 12813406 INTERIOR ELEVATIONS

58 IN401 12813407 ENLARGED RESTROOM PLAN AND ELEVATIONS

59 IN402 12813408 ENLARGED FLOOR FINISH PLANS

60 IN601 12813409 FINISH SCHEDULES

61 IN602 12813410 FIRST FLOOR FINISH PLAN

FIRE PROTECTION

62 FA001 12813411 FIRE ALARM & MNS GENERAL NOTES AND LEGEND

63 FA101 12813412 FIRST FLOOR - FIRE ALARM & MNS SYSTEM PLAN

64 FA501 12813413 FIRE ALARM & MNS DETAILS

PLUMBING

65 P-001 12813414 PLUMBING LEGEND, ABREVIATIONS AND NOTES

66 P-101 12813415 PLUMBING PLANS - DOMESTIC, SANITARY WATER AND UNDERGROUND VENTILATION

67 P-401 12813416 PLUMBING ENLARGED PLANS

68 P-501 12813417 PLUMBING DETAILS

69 P-701 12813418 PLUMBING DIAGRAMS

70 P-702 12813419 PLUMBING DIAGRAMS

1 WHERE EXISTING CONSTRUCTION IS DAMAGED BY CONSTRUCTION REQUIRED

BY THESE DOCUMENTS. REPAIR THE DAMAGED ITEM(S) WITH MATERIALS TO

MATCH THE ADJACENT MATERIAL, TEXTURE AND COLOR.

2 FIELD VERIFY EXISTING DIMENSIONS, PRIOR TO ORDERING MATERIALS OR

BEGINNING DEMOLITION.

3 ALL ITEMS NOT SHOWING AS "EXISTING" MUST BE PROVIDED AND INSTALLED

UNDER THE REQUIREMENTS OF THIS CONTRACT.

4 COORDINATE LAY DOWN AREA WITH THE CONTRACTING OFFICER PRIOR TO

THE PRECONSTRUCTION MEETING. THE ALLOWABLE AREA SIZE MUST BE

ESTABLISHED BY THE CONTRACTING OFFICER.

5 MANUFACTURER'S TRADE NAMES LISTED ARE NOT INTENDED TO BE

PROPRIETARY. PRODUCTS OF OTHER MANUFACTURERS WILL BE ACCEPTABLE

PROVIDED THEY MATCH THE COLOR, FINISHES, TEXTURES AND PATTERNS OF

THE MANUFACTURER LISTED, AND MEET THE TECHNICAL REQUIREMENTS OF

THE SPECIFICATIONS.

6 OBSERVE AND MAINTAIN BUILDING AND COMPOUND SECURITY

REQUIREMENTS AS DIRECTED BY THE CONTRACTING OFFICER.

7 CONSTRUCTION WILL BE ACCOMPLISHED IN AND AROUND AREAS WHICH WILL

REMAIN OPERATIONAL. AVOID INTERFERENCE WITH THE OPERATIONAL WORK

ROUTINE.

8 ALL SUBMITTALS REQUIRED BY THESE DRAWINGS OR SPECIFICATIONS MUST

BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL TO

COMMENCEMENT OF RELATED WORK.

GENERAL SHEET NOTES

GENERAL PROJECT NOTES

GOVERNING REGULATIONS

1 WHERE EXISTING CONSTRUCTION IS DAMAGED BY CONSTRUCTION REQUIRED

BY THESE DOCUMENTS. REPAIR THE DAMAGED ITEM(S) WITH MATERIALS TO

MATCH THE ADJACENT MATERIAL, TEXTURE AND COLOR.

2 FIELD VERIFY EXISTING DIMENSIONS, PRIOR TO ORDERING MATERIALS OR

BEGINNING DEMOLITION.

3 ALL ITEMS NOT SHOWING AS "EXISTING" MUST BE PROVIDED AND INSTALLED

UNDER THE REQUIREMENTS OF THIS CONTRACT.

4 COORDINATE LAY DOWN AREA WITH THE CONTRACTING OFFICER PRIOR TO

THE PRECONSTRUCTION MEETING. THE ALLOWABLE AREA SIZE MUST BE

ESTABLISHED BY THE CONTRACTING OFFICER.

5 MANUFACTURER'S TRADE NAMES LISTED ARE NOT INTENDED TO BE

PROPRIETARY. PRODUCTS OF OTHER MANUFACTURERS WILL BE ACCEPTABLE

PROVIDED THEY MATCH THE COLOR, FINISHES, TEXTURES AND PATTERNS OF

THE MANUFACTURER LISTED, AND MEET THE TECHNICAL REQUIREMENTS OF

THE SPECIFICATIONS.

6 OBSERVE AND MAINTAIN BUILDING AND COMPOUND SECURITY

REQUIREMENTS AS DIRECTED BY THE CONTRACTING OFFICER.

7 CONSTRUCTION WILL BE ACCOMPLISHED IN AND AROUND AREAS WHICH WILL

REMAIN OPERATIONAL. AVOID INTERFERENCE WITH THE OPERATIONAL WORK

ROUTINE.

8 ALL SUBMITTALS REQUIRED BY THESE DRAWINGS OR SPECIFICATIONS MUST

BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL TO

COMMENCEMENT OF RELATED WORK.

BUILDING CODE:

UNIFIED FACILITIES CRITERIA (UFC) 1-200-01 (20 JUNE 2016)

UNIFIED FACILITIES CRITERIA (UFC) 1-200-02 (01 DEC. 2016)

UNIFIED FACILITIES CRITERIA (UFC) 3-110-03 (01 MAY 2012)

ACCESSIBILITY CODE:

UNIFORM ACCESSIBILITY STANDARDS (UFAS)

AMERICANS WITH DISABILITIES ACT (ADA)

ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES (ADAAG)

MECHANICAL CODE:

INTERNATIONAL MECHANICAL CODE (IMC) 2009

ELECTRICAL CODE:

NFPA 70, NATIONAL ELECTRIC CODE

PLUMBING CODE:

INTERNATIONAL PLUMBING CODE (IPC) 2009

FIRE PREVENTION & LIFE SAFETY CODE:

UNIFIED FACILITIES CRITERIA (UFC) 3-600-01 (15 DEC. 2009)

NFPA 101, LIFE SAFETY CODE

lisa.mcadam Text Box 4.30.20

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AutoCAD SHX Text SSMH-109 RIM=21.56 MH INV.=14.48 INV(SE)8"VC=14.53 INV(NE)6"VC=17.71 INV(W-OUT)8"VC=14.48

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OWS

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FLIGHT LINE

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SSMH-108 RIM=19.51 MH INV.=15.85±

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ABANDONED

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18" CONC

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18" CONC

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18" CONC

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UNKNOWN

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CONCRETE

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CONCRETE

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CONCRETE

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CONCRETE

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ASPHALT

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ASPHALT

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ASPHALT

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GEN

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1. BORING LOCATIONS SHALL BE CONSIDERED APPROXIMATE. BORING LOCATIONS SHALL BE CONSIDERED APPROXIMATE. 2. SITE LAYOUT PLAN IS FOR INFORMATION ONLY AND NOT FOR SITE LAYOUT PLAN IS FOR INFORMATION ONLY AND NOT FOR CONSTRUCTION. REFER TO CIVIL DRAWINGS FOR SITE LAYOUT.

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DEPARTMENT OF THE NAVY

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SCALE:

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CONSTR. CONTR. NO.

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SHEET

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NAVFAC DRAWING NO.

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NAVAL FACILITIES ENGINEERING COMMAND

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DES

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DRW

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SYM

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DESCRIPTION

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DATE

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APPR

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DRAWFORM REVISION: 07 AUG 2018

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CHK

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SATISFACTORY TO DATE

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APPROVED

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ACTIVITY

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FOR COMMANDER NAVFAC

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SEAL

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A/E INFO

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EPROJECT NO.

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UNCLASSIFIED

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UNCLASSIFIED

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UNCLASSIFIED

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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MIDLANT CI CORE

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NORFOLK NAVAL STATION

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NAVAL AIR STATION OCEANA

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VIRGINIA BEACH, VIRGINIA

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CJC/ASW

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EJA

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SUBSURFACE EXPLORATION LOCATION PLAN

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MSN

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MSN

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FAD

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AS NOTED

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FAD

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APPROXIMATE TESTING LOCATION

"Approved by Brian C. Becker, Commodore, CSFWL, via Email"

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DEPARTMENT OF THE NAVY

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SCALE:

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CONSTR. CONTR. NO.

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SHEET

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NAVFAC DRAWING NO.

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NAVAL FACILITIES ENGINEERING COMMAND

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DES

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DRW

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SYM

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DESCRIPTION

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DATE

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APPR

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DRAWFORM REVISION: 07 AUG 2018

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CHK

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SATISFACTORY TO DATE

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APPROVED

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ACTIVITY

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FOR COMMANDER NAVFAC

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SEAL

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A/E INFO

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EPROJECT NO.

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UNCLASSIFIED

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UNCLASSIFIED

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UNCLASSIFIED

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PM/DM

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BRANCH MANAGER

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CHIEF ENG/ARCH

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FIRE PROTECTION

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MIDLANT CI CORE

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NORFOLK NAVAL STATION

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NAVAL AIR STATION OCEANA

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VIRGINIA BEACH, VIRGINIA

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CJC/ASW

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EJA

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SOIL BORING LOGS

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MSN

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MSN

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AS NOTED

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FAD

"Approved by Brian C. Becker, Commodore, CSFWL, via Email"

DESIGN WIND PRESSURES FOR ROOF COMPONENTS (PSF)

COMPONENT TRIBUTARY AREA (ft²)

1 - 100 101+

ROOF ZONE

COMPONENT TRIBUTARY AREA (ft²)

1 - 50 50+

OVERHANG ZONE

NOTES:

1. POSITIVE AND NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY

FROM THE SURFACES, RESPECTIVELY.

2. BUILDING ZONES ARE DEFINED IN ASCE 7.

3. WIND PRESSURES INDICATED ARE AT STRENGTH-LEVEL

(WIND LOAD FACTOR = 1.0).

4. V (ult) = ULTIMATE DESIGN WIND SPEED PER IBC.

5. DESIGN WIND PRESSURES FOR DEFLECTION-CONTROLLED COMPONENTS AND

CLADDING MAY UTILIZE A 10-YEAR MEAN RECURRENCE INTERVAL.

E. SEISMIC LOADS:

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR, I/E 1.0

SPECTRAL RESPONSE ACCELERATION, S/S 0.088g SPECTRAL RESPONSE ACCELERATION, S/1 0.046g SPECTRAL RESPONSE COEFFICIENT, S/DS 0.094g SPECTRAL RESPONSE COEFFICIENT, S/D1 0.074g

SITE CLASS D

SEISMIC DESIGN CATEGORY B

BASIC SEISMIC-FORCE-RESISTING SYSTEM INTERMEDIATE REINFORCED

MASONRY SHEAR WALLS

RESPONSE MODIFICATION COEFFICIENT, R 3.5

SEISMIC RESPONSE COEFFICIENT, C/S 0.027

SEISMIC BASE SHEAR V/x = 10k

V/y = 6.7k

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

+16.6

-42.4

-51.1

-88.2

+16.0

-45

-36.6

-39.5

-62.4

-45

-56 -56

LOAD CASE

COMPONENT TRIBUTARY

AREA (ft²)

1 - 100 101+

WALL ZONE

+33.8

-36.6

-45.2

+25.2

-28.1

DESIGN WIND PRESSURES FOR WALL COMPONENTS (PSF)

COMPONENT TRIBUTARY

AREA (ft²)

A B

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

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UNCLASSIFIED

S I

CWJ

"Approved by Brian C. Becker, Commodore, CSFWL, via Email"

7/10/20

S-001

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12813381

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CJC/ASW

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GENERAL NOTES

1. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS

AND THE SPECIFICATIONS. COORDINATE THE WORK OF OTHER TRADES INCLUDING,

BUT NOT LIMITED TO THE REQUIREMENTS FOR SLEEVES, INSERTS, HOLES,

PRINCIPAL OPENINGS, DEPRESSIONS, EQUIPMENT PADS, HANGERS, AND ANCHORS.

2. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [±X'-X"]

REFERENCED TO THE FINISHED FIRST FLOOR ELEVATION DATUM. REFER TO THE

CIVIL DRAWINGS FOR ACTUAL DATUM ELEVATION.

3. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO

THE CONTRACTING OFFICER'S REPRESENTATIVE PRIOR TO BEGINNING WORK IN

AREAS THAT WILL BE AFFECTED. DO NOT SCALE DIMENSIONS FROM THE

DRAWINGS.

4. DETAILS AND SECTIONS APPLY NOT ONLY WHERE SPECIFICALLY INDICATED

OR REFERENCED, BUT ALSO IN ALL OTHER LIKE OR SIMILAR CONSTRUCTION THAT

REQUIRES THEIR USE.

5. THE STRUCTURAL DRAWINGS CONTAINED HEREIN REPRESENT THE FINISHED

STRUCTURE. PROVIDE ALL TEMPORARY SHORING, GUYING, AND BRACING

REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL

ALL STRUCTURAL WORK, INCLUDING ALL CONNECTIONS, IS COMPLETE. THE

ANALYSIS, DESIGN, SAFETY, ADEQUACY, AND INSPECTION OF SUCH TEMPORARY

SUPPORTS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

6. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND

SUPERVISION OF THE WORK ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

7. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP

DRAWINGS UNDER ANY CIRCUMSTANCE.

8. DEVIATIONS FROM THE STRUCTURAL DRAWINGS SHALL BE MADE ONLY WITH

THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

9. CONNECTIONS OF VERTICALLY OR LATERALLY SUPPORTED COMPONENTS

SHALL BE CONCENTRICALLY FASTENED TO THE STRUCTURAL MEMBER, UNLESS

SPECIFICALLY NOTED OTHERWISE.

10. THIS PROJECT REQUIRES SPECIAL INSPECTIONS AS DESCRIBED IN THE

APPLICABLE BUILDING CODE. REFER TO THE STATEMENT OF SPECIAL INSPECTIONS

AND PROJECT SPECIFICATIONS FOR REQUIREMENTS.

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND

CRITERIA:

A. UFC 1-200-01, DoD BUILDING CODE (GENERAL BUILDING REQUIREMENTS) WITH

CHANGE 2, 1 NOV 2018.

B. UFC 1-300-09N, FACILITIES CRITERIA NAVY MARINE CORPS WITH CHANGE 4,

JUNE 2018.

C. UFC 3-301-01, STRUCTURAL ENGINEERING WITH CHANGE 4, 1 NOV 2018.

D. UFC 3-310-04, SEISMIC DESIGN FOR BUILDINGS, WITH CHANGE 1, 20 JUNE 2016.

E. UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS WITH

CHANGE 1, 1 OCT 2013.

F. NAVADMIN 026/18, POLICY AND EXPECTATIONS TO MINIMUM ANTITERRORISM

UFC STANDARDS FOR NAVY PROJECTS, 18 FEB 2018.

G. ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

H. ACI 318-14, BUILDING CODE REUIREMENTS FOR STRUCTURAL CONCRETE.

I. ACI 530-13, BUILDING CODE REUIREMENTS FOR MASONRY STRUCTURES.

J. AISC 360-10, SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.

K. ANSI/SDI-RD-200, STANDARD FOR STEEL ROOF DECK.

L. SJI K-2010, STANDARD SPECIFICATIONS FOR OPEN WEB JOISTS, K-SERIES.

DESIGN LOAD CRITERIA:

A. LIVE LOADS (UNIFORM):

ROOF 20 PSF

OFFICES 50 PSF

PARTITION ALLOWANCE 15 PSF

TOILETS 75 PSF

CORRIDORS 100 PSF

STORAGE 125 PSF

MECHANICAL/ELECTRICAL ROOMS 150 PSF

LIVE LOADS (CONCENTRATED):

OFFICE CONCENTRATED LOAD (APPLIED TO 6.25 ft2/) 2000 LB

NOTE: LIVE LOAD REDUCTION WAS NOT USED IN THE DESIGN OF THIS STRUCTURE

B. SNOW LOAD:

GROUND SNOW LOAD, Pg 10 PSF SNOW EXPOSURE FACTOR, Ce 0.9 THERMAL FACTOR, Ct 1.0 SNOW LOAD IMPORTANCE FACTOR, Is 1.0 FLAT ROOF SNOW LOAD, Pf 7.0 PSF SLOPED-ROOF SNOW LOAD, Ps 7.0 PSF

RAIN-ON-SNOW SURCHARGE 5 PSF

1. CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE AND SPECIFICATIONS FOR

STRUCTURAL CONCRETE.

2. CAST-IN-PLACE CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM 28-DAY

COMPRESSIVE STRENGTHS (f'c):

A. FOOTING 3000 PSI

B. SLAB-ON-GRADE 4000 PSI

C. EXTERIOR FLATWORK 4500 PSI - (AIR ENTRAINED)

D. ALL OTHER CONCRETE 3000 PSI

3. CONCRETE DENSITY SHALL BE NORMAL WEIGHT UNLESS SPECIFICALLY

OTHERWISE NOTED.

4. CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO

ASTM A615, GRADE 60. REINFORCING NOTED TO BE WELDED SHALL BE ASTM A706

(INCLUDING DEFORMED BAR ANCHORS), WITH WELDS MADE USING E80XX

ELECTRODES.

5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064. PROVIDE SHEET-TYPE

WELDED WIRE FABRIC. SHEET LAPS SHALL BE TIED AND LAPPED ONE FULL MESH

SPACING PLUS 2 INCHES.

6. REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE NOTED. LAP

SPLICES IN CONTINUOUS REINFORCING STEEL SHALL CONFORM TO THE

REQUIREMENTS OF ACI 318 FOR TENSION SPLICES, UNLESS OTHERWISE NOTED.

7. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED.

IN NO CASE SHALL REINFORCING COVER BE LESS THAN THE REQUIREMENTS OF

ACI 301.

A. CONCRETE DEPOSITED AGAINST THE GROUND 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2"

C. INTERIOR BEAMS AND COLUMNS 1 1/2"

D. INTERIOR SLABS AND WALLS 1"

9. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90-

DEGREE HOOK UNLESS OTHERWISE NOTED. STIRRUPS, TIES, AND HOOKS SHALL

CONFORM TO THE REQUIREMENTS OF ACI 318.

10. SUPPORT REINFORCING STEEL AND WELDED-WIRE FABRIC ON BAR SUPPORTS.

SPACE BAR SUPPORTS PER CRSI MANUAL OF STANDARD PRACTICE.

11. EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED,

AND MAINTAINED SECURELY IN PLACE PRIOR TO AND DURING CONCRETE

PLACEMENT.

12. PROVIDE 1/2" THICK JOINT FILLER MATERIAL WHERE SLABS-ON-GRADE ABUT

VERTICAL SURFACES.

13. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, TIEBACKS, RECESSES,

AND OTHER EMBEDDED ITEMS UNLESS OTHERWISE NOTED. REINFORCING SHALL

NOT BE CUT TO FACILITATE PLACEMENT OF EMBEDDED ITEMS.

14. WHERE CONDUITS AND PIPES ARE INDICATED TO BE EMBEDDED WITHIN A

SLAB, THEY SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL

THICKNESS OF THE SLAB IN WHICH THEY ARE EMBEDDED. CONDUITS AND PIPES

EMBEDDED IN A SLAB SHALL BE SPACED NO LESS THAN THREE DIAMETERS ON

CENTER AND RUN MID-DEPTH, UNLESS OTHERWISE NOTED.

1. MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402/ACI 530/ASCE 5) AND

SPECIFICATION FOR MASONRY STRUCTURES (TMS 602/ACI 530.1/ASCE 6).

2. SPECIFIED MINIMUM NET AREA COMPRESSIVE STRENGTH, f'm = 2000 PSI. NET AREA

COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS WITH TYPE M OR S

MORTAR SHALL BE A MINIMUM OF 2800 PSI.

3. VERIFY COMPRESSIVE STRENGTH BY USE OF THE UNIT STRENGTH METHOD OR

PRISM TEST METHOD CONFORMING TO ASTM C1314.

4. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE

MANUFACTURED WITH LIGHTWEIGHT AGGREGATE (OVEN-DRY UNIT WEIGHT=105 PCF,

MAX).

5. GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES.

GROUT SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.

6. MORTAR SHALL CONFORM TO ASTM C270 AND SHALL BE TYPE M BELOW GRADE

AND TYPE M OR S ABOVE GRADE.

7. GROUT POURS SHALL BE STOPPED 1-1/2 INCHES BELOW THE TOP OF A COURSE

TO FORM A KEY AT POURED JOINTS.

8. MAXIMUM HEIGHT TO WHICH MASONRY SHALL BE LAID AND GROUTED IS 5 FEET

ABOVE CONSTRUCTION SURFACE OR PREVIOUSLY GROUTED MASONRY UNLESS

'HIGH-LIFT' GROUTING PROCEDURES ARE FOLLOWED.

9. HIGH-LIFT GROUTING PROCEDURE REQUIRES CLEANOUT OPENINGS AT THE

BOTTOM OF EACH CELL OF EVERY GROUT LIFT. MAXIMUM GROUT LIFT (GROUT

POURED IN ONE CONTINUOUS OPERATION) IS 5 FEET. THE MAXIMUM HEIGHT THAT

MASONRY SHALL BE LAID PRIOR TO GROUTING IS 12 FEET.

10. REINFORCING SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60

AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP-

FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.

REINFORCING STEEL SHALL BE CONTINUOUS, UON.

11. PROVIDE DOWEL REINFORCING FROM FOUNDATION OF SAME SIZE AND SPACING

AS VERTICAL WALL REINFORCING.

12. REINFORCED CELLS, CELLS BELOW GRADE, AND CAVITIES BELOW GRADE SHALL

BE FILLED WITH GROUT.

13. LOCATE JOINT REINFORCING 16 INCHES ON CENTER VERTICALLY. PROVIDE

ADDITIONAL REINFORCING AT THE TOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS

IMMEDIATELY ABOVE AND BELOW ALL OPENINGS. EXTEND JOINT REINFORCING A

MINIMUM OF 24 INCHES BEYOND THE OPENING ON EACH SIDE.

14. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN

STEEL OR PVC SLEEVES OR CORED HOLES, UON.

15. DO NOT PLACE ALUMINUM CONDUITS, PIPES, OR ACCESSORIES IN DIRECT

CONTACT WITH MASONRY UNLESS COATED TO PREVENT ELECTROLYSIS.

16. UNLESS OTHERWISE NOTED OR DETAILED, CENTER REINFORCING IN CELLS USING

BAR POSITIONERS.

17. PROVIDE CONTROL JOINTS IN WALLS AT A MAXIMUM SPACING OF THREE (3) TIMES

THE WALL HEIGHT OR 24 FEET, WHICHEVER IS LESS, UON.

18. BRACE THE TOP OF INTERIOR, NON-LOAD BEARING MASONRY WALLS TERMINATING

AT THE UNDERSIDE OF FLOOR OR ROOF STRUCTURE AGAINST OUT-OF-PLANE

MOVEMENT IN ACCORDANCE WITH THE "TYPICAL NON BEARING CONCRETE MASONRY

WALL BRACING" DETAIL ON SHEET S-504.

C. WIND LOADS:

BASIC WIND SPEED, Vult 121 MPH NOMINAL WIND SPEED, Vasd 93.7 MPH

OCCUPANCY CATEGORY II

WIND IMPORTANCE FACTOR, I 1.00

WIND EXPOSURE CATEGORY C

GUST EFFECT FACTOR, G 0.85

INTERNAL PRESSURE COEFFICIENTS, GC/pi ±0.18

D. COMPONENTS AND CLADDING WIND PRESSURES:

1. USE WIND PRESSURES BELOW FOR THE DESIGN OF COMPONENT AND CLADDING

ELEMENTS OR RETAIN A PROFESSIONAL ENGINEER TO DETERMINE WIND

PRESSURES FOR SPECIFIC EFFECTIVE WIND AREAS.

1. FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF

CONNECTIONS SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS" (AISC 360) AND THE AISC "CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (AISC 303).

2. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL BE IN ACCORDANCE

WITH THE ABOVE-LISTED AISC SPECIFICATION AND THE FOLLOWING:

A. SQUARE AND RECTANGULAR HSS ASTM A500, GRADE B, Fy = 46 KSI B. PIPE ASTM A53, GRADE B, Fy = 35 KSI

C. WIDE-FLANGE SHAPES AND TEES ASTM A992

D. CHANNELS AND S-SHAPES ASTM A36

E. PLATES AND ANGLES ASTM A36

F. HIGH-STRENGTH BOLTS ASTM A325 OR ASTM F1852

G. ANCHOR RODS W/ NUT AND WASHER ASTM F1554, GRADE 36

H. THREADED ROD ASTM A36

I. STEEL HEADED STUD ANCHORS ASTM A108, Fu = 65 KSI

J. WELDING ELECTRODES E70XX

K. DECK ATTACHMENT ELECTRODES E60XX

3. SHOP AND FIELD WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL

CONFORM TO AWS STANDARDS. CURRENT AWS CERTIFICATIONS SHALL BE

AVAILABLE AT THE JOB SITE FOR REVIEW BY THE CONTRACTING OFFICER'S

REPRESENTATIVE.

4. BOLTED CONNECTIONS SHALL USE HIGH-STRENGTH BOLTS WITH HARDENED

CARBON STEEL WASHERS AS REQUIRED FOR THE CONNECTION LOADS.

5. FIELD-CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE SHALL NOT

BE PERMITTED. BOLT HOLES SHALL NOT BE CUT OR ENLARGED BY FLAME-

CUTTING IN THE FIELD.

6. BOLTS IN BEARING-TYPE CONNECTIONS SHALL BE INSTALLED TO THE SNUG-

TIGHT CONDITION UNLESS OTHERWISE NOTED IN THE CONTRACT DOCUMENTS OR

REQUIRED IN THE AISC SPECIFICATION TO BE PRE-TENSIONED OR SLIP-CRITICAL.

7. CONNECTION DESIGN IS DELEGATED TO THE CONTRACTOR. SUBMIT

CALCULATIONS SEALED BY A VIRGINIA PROFESSIONAL ENGINEER ALONG WITH

THE SHOP DRAWINGS FOR CONNECTIONS OTHER THAN SIMPLE SHEAR

CONNECTIONS.

8. SHEAR CONNECTIONS SHALL BE DESIGNED FOR 50 PERCENT OF THE MAXIMUM

TOTAL UNIFORM LOAD AS INDICATED IN THE LOAD TABLES OF PART 3 OF THE

AISC "STEEL CONSTRUCTION MANUAL", 14th EDITION, FOR THE BEAM SIZE, SPAN, AND GRADE OF STEEL SPECIFIED. PROVIDE A MINIMUM CONNECTION LENGTH

THAT IS 1/2 THE T-DIMENSION OF THE SUPPORTED BEAM.

9. MOMENT CONNECTIONS SHALL BE DESIGNED FOR THE MOMENTS INDICATED

AND THE SHEAR CAPACITY AS INDICATED IN NOTE #8, UON. FLANGE PORTION OF

MOMENT CONNECTIONS MAY BE MADE WITH SLIP-CRITICAL BOLTS OR WELDED AT

THE FABRICATOR'S OPTION.

10. PARTIAL AND COMPLETE-JOINT-PENETRATION WELDS INDICATED ON THE

STRUCTURAL DRAWINGS OR SHOP DRAWINGS SHALL BE INSPECTED WITH NON-

DESTRUCTIVE TESTING.

11. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL DRAWINGS AND DESIGN

CALCULATIONS FOR ANY ALTERNATE DETAILS AND MEMBER SPLICES.

12. SHOP OR FIELD SPLICES OF STRUCTURAL STEEL MEMBERS ARE PROHIBITED

EXCEPT AS DETAILED ON THE DRAWINGS, PERMITTED IN THE SPECIFICATIONS,

AND AS SPECIFICALLY APPROVED ON SHOP DRAWINGS PRIOR TO FABRICATION.

13. PROVIDE L3x3x1/4 X-BRACING BETWEEN WIDE-FLANGE STEEL BEAMS WHERE

SUCH BEAMS REPLACE OPEN-WEB JOISTS ON THE ROOF FRAMING PLAN. ALIGN X-

BRACING WITH JOIST BRIDGING LOCATIONS (MAXIMUM X-BRACING SPACING =

10'-0" OC).

14. EDGE ANGLES SUPPORTING VENEER ELEMENTS AND SHELF ANGLES SHALL BE

LOCATED NO MORE THAN [+1/8", -1/4"] HORIZONTALLY FROM BUILDING LINE.

SURVEY EDGE OF SLAB PRIOR TO PLACEMENT OF CONCRETE TO VERIFY THAT

EDGE OF SLAB IS LOCATED WITHIN SPECIFIED TOLERANCE. POSITIVE DIRECTION

IS AWAY FROM BUILDING.

15. REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR STEEL

ELEMENTS TO BE HOT-DIP GALVANIZED PER ASTM A123. EXTERIOR LINTELS

SHALL BE HOT-DIP GALVANIZED.

16. PAINT STEEL EXPOSED TO EARTH WITH TWO COATS OF COAL TAR EPOXY.

15. NO CONCRETE SHALL BE PLACED UNTIL THE OWNER OR THE OWNER'S

DESIGNATED REPRESENTATIVE HAS INSPECTED ALL EMBEDDED WORK, INCLUDING

REINFORCING.

16. EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" OR AS INDICATED.

17. DO NOT PLACE ALUMINUM CONDUITS, PIPES, OR ACCESSORIES IN DIRECT

CONTACT WITH CONCRETE UNLESS COATED TO PREVENT ELECTROLYSIS.

18. PROVIDE NECESSARY CONSTRUCTION JOINTS IN MONOLITHIC CONCRETE

POURS SO THAT THE QUALITY OF PLACEMENT AND FINISH MEETS REQUIREMENTS

OF THE CONTRACT DOCUMENTS.

4. PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC AND BACKFILL OF FOUNDATION

OVER EXCAVATION A NAVFAC GEOTECHNICAL ENGINEER SHALL INSPECT

FOUNDATION EXCAVATIONS TO EVALUATE THE EXTENT OF LOOSE, SOFT OR

OTHERWISE UNSATISFACTORY SOIL MATERIAL AND TO VERIFY THE BEARING

CAPACITY. SOILS NOT SUITABLE FOR FOUNDATION SUPPORT SHALL BE UNDERCUT

AND REPLACED WITH ENGINEERED FILL.

5. ADEQUATELY PROTECT FOUNDATION EXCAVATIONS TO PREVENT WATER

FROM ACCUMULATING AND STANDING IN THE EXCAVATION BOTTOMS. DO NOT

PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADE.

6. ENSURE THAT EARTH-FORMED FOOTINGS CONFORM TO THE SHAPE, LINES,

AND THICKNESS INDICATED ON THE FOUNDATION PLAN.

7. PLACE FOUNDATION CONCRETE THE SAME DAY EXCAVATIONS ARE MADE OR AS

SOON AS PRACTICAL THEREAFTER.

8. DO NOT INSTALL FOUNDATIONS UNTIL FOUNDATION WORK HAS BEEN

COORDINATED WITH ADJACENT UNDERGROUND UTILITIES AND STRUCTURES. ANY

FOOTING STEPS INDICATED ON THE PLAN ARE SCHEMATIC AND SHALL BE

COORDINATED WITH OTHER TRADES.

9. STEP CONTINUOUS FOOTINGS DOWN AS SHOWN IN THE TYPICAL "STEPPED

CONTINUOUS FOOTING (SF)" DETAIL ON SHEET S-501. IN LIEU OF STEPPED

FOOTINGS, PIPE SLEEVES BELOW CONTINUOUS FOOTINGS MAY BE PROVIDED IN

ACCORDANCE WITH THE TYPICAL "WALL FOOTING AT UTILITY LINES" DETAIL ON

SHEET S-501.

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS IN THE GEOTECHNICAL REPORT PREPARED BY

GET SOLUTIONS, INC DATED JULY 31, 2019 AND GEOTECHNICAL REPORT

ADDENDUM DATED AUG 1, 2019.

2. FOUNDATIONS HAVE BEEN DESIGNED TO BEAR ON UNDISTURBED, FIRM

NATURAL SOIL OR ENGINEERED FILL WITH A NET ALLOWABLE BEARING CAPACITY

OF 2000 PSF.

3. PROVIDE A PASSIVE VAPOR INTRUSION MITIGATION SYSTEM CONSISTING OF A

FLUID APPLIED MEMBRANE, NON-WOVEN GEOTEXTILE FABRIC AND 12 INCH THICK

LAYER OF #57 STONE MUST BE PROVIDED BENEATH THE ENTIRE BUILDING SLAB.

REFERENCE PROJECT SPECIFICATIONS SECTION 07 27 26 FLUID APPLIED

MEMBRANE AIR BARRIERS AND SECTION 31 23 00.00 20 EXCAVATION AND FILL.

REINFORCED CONCRETE MASONRY UNITS

CONCRETE NOTES

FOUNDATION NOTES (CONTINUED) CONCRETE NOTES (CONTINUED) STRUCTURAL STEEL

FOUNDATION NOTES

DESIGN LOADS (CONTINUED)

DESIGN LOADS

DESIGN STANDARDS

W12X26

TOF X' - X"

FRAMING SIZE

TOP OF FOUNDATION

COLUMN GRID MARK

NEW WORK KEY NOTE

TOC X' - X" TOP OF CONCRETE

TOS X' - X" TOP OF STEEL

TOM X' - X" TOP OF MASONRY

AB ANCHOR BOLT

AFF ABOVE FINISHED FLOOR

AHR ANCHOR

APPROX APPROXIMATELY

ARCH ARCHITECTURAL

BD BAR DIAMETER

BOC BOTTOM OF CONCRETE

BOM BOTTOM OF MASONRY

BOS BOTTOM OF STEEL

BRG BEARING

CFS COLD-FORMED STEEL

CJ SLAB CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONN CONNECTION

CONC CONCRETE

CONT CONTINUOUS

DCJ DOWELED CONSTRUCTION JOINT

DIA, � DIAMETER

DN DOWN

DWG(S) DRAWING(S)

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

EOS EDGE OF SLAB

EQ EQUAL

EW EACH WAY

FFE FINISHED FLOOR ELEVATION

FOB FACE OF BRICK

FTG FOOTING

GA GAGE

GALV GALVANIZED

HORIZ HORIZONTAL

HS HIGH STRENGTH

JBE JOIST BEARING ELEVATION

KIP (k) 1000 POUNDS

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

MAX MAXIMUM

MFR MANUFACTURER

MIN MINIMUM

MOW MIDDLE OF WALL

NIC NOT IN CONTRACT

NO. NUMBER

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE

PJF PREMOLDED JOINT FILLER

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

REINF REINFORCEMENT

REQD REQUIRED

SCHED SCHEDULE

SD SLAB DEPRESSION

SF STEPPED FOOTING

SIM SIMILAR

SJ SLAB SAWED (CONTRACTION) JOINT

SL SLOPE(D)

SOG SLAB-ON-GRADE

STD STANDARD

SWP SHEAR WALL PANEL

T&B TOP AND BOTTOM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TS THICKENED SLAB

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

VERT VERTICAL

WP WORKING POINT

1. K-SERIES OPEN WEB STEEL JOISTS SHALL BE IN ACCORDANCE WITH THE 2010

EDITION OF THE STEEL JOIST INSTITUTE (SJI) "STANDARD SPECIFICATIONS FOR

OPEN WEB STEEL JOISTS, K-SERIES" AND "STANDARD LOAD TABLE, K-SERIES."

2. JOIST BRIDGING SHALL CONFORM TO SJI SPECIFICATIONS, INCLUDING

BRIDGING REQUIRED FOR UPLIFT RESISTANCE. CROSS BRIDGING IS REQUIRED

AT CHANGES IN JOIST DEPTHS AND WHERE BRIDGING LINES ARE INTERRUPTED

BY STRUCTURAL STEEL BEAMS SPANNING PARALLEL TO THE JOISTS. WHERE

BRIDGING TERMINATES INTO A BEARING WALL, PROVIDE HORIZONTAL BRIDGING

IN THE SPACE BETWEEN THE WALL AND FIRST JOIST. PROVIDE CROSS BRIDGING

BETWEEN THE FIRST TWO JOISTS ADJACENT TO A BEARING WALL.

3. STEEL ROOF JOISTS SHALL BE DESIGNED FOR THE INDICATED NET WIND

UPLIFT LOAD. A ONE-THIRD-STRESS INCREASE SHALL NOT BE UTILIZED FOR

UPLIFT DESIGN PURPOSES. ZONE 3 CONSISTS OF 18 FT BY 18 FT AREAS ON

ROOF AT CORNERS OF BUILDING. ZONE 2 CONSISTS OF A CONTINUOUS 18 FOOT

WIDE STRIP OF AREA OF ROOF ADJACENT TO PERIMETER WALLS EXCLUDING

AREAS OF ZONE 3. ZONE 1 CONSISTS OF ALL OTHER AREAS OF ROOF NOT

LISTED ABOVE.

4. JOISTS WITH CONCENTRATED LOADS ON THE TOP OR BOTTOM CHORDS NOT

LOCATED AT A PANEL POINT SHALL BE REINFORCED WITH A FIELD INSTALLED

MEMBER. THE FIELD INSTALLED MEMBER SHALL BE LOCATED AT THE

CONCENTRATED LOAD AND SHALL BRACE THE CHORD BACK TO A PANEL POINT

IN ACCORDANCE WITH THE "TYPICAL CONCENTRATED LOADS ON JOISTS" DETAIL

SHOWN ON SHEET S-504.

5. STEEL ROOF JOISTS MUST BE PROVIDED WITH NO CAMBER.

6. SUBMIT STEEL JOIST SHOP DRAWINGS FOR APPROVAL PRIOR TO

CONSTRUCTION.

1. STEEL DECK MUST CONFORM TO THE LATEST EDITION OF THE AMERICAN IRON

AND STEEL INSTITUTE (AISI), “SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL STEEL MEMBERS,” THE STEEL DECK INSTITUTE (SDI) “DESIGN

MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS, ” AND THE

STEEL DECK INSTITUTE (SDI) RD-2010 STANDARD FOR STEEL ROOF DECK.

2. DESIGN ROOF DECK IN ACCORDANCE WITH THE FOLLOWING:

DEPTH 1-1/2 in MINIMUM GAGE 20 ga t = 0.0358 in

WIDE-RIB CONFIGURATION

MINIMUM SECTION MODULUS, Sp = 0.234 in3/ft MINIMUM SECTION MODULUS, Sn = 0.0358 in3/ft MINIMUM MOMENT OF INERTIA I = 0.201 in4/ft

3. ROOF DECK CONNECTIONS:

ROOF DECK ATTACHMENT: 5/8" PUDDLE WELDS WITH 36/7 PATTEREN

SIDELAP FASTENING: #10 TEK SCREW@ 4 PER SPAN

BASIS OF DESIGN: VULCRAFT B

4. STEEL ROOF DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER THREE

SPANS MINIMUM AND SHALL BEAR AT LEAST 1 ½ INCHES MINIMUM ON STEEL

SUPPORTS OR MORE AS REQUIRED BY DECK MANUFACTURER.

5. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS,

SLEEVES, INSERTS, ETC., WITH SHOP DRAWINGS OF THE EQUIPMENT TO BE

INSTALLED. REFER TO MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE SLEEVES.

REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS OF OPENINGS IN ROOF.

6. DO NOT SUPPORT PERMENENT SUSPENDED LOADS FROM THE STEEL ROOF

DECK.

7. REFER TO S-102 AT SIDE ENTRY FOYER AND SECTION C1/S-304 FOR 18 GAUGE

1-1/2" COMPOSITE STEEL DECK, GALVANIZED.

1. POST INSTALLED ANCHORS HAVE BEEN DESIGNED WITH HILTI ANCHORS

(NOTED BELOW)

AS THE BASIS OF DESIGN. INSTALL ANCHORS PER THE MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS.

A. EXPANSION ANCHORS:KWIK BOLT ((3 OR TZ))

B. SLEEVE ANCHORS: HLC SLEEVE ANCHOR

C. ADHESIVE ANCHORS:HIT HY-200/HIT-ICE

2. CONTRACTOR MAY PROVIDE EQUIVALENT ANCHORS WITH SIZE AND FINISH AS

NOTED AND EQUIVALENT SHEAR AND TENSION CAPACITIES AFTER MODIFICATION

DUE TO EMBEDMENT, SPACING AND EDGE DISTANCES AT THE DISCRETION OF THE

OWNER’S REPRESENTATIVE.

3. ADHESIVE ANCHORS FOR REINFORCING SHALL HAVE BEEN TESTED AND PROOF

LOADED IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED

CONCRETE AND SEISMIC APPLICATIONS.

4. DESIGN ADHESIVE BOND STRENGTH FOR ADHESIVE ANCHORS IN CONCRETE

HAS BEEN BASED ON ACI 355.4, TEMPERATURE CATEGORY B WITH INSTALLATIONS

INTO DRY HOLES DRILLED USING A CARBIDE DRILL BIT INTO CRACKED CONCRETE

THAT HAS CURED FOR AT LEAST 21 DAYS.

5. ADHESIVE ANCHORS REQUIRING CERTIFIED INSTALLATIONS SHALL BE

INSTALLED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER PER ACI 318 17.8.2.2.

INSTALLATIONS REQUIRING CERTIFIED INSTALLERS SHALL BE INSPECTED PER ACI

318 17.8.2.4.

1. SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE TO IBC 2015 (CHAPTER

17) AS AMMENDED BY UFC 3-301-01. REFER TO SPECIFICATION SECTION 01 45 35

AND ATTACHED SPECIAL INSPECTION STATEMENT.

2. THE FOLLOWING IS A LIST OF ITEMS THAT REQUIRE SPECIAL INSPECTIONS

(REFER TO SPECIAL INSPECTION STATEMENT FOR SPECIFIC REQUIREMENTS).

THE INDEPENDENT INSPECTION AGENCY, ENGAGED BY THE CONTRACTOR, SHALL

REVIEW THE TEST PROCEDURES AND INSPECTIONS WITH THE STRUCTURAL

ENGINEER OF RECORD, THE GENERAL CONTRACTOR, AND THE CONTRACTING

OFFICER PRIOR TO CONDUCTING TEST AND INSPECTIONS.

A. CAST-IN-PLACE CONCRETE

B. CONCRETE MASONRY

C. STRUCTURAL STEEL

D. COLD-FORMED METAL DECK

E. OPEN WEB STEEL JOISTS

F. SOIL INSPECTION

1. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE ATFP

REQUIREMENTS IN CHAPTER 3 STANDARDS OF UFC 4-010-01, “DOD MINIMUM

ANTITERRORISM STANDARDS FOR BUILDINGS”, DATED 12 DECEMBER 2018. THE

FACILITY IS WITHIN A CONTROLLED PERIMETER AND HAS A STANDOFF DISTANCE

TO THE PERIMETER GREATER THAN 50 FEET.

1. THE FOLLOWING SYSTEMS OR COMPONENT PARTS OF THE STRUCTURE

ARE DELEGATED DESIGNS. DELEGATED DESIGNS SHALL BE DESIGNED, SIGNED,

AND SEALED BY A QUALIFIED DELEGATED ENGINEER. BOTH THE ENGINEER OF

RECORD AND THE DELEGATED ENGINEER MUST COMPLY WITH THE

REQUIREMENTS OF UFC 3-301-01 AND IBC 2018.

A. OPEN WEB STEEL JOISTS

B. STRUCTURAL STEEL CONNECTIONS

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

O F

Y N

G C

O M

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

S E

N G

E R

C O

M M

A N

-A

A N

O N

O R

, V A

AS NOTED

UNCLASSIFIED

S I

CWJ

"Approved by Brian C. Becker, Commodore, CSFWL, via Email"

7/10/20

S-002

E N

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F A

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PLAN LEGEND

STRUCTURAL ABREVIATIONSSTEEL JOIST NOTES

STEEL DECK NOTES

+16 +16 +16

STEEL JOIST

ROOF ZONES

POST-INSTALLED ANCHOR NOTES

PER ASCE 7-10 FIG. 30.4-5B

SPECIAL INSPECTIONS PLAN

DELEGATED DESIGN NOTES

ANTI-TERRORISM FORCE

PROTECTION NOTES

-36.6 -39.5 -62.4

NET UPLIFT (PSF)

COMPONENT AREA (ft²) 101+

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES, PLAN LEGEND, AND

ABBREVIATIONS. REFER TO S-501 AND S-502 FOR TYPICAL FOUNDATION DETAILS.

2. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO A

REFERENCE ELEVATION OF 0'-0" AT TOP OF SLAB-ON-GRADE UNLESS OTHERWISE

NOTED.

3. TOP OF FOOTING AND WALL FOOTING ARE [-2'-0"] UNLESS OTHERWISE NOTED.

4. WALL TYPES ARE INDICATED AS SHOWN . REFER TO MASONRY WALL

REINFORCING SCHEDULE ON SHEET S-503.

5. WALL FOOTINGS ARE INDICATED AS SUCH: WFx.x. REFER TO WALL FOOTING

SCHEDULE ON SHEET S-101.

6. COLUMN FOOTINGS ARE INDICATED AS SUCH: CFx.x. REFER TO COLUMN

SCHEDULE ON SHEET S-101.

7. PILASTERS ARE INDICATED AS SUCH Px. REFER TO TYPICAL PILASTER

REINFORCING ON SHEET S-503.

C2 S-301

1 2 3 4 5 6 7 8

7' - 9" 8' - 0" 5' - 3" 13' - 5 1/2" 15' - 7" 3' - 0 7/8" 13' - 11 1/8" 9' - 6" 4' - 4 1/2" 9' - 4"

90' - 8"

- 0

1/ 2"

- 5

1/ 2"

9" 1'

- 0

CF4.0

CF4.0CF4.0

WF2.5

W F2

WF2.5

TYP

SJ (TYP)

HSS4X4X3/8

0" 6'

- 0

0" 8'

- 0

16' - 2"

0" 8'

- 0

FACE OF FULL

HT CMU WALL

3' - 4 1/8"

TYP

WF2.5

S-301

C1 S-301

P1 P1

W1 W1

TYP, UON

WF2.5

W F2

- 4

15' - 1" 12' - 1"

W F2

7 5 /8"

3.5 4.2

FACE OF FULL HT

CMU WALL

CL OF COLUMN

FACE OF FULL HT

CMU WALL

1.5

(OUT TO OUT OF FULL HT CMU WALL)

T O

L H

U W

TYP

10" CMU

8" C

M U

" C

M U

CL OF COLUMN

8" C

MU10" CMU

10" CMU

CF4.0

4.0

8" CMU

65' - 2" 9' - 4"

18' - 0 7/8" 19' - 11 1/8"

5 3 /4"

- 8

1/ 8"

- 0

9 1

/2"

11' - 1 5/8"

8' - 9 1/2"

WF2.5

- 1

10" CMU

M U

5' - 0 5/8" 6' - 4" 6' - 0" 6' - 4" 4' - 1" N5

A1 S-301

1.2

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

O F

Y N

G C

O M

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

S E

N G

E R

C O

M M

A N

-A

A N

O N

O R

, V A

AS NOTED

UNCLASSIFIED

S I

CWJ

"Approved by Brian C. Becker, Commodore, CSFWL, via Email"

7/10/20

S-101

E N

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CWJ

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FOUNDATION KEY NOTES

N1 5-INCH CONCRETE SLAB-ON-GRADE REINFORCED WITH ONE LAYER OF

6X6-W2.9XW2.9 WELDED WIRE REINFORCEMENT OVER A FLUID APPLIED GAS

VAPOR BARRIER AND 12 INCH THICK LAYER OF #57 STONE

N2 ADD (1) #4 x 4'-0" LONG BAR CENTERED IN SLAB AT ALL RE-ENTRANT CORNERS

N3 VENT PIPE AND BOXES UNDER SLAB FOR PASSIVE VAPOR COLLECTION.

PROVIDE CRUSHED ROCK TRENCH 12" WIDE x 20" DEEP AT PIPING, REFER TO

PLUMBING PLANS AND DETAILS FOR EXTENT OF ROCK AT BOXES AND

ADDITIONAL INFO.

N4 MECHANICAL EQUIPMENT PAD DIMENSIONS AND LOCATION TO BE

COORDINATED WITH MECHANICAL DRAWINGS. REFER TO EQUIPMENT PAD

DETAIL SHEET S-502.

N5 5-INCH CONCRETE SLAB-ON-GRADE REINFORCED WITH ONE LAYER OF

6X6-W2.9XW2.9 WELDED WIRE REINFORCEMENT OVER VAPOR BARRIER AND 12

INCH THICK LAYER OF #57 STONE

FOUNDATION GENERAL NOTES

PLAN

NORTH

1/8" = 1'-0"A1 FOUNDATION PLAN

4' 8' 16'0'

WALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTH

WF2.5 2' - 6" 1' - 2" (3)-#5 CONTINUOUS TOP AND BOTTOM WITH #4 TIES AT 4'-0"

ON CENTER

COLUMN FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCING STEELWIDTH LENGTH DEPTH

CF4.0 4' - 0" 4' - 0" 1' - 2" (5)-#4 EACH DIRECTION BOTTOM

NOTE: WALL FOOTING REINFORCING TO BE CONTINUOUS THROUGH COLUMN FOOTINGS

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES, PLAN LEGEND, AND

ABBREVIATIONS. REFER TO S-503, S-504, AND S-505 FOR TYPICAL FRAMING

DETAILS.

2. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE RELATIVE TO A

REFERENCE ELEVATION OF 0'-0".

3. REFER TO FOUNDATION PLAN ON S-101 FOR DIMENSIONS NOT SHOWN.

4. FRAMING IS EQUALLY SPACED BETWEEN GRID LINES WHERE FRAMING DIMENSIONS

ARE NOT SHOWN. MAXIMUM JOIAST SPACING SHALL NOT EXCEED 4'-0" OC UNLESS

OTHERWISE NOTED.

5. DECK SPAN INDICATED AS SUCH ( ).

TYP

1 2 3 4 5 6 7 8

A4 S-304

W 8X

W10X39 [ TOS 10' - 8" ]

[ T

W 8X

[ T

W 8X

[ T

A3 S-302

90' - 8"

7' - 9" 8' - 0" 5' - 3" 13' - 5 1/2" 15' - 7" 3' - 0 7/8" 13' - 11 1/8" 9' - 6" 4' - 4 1/2" 9' - 4"

9" 1'

- 0

1/ 2"

- 5

1/ 2"

9" 7'

- 0

TOM / JBE 22' - 0"

TOM / JBE 11' - 8"

P1 P1

P1 P3

3.5 4.21.5

HSS4X4X1/4

P2 W16X45

TOS 12' - 8"

W16X45

TOS 12' - 8"

W16X45

TOS 12' - 8"

0" 8'

- 0

90' - 8"

3' - 0 1/4"

S424

3' - 0 7/8"

(6 EQ SPACES)

30' - 0"

(3 EQ SPACES)

15' - 0" 4' - 2" 4' - 2" 3' - 11" 4' - 7"

3' - 5 7/8"(3 EQ SPACES)

15' - 3"

1' - 6" 1' - 6"

CL SPLICE CL SPLICE

10" CMU

10" CMU 8" CMU 8" CMU

" C

10" CMU8"

R2 R2

BP1 BP1

5' - 5"

BP1

BP2

HSS4x4x1/4

2' - 1 3/4"3' - 8" 4' - 1" 4' - 1" 3' - 5"

- 6

(4 E

(2 E

- 0

(3 E

8" 1'

- 4

BP2

- 4

TOM / JBE 14' - 0" TOM / JBE 14' - 0"

HSS4x4x1/4

5"HSS4x4x1/4

A4 S-304

TOS 8'-7"

HSS4x4x1/4

A1 S-304

R3 R3

(15 EQ SPACES)

60' - 0"

S4 x4 x1

4x 4x

- 6

- 0

C1 S-303

- 7

(7 E

HSS4x4x1/4

8"HSS4x4x1/4

S-102

1.2

R6R6

HSS4x4x1/4HSS4x4x1/4 R6 R6

TYP

TOM / JBE 22' - 0"

1' -4

TOM / JBE 11' - 8"

C1 S-304

A1 S-302

1 2 3

A1 S-303

1.5

HIGH ROOF

1.2 5" 7' - 9" 8' - 0" 5' - 3"

LOW ROOF

X4 X1

3' - 8" 4' - 1" 4' - 1" 3' - 5" 6"

2' - 1 3/4"

TOS 8'-7"

HSS4x4x1/4

HSS4X4X1/4

" C

M U

BP1

TOM 11' - 8"

- 0

HSS4x4x1/4

- 0

HSS4x4x1/4

6" (T

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

O F

Y N

G C

O M

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

S E

N G

E R

C O

M M

A N

-A

A N

O N

O R

, V A

AS NOTED

UNCLASSIFIED

S I

CWJ

"Approved by Brian C. Becker, Commodore, CSFWL, via Email"

7/10/20

S-102

E N

C E

F A

G P

CWJ

12813384

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ROOF FRAMING GENERAL NOTES

1/8" = 1'-0"A1 ROOF FRAMING PLAN

ROOF FRAMING KEY NOTES

R1 1.50-INCH DEEP X 20 GAUGE STEEL ROOF DECK

R2 L5x5x3/8 COLUMN BRACE, REFER TO DETAIL A4/S-504

R3 BOTTOM FLANGE OF STEEL BEAM SHALL BE FABRICATED WITH PRE-DRILLED

HOLES FOR PARTITION TRACK HANGER RODS. COORDINATE LOCATION,

SPACING AND GAGE OF RODS PRIOR TO STEEL SHOP DRAWING SUBMITTAL.

R4 FOR TYPICAL WALL BRACING DETAILS OF FULL HEIGHT INTERIOR MASONRY

WALLS, REFER TO "TYPICAL INTERIOR CONCRETE MASONRY WALL BRACING

DETAILS" ON SHEET S-505.

R5 HSS4x4x1/4", TYPICAL ALONG WALL BETWEEN ALL OUTRIGGERS, WELD ENDS TO

OUTRIGGERS.

R6 MITRE ENDS OF ANGLES AND WELD CORNERS ALL AROUND.

PLAN

NORTH

4' 8' 16'0'

1/4" = 1'-0" (S-102)1 ENLARGED FRAMING PLAN - LOW ROOF

2' 4' 8'0'

FINISH FLOOR

0' - 0"

FLUID APPLIED GAS VAPOR

BARRIER SYSTEM

#57 CRUSHED

STONE

CONTINUOUS

WALL FOOTING

WELDED WIRE

REINFORCEMENT

CONCRETE

SLAB-ON-GRADE

10" CMU VERTICAL WALL REINFORCING

MOW REFER TO SCHEDULE

3" C

FACE OF METAL PANEL

VERTICAL DOWELS WITH

STANDARD 90-DEGREE

HOOK TO MATCH WALL

REINFORCING

PREMOLDED EXPANSION

JOINT MATERIAL

EQ EQ

REFER TO PLAN

PERIMETER INSULATION,

REFER TO ARCH DWGS

NON-WOVEN

GEOTEXTILE

NON-WOVEN

GEOTEXTILE

- 0

1' - 0"

- 0

#57 CRUSHED

STONE

10" BOND BEAM WITH (2) #4

BARS GROUTED SOLID

BELOW FINISH FLOOR

PREMOLDED EXPANSION

JOINT MATERIAL

CONCRETE SLAB-ON-GRADE,

REFER TO CIVIL DWGS

4'-0"

2'-0" (MIN)

FINISH FLOOR

0' - 0"

FLUID APPLIED GAS VAPOR

BARRIER SYSTEM

#57 CRUSHED

STONE

CONTINUOUS

WALL FOOTING

WELDED WIRE

REINFORCEMENT

CONCRETE

SLAB-ON-GRADE

8" CMU VERTICAL WALL REINFORCING

MOW REFER TO SCHEDULE

PREMOLDED EXPANSION

JOINT MATERIAL

3" C

FACE OF METAL PANEL

VERTICAL DOWELS WITH

STANDARD 90-DEGREE

HOOK TO MATCH WALL

REINFORCING

CONCRETE SLAB-ON-GRADE,

REFER TO CIVIL DWGS

PREMOLDED EXPANSION

JOINT MATERIAL

REFER TO PLAN

PERIMETER INSULATION,

REFER TO ARCH DWGS

NON-WOVEN GEOTEXTILE

- 0

#57

CRUSHED

STONE

- 0

8" BOND BEAM WITH (1) #4

BAR GROUTED SOLID

BELOW FINISH FLOOR

2'-0" (MIN)

FINISH FLOOR

0' - 0"

3" C

CONCRETE SLAB-ON-GRADE

DOWELS TO MATCH WALL

REINFORCEMENT SIZE AND

SPACING WITH STANDARD 90°

HOOK AT END

8" CMU

- 0

#57 CRUSHED STONE

NON-WOVEN GEOTEXTILE

EQ EQ

VERTICAL REINFORCEMENT

MIDDLE OF WALL, REFER TO

SCHEDULE

PREMOLDED EXPANSION

JOINT MATERIAL

NON-WOVEN GEOTEXTILE

FLUID APPLIED GAS

VAPOR BARRIER SYSTEM

8" BOND BEAM WITH (1) #4

BAR GROUTED SOLID

BELOW FINISH FLOOR

2' - 0"

- 0

EXTERIOR SITE, REFER

TO CIVIL DOCUMENTS

#5 HOOK BARS AT 16" OC

WELDED WIRE REINFORCING

EXTERIOR CONCRETE

SLAB-ON-GRADE

SLOPE, REFER TO

CIVIL DOCUMENTS

(3) #5 CONTINUOUS,

PROVIDE MATCHING HOOK

BARS AT CORNERS

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

O F

Y N

G C

O M

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

S E

N G

E R

C O

M M

A N

-A

A N

O N

O R

, V A

AS NOTED

UNCLASSIFIED

S I

CWJ

"Approved by Brian C. Becker, Commodore, CSFWL, via Email"

7/10/20

S-301

E N

C E

F A

O N

CWJ

12813385

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1609142

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EJA

1' 2'0' 6" 1" = 1'-0" (S-101)C2 SECTION

1" = 1'-0" (S-101)C1 SECTION

1' 2'0' 6" 1" = 1'-0" (S-101)C4 SECTION

1' 2'0' 6"

1" = 1'-0" (S-101)A1 SECTION

1' 2'0' 6"

HIGH JBE / TOM

22' - 0"

A B

GRIDLINE / FACE OF CMU

CONTINUOUS L6x4x5/16 (LLV)

REFER TO "TYPICAL JOIST

BEARING AT CONCRETE

MASONRY WALL" FOR

ADDITIONAL DETAILS

JOIST, REFER TO PLAN

STEEL ROOF DECK

8'-7"

TOS

HSS BEAM, REFER TO

PLAN

HSS COLUMN, REFER

TO PLAN

CONTINUOUS BENT

PL1/4x3x3 10" CMU WALL, REFER TO PLAN

FOR VERTICAL REINFORCING

TYPE R5 JOIST TOP CHORD EXTENSION

STEEL ROOF DECK

L3x3x3/8"x0'-2 1/2"

EACH SIDE

CONTINUOUS PL 3/8"x12" WITH (2) 5/8"DIA x 8" LONG

WELDED HEADED STUDS AT

16" OC, GAGE 8", TOP OF

PLATE 10'-10"

11'-4"

TOP OF BOND BEAM

1/2"

WP (22' - 3 1/2")

WP (9' - 0")

HSS4x4x1/4

L5x3x3/8"x0'-3" (LLV)

EACH SIDE WITH

(1) 3/4" DIA BOLT

WP (10' - 5 3/8")

16" DEEP OPEN BOTTOM BOND

BEAM, GROUTED SOLID WITH

(4) #4BARS CONTINUOUS

3/16

CONTINUOUS

L6x4x5/16 (LLV)

2' - 10"

GRIDLINE /

FACE OF CMU

NOTE: CMU WALL ABOVE JOIST BEARING

ELEVATIONS AND BETWEEN JOIST SEATS NOT

SHOWN FOR CLARITY, REFER TO ARCH DWGS

HIGH JBE / TOM

22' - 0"

CUT COURSE AS REQUIRED

11'-8"

TOM

12'-8"

TOS

CONTINUOUS BENT

PL1/4x3x3

HSS4x4x1/4

REFER TO "TYPICAL JOIST BEARING

AT CONCRETE MASONRY WALL"

FOR ADDITIONAL DETAILS

TYPE R5 JOIST TOP

CHORD EXTENSION

CONTINUOUS

L6x4x5/16 (LLV)

14'-0"

TOP OF BOND…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Jul 23, 2020.