Attachment B - 1675989_LAG-27_DWGS_1of2.pdf

PDF 15 MB Posted Mar 1, 2022

Attached to: NSN, Building LAG-27 Renovation
Solicitation number: N40085-22-R-2632
Issued by: Department of the Navy Naval Facilities Engineering Command

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File	Type	Posted
Attachment A - 1675989_LAG-27_SPECS_REV1.pdf	PDF	Mar 18, 2022
N4008522R2632 Amendment 0001.pdf	PDF	Mar 18, 2022
Attachment B - 1675989_LAG-27_DWGS_REV1.pdf	PDF	Mar 18, 2022
Attachment M - Site Visit Log.pdf	PDF	Mar 18, 2022
Attachment L - LAG27-1675989-REGISTER_REV1.pdf	PDF	Mar 18, 2022
MACC Gen Reqs_N4008522R2632.pdf	PDF	Mar 2, 2022
Attachment F - Pre-Proposal Inquiry Form.xlsx	XLSX spreadsheet	Mar 1, 2022
Attachment E - ODP.xls	XLS spreadsheet	Mar 1, 2022
Attachment C - General Decision Number VA20220160.pdf	PDF	Mar 1, 2022
Attachment H - Acknowledments of Amendments.pdf	PDF	Mar 1, 2022
Attachment A - 1675989_LAG-27_SPECS.pdf	PDF	Mar 1, 2022
Attachment J - Provision 52.204-24.pdf	PDF	Mar 1, 2022
Attachment K - Provision 52.222-55.pdf	PDF	Mar 1, 2022
Attachment D - SECNAV 5512_1.pdf	PDF	Mar 1, 2022
Attachment B - 1675989_LAG-27_DWGS_2of2.pdf	PDF	Mar 1, 2022
Attachment G - Bid Schedule.pdf	PDF	Mar 1, 2022

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NAVAL STATION - NORFOLK, VIRGINIA

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND

MID-ATLANTIC

DESIGN AND CONSTRUCTION

FACILITIES ENGINEERING AND ACQUISITION DIVISION

NORFOLK, VIRGINIA

03/01/2022 - FINAL SUBMITTAL

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 S

M S

C O

M M

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M M

-A

O N

O R

, V A

AS NOTED

3/ 1/

C :\R ev it

L oc al F ile s\

-2 7_

A_ R

_s eb as tia n.

ra m os .rv t

GI001

-2

ALP

12,862,930

SAR SAR

03/01/22

LT NINA R. ERB - USFFC

SEBASTIAN A. RAMOS, R.A.

1675989

N/A

K, V

L S

S. M. SWEENEY, P.E.

N/A

D N

O R

G I0

BUILDING LAG-27

COMPLETE BUILDING REPAIR/RENOVATION

S C

I O N

WILLOUGHBY BAY

NAVAL SUPPORT

ACTIVITY

U.S. NAVAL STATION

SEWELLS POINT

NORFOLK

U.S. NAVAL

AIR STATION

CHESAPEAKE BAY

LITTLE CREEK

U.S. NAVAL

AMPHIBIOUS BASE

VA BEACH

OCEANA

NAVAL AIR

STATION

CHESAPEAKE

SOUTHERN BRANCH

EASTERN BRANCH

ST. JULIEN'S CREEK

U.S. NAVAL ANNEX

ELIZABETH RIVER

58 460

PORTSMOUTH

U.S. ARMY CRANEY

ISLAND DISPOSAL AREA

NANSEMOND RIVER

WESTERN BRANCH

CRANEY

ISLAND NAVY

DEPOT

PROJECT SITE

NORTH

ROOM

A1 A-201

ROOM IDENTIFIER

DETAIL NUMBER

SHEET WHERE DRAWN

DETAIL TAG

ROOM NAME

ROOM NUMBER

A-401 INTERIOR ELEVATION

INDICATOR

INTERIOR ELEVATION NUMBER

SHEET WHERE DRAWN

DETAIL NUMBER

SHEET

REFERENCED FROM

EXTERIOR ELEVATION

INDICATOR

ELEVATION NUMBER

DIRECTION OF VIEW

SHEET WHERE DRAWN

A1 A-301

WALL / PARTIAL

BUILDING SECTION

INDICATOR

SECTION NUMBER

SHEET WHERE DRAWN

GENERAL PROJECT SYMBOLS

A1 A-301

BUILDING SECTION

INDICATOR

SECTION NUMBER

SHEET WHERE DRAWN

A1 A-301

BUILDING

NEW WORK

KEYNOTE INDICATOR

KEYNOTE NUMBER

DEMOLITION

KEYNOTE INDICATOR

KEYNOTE NUMBER

A-901 PHOTOGRAPH

INDICATOR

PHOTOGRAPH NUMBER

SHEET WHERE SHOWN

PLAN

NORTH

TRUE NORTH

A-501

A1 VIEW TITLE

SCALE: 1/8" = 1'-0" (A-101)

PLAN TITLE

SCALE: 1/8" = 1'-0"

PROJECT SITE

LAG-27

LAG-88

LAG-109

M-114

LAG-30

MASSEY HUGHES DR

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 S

M S

C O

M M

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M M

-A

O N

O R

, V A

AS NOTED

3/ 1/

C :\R ev it

L oc al F ile s\

-2 7_

A_ R

_s eb as tia n.

ra m os .rv t

GI002

-2

N O

ALP

12,862,931

SAR SAR

03/01/22

LT NINA R. ERB - USFFC

SEBASTIAN A. RAMOS, R.A.

1675989

N/A

K, V

L S

S. M. SWEENEY, P.E.

N/A

D N

O R

G I0

VICINITY MAP

GOVERNING REGULATIONS

LOCATION MAP

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 (INDICATED AS “±") PRIOR TO

BEGINNING DEMOLITION, ORDERING MATERIALS, OR PROCEEDING WITH

WORK. NOTIFY THE CONTRACTING OFFICER, IN WRITING, OF

DISCREPANCIES.

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

INSTALLED UNDER THE REQUIREMENTS OF THIS CONTRACT.

4 ITEMS INDICATED TO “REMOVE” MUST BE DISPOSED OF OFF SITE UNLESS

INDICATED OTHERWISE.

5 COORDINATE LAY DOWN AREA WITH THE CONTRACTING OFFICER PRIOR TO

THE PRECONSTRUCTION MEETING. THE ALLOWABLE AREA SIZE MUST BE

ESTABLISHED BY THE CONTRACTING OFFICER.

6 CONSTRUCTION WILL BE ACCOMPLISHED IN AND AROUND AREAS WHICH

WILL REMAIN OPERATIONAL. AVOID INTERFERENCE WITH THE

OPERATIONAL WORK ROUTINE.

7 ALL SUBMITTALS REQUIRED BY THESE DRAWINGS OR SPECIFICATIONS

MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL TO

COMMENCEMENT OF RELATED WORK.

8 PRIOR TO DEMOLITION WORK, VERIFY AND DOCUMENT THAT EXISTING

ITEMS TO REMAIN ARE IN PROPER WORKING ORDER. IF ITEMS ARE FOUND

DAMAGED OR IN DISREPAIR, NOTIFY THE CONTRACTING OFFICER, IN

WRITING, UPON DISCOVERY.

9 COMPARE AND ANALYZE THE CONTRACT DOCUMENTS WITH EACH OTHER.

NOTIFY THE CONTRACTING OFFICER, IN WRITING, OF ERRORS,

INCONSISTENCIES, AND OMISSIONS DISCOVERED. CONSTRUCTION ACTIVITY

PERFORMED KNOWING IT INVOLVES A RECOGNIZED ERROR,

INCONSISTENCY, OR OMISSION IN THE CONTRACT DOCUMENTS WITHOUT

SUCH NOTICE TO THE CONTRACTING OFFICER, ASSUMES RESPONSIBILITY

FOR SUCH PERFORMANCE. CONTRACTOR WILL BEAR THE AMOUNT OF THE

COST OF CONSTRUCTION TO CORRECT.

BUILDING CODE:

UNIFIED FACILITIES CRITERIA (UFC) 1-200-01 (01 OCT. 2020)

UNIFIED FACILITIES CRITERIA (UFC) 1-200-02 (01 DEC. 2020)

UNIFIED FACILITIES CRITERIA (UFC) 3-110-03 (12 JUNE 2020)

INTERNATIONAL BUILDING CODE (IBC) 2018

ACCESSIBILITY CODE:

UNIFORM ACCESSIBILITY STANDARDS (UFAS)

AMERICANS WITH DISABILITIES ACT (ADA)

ARCHITECTURAL BARRIERS ACT (ABA) STANDARDS

ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES (ADAAG)

MECHANICAL CODE:

INTERNATIONAL MECHANICAL CODE (IMC) 2018

ELECTRICAL CODE:

NFPA 70, NATIONAL ELECTRIC CODE (NEC) 2020

PLUMBING CODE:

INTERNATIONAL PLUMBING CODE (IPC) 2018

GENERAL PROJECT NOTES

FIRE PREVENTION & LIFE SAFETY CODE:

UNIFIED FACILITIES CRITERIA (UFC) 3-600-01 (12 AUG. 2020) FIRE PROTECTION

ENGINEERING FOR FACILITIES, WITH CHANGES 6 (06 MAY 2021)

NFPA 101, LIFE SAFETY CODE, 2018

S C

I O N

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 S

M S

C O

M M

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M M

-A

O N

O R

, V A

AS NOTED

3/ 1/

C :\R ev it

L oc al F ile s\

-2 7_

A_ R

_s eb as tia n.

ra m os .rv t

GI003

-2

O F

ALP

12,862,932

SAR SAR

03/01/22

LT NINA R. ERB - USFFC

SEBASTIAN A. RAMOS, R.A.

1675989

N/A

K, V

L S

S. M. SWEENEY, P.E.

N/A

D N

O R

G I0

LIST OF SHEETS LIST OF SHEETS CONTINUED

S C

I O N

SHEET NO.

NAVFAC DWG. NO. SHEET TITLENO. SHEET

ELECTRICAL

70 E-001 12,862,999 ELECTRICAL SYMBOLS, LEGEND, ABBREVIATIONS, AND NOTES

71 ED101 12,863,000 FLOOR PLAN - DEMOLITION

72 EL101 12,863,001 FLOOR PLAN - LIGHTING

73 EL501 12,863,002 LIGHTING DIAGRAMS, DETAILS, AND SCHEDULES

74 EL502 12,863,003 LIGHTING DIAGRAMS, DETAILS, AND SCHEDULES

75 EP101 12,863,004 FLOOR PLAN - POWER

76 EP501 12,863,005 POWER DIAGRAMS, DETAILS, AND SCHEDULES

77 EP601 12,863,006 POWER RISER DIAGRAM

TELECOMMUNICATIONS

78 TT101 12,863,007 FLOOR PLAN - TELECOMMUNICATIONS & SPECIAL SYSTEMS

79 TT501 12,863,008 TELECOMMUNICATIONS DIAGRAMS, DETAILS, AND SCHEDULES

SHEET NO.

NAVFAC DWG. NO. SHEET TITLENO. SHEET

GENERAL

1 GI001 12,862,930 COVER SHEET

2 GI002 12,862,931 GENERAL PROJECT NOTES & SYMBOLS

3 GI003 12,862,932 LIST OF SHEETS

HAZARDOUS MATERIALS

4 HM101 12,862,933 HAZARDOUS MATERIALS PLAN

CIVIL

5 CD101 12,862,935 CIVIL DEMOLITION PLAN

6 C-001 12,862,934 CIVIL GENERAL NOTES, LINE TYPES & SYMBOLS

7 CU101 12,862,937 CIVIL UTILITY PLAN

8 CS101 12,862,936 CIVIL SITE PLAN

9 C-501 12,862,938 CONCRETE DETAILS

10 C-502 12,862,939 WATER & SANITARY SEWER DETAILS

11 C-503 12,862,940 WATER METER DETAILS

STRUCTURAL

12 S-001 12,862,941 STRUCTURAL NOTES - GENERAL, CONCRETE, REINFORCING

13 S-002 12,862,942 STRUCTURAL NOTES - STEEL, TIMBER, ANCHORS, SYMBOLS, LEGEND, ABBREVAITIONS

14 SD101 12,862,943 DEMOLITION FOUNDATION AND GROUND FLOOR PLAN

15 SD501 12,862,944 DETAILS - DEMO

16 SD901 12,862,945 REFERENCE PHOTOS

17 S-101 12,862,946 FOUNDATION AND GROUND FLOOR PLAN

18 S-102 12,862,947 ROOF FRAMING PLAN

19 S-301 12,862,948 SECTIONS - ROOF FRAMING

20 S-302 12,862,949 SECTIONS - ROOF PLAN & DETAILS

21 S-401 12,862,950 ENLARGED FLOOR PLAN - EQUIPMENT FRAME

22 S-501 12,862,951 DETAILS

ARCHITECTURE

23 AE001 12,862,952 ARCHITECTURAL NOTES AND SYMBOLS

24 AD101 12,862,953 FIRST FLOOR PLAN - DEMOLITION

25 AD102 12,862,954 MEZZANINE PLAN - DEMOLITION

26 AD103 12,862,955 REFLECTED CEILING PLAN - DEMOLITION

27 AD104 12,862,956 ROOF PLAN - DEMOLITION

28 AD201 12,862,957 SOUTH AND WEST EXTERIOR ELEVATIONS - DEMOLITION

29 AD202 12,862,958 NORTH AND EAST EXTERIOR ELEVATIONS - DEMOLITION

30 AD901 12,862,959 PHOTO REFERENCE PLAN

31 AD902 12,862,960 REFERENCE PHOTOGRAPHS

32 AD903 12,862,961 REFERENCE PHOTOGRAPHS

33 AD904 12,862,962 REFERENCE PHOTOGRAPHS

34 AE101 12,862,963 FIRST FLOOR PLAN - NEW WORK

35 AE102 12,862,964 FIRST FLOOR REFLECTED CEILING PLAN - NEW WORK

36 AE103 12,862,965 ROOF PLAN - NEW WORK

37 AE201 12,862,966 SOUTH AND WEST EXTERIOR ELEVATIONS - NEW WORK

38 AE202 12,862,967 NORTH AND EAST EXTERIOR ELEVATIONS - NEW WORK

39 AE203 12,862,968 INTERIOR ELEVATIONS

40 AE204 12,862,969 INTERIOR ELEVATIONS

41 AE301 12,862,970 BUILDING SECTIONS

42 AE401 12,862,971 ENLARGED PLANS

43 AE402 12,862,972 ENLARGED PLANS

44 AE501 12,862,973 INTERIOR DETAILS

45 AE601 12,862,974 DOOR SCHEDULE AND DETAILS

46 AE602 12,862,975 WINDOW DETAILS

47 AE603 12,862,976 INTERIOR PARTITION TYPES AND DETAILS

INTERIORS

48 IN101 12,862,977 FIRST FLOOR FINISH PLAN - NEW WORK

49 IN102 12,862,978 FINISH SCHEDULE, SIGNAGE SCHEDULE, AND DETAILS

PLUMBING

50 P-001 12,862,979 PLUMBING LEGEND, ABBREVIATIONS AND NOTES

51 PD101 12,862,980 FLOOR PLAN - DEMOLITION - PLUMBING

52 P-101 12,862,981 FLOOR PLAN -NEW WORK - DRAIN AND WASTE

53 P-102 12,862,982 FLOOR PLAN - NEW WORK - WATER

54 P-501 12,862,983 PLUMBING DETAILS

55 P-502 12,862,984 PLUMBING DETAILS

56 P-503 12,862,985 PLUMBING DETAILS

57 P-601 12,862,986 PLUMBING SCHEDULES

58 P-701 12,862,987 DOMESTIC WATER DIAGRAM

59 P-702 12,862,988 SANITARY AND VENT DIAGRAM

MECHANICAL

60 M-001 12,862,989 MECHANICAL LEGEND, ABBREVIATIONS AND NOTES

61 MD101 12,862,990 FIRST FLOOR PLAN - DUCTWORK

62 M-101 12,862,991 FLOOR PLAN

63 M-301 12,862,992 SECTION PLANS

64 M-302 12,862,993 SECTION PLANS

65 M-501 12,862,994 MECHANICAL DETAILS

66 M-502 12,862,995 MECHANICAL DETAILS

67 M-601 12,862,996 MECHANICAL SCHEDULES

68 M-701 12,862,997 MECHANICAL CONTROLS

69 M-702 12,862,998 MECHANICAL CONTROLS

REF.

2 3 4 5 6 7 8 9

1 1

6'-6 1/2" ± 6'-9" ± 21'-6 3/4" ± 19'-8 3/4" ± 32'-8 3/4" ± 6'-10 3/4" ±

12'-10 1/2" ± 19'-10 1/4" ± 6'-10 3/4" ±

'-1

'-2 3/

'-3

3/ 4"

'-2

1/ 2"

'-5

SYMBOL DESCRIPTION

ASBESTOS CONTAINING FLOOR TILE AND MASTIC

LEAD PAINT ON EXISTING TIMBER STRUCTURE AND

WOOD SHEATHING BOARDS TO BE REMEDIATED

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 S

M S

C O

M M

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M M

-A

O N

O R

, V A

AS NOTED

3/ 1/

C :\R ev it

L oc al F ile s\

-2 7_

A_ R

_s eb as tia n.

ra m os .rv t

HM101

-2

SCS

12,862,933

SAR SAR

03/01/22

LT NINA R. ERB - USFFC

SEBASTIAN A. RAMOS, R.A.

1675989

N/A

K, V

L S

S. M. SWEENEY, P.E.

N/A

D N

O R

H M

HAZ MAT KEYNOTESGENERAL SHEET NOTES HAZARDOUS MATERIALS LEGEND#

0 2' 4' 8'

PLAN

NORTH

SCALE: 1/4" = 1'-0" (AD201)

FIRST FLOOR HAZARDOUS MATERIALS PLAN

5 REFER TO SHEET G-002 FOR ADDITIONAL PROJECT NOTES.

6 REFER TO SHEET A-001 FOR ADDITIONAL ARCHITECTURAL NOTES.

1 THE WORK WILL REQUIRE THE REMEDIATION OF ASBESTOS-CONTAINING

MATERIALS AND LEAD PAINT AS INDICATED. DESTRUCTIVE ACTIVITIES SUCH

AS BREAKING INTO WALLS, CEILINGS, AND FLOORS WAS NOT PERFORMED IN

ORDER TO LOCATE MATERIALS. IF SUSPECT MATERIALS ARE UNCOVERED,

THE CONTRACTOR MUST STOP WORK UNTIL THE MATERIALS ARE PROPERLY

IDENTIFIED AND ADDRESSED.

2 CONTRACTOR MUST REMOVE AND DISPOSE OF ALL HAZARDOUS MATERIAL

IN ACCORDANCE WITH STATE AND LOCAL REQUIREMENTS.

3 REMOVE AIR CONDITIONING, REFRIGERATION, AND OTHER EQUIPMENT

CONTAINING REFRIGERANTS WITHOUT RELEASING CHLOROFLUOROCARBON

REFRIGERANTS TO THE ATMOSPHERE IN ACCORDANCE WITH THE CLEAN AIR

ACT AMENDMENT OF 1990. RECOVER ALL REFRIGERANTS PRIOR TO

REMOVING AIR CONDITIONING, REFRIGERATION, AND OTHER EQUIPMENT

CONTAINING REFRIGERANTS AND DISPOSE OF IN ACCORDANCE WITH THE

PARAGRAPH ENTITLED "DISPOSAL OF OZONE DEPLETING SUBSTANCE (ODS)

IN SPECIFICATION SECTION, 02 41 00, "DEMOLITION".

4 CONTRACTOR MUST ASSUME THAT ALL PAINTED SURFACES IN THE EXISTING

SPACE ARE POSITIVE FOR LEAD-BASED PAINT.

1 EXISTING ASBESTOS CONTAINING FLOOR TILE AND MASTIC IN SHADED AREA.

FOR BASIS OF BIDS, CONTRACTOR TO ASSUME A TOTAL OF 1,100 SQUARE

FEET (SF) OF (2) LAYERS OF FLOOR TILE AND MASTIC IS TO BE ABATED AS

ASBESTOS CONTAINING MATERIAL.

2 REMEDIATE ALL LOOSE AND FLAKING LEAD BASED PAINT ON EXISTING

PAINTED TIMBER STRUCTURE (COLUMNS, BEAMS, BRACING MEMBERS,

RAFTERS, RIDGE BOARDS, ETC.), ASSOCIATED METAL FASTENERS AND

COMPONENTS (BOLTS, BRACKETS, PLATES, ETC.), AND EXISTING ROOF

SHEATHING BOARDS TO REMAIN WITH DRY ICE BLASTING OR SIMILAR

NON-ABRASIVE METHODS. FOR BIDDING PURPOSES ASSUME A TOTAL OF 8,800

SQUARE FEET (SF) OF PAINTED SURFACES CONTAINING LEAD BASED PAINT.

S C

I O N

C O

M M

-A

-2

- R

O N

C-001

BENCH MARK - NSN 19

GENERAL NOTES ALL SHEETS

EROSION AND SEDIMENT CONTROL GENERAL NOTES

CIVIL ABBREVIATIONS CIVIL LEGEND

N/A

GRAPHIC SCALE

BUILDING LAG-27 - CIVIL SITE PLAN

GENERAL SHEET NOTES

NEW WORK KEYNOTES

EROSION & SEDIMENTATION LEGEND

C O

M M

-A

-2

- R

O N

CD101

PARTIAL PLAN VIEW - PAVEMENT REPLACEMENT

GENERAL SHEET NOTES

NEW WORK KEYNOTES

PARTIAL PLAN LEGEND

C O

M M

-A

-2

- R

O N

CS101

BUILDING LAG-27 - CIVIL UTILITY PLAN

GENERAL SHEET NOTES

NEW WORK KEYNOTES

EROSION & SEDIMENTATION LEGEND

C O

M M

-A

-2

- R

O N

CU101

C O

M M

-A

-2

- R

O N

C-501

CONCRETE PAVEMENT A1

DOWELED CONSTRUCTION JOINT (DJ)C3

THICKEN EDGE JOINT BETWEEN NEW AND EX. PAVEMENT (TEJ)C1

EXPANSION JOINT (EJ)D3

DETAIL B

DETAIL A

CONTRACTION JOINT (CJ)C5

TYPICAL CONCRETE SIDEWALKA3

DETAIL B

JOINT TYPE USE IN TOTAL SLAB REPLACEMENT

C O

M M

-A

-2

- R

O N

C-502

UTILITY LINE CROSSING

CLEANOUT DETAIL

AMI PULSE TRANSMITTING WATER METER DETAIL PIPE TRENCH/PAVEMENT PATCH DETAIL

TYPICAL SANITARY SEWER LATERAL DETAIL

A3A1 A5

C O

M M

-A

-2

- R

O N

C-503

EXISTING WATER METER COMMUNICATIONS DETAIL

WATER METER INSTALLATION WIRING DETAIL

WATER METER SHEET NOTES WATER METER SYMBOL LEGEND

WATER LATERAL CONNECTION ASSEMBLY DETAILA1 A4

CAST-IN-PLACE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE

TENSION BARS COMPRESSION BARS

BAR SIZE

FY = 60

KSI

f'c = 3,000 PSI

REGULAR

CLASS

A B

TOP

CLASS

A B f'c = 3,500 PSI

REGULAR

CLASS

A B

TOP

CLASS

A B f'c = 4,000 PSI

REGULAR

CLASS

A B

TOP

CLASS

A B f'c = 5,000 PSI

REGULAR

CLASS

A B

TOP

CLASS

A B

17" 22" 28" 33" 48" 55" 62" 70" 78"

22" 22"#3 #4 #5 #6 #7 #8 #9

#10 #11

28" 38" 47" 56" 81" 93"

105" 118" 131"

16" 21" 26" 31" 45" 51" 58" 65" 73"

21" 27" 34" 40" 59" 67" 75" 85" 94"

26" 36" 44" 52" 75" 87" 98"

110" 122"

15" 19" 24" 29" 42" 48" 54" 61" 67"

19" 25" 31" 37" 54" 62" 70" 79" 87"

25" 33" 41" 49" 71" 81" 91"

102" 114"

13" 17" 22" 26" 38" 43" 48" 54" 60"

17" 23" 28" 34" 49" 56" 63" 71" 78"

22" 29" 36" 44" 63" 72" 81" 92"

102"

12" 15" 19" 23" 27" 30" 34" 39" 43"

29"29" 36" 43" 63" 72" 81" 91"

101"

36" 43" 63" 72" 81" 91"

101"

21" 27" 34" 40" 59" 67" 75" 85" 94"

19" 25" 31" 37" 54" 62" 70" 79" 87"

17" 23" 28" 34" 49" 56" 63" 71" 78" f'c = ALL

NOTES (THESE NOTES MUST BE USED FOR ALL SPLICES UNLESS OTHERWISE NOTED ON DRAWINGS):

1. TOP BARS ARE HORIZONTAL BARS, SPLICED SO THAT 12" OR MORE OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCING BAR.

2. CLASS A SPLICES MAY BE USED ONLY WHEN 50% OR LESS OF THE BARS ARE SPLICED WITHIN THE LAP SPLICE LENGTH.

3. CLASS B SPLICES MUST BE USED FOR ALL SPLICES IN SLABS, BEAMS, JOISTS, WALLS, MOMENT RESISTING COLUMNS, AND JAMB COLUMNS, UNLESS THEY MEET THE

REQUIREMENTS OF NOTE #2 ABOVE.

4. TIES AND STIRRUPS MUST NOT BE SPLICED UNLESS OTHERWISE APPROVED BY THE ENGINEER OR RECORD. ROUND COLUMN TIES MAY BE SPLICED USING CLASS A

LAPS.

5. FOR ALL LIGHTWEIGHT CONCRETE, LAP LENGTHS MUST BE MULTIPLIED BY 1.3.

6. THE BAR LAP SPLICE LENGTHS MUST BE MULTIPLIED BY 1.5 WHEN EITHER OF THE FOLLOWING IS TRUE:

A. CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN ONE BAR DIAMETER, CLEAR COVER IS LESS THAN ONE BAR DIAMETER AND STIRRUPS OR TIES ALONG THE

LENGTH OF THE SPLICE ARE LESS THAN THE CODE MINIMUM

B. CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN TWO BAR DIAMETERS AND CLEAR COVER IS LESS THAN ONE BAR DIAMETER.

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 S

M S

C O

M M

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M M

-A

O N

O R

, V A

AS NOTED

3/ 1/

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B U

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DSG

12,862,941

KAD KAD

3/1/22

LT NINA R. ERB - USFFC

SEBASTIAN A. RAMOS, R.A.

1675989

N/A

K, V

L S

N T

N O

S. M. SWEENEY, P.E.

N/A

1 STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH DRAWINGS

OF ALL OTHER DISCIPLINES AND THE SPECIFICATIONS. VERIFY

REQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS,

INSERTS, ANCHORS, HOLES AND OTHER ITEMS TO BE PLACED OR SET IN THE

STRUCTURAL WORK AS WELL AS TO BE TEMPORARILY DISCONNECTED AND

RECONNECTED TO ALLOW FOR THE INSTALLATION OF THE STRUCTURAL

WORK.

2 THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH SAFETY

PRECAUTIONS AND REGULATIONS DURING THE WORK. THE STRUCTURAL

ENGINEER WILL NOT ADVISE ON, NOR ISSUE DIRECTION AS TO SAFETY

PRECAUTIONS AND PROGRAMS.

3 STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE.

PROVIDE ALL TEMPORARY SHORING, TEMPORARY SUPPORTS, GUYING AND

BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER

ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN

COMPLETED. THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND

INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC.,

IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

4 THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE METHODS,

TECHNIQUES, AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK.

SUPERVISION OF WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

5 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.

WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, USE SIMILAR DETAILS

OF CONSTRUCTION, SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER.

6 ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS

TO BE FIELD ERECTED MUST BE SUPERVISED BY THE SUPPLIER DURING

MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN

ACCORDANCE WITH THE SUPPLIER’S INSTRUCTIONS AND REQUIREMENTS.

7 LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF

CONSTRUCTION MUST NOT EXCEED THE SAFE LOAD-CARRYING CAPACITY OF

STRUCTURAL MEMBERS. LIVE LOADINGS USED IN DESIGN OF THIS

STRUCTURE ARE INDICATED IN "DESIGN CRITERIA NOTES". DO NOT APPLY

ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY

CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.

8 ALL ASTM AND OTHER REFERENCES ARE PER THE LATEST EDITIONS OF

THESE STANDARDS, UNLESS OTHERWISE NOTED.

9 SHOP DRAWINGS AND OTHER ITEMS MUST BE SUBMITTED FOR REVIEW BY

THE GENERAL CONTRACTOR PRIOR TO FABRICATION. ALL SHOP DRAWINGS

MUST BE REVIEWED BY THE GENERAL CONTRACTOR BEFORE SUBMITTAL.

THE REVIEW IS TO BE FOR CONFORMANCE WITH THE DESIGN CONCEPT AND

GENERAL COMPLIANCE WITH THE RELEVANT CONTRACT DOCUMENTS. THE

REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY

TO REVIEW, CHECK, AND COORDINATE THE SHOP DRAWINGS PRIOR TO

SUBMISSION. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR

ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP

DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSIONS, ETC.

ANY PROPOSED CHANGES MUST BE SUMITTED IN A LETTER OR DETAIL TO THE

CONTRACTING OFFICER FOR APPROVAL.

10 IN NO CASE MAY REPRODUCTION OF THE CONTRACT DRAWINGS BE USED AS

SHOP DRAWINGS. SUBCONTRACTOR / FABRICATOR MUST PROVIDE

INDEPENDENTLY CREATED DRAWINGS BASED ON THE PLANS AND DETAILS.

11 IN ACCORDANCE WITH THE IBC, SPECIAL INSPECTIONS WILL BE REQUIRED

FOR THIS PROJECT. SPECIAL INSPECTIONS MUST BE PERFORMED IN

ACCORDANCE WITH THE "SCHEDULE OF SPECIAL INSPECTIONS". THE

CONTRACTOR MUST NOTIFY THE SPECIAL INSPECTOR AT LEAST 48 HOURS IN

ADVANCE FOR WORK THAT WILL REQUIRE INSPECTION OR TESTING. THE

CONTRACTOR MUST EMPLOY THIRD PARTY SPECIAL INSPECTOR.

12 CONTRACTOR MUST VISIT THE SITE PRIOR TO BID TO ASCERTAIN CONDITIONS

WHICH MAY ADVERSELY AFFECT THE WORK OR COST THEREOF.

13 THE CONTRACTOR MUST FIELD VERIFY THE DIMENSIONS, ELEVATIONS,

INTERFERENCES AND OTHER REQUIREMENTS NECESSARY FOR THE PROPER

CONSTRUCTION AND ALIGNMENT OF NEW PORTIONS OF THE STRUCTURE TO

EXISTING. THE CONTRACTOR MUST MAKE ALL MEASUREMENTS NECESSARY

FOR FABRICATION AND ERECTION OF STRUCTURAL MEMBERS.

DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE

CONTRACTING OFFICER PRIOR TO ORDERING MATERIALS OR BEGINNING

WORK (CONSTRUCTION OR DEMOLITION).

14 ALL ITEMS NOTED TO BE DEMOLISHED OR REMOVED WILL BECOME THE

CONTRACTOR'S PROPERTY AND MUST BE REMOVED FROM GOVERNMENT

PROPERTY, UNLESS OTHERWISE NOTED. DISPOSITION OF THE ITEMS /

MATERIALS IS THE RESONSIBILITY OF THE CONTRACTOR AND MUST ADHERE

WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS.

15 TAKE CARE NOT TO DAMAGE THE EXISTING STRUCTURE. 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.

16 DO NOT HANG ITEMS FROM THE EXISTING STRUCTURE, UNLESS OTHERWISE

NOTED.

GENERAL NOTES DESIGN CRITERIA NOTES

1 THE STRUCTURAL WORK TO BE PERFORMED UNDER THIS CONTRACT HAS

BEEN DESIGNED TO THE APPLICABLE DESIGN STANDARD AND / OR CRITERIA

OF THE FOLLOWING, UNLESS OTHERWISE NOTED:

A. ACI 318-14, “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”

B. ACI 530-13, “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”

C. AISI S100-16, "SPECIFICIATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS"

D. ANSI/AISC 360-10, “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”

E. ASCE 7-16, “MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES”

F. INTERNATIONAL BUILDING CODE 2018

G. INTERNATIONAL EXISTING BUILDING CODE 2018

H. SDI RD-2017, "STEEL DECK INSTITUTE STANDARD FOR STEEL ROOF DECK"

I. SJI 100-15, "STANDARD SPECIFICATIONS, LOAD TABLES, AND WEIGHT TABLES

FOR STEEL JOISTS AND JOIST GIRDERS"

J. UFC 1-200-01 (08 OCTOBER 2019, CH1 01 OCTOBER 2020), “DOD BUILDING

CODE”

K. UFC 3-301-01 (01 OCTOBER 2019), "STRUCTURAL ENGINEERING"

L. ALL ASTM AND OTHER REFERENCES ARE PER THE LATEST EDITIONS OF

THESE STANDARDS AT THE CONTRACT AWARD DATE

2 THE LATERAL LOAD RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS

PRIMARILY OF TIMBER BRACED FRAME WITH TIMBER ROOF RAFTERS AND

WOOD PLANK ROOF DIAPHRAGM.

3 DESIGN GRAVITY LIVE LOADS USED IN THE DESIGN OF THESE STRUCTURES

ARE AS FOLLOWS:

A. ROOF = 20 PSF

B. FLOORS = 100 PSF

C. EQUIPMENT PAD = 150 PSF

D. HANDICAP RAMP = 100 PSF

E. LANDING & STAIRS = 100 PSF

F. HANDRAIL SYSTEM

DESIGNED FOR A CONCENTRATED LOAD = 200 LBS

AND A DISTRIBUTED LOAD = 50 PLF

APPLIED IN ANY DIRECTION ALONG THE TOP RAIL (CONCENTRATED AND

UNIFORM LOADS ANALYZED INDEPENDENTLY PER IBC)

4 DESIGN LATERAL LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE

AS FOLLOWS:

A. BUILDING CRITERIA: RISK CATEGORY = II

B. SNOW LOADS:

-GROUND SNOW LOAD = 10 PSF

-EXPOSURE FACTOR, CE = 1.0

- THERMAL FACTOR, CT = 1.2

C. WIND LOADS:

- BASIC WIND SPEED, V (ULTIMATE) = 118 MPH

- BASIC WIND SPEED, V (NOMINAL) = 92 MPH

- WIND EXPOSURE CATEGORY = D

- PRESSURE COEFFICIENT, GCPI = ±0.18

D. SEISMIC LOADS:

- SEISMIC IMPORTANCE FACTOR = 1.0

- SOIL SITE CLASS = D

- SEISMIC DESIGN CATEGORY = B

- 0.2 SEC SPECTRAL RESPONSE ACCEL, SS = 0.096G

- 1.0 SEC SPECTRAL RESPONSE ACCELERATION, S1 = 0.048G

- DEFLECTION AMPLIFICATION FACTOR, CD = 1.5

- RESPONSE MODIFICATION FACTOR, R = 1.5

"TIMBER FRAMES "

1 GENERAL SCOPE OF WORK INCLUDES BUT IS NOT LIMITED TO:

- CONCRETE WORK:

-- DEMO OF CURB (DAMAGED AND/OR IN WAY OF WORK), ~200 LF

-- DEMO OF EXTERIOR 8-9" THICK EQUIPMENT PADS

(CONCRETE / CMU / STEEL MIX), TYPICAL OF (2) LOCATIONS, ~85 SF

-- DEMO OF INTERIOR 5-6" THICK RAISED FLOOR

(CONCRETE / EPOXY), TYPICAL OF (2) LOCATIONS, ~250 SF

-- TRENCHING OF INTERIOR SLAB IN PREPARATION FOR PIPING, ~240 SF

-- ROUGHEN INTERIOR SLAB IN PREPARATION FOR LEVEL SURFACE

(PREPARATION FOR ARCHITECTURAL FLOOR FINISHES), ~3700 SF

-- INFILL INTERIOR SLAB RAMP DEPRESSIONS,

TYPICAL OF (2) LOCATIONS, ~150 SF

-- CURBING (REPLACEMENT AND ADJUSTED OPENINGS), ~180 LF

-- INTERIOR 6" THICK EQUIPMENT PAD, TYPICAL OF (1) LOCATION, ~9 SF

-- INFILL OF TRENCHED SLAB, ~240 SF

-- REINFORCED COLUMN PEDESTALS, TYPICAL OF (20) LOCATIONS

- STEEL WORK:

-- EQUIPMENT FRAME FOR MECHANICAL UNITS, TYIPCAL OF (1) LOCATION

- TIMBER / LUMBER WORK:

-- DEMO COLUMN SEGMENT IN WAY OF COLUMN BASE WORK,

TYPICAL OF (20) LOCATIONS. NOTE: TEMPORARY SHORING REQUIRED.

-- RESTORE DIAGONAL 3X8 ROOF BRACE, TYPICAL OF (1) LOCATION

AT COLUMN LINE 8, ~7.5 LF. FOR BID PURPOSES ASSUME OCCURS AT

SOUTH HALF OF COLUMN LINE 9 AND (1) OTHER LOCATION FOR (3) TOTAL

-- REPAIR ROOF SAG TO INCLUDE COLLAR TIES, TYPICAL OF (3) LOCATIONS

IN THE END BAY, BETWEEN COLUMN LINES 8 AND 9

- AND INCIDENTAL RELATED WORK AS SHOWN ON DRAWINGS OF OTHER

DISCIPLINES.

GENERAL SCOPE OF WORK

1 SPECIAL INSPECTIONS MUST BE COMPLETED FOR THE FOLLOWING

ELEMENTS ACCORDING TO IBC SECTION 1704.

2 CONCRETE AND ELEMENTS EMBEDDED IN CONCRETE MUST BE SPECIAL

INSPECTED PRIOR TO AND DURING PLACEMENT OF CONCRETE. SPECIAL

INSPECTIONS MUST INCLUDE THE FOLLOWING:

A. PERIODIC INSPECTION:

1. REINFORCING STEEL SIZE AND PLACEMENT

2. VERIFY USE OF APPROVED MIX DESIGN

3. AFTER PLACEMENT TO ENSURE ADEQUATE CURING AND

WEATHER PROTECTION PROCEDURES

4. SURFACE PREPARATION AND DETAILS AT COLD JOINTS, INCLUDING

PLACEMENT OF KEYWAYS

B. CONTINUOUS INSPECTION:

1. BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING

PLACEMENT OF CONCRETE

3 STRUCTURAL STEEL FABRICATION AND ERECTION MUST BE SPECIAL

INSPECTED AS FOLLOWS:

A. PERIODIC INSPECTION:

1. HIGH-STRENGTH BOLTS, NUTS AND WASHERS ACCORDING TO

AISC 360-10

2. SINGLE-PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16"

3. FLOOR AND ROOF DECK WELDS

4. STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH CONSTRUCTION

DOCUMENTS INCLUDING MEMBER LOCATIONS, CONNECTION DETAILS

AND ANY OTHER BRACING AND STIFFENING DETAILS

B. CONTINUOUS INSPECTION:

1. SLIP-CRITICAL CONNECTIONS ACCORDING TO AISC 360-10.

2. FILLET WELDS GREATER THAN 5/16" AND ALL MULTI-PASS WELDS

3. GROOVE WELDS, INCLUDING PARTIAL AND COMPLETE PENETRATION

4 WOOD STRUCTURAL ELEMENTS AND ASSEMBLIES MUST BE SPECIAL

INSPECTED IN ACCORDANCE WITH SECTION 1704.2.5 SPECIAL INSPECTIONS

OF SITE-BUILT ASSEMBLIES.

A. PERIODIC INSPECTION:

1. WOOD STRUCTURAL PANEL SHEATHING GRADE AND THICKNESS

2. NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES

3. NAIL OR STAPLE DIAMETER AND LENGTH

4. NUMBER OF FASTENER LINES AND SPACING BETWEEN FASTENERS

IN EACH LINE AND AT EDGE MARGINS

5 POST-INSTALLED ANCHORS, INCLUDING BUT NOT LIMITED TO EXPANSION

ANCHORS, ADHESIVE ANCHORS, AND LOW VELOCITY FASTENERS MUST BE

SPECIAL INSPECTED ACCORDING TO THE RELEVANT ANCHOR CODE

EVALUATION REPORTS.

A. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING THE INSTALLATION

OF POST-INSTALLED ANCHORS. SPECIAL INSPECTOR MUST VERIFY

THE FOLLOWING:

1. ANCHOR SIZE AND STEEL GRADE

2. HOLE DIAMETER, LOCATION AND TYPE OF DRILL BIT

3. COMPLIANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING HOLE

AND ANCHOR CLEANLINESS, AND ADHESIVE APPLICATON

4. ANCHOR EMBEDMENT DEPTH

6 SEE THE IBC AND OTHER DISCPLINE'S DRAWINGS FOR NON-STRUCTURAL

ITEMS REQUIRED TO BE SPECIAL INSPECTED.

SPECIAL INSPECTIONS

1 THE FOLLOWING MATERIALS MUST BE TESTED ACCORDING TO IBC SECTION

1705. ANY ITEMS FOUND TO BE DEFICIENT MUST BE CORRECTED AND

RE-TESTED AT NO ADDITIONAL COST TO THE GOVERNMENT.

2 CONCRETE STRENGTH VERIFICATION AND TESTING. ALL CONCRETE MUST

BE TESTED TO VERIFY STRENGTH, SLUMP, UNIT WEIGHT, AIR CONTENT AND

TEMPERATURE. SEE THE SPECIFICATIONS FOR TESTING CRITERIA,

FREQUENCY, AND ACCEPTABILITY CRITERIA.

3 STRUCTURAL STEEL: WELDED CONNECTIONS MUST BE TESTED FOR

COMPLIANCE WITH THE SPECIFICATIONS, AWS D1.1., AND THE CONTRACT

DOCUMENTS. MINIMUM TESTING MUST INCLUDE THE FOLLOWING:

A. ALL COMPLETE PENETRATION GROOVE WELDS MUST BE TESTED

ACCORDING TO METHODS DESCRIBED IN THE SPECIFICATIONS

B. A MINIMUM OF 50% OF PARTIAL PENETRATION GROOVE WELDS MUST BE

TESTING ACCORDING TO METHODS DESCRIBED IN THE SPECIFICATIONS.

C. ALL DEFICIENT WELDS MUST BE CORRECTED AND RE-TESTED AT

NO ADDITIONAL COST TO THE GOVERNMENT.

4 POST-INSTALLED ANCHORS, INCLUDING BUT NOT LIMITED TO EXPANSION

ANCHORS, ADHESIVE ANCHORS, AND LOW VELOCITY FASTENERS MUST BE

TESTED ACCORDING TO THE RELEVANT ANCHOR CODE EVALUATION

REPORTS.

5 SEE THE IBC AND OTHER DISCPLINE'S DRAWINGS FOR NON-STRUCTURAL

ITEMS REQUIRED TO BE TESTED.

STRUCTURAL TESTING

1 CONCRETE WORK MUST CONFORM TO THE REQUIREMENTS OF ACI 301-16,

"SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS".

2 CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN A 28 DAY

COMPRESSIVE STRENGTH (UNLESS OTHERWISE NOTED):

CONCRETE MIN F'C (28 DAYS)

A. WALLS 5,000 PSI

B. SLABS ON GRADE 4,000 PSI

C. CONCRETE NOTE OTHERWISE NOTED 3,000 PSI

3 BEFORE PLACING CONCRETE, EMBEDDED ITEMS MUST BE PROPERLY

LOCATED, ACCURATELY POSITIONED, AND MAINTAINED SECURELY IN PLACE.

DO NOT FIELD BEND BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE

UNLESS INDICATED OR APPROVED BY THE CONTRACTING OFFICER.

4 EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES MUST BE

CHAMFERED 3/4" UNLESS OTHERWISE NOTED.

5 FORMWORK MUST REMAIN IN PLACE UNTIL CONCRETE HAS OBTAINED AT

LEAST 70% OF ITS 28 DAY COMPRESSIVE STRENGTH. THE CONTRACTOR MUST

PROVIDE ALL SHORING AND RESHORING.

6 SLAB FINISH TOLERANCE MUST BE IN ACCORDANCE WITH ACI 301, CLASS A.

FINISHES ARE SMOOTH RUBBED FINISH FOR EXPOSED CONCRETE WALL

SURFACES AND ANTI-SLIP TEXTURE FOR TOPPING SLAB SURFACES.

7 CONCRETE MUST BE MECHANICALLY VIBRATED IAW ASTM 309R.

8 CONSTRUCTION JOINTS (CJ) & SAWCUT JOINTS (SC) IN FLOOR SLABS MUST

OCCUR AS INDICATED ON DRAWINGS. CJ'S MUST HAVE FORMED POUR STOPS.

CJ'S IN WALLS & FOOTINGS NEED NOT OCCUR AT THE SAME LOCATION.

9 SLAB JOINTS MUST BE FILLED WITH AN APPROVED MATERIAL. THIS MUST TAKE

PLACE AS LATE AS POSSIBLE, PREFERABLY 4 TO 6 WEEKS AFTER THE SLAB AS

BEEN CAST. PRIOR TO FILLING, REMOVE ALL DEBRIS FROM THE SLAB JOINTS.

10 SLOPE EXTERIOR SLAB(S) TO DRAIN. COORDINATE WITH CIVIL DRAWINGS AT

LOCATIONS WHERE STRUCTURAL WORK REQUIRES DEMOLITION OF EXISTING

SITE ELEMENTS (SIDEWALKS, ETC) AND AT WORK COMPLETION, PATCHING OF

THOSE ELEMENTS TO MATCH ADJACENT. VERIFY GRADE CHANGES DO NOT

EXCEED 7" OR A CONCRETE STEP OR RAMP MUST BE PROVIDED.

11 ANCHOR RODS WITH UPSET THREADS ARE NOT ALLOWED.

12 AIR ENTRAINMENT IS REQUIRED PER PROJECT SPECIFICATIONS FOR THE

PERIMETER CURBING AND COLUMN PEDESTALS. HOWEVER IT IS NOT

REQUIRED, FOR THE FLOOR SLAB OVERLAY.

CAST-IN-PLACE CONCRETE NOTES

1 REINFORCING MATERIALS MUST BE AS FOLLOWS:

A. REINFORCING BARS – ASTM A615, GRADE 60, DEFORMED

B. TIES AND STIRRUPS – ASTM A615, GRADE 40

C. STAINLESS STEEL BARS, UON - ASTM A995, GRADE 60

D. WELDED WIRE FABRIC - ASTM A185, WELDED STEEL WIRE FABRIC,

SHEET TYPE, ROLL TYPE NOT ACCEPTABLE

2 UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER

MUST BE PROVIDED FOR CONCRETE PROTECTION OF REINFORCING, AS WELL

AS PLACING AND FABRICATION OF REINFORCING, IN ACCORDANCE WITH

RECOMMENDATIONS IN ACI 318:

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"

B. CONCRETE CAST IN FORMS AND EXPOSED TO EARTH OR WEATHER:

I. STRUCTURAL SLAB ON GRADE = 2”

II. #6 AND LARGER BARS = 2”

III. #5 BAR, W31 OR D31 WIRE & SMALLER = 1-1/2"

IV. COLUMNS, GIRDERS AND BEAMS = 1-1/2"

V. INTERIOR WALLS AND SLABS = 1-1/2"

3 SHOP DRAWINGS MUST BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION

AND DELIVERY OF REINFORCING STEEL.

4 LAP CONTINUOUS REINFORCING STEEL A MINIMUM LENGTH OF:

A. CONCRETE - 36 X BAR DIAMETER OF SMALLER BAR BEING LAPPED

B. MASONRY - 48 X BAR DIAMETER OF SMALLER BAR BEING LAPPED

5 EACH REINFORCING BAR MUST BE WIRED TO A CROSS BAR AT A MAXIMUM

SPACING OF 2’-0” ON CENTER.

6 DETAIL BARS IN ACCORDANCE WITH ACI DETAILING MANUAL, LATEST EDITION.

PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING IN

POSITIONS SHOWN. BAR SUPPORTS AND HOLDING BARS MUST BE PROVIDED

FOR ALL REINFORCING STEEL TO INSURE MINIMUM CONCRETE COVER. BAR

SUPPORTS MUST BE PLASTIC TIPPED OR STAINLESS STEEL.

7 USE OF POLYPROPYLENE FIBERS (IN LIEU OF WELDED WIRE FABRIC) IS

PROHIBITED.

8 PLACE REINFORCING STEEL IN ACCORDANCE WITH THE CONCRETE

REINFORCING STEEL INSTITUTE (CRSI) “MANUAL OF STANDARD PRACTICE”.

REINFORCING STEEL MUST NOT CONTAIN RUST, SCALE, OIL, GREASE, CLAY,

OR FOREIGN SUBSTANCES THAT WOULD REDUCE THE BOND. REMOVE

LOOSE RUST PRIOR TO PLACEMENT.

9 UNLESS OTHERWISE APPROVED, ALL WELDED WIRE FABRIC MUST BE

BLOCKED INTO THE POSITION INDICATED WITH PRECAST CONCRETE BLOCKS

HAVING A COMPRESSIVE STRENGTH EQUAL TO THAT OF THE SLAB (4,000 PSI).

10 ALL REINFORCING STEEL, DOWELS, ANCHORS RODS, AND OTHER HARDWARE

TO BE SET IN CONCRETE MUST BE TIED IN PLACE PRIOR TO THE PLACEMENT

OF CONCRETE TO PREVENT DISPLACEMENT BEYOND PERMITTED

TOLERANCES.

REINFORCING STEEL NOTES

S C

I O N

TOF X' - X"

TOP OF FOUNDATION

COLUMN GRID MARK

KEY NOTE

TOC X' - X" TOP OF CONCRETE

TOS X' - X" TOP OF STEEL X" TOP OF SLAB

SPOT ELEVATION

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 S

M S

C O

M M

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M M

-A

O N

O R

, V A

AS NOTED

3/ 1/

A M

C :\R ev it

Lo ca l F ile s\

-1

-S -R

_k im be rly .a

.d av is 2.

rv t

S-002

B U

L A

G -2

S -S

, T

R, A

, S

, L

D, AB

DSG

12,862,942

KAD KAD

3/1/22

LT NINA R. ERB - USFFC

SEBASTIAN A. RAMOS, R.A.

1675989

N/A

K, V

L S

N T

N O

S. M. SWEENEY, P.E.

N/A

13 EPOXY BONDING COMPOUND MUST CONFORM TO ASTM C881/C881M.

PROVIDE TYPE II FOR BONDING FRESHLY MIXED CONCRETE TO HARDENED

CONCRETE. PROVIDE GRADE 1 OR 2 FOR HORIZONTAL SURFACES AND

GRADE 3 FOR VERTICAL SURFACES. PROVIDE CLASS A IF PLACEMENT TEMP

IS <40 DEGREES F; CLASS B IF PLACEMENT TEMP IS BETWEEN 40 AND 60

DEGREES F; OR CLASS C IF PLACEMENT TEMP IS <60 DEGREES F. EPOXY

MUST DEVELOP A MINIMUM OF 12,650 PSI F’C (YIELD) AFTER 7 DAY CURE.

EPOXY MUST HAVE A HEAT DEFLECTION TEMPERATURE OF A MINIMUM OF

136 DEGREES FAHRENHEIT.

14 ANCHORS MUST HAVE BEEN SUCCESSFULLY TESTED IN ACCORDANCE WITH

ICC-ES ESR-4945 CRITERIA FOR WIND / SEISMIC LOADING, LONG-TERM

CREEP AT ELEVATED TEMPERATURES, AND STATIC LOADING AT ELEVATED

TEMPERATURES. ADHESIVE MUST BE EPOXY-TIE SET ADHESIVE FROM

SIMPSON STRONG-TIE, PLEASANTON, CA OR CONTRACTING OFFICER

APPROVED EQUIVALENT. ANCHORS MUST BE INSTALLED IN ACCORDANCE

WITH MANUFACTURER’S INSTRUCTIONS.

15 MECHANICAL SCREW ANCHORS MUST BE SCREW ANCHORS WITH 360

DEGREE CONTACT WITH THE BASE MATERIAL AND MUST NOT REQUIRE

OVERSIZED HOLES FOR INSTALLATION. FASTENERS MUST BE

MANUFACTURED FROM CARBON STEEL, AND MUST BE HEAT-TREATED.

ANCHORS MUST BE ZINC PLATED IN ACCORDANCE WITH ASTM B633 OR

MECHANICALLY GALVANIZED IN ACCORDANCE WITH ASTM B695. ANCHORS

ARE NOT TO BE RE-USED AFTER INITIAL INSTALLATION.

16 ANCHOR BAR MUST HAVE AN EMBEDMENT DEPTH AND HOLE DIAMETER

CAPACITY OF DEVELOPING 125% OF THE ANCHOR BAR ULTIMATE TENSILE

CAPACITY. ALL ANCHORAGE STRENGTH MUST BE BASED ON TESTING PER

ASTM E488, WITH ALLOWABLE LOADS NOT GREATER THAN 25% OF ULTIMATE

LOADS. ADHESIVE MATERIAL MUST COMPLY WITH AC308, “ACCEPTANCE

CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE

ELEMENTS”, ISSUED BY THE INTERNATIONAL CODE COUNCIL EVALUATION

SERVICE (ICC-ES). OTHER ADHESIVE TYPES WILL BE EVALUATED BASED ON

EQUIVALENT PERFORMANCE.

17 REBAR IS BELIEVED TO BE PRESENT IN THE EXISTING CONCRETE. PRIOR TO

DRILLING ANY HOLES, SCANNING TOOLS AND METHODS MUST BE USED TO

IDENTIFY THE LOCATION OF EXISTING REBAR. ADJUST ANCHOR POSITION

AS NECESSARY TO FACILITATE CORE DRILLING WHILE MAINTAINING MINIMUM

COVER REQUIREMENTS.

18 ANCHOR BAR HOLES MUST BE DRILLED TO A DEPTH AND DIAMETER AS

RECOMMENDED BY THE ADHESIVE MANUFACTURER, BUT NOT LESS THAN

4-INCH EMBEDMENT, UNLESS NOTED OTHERWISE.

19 EDGE DISTANCE FOR ADHESIVE BAR ANCHORS MUST BE 4-INCH MINIMUM.

1 ALL POST INSTALLED ANCHORS MUST BE SUITABLE AND INDEPENDENTLY

TESTED FOR USE IN CRACKED AND UNCRACKED CONCRETE.

2 ANCHOR CAPACITIES MUST BE DETERMINED PER AN INDEPENDENT TESTING

LABORATORY AND ANCHORS MUST MEET THE ASSESSMENT CRITERIA OF

ACI 355.2, ACI 355.4, OR HAVE AN ICC-ES EVALUATION REPORT INDICATING

CONFORMANCE WITH THE CONTRACT DOCUMENTS.

3 ANCHORS TO BE EXTERIOR TO THE STRUCTURE MUST BE HOT DIPPED

GALVANIZED PER ASTM A153 OR MECHANICALLY GALVANIZED.

4 INSTALLATION MUST BE PERFORMED BY PERSONNEL TRAINED TO INSTALL

POST INSTALLED ANCHORS IN ACCORDANCE WITH THE SPECIFICATIONS.

5 SPECIAL INSPECTOR MUST PERFORM PERIODIC SPECIAL INSPECTION OF

POST INSTALLED ANCHORS. WHERE ANCHORS ARE INSTALLED IN

HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS, INSTALLATION MUST BE CONTINUOUSLY INSPECTED.

SPECIAL INSPECTOR MUST SUBMIT A REPORT OF ANCHORS FAILING

INSPECTIONS TO THE CONTRACTING OFFICER IN ACCORDANCE WITH THE

SPECIFICATIONS.

6 POST INSTALLED ANCHORS MUST BE PULL TESTED, IN ACCORDANCE WITH

THE SPECIFICATIONS. RESULTS MUST BE SUBMITTED TO THE ENGINEER OF

RECORD, THROUGH THE CONTRACTING OFFICER. ANCHORS THAT CANNOT

PHYSICALLY BE PULL TESTED, IN ACCORDANCE WITH THE SPECIFICATIONS,

MUST BE CONTINUOUSLY INSPECTED.

7 ADHESIVE ANCHOR BAR MUST CONSIST OF A REINFORCING BAR AND AN

INJECTABLE ADHESIVE CAPSULE(S).

8 WHEN PROVIDED IN NON-CAPSULE FORM, EPOXY ADHESIVE MUST BE

CONDITIONED, PROPORTIONED, MIXED AND APPLIED IN ACCORDANCE WITH

THE MANUFACTURERS RECOMMENDATIONS.

9 EXISTING REINFORCING MUST NOT BE DAMAGED DURING INSTALLATION OF

POST INSTALLED ANCHORS. ANY HOLES MADE FOR ANCHORS THAT ARE

NOT USED MUST BE FILLED WITH HIGH STRENGTH, NON-SHRINK,

NON-METALLIC EPOXY GROUT.

10 CHEMICAL ANCHORS MUST BE A TWO-COMPONENT, 100% SOLIDS EPOXY

BASED SYSTEM SUPPLIED IN MANUFACTURER’S STANDARD CARTRIDGE AND

DISPENSES THROUGH A STATIC-MIXING NOZZLE SUPPLIED BY THE

MANUFACTURER.

11 DRILL HOLES INTO THE EXISTING CONCRETE USING A ROTARY

(NON-HAMMERING) DRILL. HOLES MUST HAVE A ROUGHENED INTERIOR

SURFACE IN ACCORDANCE WITH ADHESIVE MANUFACTURER’S

RECOMMENDATIONS.

12 VACUUM DUST FROM THE BOTTOM AND SIDES OF EACH HOLE USING A

NOZZLE THAT WILL REACH THE BOTTOM OF THE HOLE. INSPECT EACH HOLE

WITH A LIGHT TO ENSURE THAT ALL DUST IS REMOVED.

POST-INSTALLED & ADHESIVE ANCHOR

NOTES (CONTINUED)

STRUCTURAL ABBREVIATIONS

L ANGLE

LB, LBS POUNDS

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

MATL MATERIAL

MAX MAXIMUM

MD METAL DECK

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MOS MID-DEPTH OF SLAB

MPH MILES PER HOUR

NTS NOT TO SCALE

OC ON CENTER

OPH OPPOSITE HAND

PL PLATE

PLF POUNDS PER LINEAR

FOOT

PSF POUNDS PER SQUARE

FOOT

PSI POUNDS PER SQUARE

INCH

RE, REF REFERENCE

REINF REINFORCE, -MENT

REQD REQUIRED

SF SQUARE FEET

SIM SIMILAR

SPA SPACING

SPEC CONTRACT

SPECIFICATIONS

STD STANDARD

T&B TOP AND BOTTOM

THK THICKNESS

TOF TOP OF FOOTING

TOS TOP OF STEEL

TS THICKENED SLAB

TYP TYPICAL

UON UNLESS OTHERWISE

NOTED

VERT VERTICAL

W/, W/O WITH, WITHOUT

WWF WELDED WIRE FABRIC

~ , APPROX APPROXIMATELY

# NUMBER

& AND

@ AT

AFF ABOVE FINISHED FLOOR

ARCH ARCHITECT, -URAL

BLDG BUILDING

BOD BOTTOM OF DECK

BOT BOTTOM

BRCG BRACING

BRDG BRIDGING

C CHANNEL

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

DIA (OR) � DIAMETER

DIM(S) DIMENSION(S)

DWGS DRAWINGS

EA EACH

EF EACH FACE

EL ELEVATION

EQ, EQUIV EQUAL, EQUIVALENT

EW EACH WAY

EXIST EXISTING

F'C COMPRESSIVE STRESS

FDN FOUNDATION

FF EL FINISHED FLOOR

ELEVATION

FOS FACE OF SLAB

FTG FOOTING

FY ALLOWABLE YIELD

STRESS

HDG, GALV HOT DIPPED

GALVANIZED

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL

SHAPES

IAW IN ACCORDANCE WITH

INFO INFORMATION

JBE JOIST BEARING

ELEVATION

KSI KILOPOUNDS (KIPS) PER

SQUARE INCH

PLAN LEGEND

STRUCTURAL SYMBOLS

COMPACTED SUBGRADE / FILL

CRUSHED STONE

MASONRY GROUT

CONCRETE

CONCRETE MASONRY UNIT

BRICK VENEER

METAL

WORKING POINT

7 STORE LUMBER AND PLYWOOD ON LEVEL RACKS AND KEEP FREE OF

GROUND TO AVOID WARPING. STACK TO INSURE PROPER VENTILATION AND

DRAINAGE.

8 PRESSURE TREAT ALL WOOD MEMBERS PERMANENTLY EXPOSED TO

WEATHER OR ANY WOOD IN CONTACT WITH CONCRETE OR MASONRY IN

ACCORDANCE WITH THE SPECIFICATIONS.

9 LIGHT GAUGE METAL FRAMING CONNECTORS MUST MEET THE

REQUIREMENTS OF ASTM A653, GRADE A (STRUCTURAL QUALITY). METAL

FRAMING CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD

MUST BE GALVANIZED IN ACCORDANCE WITH ASTM A653 WITH A G185

COATING.

10 WHERE MULTIPLE FRAMING MEMBERS ARE INDICATED, SCAB CONTINGENT

MEMBERS TOGETHER WITH 16d NAILS AT 12" ON CENTER, ALTERNATING AT 2

INCHES FROM EACH EDGE, UNLESS NOTED OTHERWISE.

11 FIT RIDGE AND EAVE JOINT MEMBERS FOR BEARING.

12 EXISTING WIRING, CONDUITS, AND DUCT WORK IS ATTACHED TO THE

EXISTING TIMBER FRAMING MEMBERS. ALL ABANDONED AND INACTIVE

WIRING, CONDUIT, AND/OR DUCTWORK IS TO BE DEMOLISHED. ALL ACTIVE

WIRING, CONDUIT, AND/OR DUCTWORK IN WAY OF WORK, IS TO BE

DETACHED FROM THE EXISTING FRAMING MEMBER(S) AND AFTER WORK IS

COMPLETED, RE-ATTACHED IN ACCORDANCE WITH THE MECHANICAL AND

ELECTRICAL DRAWINGS.

1 ROUGH CARPENTRY MUST COMPLY WITH THE NATIONAL FOREST

PRODUCTS ASSOCIATE (NFPA) "NATIONAL DESIGN SPECIFICATION FOR

WOOD CONSTRUCTION".

2 UNLESS NOTED OTHERWISE, ALL NAILING MUST BE IN ACCORDANCE WITH

THE "FASTENING SCHEDULE" SHOWN IN TABLE 2304.10.1 OF THE

INTERNATIONAL BUILDING CODE.

3 ALL WOOD FRAMING MUST MEET THE REQUIREMENTS OF DOC PS 20

"AMERICAN SOFTWOOD LUMBER STANDARD" AND THE FOLLOWING MINIMUM

REQUIREMENTS:

- MOISTURE CONTENT - SEASONED, WITH 19% MAXIMUM MOISTURE

CONTENT

- GRADE - NO.2 OR BETTER

- SPECIES - SOUTHERN PINE GRADED UNDER SPIB RULES

4 CONSTRUCTION PANELS MUST COMPLY WITH DOC PS1 "U.S. PRODUCT

STANDARD FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD" FOR PLYWOOD

CONSTRUCTION PANELS AND THE FOLLOWING:

- STRUCTURAL ROOF SHEATHING: 15/32 WOOD STRUCTURAL PANELS,

EXTERIOR GLUE, EXPOSURE 1 OR EXTERIOR

- DURABILITY CLASSIFICATION

5 STAGGER ALL END JOINTS FOR SHEATHING 4'-0". ALL END JOINTS MUST BE

MADE ON SUPPORTING MEMBERS.

6 ALL SHEATHING MUST BE NAILED AS FOLLOWS: ROOF SHEATHING - 10d

NAILS @ 4" O.C. EDGE NAILING AND 6" O.C. FIELD NAILING.

TIMBER NOTESLIGHT GAUGE STEEL FRAMING NOTESSTRUCTURAL STEEL NOTES

1 ALL STRUCTURAL STEEL MUST CONFORM TO THE FOURTEENTH EDITION OF

THE ALLOWABLE STRESS DESIGN "STEEL CONSTRUCTION MANUAL" OF THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC).

2 UNLESS OTHERWISE NOTED, ALL MATERIALS MUST BE IN ACCORDANCE

WITH THE FOLLOWING ASTM SPECIFICATIONS:

MEMBER, ALL GALVANIZED ASTM MIN. STRENGTH

3 BOLTS AND NUTS MUST BE SHIPPED TOGETHER IN THE SAME SHIPPING

CONTAINER. FASTENER COMPONENTS MUST BE PROTECTED FROM DIRT

AND MOISTURE IN CLOSED CONTAINERS AT THE SITE OF THE INSTALLATION.

FASTENER COMPONENTS THAT ARE NOT INCORPORATED INTO THE WORK

MUST BE RETURNED TO PROTECTED STORAGE AT THE END OF THE WORK

SHIFT. BOLTS MAY BE TIGHTENED TO "SNUG TIGHT" CONDITION IN LIEU OF

FULL PRETENSIONING.

4 UNLESS OTHERWISE NOTED, ALL CONNECTIONS MUST BE AISC TYPE 2

“STANDARD FRAMED BEAM CONNECTIONS” WITH ASTM A307 BOLTS,

DESIGNED FOR THE UNIFORM LOAD CONSTANTS FOR LATERALLY

SUPPORTED BEAMS GIVEN IN THE “CONNECTIONS” SECTION OF THE

“MANUAL OF STEEL CONSTRUCTION”.

5 ALL STEEL (INCLUDING THOSE IN CONTACT WITH PRESSURE TREATED

WOOD) MUST BE HOT DIPPED GALVANIZED IN ACCORDANCE WITH ASTM

A153 OR A123 AS APPLICABLE WITH A G185 COATING. REPAIR DAMAGE TO

GALVANIZED COATINGS USING ASTM A780 ZINC RICH PAINT FOR

GALVANIZING DAMAGED BY HANDLING, TRANSPORTING, CUTTING, WELDING,

BOLTING, ETC. DO NOT HEAT SURFACES TO WHICH REPAIR PAINT HAS BEEN

APPLIED. ZINC RICH COMPOUND MUST BE 95% METALLIC ZINC, BY WEIGHT

IN DRIED FILM CONFORMING TO FED. SPEC. DOD-P-21035A AND MEETING MIL

SPEC. MIL-P-26915A. PROVIDE TWO COATS WITH 2 MIL THICKNESS PER

COAT FOR A TOTAL OF 4 MILS. GALVANIZE STRUCTURAL STEEL AFTER

FABRICATION WHERE PRACTICAL. FINAL FINISH MUST BE UNIFORM.

6 HARDENED STEEL SCREWS CANNOT BE HOT DIPPED GALVANIZED. USE

MANUFACTURER'S PRORPIETARY EPOXY COATING SYSTEM OR

MECHANICALLY GALVANIZED SUCH FASTERNERS IN ACCORDANCE WITH

ASTM B695, CLASS 55 OR C-3 MECHANICALLY GALVANIZED.

7 WELDING OF STRUCTURAL STEEL MUST BE IN ACCORDANCE WITH AWS D1.1

"STRUCTURAL WELDING CODE - STEEL". WELD ELECTRODES MUST BE

E70XX. UNLESS OTHERWISE NOTED, PROVIDE CONTINUOUS FILLET WELDS

WITH MINIMUM SIZE REQUIRED BY TABLE J2.4 OF THE “MANUAL OF STEEL

CONSTRUCTION, ALLOWABLE STRESS DESIGN”. ALL FILLER MATERIAL MUST

HAVE A MINIMUM YIELD STRENGTH OF 58 KSI.

8 PRIOR TO WELDING, THE CONTRACTOR MUST SUBMIT CERTIFICATION FOR

EACH WELDER STATING THE TYPE OF WELDING AND POSITIONS QUALIFIED

FOR, THE CODE AND PROCEDURE QUALIFIED UNDER, DATE QUALIFIED, AND

THE FIRM AND INDIVIDUAL CERTIFYING THE QUALIFICATION TESTS.

9 HOLES IN STEEL MUST BE DRILLED OR PUNCHED. BURNING OF HOLES AND

TORCH CUTTING AT THE SITE IS PROHIBITED.

10 SPLICING OF STEEL MEMBERS IS PROHIBITED.

11 USE LEVELING GROUT AS REQUIRED UNDER BASE PLATES TO A DEPTH OF

1". FILL WITH GROUT ANY HOLES, OPENINGS OR CRACKS WITHIN EXISTING

CONCRETE LEFT BY THE REMOVAL OF THE OLD. NON-SHRINK GROUT MUST

CONFORM TO ASTM C1107, WITH NO ASTM C827 SHRINKAGE (GROUT MUST

BE NONMETALLIC).

12 PROPRIETARY FRAMING CONNECTIONS MAY BE CONSIDERED FOR USE AT

THE CONTRACTORS OPTION AND EXPENSE. THE CONTRACTOR MUST

SUBMIT COMPLETE PRODUCT DATA FOR ALL COMPONENTS PRIOR TO

ORDERING MATERIALS.

13 COORDINATE WITH ARCHITECTURAL DRAWINGS FOR STEEL MEMBERS TO

RECEIVE PAINT AND PREPARE STEEL AS REQUIRED.

14 REFER TO DRAWINGS OF OTHER DISCPLINES FOR ADDITIONAL STEEL (IF

ANY) NOT SHOWN ON THE STRUCTURAL DRAWINGS.

15 UNLESS OTHERWISE NOTED, THE TOP & BOTTOM OF ALL EXTERIOR STEEL

COLUMNS OR OPEN ENDED STEEL BEAMS MUST HAVE A STEEL CAP PLATE.

UNLESS OTHERWISE DETAILED OR NOTED, MINIMUM CAP PLATE

DIMENSIONS MUST MATCH COLUMN WIDTH AND DEPTH AND MINIMUM

THICKNESS OF CAP PLATE MUST EQUAL COLUMN WEB THICKNESS (1/4"

MINIMUM).

MISC. ROLLED PLATES / SHAPES A36 36 KSI

CONNECTION BOLTS A307 (GRADE A)

NUTS A563 (GRADE TO MATCH BOLT)

WASHERS F436

ANCHOR BOLTS / THREADED

RODS

F1554 36 KSI

1 ALL COLD-FORMED STEEL FRAMING MEMBERS, THEIR DESIGN, FABRICATION,

AND ERECTION MUST CONFORM TO THE "SPECIFICATION FOR THE DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS" OF THE AISI. THIS INCLUDES

STUDS, TRACKS, SECTIONS, SLIDE CLIPS, AND BRIDGING.

2 ALL FRAMING MEMBERS MUST BE FORMED FROM STEEL CONFORMING TO

ASTM A446 WITH A MINIMUM YIELD STRENGTH AS FOLLOWS:

A. 12, 14, 16 GAUGE MEMBERS FY=50 KSI (GRADE D)

B. 18, 20 GAUGE MEMBERS FY=33 KSI (GRADE A)

3 ALL FRAMING MEMBERS MUST BE GALVANIZED WITH A G-90 COATING

MEETING THE REQUIREMENTS OF ASTM A525.

4 GAUGE OF ALL TRACKS MUST BE NO LIGHTER THAN THE FRAMING BEING

CONNECTED.

5 ALL WELDING MUST BE IN CONFORMANCE WITH AMERICAN WELDING SOCIETY

SPECIFICATION D1.3. ALL WELDS MUST BE TOUCHED UP WITH ZINC RICH

PAINT.

6 ALL STRUCTURAL MEMBERS MUST BE PROPERLY CONNECTED TO EACH

OTHER AND TO THE SUPPORTING BACK-UP FRAMING. FASTENINGS MUST BE

MADE WITH SELF TAPPING SCREWS OR WELDS OF SUFFICIENT SIZE TO

INSURE THE CONNECTION STRENGTH. UNLESS OTHERWISE NOTED,

CONNECT ALL INTERIOR STUDS BASED ON A 10 PSF HORIZONTAL LOAD.

7 COMPONENTS ARE TO BE CUT SQUARELY FOR ATTACHMENT TO

PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT AGAINST

ABUTTING MEMBERS. FIELD CUTTING OF LIGHT GAUGE MEMBERS MUST BE

DONE BY SAWING OR SHEARING. TORCH CUTTING IS NOT ACCEPTABLE.

8 PROVIDE VERTICAL SLIDE TRACKS OR SLIDE CLIPS, WHERE INDICATED ON

THE DRAWINGS, TO ALLOW FOR VERTICAL STRUCTURAL MOVEMENTS.

MAXIMUM EXPECTED LIVE LOAD DEFLECTION IS L/240 AT ROOFS.

9 PROVIDE BRIDGING FOR STUDS AT MIDSPAN AND AT A MAXIMUM SPACING

NOT TO EXCEED 6'-0".

10 PROVIDE THE MANUFACTURER'S STANDARD TRACK, CLIP ANGLES, BRACING,

REINFORCEMENTS, FASTENERS AND ACCESSORIES AS RECOMMENDED BY

THE MANUFACTURER FOF THE APPLICATION INDICATED AND AS NEEDED TO

PROVIDE A COMPLETE FRAMING SYSTEM. UNLESS OTHERWISE NOTED,

INSTALL METAL FRAMING SYSTEM IN ACCORDANCE WITH THE

MANUFACURER'S WRITTEN INSTRUCTIONS AND RECOMMENDATIONS.

11 PIECE DESIGNATION NUMBERS, AS INDICATED ON DRAWINGS, ARE TAKEN

FROM STEEL STUD MANUFACTURER'S ASSOCIATION CATALOG

(WWW.SSMA.COM).

12 SEE ARCHITECTURAL DRAWINGS FOR NON-LOAD BEARING METAL STUD

PARTITIONS, REQUIRED SHEETING, FINISHES, INSULATION, AND THE

LOCATION OF ANY OPENINGS NOT SHOWN.

POST-INSTALLED & ADHESIVE ANCHOR

NOTES

TIMBER NOTES (CONTINUED)

SHORING / PHASING NOTES

1 CONTRACTOR MUST FINISH DEMOLITION WORK IN THE MEZZANINE

PRIOR TO STARTING DEMOLITION WORK OF SUPPORTING STUD

WALL BELOW.

2 IF CONTRACTOR ELECTS TO DO ALL COLUMN BASE REPAIRS AT THE

SAME TIME (AS COMPARED TO PHASING), THE BUILDING MUST BE

SHORED AGAINST UPLIFT AND SLIDING ACTION UNTIL THE COLUMN

REPAIRS ARE COMPLETED.

3 CONTRACTOR MUST SHORE THE EXISTING LONGITUDINAL

SPANDREL BEAMS DURING CONSTRUCTION, THE ENTIRE LENGTH OF

THE BEAM, UNTIL THE PERIMETER WALLS ARE COMPLETED.

S C

I O N

2 3 4 5 6 7 8 9

9 1/2" ± 11' - 0 1/2" ± 10' - 10 1/2" ± 11' - 1 1/2" ± 10' - 11" ± 11' - 3" ± 10' - 10 1/2" ± 11' - 2" ± 15' - 11 1/2" ± 10 1/2" ±

- 0

1/ 2"

- 0 1/

6x10 COL

12x12 COL

11x11 COL 6x10 COL 11x11 COL 6x10 COL

11x11 COL 11x11 COL

11x11 COL9.5X11 COL6x10 COL 11x11 COL9.5X11

COL6x10 COL12x12 COL 6x10 COL

11x11 COL

4' - 8" ±

- 0

1 3 /4"

4 3

/4"

- 0

4' - 8" ±

94' - 10" ±

SLOPE DOWN

6x10 COL

12x12 COL

- 6

- 0

A3 S-501

SD501

- - - - - - - - - - - - - - - - - - - - - - - - - - - - C1

SD501

6x10 COL

10' - 6" ±

2" D

7' - 6" ±

- 6

FOR 2" DEPTH

AS NEEDED

FOR DOOR

6' - 2 1/2" CURB DEMO 4' - 5 5/8" 3' - 2 1/2"

5' - 6 3/8"

15' - 4 7/8" CURB DEMO

6" C

MOC3

SD501

SD901

3' - 0"

- 0

SD901

UPWARDS

SD901

UPWARDS

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 Mar 1, 2022.