ATTACHMENT B - SP90_1674978_DWGS.pdf

NAVAL STATION - NORFOLK, VIRGINIA

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND ~ MID-ATLANTIC

PUBLIC WORKS DEPARTMENT

FACILITIES ENGINEERING AND ACQUISITION DIVISION

NORFOLK, VIRGINIA

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

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DRAWFORM REVISION: 25 AUGUST 2020

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FIRE PROTECTION

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12,885,727

DAS DAS

04/14/2023

HAI HUYNH - CNIC

J.B. JONES - UEM

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DUSTIN A. SCHULZE, R.A.

1674978

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BUILDING SP-90

RENOVATE RESERVOIR STRUCTURE & REPLACE BOOSTER PUMP STATION

S Y

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E S

C R

IP

T

I O N

D A

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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

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

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 KEYNOTE INDICATOR

KEYNOTE NUMBER

A-901 PHOTOGRAPH

INDICATOR

PHOTOGRAPH NUMBER

SHEET WHERE SHOWN

A1

A-501

DETAIL NUMBER

SHEET REFERENCED FROM

TRUE NORTH

GRAPHIC SCALE

GRAPHIC SCALE

0 4' 8' 16'

VIEW NAME

SCALE: 1/8" = 1'-0"A1 (A-101)

0 4' 8' 16'

PLAN

NORTH

VIEW NAME

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

PLAN TITLE

SP236

SP237

SP90

SP113

NORTH

SP372

1ST VIEW STREET

EAST 'D

' STREET

'B' STREET

9TH

A V

E

10TH

A

V E

8TH

A

V E

SP69

SP28

SP401

8TH

A

V E

LU

M

B E

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LA

N E

PROJECT SITE

BAY AVENUE

GATE 4

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

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C

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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12,885,728

DAS DAS

04/14/2023

HAI HUYNH - CNIC

J.B. JONES - UEM

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DUSTIN A. SCHULZE, R.A.

1674978

N/A

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LIST OF SHEETS

SHEET NO.

NAVFAC DWG. NO. SHEET TITLENO. SHEET

GENERAL

1 GI001 12,885,727 COVER SHEET

2 GI002 12,885,728 LIST OF SHEETS, GENERAL PROJECT NOTES, AND SYMBOLS

CIVIL

3 C-001 12,885,729 CIVIL LEGEND, LINE TYPES, & ABBREVIATIONS

4 C-101 12,855,730 CIVIL DEMOLITION PLAN

5 C-102 12,855,731 CIVIL SITE PLAN

6 C-501 12,855,732 CIVIL DETAILS & PHOTOS

7 C-502 12,855,733 TYPICAL FENCE DETAILS

8 C-503 12,855,734 WATER DISTRIBUTION DETAILS

STRUCTURAL

9 S-001 12,885,735 STRUCTURAL NOTES AND PLAN LEGEND

10 S-002 12,885,736 STRUCTURAL NOTES - CONCRETE, STEEL

11 S-003 12,885,737 STRUCTURAL NOTES & ABBREVIATIONS

12 SD101 12,885,738 FOUNDATION PLAN - DEMOLITION

13 SD102 12,885,739 ROOF PLAN - DEMOLITION

14 SD103 12,885,740 SP90A - DEMOLITION PLAN & ELEVATIONS

15 S-101 12,885,741 FOUNDATION PLAN

16 S-102 12,885,742 ROOF PLAN

17 S-501 12,885,743 CONCRETE REPAIR DETAILS

18 S-502 12,885,744 GENERATOR PAD PLAN & SECTION

19 S-503 12,885,745 FRP LADDER DETAILS

ARCHITECTURAL

20 AD101 12,855,746 ROOF PLAN - DEMOLITION

21 AE101 12,855,747 ROOF PLAN & DETAILS

MECHANICAL

22 M-001 12,885,748 MECHANICAL LEGEND, ABBREVIATIONS AND NOTES

23 MD101 12,885,749 SP90A DEMOLITION MECHANICAL PLAN

24 MD102 12,885,750 PUMP ROOM MECHANICAL PLAN - DEMOLITION

25 MD103 12,885,751 MECHANICAL GROUND FLOOR PLAN - DEMOLITION

26 MP101 12,885,752 SP90A NEW WORK MECHANICAL PLAN

27 MP102 12,885,753 PUMP ROOM MECHANICAL PLAN - NEW WORK

28 MP103 12,885,754 MECHANICAL GROUND FLOOR PLAN - NEW WORK

29 MI601 12,885,755 MECHANICAL SCHEDULES

ELECTRICAL

30 E-001 12,885,756 ELECTRICAL SYMBOLS, LEGEND, ABBREVIATIONS, AND NOTES

31 ES101 12,885,757 ELECTRICAL SITE PLAN

32 ES501 12,885,758 ELECTRICAL SITE DETAILS

33 ED101 12,885,759 FLOOR PLAN - DEMOLITION

34 EP101 12,885,760 FLOOR PLAN - POWER

35 EP501 12,885,761 ELECTRICAL DETAILS

36 EP601 12,885,762 ONE-LINE DIAGRAM

37 EP701 12,885,763 PANELBOARD SCHEDULES

VICINITY MAP

GENERAL PROJECT NOTES

LOCATION MAP

3 FIELD VERIFY EXISTING DIMENSIONS, PRIOR TO ORDERING MATERIALS OR

BEGINNING DEMOLITION.

4 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.

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

INSTALLED UNDER THE REQUIREMENTS OF THIS CONTRACT.

6 OBTAIN OUTAGE APPROVAL PRIOR TO STARTING WORK THAT MAY

INTERRUPT UTILITIES, OR OPERATIONAL SERVICES. ALLOW UP TO 15 DAYS

FOR OUTAGE COORDINATION AND APPROVAL.

7 CONSTRUCTION WILL BE ACCOMPLISHED IN AND AROUND AREAS WHICH

WILL REMAIN OPERATIONAL. AVOID INTERFERENCE WITH THE

OPERATIONAL WORK ROUTINE.

8 THE GOVERNMENT IS NOT RESPONSIBLE FOR THE METHODS, TECHNIQUES

AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK.

SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

9 COMPLY WITH ALL SAFETY PRECAUTIONS AND REGULATIONS DURING THE

WORK, INCLUDING DODINST 6055.1 AND APPLICABLE OCCUPATIONAL

SAFETY AND HEATH ADMINISTRATION (OSHA) SAFETY AND HEATH

STANDARDS. THE STRUCTURAL DESIGNER OF RECORD (DOR) WILL NOT

ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS AND

PROGRAMS.

10 PERFORM A PRE-BID SITE VISIT TO ASCERTAIN CONDITIONS WHICH MAY

ADVERSELY AFFECT THE WORK OR COST THEREOF.

11 ALL WORK TO INSTALL GENERATOR REQUIRES THE TRANSFORMER TO BE

DE-ENERGIZED. COORDINATE SHUTDOWN PERIODS WITH THE

CONTRACTING OFFICER AND UTILITIES AND ENERGY MANAGEMENT

DIVISION, CODE PW6. DURING SHUTDOWN PERIODS, PROVIDE TEMPORARY

LIGHTING AND POWER TO FACILITATE CONSTRUCTION.

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

PROPERTY OF THE CONTRACTOR AND MUST BE REMOVED FROM

GOVERNMENT PROPERTY, UNLESS NOTED OTHERWISE. DISPOSITION OF

THE ITEMS / MATERIALS IS THE RESPONSIBILITY OF THE CONTRACTOR AND

MUST ADHERE TO ALL APPLICABLE FEDERAL, STATE, AND LOCAL

REGULATIONS.

13 COORDINATE LAY DOWN AREA WITH THE CONTRACTING OFFICER PRIOR TO

THE PRECONSTRUCTION MEETING. THE ALLOWABLE AREA SIZE MUST BE

ESTABLISHED BY THE CONTRACTING OFFICER.

14 ALL SUBMITTALS REQUIRED BY THESE DRAWINGS OR SPECIFICATIONS

MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL TO

COMMENCEMENT OF RELATED WORK.

15 STUDY AND COMPARE THE CONTRACT DOCUMENTS WITH EACH OTHER,

AND AT ONCE, REPORT TO THE CONTRACTING OFFICER ANY ERRORS,

INCONSISTENCIES, OR OMISSIONS DISCOVERED. ANY CONSTRUCTION

ACTIVITY PERFORMED KNOWING IT INVOLVES A RECOGNIZED ERROR,

INCONSISTENCY OR OMISSION IN THE CONTRACT DOCUMENTS WITHOUT

SUCH NOTICE TO THE CONTRACTING OFFICER, THE CONTRACTOR WILL

ASSUME RESPONSIBILITY FOR SUCH PERFORMANCE AND WILL BEAR THE

AMOUNT OF THE COST OF THE CONSTRUCTION.

16 OBSERVE AND MAINTAIN BUILDING AND COMPOUND SECURITY

REQUIREMENTS AS DIRECTED BY THE CONTRACTING OFFICER. THE

RESERVOIR PARCEL IS PROTECTED BY A 6-FOOT CHAIN-LINK SECURITY

FENCE WITH LOCKED GATE, 3-STRAND BARBED WIRE AND VISUAL

OBSCURATION SLATS. UPON RECEIPT OF WRITTEN REQUEST, ACTIVITY

OWNER (NAVAL STATION UTILITIES) WILL PROVIDE THE CONTRACTING

OFFICER A KEY TO UNLOCK THE GATE, WHICH MAY BE USED THROUGHOUT

THE DURATION OF THE PROJECT. AT PROJECT COMPLETION, RETURN THE

KEY TO THE CONTRACTING OFFICER.

17 ASBUILT PDF DRAWINGS OF THE 1995 & 2009 ROOF REPLACEMENTS ARE

AVAILABLE UPON REQUEST TO THE CONTRACTING OFFICER.

18 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.

1 BUILT IN 1943, SP-90 IS A POTABLE WATER, CUT-AND-COVER STYLE

CONCRETE GROUND STORAGE WATER RESERVOIR (TANK) WITH A 2,200,000

GALLON CAPACITY. IT IS APPROXIMATELY ±193'-0" X ±207'-6" IN SIZE AND

HAS AN INTERIOR SHELL HEIGHT OF APPROXIMATELY ±9'-8". UPGRADED

CONTROLS WERE PROVIDED IN 1995-2005, AND THE ROOF WAS REPLACED

IN 2009. ADJACENT TO THE RESERVOIR IS A PUMP ROOM, AN ELECTRICAL

VAULT, AND APPROXIMATELY 50-FEET WEST IS A BACKFLOW PREVENTER

STRUCTURE, ALSO IN THE SCOPE OF WORK.

2 GENERAL SCOPE OF WORK INCLUDES, BUT IS NOT LIMITED TO:

2A SITE:

- MARK EXISTING UTILITIES WITHIN 10' OFFSET OF AREAS OF WORK.

- PROVIDE CONCRETE SLAB ON GRADE, ADJACENT TO ELECTRICAL VAULT,

TO SUPPORT SKID MOUNTED GENERATOR, REFER TO STRUCTURAL AND

ELECTRICAL DRAWINGS.

2B TANK:

- INTERIOR SURFACES (SLAB, COLUMNS, WALLS) – REMOVE TO BARE

CONCRETE, PATCH SURFACES, APPLY TANK COATING (ASSUME LEAKING

TANK), REFER TO STRUCTURAL DRAWINGS.

- COMPLETE DEMOLITION AND REPLACEMENT OF ROOF HATCHES AND

CURBS (INCLUDING NON-ROOF PENETRATING GUARD RAILS AND GATE),

REFER TO STRUCTURAL AND ARCHITECTURAL DRAWINGS.

- PARTIAL DEMOLITION AND REPLACEMENT OF CORRODED STEEL ROOF

FRAMING AROUND PERIMETER OF EXISTING ROOF ACCESS HATCHES,

REFER TO STRUCTURAL DRAWINGS.

- PROVIDE NEW STEEL ROOF FRAMING AROUND PERIMETER OF ANY NEW

ROOF PENETRATIONS, REFER TO STRUCTURAL DRAWINGS.

- COMPLETE DEMOLITION AND REPLACEMENT OF SLUICE GATES, TYPICAL

OF TWO, REFER TO STRUCTURAL & MECHANICAL DRAWINGS.

- COMPLETE DEMOLITION AND REPLACEMENT OF CORRODED LADDER

ANCHORS REMAINING IN TANK FROM EXISTING OR PREVIOUS LADDERS,

REFER TO STRUCTURAL DRAWINGS.

- COMPLETE DEMOLITION AND REPLACEMENT OF CORRODED TANK WALL

ELBOWS, PIPING, BENDS, ETC AS NOTED ON MECHANICAL DRAWINGS

AND ASSOCIATED WALL PATCHES ON STRUCTURAL DRAWINGS.

- COMPLETE DEMOLITION AND REPLACEMENT OR REPAIR OF CORRODED

INTERIOR PIPING AS NOTED ON MECHANICAL DRAWINGS AND ASSOCIATED

WALL PATCHES ON STRUCTURAL DRAWINGS.

- PROVISION OF TWO TANK MIXERS AND ASSOCIATED POWER AND

PENETRATION REQUIREMENT(S), REFER TO DRAWINGS OF ALL TRADES.

2C PUMP ROOM (REFER TO MECHANICAL DRAWINGS):

- COMPLETE DEMOLITION AND REPLACEMENT OF (3) FIRE PUMPS,

INCLUDING MOTORS, CONTROL SYSTEMS, SOFT STARTERS, GATE VALVES,

CHECK VALVES, PRESSURE TRANSMITTERS, AND SCADA MONITORING

SENSORS.

- COMPLETE DEMOLITION AND REPLACEMENT OF (1) ALTITUDE VALVE

AND ASSOCIATED MANUAL VALVES.

- COMPLETE DEMOLITION AND REPLACEMENT OF (1) SIGHT GLASS

ASSEMBLY.

- REROUTE CL17 ANALYZER DRAIN TO STORM CATCH BASIN OUTSIDE OF

STATION, AND ASSOCIATED WALL CORE DRILL.

2D ELECTRICAL VAULT (REFER TO ELECTRICAL DRAWINGS):

- PROVIDE A 300kW GENERATOR AND AUTOMATIC TRANSFER SWITCH (ATS)

TO MAINTAIN STATION LIGHTING, PUMP CONTROLS, AND POWER TO

PUMPS.

2E BACKFLOW PREVENTER (BFP) BUILDING (REFER TO MECHANICAL

DRAWINGS, UNLESS NOTED OTHERWISE):

- DEMO BUILDING ENVELOPE ABOVE SLAB-ON-GRADE COMPLETE (INCLUDES

8" THICK CMU WALLS, TIMBER ROOF TRUSSES, VINYL SIDING, A METAL

DOUBLE DOOR, ETC), REFER TO STRUCTURAL DRAWINGS.

- OVERLAY THE EXISTING SLAB-ON-GRADE AND INFILL CRACKS, MAINTAINING

EXISTING OR NEW FLOOR LEVEL PENETRATIONS AND CLEARANCES, REFER

TO STRUCTURAL DRAWINGS.

- COMPLETE DEMOLITION AND REPLACEMENT OF (5) BFP ASSEMBLY TO RPZ

BFP ASSEMBLY.

- PROVIDE WEATHERPROOF HEATED ENCLOSURES FOR (5) BFP ASSEMBLIES

- INSTALL A TEMPERATURE MONITORING SENSOR FOR EACH HOTBOX

ASSOCIATED WITH A BFP.

2F INCIDENTAL RELATED WORK AS SHOWN ON OTHER DISCIPLINE DRAWINGS.

S Y

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WATER SYMBOLS

C

SURFACE FEATURES LINE TYPES

STORM DRAIN SYMBOLS

SANITARY SYMBOLS

POWER SYMBOLS

OTHER UTILITY SYMBOLS

SURFACE FEATURES SYMBOLSSURVEY SYMBOLS

UTILITY LINE TYPES

CIVIL SYMBOL LEGEND

ABBREVIATIONS

GENERAL NOTES

NEW WORK LEGEND

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GENERAL SHEET NOTES

GRAPHIC SCALE

KEYNOTES

CIVIL DEMOLITION PLAN

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EROSION & SEDIMENTATION LEGEND

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C-102

GENERAL SHEET NOTES

GRAPHIC SCALE

KEYNOTES

CIVIL SITE PLAN

D1 ABOVE GROUND CONCRETE VAULT

B1 SURPLUS ITEMS ON NORTH SIDE OF SP-90A

A1 SURPLUS ITEMS ON WEST SIDE OF SP-90A

D3 SURPLUS ITEMS ON NORTH SIDE OF SP-90

B3 SURPLUS ITEMS ON NORTH SIDE OF SP-90

INLET PROTECTIONIP

IP

EROSION AND SEDIMENT CONTROL GENERAL NOTES

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SILT/SEDIMENT FENCESF

SF

TYPICAL DOUBLE SWING GATE ELEVATION

PLAN - DOUBLE SWING GATE

TYPICAL FENCE AND CORNER PANEL ELEVATION

GATE HINGE DETAIL

GATE LATCH DETAILOFFSET HINGE DETAIL FULCRUM LATCH DETAIL

SINGLE EXTENSION ARM DETAILS

TYPICAL 3 STRAND BARBED WIRE AND SINGLE EXTENSION ARM CONFIGURATION

GROUNDING DETAIL

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LINE POST DETAILSD1

TYPICAL FENCE AND CORNER PANEL ELEVATIONC1

TYPICAL DOUBLE SWING GATE ELEVATIONA1

GROUNDING DETAILD3

TYPICAL 3 STRAND BARBED WIRE WITH SINGLE EXTENSION ARM DETAILD5

CORNER & END POST DETAILSC3 SINGLE EXTENSION ARM DETAILSC5

GATE HARDWARE DETAILSA5

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C-503

FIRE HYDRANT CONNECTIONTYPICAL DRY BARREL FIRE HYDRANT CONCRETE FILLED BOLLARD

TYPICAL GATE VALVE INSTALLATION DETAIL TYPICAL VALVE BOX DETAIL

W12X26

W12X26

TOF X' - X" FRAMING SIZE

EXISTING FRAMING SIZE

X

TOP OF FOUNDATION

COLUMN GRID MARK

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

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

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BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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JDL

12,885,735

JDL ADB

04/14/2023

HAI HUYNH - CNIC

J.B. JONES - UEM

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1674978

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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 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 FIELD VERIFY DIMENSIONS, ELEVATIONS, INTERFERENCES AND OTHER

REQUIREMENTS NECESSARY FOR THE PROPER CONSTRUCTION AND

ALIGNMENT OF NEW PORTIONS OF THE STRUCTURE TO EXISTING. 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).

5 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.

6 LOADING APPLIED TO THE STRUCTURE DURING CONSTRUCTION MUST NOT

EXCEED THE SAFE LOAD-CARRYING CAPACITY OF THE STRUCTURAL

MEMBERS. THE LIVE LOADINGS USED IN THE DESIGN OF THIS STRUCTURE

ARE INDICATED IN THE "DESIGN CRITERIA NOTES". DO NOT APPLY ANY

CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY

CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.

7 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.

8 SHOP DRAWINGS MUST NOT BE REPRODUCTION OF CONTRACT DRAWINGS.

9 DO NOT HANG ITEMS FROM EXISTING STRUCTURE, UNLESS OTHERWISE

NOTED.

GENERAL NOTES DESIGN CRITERIA NOTES

2 THE LATERAL LOAD RESISTING SYSTEM FOR THIS STRUCTURE CONSISTS

PRIMARILY OF CANTILEVERED CAST-IN-PLACE CONCRETE WALLS. THESE

ELEMENTS PROVIDE FOR THE LATERAL STRENGTH AND STABILITY OF THE

COMPLETED STRUCTURE.

3 LIVE LOADS USED IN THE DESIGN OF THESE STRUCTURES ARE AS FOLLOWS:

A. ROOF = 20 PSF

B. FLOORS = 100 PSF

C. STAIRS, GRATING = 100 PSF

D. LADDER, OSHA COMPLIANT

4 DESIGN LOAD CRITERIA, DETERMINED IN ACCORDANCE WITH UFC 3-301-01, IS

AS FOLLOWS:

A. BUILDING CRITERIA: RISK CATEGORY = IV

B. SNOW LOADS:

- GROUND SNOW LOAD = 10 PSF

- EXPOSURE FACTOR, CE = 1.0

- THERMAL FACTOR, CT = 1.2

C. WIND LOADS:

- BASIC WIND SPEED = 131 MPH

- EXPOSURE CATEGORY = D

D. SEISMIC LOADS:

- SITE CLASS = D

- SEISMIC DESIGN CATEGORY = B

- SHORT PERIOD SPECTRAL RESPONSE ACCEL, SS = 0.089G

- 1.0 SEC SPECTRAL RESPONSE ACCELERATION, S1 = 0.054G

- DEFLECTION AMPLIFICATION FACTOR, CD = 4

- RESPONSE MODIFICATION FACTOR, R = 4

"ORDINARY REINFORCED CONC SHEAR WALLS, BEARING WALL SYSTEMS"

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 NOTED OTHERWISE:

A. ACI 318-19, “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”

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

C. ANSI/AISC 360-16, “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”

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

STRUCTURES”

E. INTERNATIONAL BUILDING CODE 2018

F. INTERNATIONAL EXISTING BUILDING CODE 2018

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

H. UFC 1-200-01 (01 SEPTEMBER 2022, CH 1 24 FEBRUARY 2023), “DOD

BUILDING CODE”

I. UFC 3-230-01 (01 SEPTEMBER 2018, CH 3 01 JULY 2021), “WATER STORAGE,

DISTRIBUTION, AND TRANSMISSION”

J. UFC 3-301-01 (01 OCTOBER 2019, CH 1 04 FEBRUARY 2022), "STRUCTURAL

ENGINEERING"

K. UFC 3-600-01 (08 AUGUST 2016, CH 6 06 MAY 2021), “FIRE PROTECTION

ENGINEERING FOR FACILITIES”

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

THESE STANDARDS AT THE CONTRACT AWARD DATE

M. ALL MATERIALS USED MUST COMPLY WITH THE SAFE DRINKING WATER ACT

AND OTHER FEDERAL REGULATIONS FOR NON-POTABLE WATER. REPAIR AND

CONSTRUCTION MATERIALS ARE REQUIRED TO BE AWWA C652 COMPLIANT.

N. ANTITERRORISM AND SECURITY

- POLICY STATEMENT ON INFRASTRUCTURE SECURITY FOR PUBLIC WATER

SUPPLIES OF THE “TEN STATE STANDARDS”

- ASCE/AWWA DRAFT AMERICAN NATIONAL STANDARD FOR TRIAL USE,

“GUIDELINES FOR THE PHYSICAL SECURITY OF WATER UTILITIES”

1 PROVIDE THE FOLLOWING SUBMITTALS, FOR GOVERNMENT REVIEW AND

APPROVAL, IN ADDITION TO THOSE REQUIRED BY THE SPECIFICATIONS:

- ANCHOR BAR ADHESIVE PRODUCT DATA

- CONCRETE CRACK REPAIR EPOXY PRODUCT DATA

- CONCRETE CRACK REPAIR EPOXY RESIN MANUFACTURERS TECHNICAL

PRODUCT DATA

- CONCRETE CRACK REPAIR QUALIFICATIONS / EXPERIENCE

- CONCRETE PATCH PRODUCT DATA

- FRP LADDER PRODUCT DATA

- FRP STRUCTURAL SHAPE PRODUCT DATA AND ALLOWABLE AXIAL

LOAD TABLE

- NSF 61 APPROVED COATING SYSTEM

- OPTIONAL PROPRIETARY FRAMING CONNECTIONS (WHEN USED)

- ROOF HATCH PRODUCT DATA

- THREADED ADHESIVE ANCHOR PRODUCT DATA

ADDITIONAL REQUIRED SUBMITTALS

RESERVOIR DISINFECTION NOTES

EXISTING TANK COATING NOTES

1 AT WORK COMPLETION, PRIOR TO PLACING THE TANK BACK INTO SERVICE,

THE CONTRACTOR MUST PREPARATION CLEAN AND DISINFECT THE

RESERVOIR INTERIOR IN ACCORDANCE WITH AWWA C652 METHOD 2.

2 ALL MATERIALS USED MUST COMPLY WITH THE SAFE DRINKING WATER ACT

AND OTHER FEDERAL REGULATIONS FOR POTABLE WATER.

3 WATER USED FOR CLEANING PURPOSES, PREPARATION OF SOLUTIONS, AND

TANK FILLING MUST BE POTABLE.

4 ALL NON-STRUCTURAL MATERIALS MUST BE REMOVED PRIOR TO THE

CLEANING OF THE TANK.

5 ALL TANK SURFACES MUST BE CLEANED, INCLUDING BUT NOT LIMITED TO:

WALLS, FLOOR, CEILING, COLUMNS, INTERNAL PIPING, FRP LADDER, AND ALL

APPURTENANCES WITHIN THE INTERIOR OF THE TANK.

6 COMPLY WITH THE LATEST REVISION OF AWWA C652 FOR DISINFECTION OF

WATER COATING, FLUSHING, BACTERIOLOGICAL TESTING, AND OTHER

PROCEDURES TO PROTECT WATER LINES DURING CONSTRUCTION AND

REPAIR. PROVIDE TWO CONSECUTIVE NEGATIVE BACTERIOLOGICAL TEST

RESULTS. PROVIDE IMPACT STATEMENT TO THE NAVY ENVIRONMENTAL

COORDINATOR VIA UEM PETER COWPER (757-341-1717).

7 COORDINATE FILLING THE TANK AND BACTERIAL TESTING RESULTS WITH THE

UTILITIES DEPARTMENT (UEM) PETER COWPER (757-341-1717).

8 CLEANING SOLUTION MUST NOT ENTER THE STORM DRAIN WITHOUT PRIOR

PRODUCT DATA SUBMITTED AND GOVERNMENT APPROVAL RECEIVED.

NEW COATING NOTES - TANK INTERIORWORK SEQUENCE - TANK INTERIOR

BLASTING EXISTING METAL NOTES

1 CONTRACTOR TO COORDINATE WITH PUBLIC WORKS UTILITIES (UEM) PETER

COWPER (757-341-1717) TO DEWATER THE TANK TO THE MAXIMUM EXTENT

POSSIBLE. CONTRACTOR MUST PUMP OUT THE RESIDUAL 3 INCHES ± WATER

REMAINING IN THE TANK PRIOR TO DEMOLITION.

2 THE WATER TANK IS A CONFINED SPACE, THEREFORE THE CONTRACTOR

MUST PROVIDE CONTINUOUS GAS FREE AND VENTILATION CERTIFICATION.

3 DEMOLISH EXISTING ACCESS HATCHES AND CURBS (TYPICAL OF 2), INTERIOR

VERTICAL ACCESS LADDERS (TYPICAL OF 2).

4 CONTRACTOR TO DISCONNECT ALL TANK INTERIOR UTILITIES AND REMOVE

CONDUIT FROM TANK AS REQUIRED TO PERFORM THE WORK. DO NOT REUSE

REMOVED CONDUIT. INSTALL NEW CONDUIT AND RECONNECT ALL

DISCONNECTED UTILITY LINES.

5 REMOVE THE BIO-FILM AND EXISTING ALKYD COATING / LINER PER “EXISTING

TANK COATING NOTES”.

6 ENSURE SURFACE CLEANLINESS. ANY SURFACE CONTAMINANTS NOT

REMOVED PRIOR TO ABRASIVE BLASTING ARE LIKELY TO BECOME

IMPREGNATED INTO THE SUBSTRATE DURING ABRASIVE BLASTING AND

CAUSE A PREMATURE COATING FAILURE.

7 WATERBLAST CLEAN THE EXISTING CONCRETE SURFACES (FLOOR, COLUMNS,

WALLS). REMOVE AND DISPOSE OF ALL TRASH AND SEDIMENT FROM THE

EXISTING FLOOR. ASSUME 1-3 INCHES OF SEDIMENT. SPRAY AND DISINFECT

THE TANK IN ACCORDANCE WITH AWWA C652 CHLORINATION METHOD 2.

8 INSTALL NEW ROOF ELEMENTS, TO INCLUDE BUT NOT LIMITED TO: ROOF

METAL FRAMING MEMBERS AROUND THE ROOF ACCESS HATCH LOCATIONS,

(2) ACCESS HATCHES AND CURBS WITH FALL PROTECTION GUARD RAILS AND

GATES, DECKING AND ROOFING MEMBRANE AT INFILL LOCATIONS.

9 INSTALL NEW WALL ELEMENTS, TO INCLUDE BUT NOT LIMITED TO: (2)

INTERIOR VERTICAL ACCESS LADDERS.

10 REPAIR EXISTING HORIZONTAL AND VERTICAL SPALLS IN ACCORDANCE WITH

“SPALL REPAIR NOTES”. WHERE SHALLOW SPALLS MEET DEEPER SPALLS,

REPAIR THE SHALLOW SPALLS FIRST.

A. PATCH INTERIOR TANK WALLS, COLUMNS, AND FLOOR.

B. FILL LARGE VOIDS WITH SERIES 218 MORTARCLAD OR APPROVED

EQUIVALENT IN ACCORDANCE WITH SSPC SP13 / NACE 6, ICRI CSP 4-5.

C. FILL CRACKS WITH SERIES 265 ELASTO-SHIELD TG OR EQUIVALENT.

11 APPLY AN IMMERSION GRADE COATING SYSTEM ON ALL INTERIOR SURFACES

PER MANUFACTURER'S RECOMMENDATIONS AND PER “NEW TANK COATING

NOTES - TANK INTERIOR” TO A MINIMUM OF 100 DRY MILS.

12 PRIOR TO GOVERNMENT ACCEPTANCE OF THE TANK, THE CONTRACTOR MUST

DISINFECT THE TANK IN ACCORDANCE WITH AWWA C652 CHLORINATION

METHOD 2. COORDINATE FILLING THE TANK WITH PUBLIC WORKS UTILITIES

PERSONNEL (UEM).

5 ALL REMOVABLE AND NON-PAINTED APPURTENANCES SUCH AS MARKERS,

MUST BE REMOVED BY THE CONTRACTOR PRIOR TO ANY INTERIOR COATING

WORK. THESE ITEMS MUST BE CLEANED, PROTECTED, AND STORED DURING

COATING WORK AND REINSTALLED FOLLOWING COMPLETION OF COATING.

6 ALL SPALL REPAIR, CRACK REPAIR, RUSTED REINFORCEMENT, SEALING OF

PENETRATIONS AND LADDER RUNG REMOVAL, ALONG WITH ANY

MISCELLANEOUS REPAIRS MUST BE PERFORMED ON THE INTERIOR OF THE

CONCRETE TANK BEFORE ANY COATING PREPARATION WORK IS PERFORMED.

7 INTERIOR METAL SURFACES MUST BE PREPARED PER "BLASTING EXISTING

METAL NOTES".

8 ALL AREAS TO RECEIVE THE COATING MUST BE ABRASIVE BLASTED TO

REMOVE ALL LAITANCE AND ACHIEVE CONCRETE SURFACE PROFILE AS

SPECIFIED BY THE MANUFACTURER.

9 ABRASIVES USED FOR BLAST CLEANING MUST BE THOSE SPECIFIED BY THE

SSPC AND PER THE SPECIFICATIONS. PARTICULAR ATTENTION MUST BE

GIVEN TO THE MAXIMUM PARTICLE SIZE REQUIREMENTS. ABRASIVES MUST BE

SELECTED TO PROVIDE THE RECOMMENDED SURFACE PROFILE AND DEGREE

OF CLEANLINESS REQUIRED BY THE NEW COATING MANUFACTURER.

1 COMPLETELY REMOVE THE EXISTING TANK COATING FROM THE INTERIOR OF

THE TANK TO ENSURE PROPER ADHESION OF THE NEW COATING TO WALLS,

FLOOR AND COLUMNS, AND PER MANUFACTURER'S RECOMMENDATIONS.

2 PRIOR TO ABRASIVE BLASTING, THE ENTIRE AREA TO RECEIVE THE NEW

COATING MUST BE INSPECTED FOR OIL, GREASE, RUST, DUST, BIO-FILM, OR

OTHER DELETERIOUS SUBSTANCES. ANY AREAS WHERE SUCH DELETERIOUS

SUBSTANCES ARE PRESENT MUST BE CLEANED IN ACCORDANCE WITH THE

COATING MANUFACTURER’S RECOMMENDATIONS.

3 PRIOR TO ANY COATING APPLICATION, ALL UNUSED BRACKETS MUST BE

REMOVED FROM THE INTERIOR SURFACES AND PIPE SUPPORTS. ALL

UNDERLYING AREAS MUST BE GROUND SMOOTH. ALL WELD BURRS, WELD

SPATTER, SCARS, AND ROUGH EDGES MUST BE GROUND SMOOTH. SEALED

WELDED CONTAINMENT LUGS MUST BE LEFT IN PLACE.

4 DUST, DIRT, OIL, GREASE, RUSH, OR ANY FOREIGN MATTER THAN WILL AFFECT

THE ADHESION OR DURABILITY OF THE FINISH MUST BE REMOVED FROM THE

SURFACE PRIOR TO APPLICATION. ALL SURFACES MUST BE THOROUGHLY

WASHED AND COMPLETELY CLEANED OF ANY RESIDUE OR DUST BEFORE

APPLYING SEALER OR PRIMER AND COATINGS.

1 INTERIOR TANK METAL PIPES AND METAL SURFACES MUST BE PREPARED IN

ACCORDANCE WITH SSPC SP10 / NACE NUMBER 2 NEAR WHITE BLAST

CLEANING AND PROVIDE A MINIMUM ANGULAR ANCHOR PROFILE OF 2.0 MILS.

2 BLAST CLEANING ABRASIVES MUST BE AS SPECIFIED IN THE SSPC

SPECIFICATIONS. PARTICULAR ATTENTION MUST BE GIVEN TO THE MAXIMUM

PARTICLE SIZE REQUIREMENTS. ABRASIVES MUST BE SELECTED TO PROVIDE

THE RECOMMENDED SURFACE PROFILE AND DEGREE OF CLEANLINESS

REQUIRED.

3 FIELD MEASUREMENT OF THE SURFACE PROFILE OF BLASTED CLEANED

METAL MUST BE CONDUCTED IN ACCORDANCE WITH ASTM D4417.

4 ALL WELD SEAMS AND ANY RUSTED OR ABRADED AREAS, INCLUDING RUST

BLOOM MUST BE GROUND SMOOTH AND PROPERLY CLEANED.

5 ALL EXISTING METAL PIPING TO REMAIN IN THE TANK MUST BE COATED WITH

AN NSF 61 COMPLIANT EPOXY SYSTEM PRIOR TO INTERIOR TANK COATING

INSTALLATION.

6 AFTER INITIAL TANK COATING CURES, A SECOND APPLICATION OF EPOXY

COATING MUST BE APPLIED TO ALL METAL PIPING AND SURFACES MUST

OVERLAP POLYUREA COATING FOUR TO SIX INCHES.

1 CONTRACTOR MUST COORDINATE NEW COATING REQUIREMENTS WITH

MANUFACTURER FOR ADEQUATE REMOVAL OF EXISTING COATING AND

ENSURE PROPER ADHESION OF NEW COATING TO TANK WALLS, FLOORS,

CEILING, COLUMNS, AND NEW PIPE SUPPORTS, MISCELLANEOUS ITEMS.

2 COATING SYSTEM MUST BE PROVIDED BY A SINGLE SOURCE SUPPLIER.

3 INTERIOR TANK COATING SYSTEM MUST BE A NSF 61 RATED TWO COMPONENT,

100% SOLIDS, HIGH PERFORMANCE AROMATIC POLYUREA SPRAY ELASTOMER

SYSTEM WITH ZERO VOCS AND MUST BE INSTALLED PER MANUFACTURERS

SPECIFICATIONS TO A TOTAL MINIMUM THICKNESS OF 100.0 MIL AS FOLLOWS:

A. CONCRETE PRIMER SUPPLIED BY COATING MANUFACTURER MUST BE

COMPATIBLE WITH TANK COATING. PRIMER MAY BE SPRAYED, ROLLED, OR

BRUSHED ONTO THE PROPER THICKNESS PER MANUFACTURER

SPECIFICATIONS. APPLY PRIMER SERIES 20HS POTA-POX AT 4-6 DRY MILS OR

EQUIVALENT.

B. TANK COATING MUST BE APPLIED PER MANUFACTURERS INSTRUCTIONS

INCLUDING CURE TIME.

C. APPLY TOP COAT SERIES 262 ELASTO-SHIELD AT 50-100 DRY MILS OR

APPROVED EQUIVALENT.

4 THICKNESS OF COATING LAYERS MUST BE CHECKED AND DOCUMENTED BY A

QUALITY CONTROL SPECIALIST APPROVED BY THE MANUFACTURER FOR

COMPLIANCE WITH THE SPECIFICATIONS.

5 PIPE SUPPORTS MUST BE COATED IN PLACE IN SYNC WITH TANK COATING.

6 THE FINISHED SURFACE OF THE COATING MUST BE GENERALLY SMOOTH AND

FREE OF SHARP PROTRUSIONS. THE COATING MUST HAVE NO BLISTERS OR

BUBBLES. THE COATING MUST FULLY CURE AND HAVE NO GOOEY OR STICKY

AREAS. THE COATING MUST BE INSPECTED AND TESTED BY THE QUALITY

CONTROL SPECIALIST AND ALL WARRANTY CERTIFICATIONS COMPLETED

PRIOR TO ACCEPTANCE BY THE GOVERNMENT.

7 FLOOR COATING MUST MEET ALL OSHA REQUIREMENTS AND MUST NOT

DEFORM OR BE ADVERSELY AFFECTED BY NORMAL FOOT TRAFFIC OR WATER

WEIGHT AFTER CURING OF THE MATERIAL IS EFFECTIVELY COMPLETE.

8 ATMOSPHERIC CONDITIONS IN THE TANK MUST BE CONTINUOUSLY

MONITORED AND RECORDED IN AN INSPECTION LOGBOOK DURING THE

COATING OPERATIONS TO ENSURE THAT THE MANUFACTURER’S

RECOMMENDED LIMITS FOR HUMIDITY AND TEMPERATURES ARE BEING

FOLLOWED DURING COATING INSTALLATION AND CURING.

9 USE OF THINNERS ARE ONLY AS PRESCRIBED AND APPROVED BY THE

COATING MANUFACTURER. ANY MIXING MUST BE MONITORED AND APPROVED

OF BY THE MANUFACTURER’S REPRESENTATIVE.

10 BATCH NUMBERS FROM CANS OF PAINTING USED ON THE PROJECT MUST BE

RECORDED IN THE INSPECTION LOGBOOK, AND ON THE RECORD DRAWINGS

AND MUST INDICATE THE PORTIONS OF THE TANK TO WHICH THE SPECIFIC

CANS OF PAINT WERE APPLIED.

11 THE COATING MUST HAVE A MINIMUM MANUFACTURERS WARRANTY OF SEVEN

YEARS AGAINST FAILURES DUE TO DEFECTIVE MATERIALS AND

WORKMANSHIP OF THE COATING SYSTEM.

PLAN LEGEND

SPECIAL INSPECTION NOTES

1 CONTRACTOR MUST NOTIFY THE SPECIAL INSPECTOR AT LEAST 48 HOURS IN

ADVANCE FOR WORK THAT WILL REQUIRE INSPECTION OR TESTING.

CONTRACTOR MUST EMPLOY THIRD PARTY SPECIAL INSPECTOR.

2 SPECIAL INSPECTIONS MUST BE COMPLETED FOR THE FOLLOWING

ELEMENTS ACCORDING TO IBC SECTION 1704.

3 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

B. CONTINUOUS INSPECTION:

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

PLACEMENT OF CONCRETE

2. DURING PLACEMENT OF CONCRETE

4 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

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 DISCIPLINE'S DRAWINGS FOR NON-STRUCTURAL

ITEMS REQUIRED TO BE SPECIAL INSPECTED.

STRUCTURAL TESTING

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.

3 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.

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 DISCIPLINE'S DRAWINGS FOR NON-STRUCTURAL

ITEMS REQUIRED TO BE TESTED.

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SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

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1 2 3 4 5

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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JDL

12,885,736

JDL ADB

04/14/2023

HAI HUYNH - CNIC

J.B. JONES - UEM

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1674978

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SPALL REPAIR NOTES

1 ALL 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 NOTED OTHERWISE) OF 4,000 PSI.

3 BEFORE PLACING CONCRETE, ALL EMBEDDED ITEMS MUST BE PROPERLY

LOCATED, ACCURATELY POSITIONED, AND MAINTAINED SECURELY IN PLACE.

DO NOT FIELD BEND BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE

UNLESS SPECIFICALLY INDICATED OR APPROVED BY THE CONTRACTING

OFFICER.

4 ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES MUST BE

CHAMFERED 3/4" UNLESS NOTED OTHERWISE.

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 FINISH TOLERANCE OF ALL SLABS MUST BE IN ACCORDANCE WITH ACI 301,

CLASS A.

7 ALL CONCRETE MUST BE MECHANICALLY VIBRATED IN ACCORDANCE WITH

ASTM 309R.

8 ANCHOR RODS WITH UPSET THREADS ARE NOT ALLOWED.

1 AT SPALL LOCATIONS, REMOVE ALL LOOSE MATERIAL. DEPTH OF REMOVAL

MUST BE TO SOUND CONCRETE, OR AT LOCATIONS OF EXPOSED REBAR, TO A

DEPTH OF 1-INCH BEHIND THE REBAR, WHICHEVER IS GREATER. REBAR

WHICH HAS LESS THAN HALF ITS PERIMETER EXPOSED AFTER REMOVAL TO

SOUND MATERIAL DOES NOT REQUIRED REMOVAL OF CONCRETE BEHIND IT.

2 EXISTING REBAR THAT IS EXPOSED AFTER REMOVAL OF LOOSE MATERIALS

MUST BE CLEANED TO BARE METAL.

3 PREPARE AND PRIME SUBSTRATE TO RECEIVE REPAIR MATERIAL IN

ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS.

4 AFTER CONCRETE REMOVAL METHODOLOGY ABOVE (NOTE 1), REPAIRS UP TO

2-INCHES DEEP MUST USE REPAIR MORTAR AS FOLLOWS:

A. PROPERTIES:

I. TWO-COMPONENT, POLYMER MODIFIED, FAST SETTING, NON-SAG,

PORTLAND CEMENT MORTAR

II. BOND STRENGTH PER ASTM C882 - 2000 PSI AT 28 DAYS

III. COMPRESSIVE STRENGTH PER ASTM C109

– 3500 PSI AT 1 DAY,

– 6000 PSI AT 7 DAYS

IV. VOLUME CHANGE PER ASTM C157

B. SAWCUT 1/2-INCH MINIMUM DEPTH AROUND PERIMETER OF EACH REPAIR

AND DEMOLISH ALL FEATHERED EDGES. MECHANICALLY ROUGHEN SURFACE

TO RECEIVE MORTAR TO ICRI CSP-5 OR GREATER.

C. MIX AND APPLY REPAIR MORTAR TO EXISTING CONCRETE PREPARED IN

ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS.

D. TROWEL FINISH MORTAR TO MATCH EXISTING ADJACENT SURFACES AND

CURE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS.

5 AFTER CONCRETE REMOVAL METHODOLOGY ABOVE (NOTE 1), REPAIRS

GREATER THAN 2-INCHES DEEP MUST BE REPAIRED WITH CONCRETE.

6 WHERE REPAIR MORTAR IS TO BE IN CONTACT WITH EXISTING CONCRETE,

COAT EXISTING WETTED CONCRETE WITH EPOXY BONDING COMPOUND JUST

PRIOR TO PLACING REPAIR MORTAR AS/WHERE RECOMMENDED BY MORTAR

AND BONDING COMPOUND MANUFACTURER. EPOXY BONDING COMPOUND

MUST CONFORM TO ASTM C881.

7 REMOVE ALL INJECTION PORTS AND EPOXY SEALANTS FROM SPALL AREA

PRIOR TO INSTALLING REPAIR MATERIAL (MORTAR OR CONCRETE).

8 CONTRACTOR MUST SUBMIT MANUFACTURERS TECHNICAL DATA FOR THE

POLYMER MODIFIED, PORTLAND CEMENT BASED REPAIR MORTAR TO THE

GOVERNMENT FOR APPROVAL PRIOR TO BEGINNING WORK.

9 EXISTING REBAR HAS AN ASSUMED CONCRETE COVER OF 1-1/2”, TYPICAL.

10 ALL REPAIR AREAS MUST BE TROWEL FINISHED TO MATCH EXISTING

ADJACENT SURFACES AND CURE IN ACCORDANCE WITH MANUFACTURERS

RECOMMENDATIONS.

11 CONTRACTOR MUST BASE BID ON QUANTITIES INDICATED IN “REPAIR

SCHEDULE”. IF SPALLS ARE FOUND IN ADDITION TO THOSE INDICATED,

IDENTIFY TO THE CONTRACTING OFFICER THE LOCATION AND DESCRIPTION

OF ADDITIONAL SPALLS PRIOR TO REPAIRING.

1 PRIOR TO BEGINNING WORK, THE CONTRACTOR MUST SUBMIT TO THE

GOVERNMENT, DOCUMENTATION SHOWING CONTRACTORS EXPERIENCE OF

THREE CONSECUTIVE YEARS IN CONCRETE CRACK REPAIRS BY EPOXY

INJECTION, PLUS A LIST OF SIMILAR JOBS TO THE WORK SPECIFIED HEREIN.

2 ALL CRACKS MUST BE VISUALLY INSPECTED PRIOR TO ANY CRACK REPAIR

WORK. ANY STRUCTURAL CRACK (AS DEFINED BELOW) MUST BE BROUGHT TO

THE ATTENTION OF THE CONSTRUCTION MANAGER FOR EVALUATION BY THE

STRUCTURAL ENGINEER PRIOR TO REPAIR WORK. STRUCTURAL CRACKS ARE

DEFINED AS:

A. CRACKS THAT MAY INDICATE THE LOAD CARRYING CAPACITY OF A

STRUCTURE OR STRUCTURAL ELEMENT(S) HAS BEEN COMPROMISED.

B. CRACKS THAT MAY INDICATED LOAD PATHS HAVE BEEN MODIFIED AND

ADDITIONAL REPAIRS, OTHER THAN SEALING CRACKS BE REQUIRED TO

RESTORE STRUCTURAL INTEGRITY.

I. ALL THROUGH-MEMBER CRACKS

II. CRACKS COMPLETELY SEPARATING CONNECTIONS / INTERFACES

BETWEEN STRUCTURAL ELEMENTS.

III. SUBSTANTIAL CRACKS TRAVERSING SEVERAL STRUCTURAL MEMBERS.

3 REMOVE ANY SPALLING AND/OR DELETERIOUS CONCRETE ALONG THE

LENGTH OF ALL CRACKS TO BE REPAIR PRIOR TO PERFORMING INJECTION

WORK.

4 REMOVE ALL LOOSE AND SPALLING CONCRETE FROM THE CRACK. CLEAN

EACH CRACK OF DUST, DIRT, LOOSE CONCRETE AND UNSOUND MATERIAL.

BLOW OUT ALL LOOSE MATERIAL WITH A MAXIMUM 5000 PSI STREAM OF OIL

FREE COMPRESSED AIR.

5 LOCATE SURFACE MOUNTED PORTS AT BOTH ENDS OF EACH CRACK, AT THE

JUNCTION OF TWO OR MORE CRACKS, AND ALONG THE LENGTH OF EACH

CRACK CENTERLINE AT 16-INCH INTERVALS. COMPLETELY SEAL THE SURFACE

OF THE CRACK AND ALL AROUND PORTS WITH AN EPOXY PASTE. THE EPOXY

PASTE MUST EXTEND AT LEAST ONE INCH FURTHER THAN EACH SIDE AND END

OF THE CRACK. ALL PORTS MUST BE INSTALLED, AND THE SURFACE OF ALL

CRACKS SEALED, PRIOR TO ANY INJECTION OF EPOXY FOR EACH CRACK OR

SET OF CONNECTED CRACKS.

6 EPOXY PASTE USED TO SEAL SURFACE CRACKS MUST MEET RECOMMENDED

REQUIREMENTS FOR CAPPING MATERIAL AS SPECIFIED BY THE EPOXY

INJECTION MATERIAL MANUFACTURER. EPOXY PASTE MUST BE SUITABLE FOR

VERTICAL, HORIZONTAL, AND OVERHEAD SURFACES, AS APPLICABLE.

7 EPOXY ADHESIVE MUST BE INJECTED INTO EACH CRACK STARTING AT THE

LOWEST PORT USING A STANDARD HAND CAULKING OR PRESSURE POT UNTIL

THE EPOXY IS SEEN TO FLOW FREELY FROM THE NEXT PORT. AS EPOXY

RESIN APPEARS AT THE NEXT PORT, PINCH CLOSED PUMPING PORT AND

MOVE TO THE NEXT PORT AND COMMENT PUMPING. CONTINUE PROCEDURE

UNTIL OTHER END OF CRACK IS REACHED. AVOID DELAYS IN PUMPING

OPERATION. AT THE LAST PORT APPLY PRESSURE UNTIL REFUSAL.

8 CONTRACTOR MUST SUBMIT MANUFACTURERS TECHNICAL PRODUCT DATA

FOR THE EPOXY ADHESIVE TO THE GOVERNMENT FOR APPROVAL PRIOR TO

ORDERING MATERIAL. EPOXY MATERIAL FOR INJECT MUST BE A

TWO-COMPONENT, HIGH SOLIDS, MOISTURE-TOLERANT, EPOXY ADHESIVE

CONFORMING TO ASTM C881. THE ANCHORING ADHESIVE MUST HAVE BEEN

TESTED AND QUALIFIED FOR SEISMIC AND WIND LOADING, FULL IMMERSION,

FREEZE THAW CONDITIONS, AND FOR CRITICAL AND MINIMUM EDGE DISTANCE

AND SPACING. PRODUCT DATA MUST INCLUDE VALID EVALUATION REPORTS

FROM INTERNATIONAL CODE COUNCIL – EVALUATION SERVICES (ISS-ES) OR

OTHER INDEPENDENT, QUALIFIED TESTING AND EVALUATION SERVICE.

9 ONCE THE EPOXY HAS CURED, REMOVE PORTS & GRIND CONCRETE SURFACE

SMOOTH TO REMOVE ALL CAPPING MATERIAL & OVERFLOWED EPOXY.

10 ALL EPOXY REPAIR WORK MUST BE DONE IN STRICT ACCORDANCE WITH THE

MANUFACTURERS SPECIFICATIONS. DO NOT APPLY EPOXY AT

TEMPERATURES BELOW 45 DEGREES F.

11 CONTRACTOR MUST BASE BID ON QUANTITIES INDICATED IN “REPAIR

SCHEDULE”. IF CRACKS ARE FOUND IN ADDITION TO THOSE INDICATED,

IDENTIFY TO THE CONTRACTING OFFICER THE LOCATION AND DESCRIPTION

OF ADDITIONAL CRACKS PRIOR TO REPAIRING.

CRACK REPAIR NOTES

FOR BIDDING PURPOSES, CONTRACTOR MUST ASSUME THE FOLLOWING

FOR CONCRETE REPAIRS (CRACKS, SURFACE SPALLS, CORNER SPALLS):

REQUIRE REBAR REPAIR REPAIR DETAIL QUANTITY

A. CRACKS UNDER 1/8 INCH WIDTH NO 3000 LINEAR FEET

B. CRACKS EQUAL TO AND OVER 1/8 INCH WIDTH NO 300 LINEAR FEET

C. SURFACE SPALL UNDER 1-INCH DEPTH NO 2000 SQUARE FEET

D. SURFACE SPALL BETWEEN 1 & 2-INCHES DEEP NO 450 SQUARE FEET

E. SURFACE SPALL EQUAL TO AND OVER 2-INCHES DEPTH ASSUME ALL REBAR WITHIN THE

SPALL AREA WILL REQUIRE REPAIR

50 SQUARE FEET

F. CORNER SPALL UNDER 1-INCH DEPTH NO 150 SQUARE FEET

G. CORNER SPALL BETWEEN 1 & 2-INCHES DEEP NO 75 SQUARE FEET

H. CORNER SPALL EQUAL TO AND OVER 2-INCHES DEPTH ASSUME ALL REBAR WITHIN THE

SPALL AREA WILL REQUIRE REPAIR

50 SQUARE FEET

1 REINFORCING MATERIALS MUST BE AS FOLLOWS:

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

B. TIES – ASTM A615, GRADE 40

2 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.

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

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

OF CONCRETE TO PREVENT DISPLACEMENT BEYOND PERMITTED

TOLERANCES.

4 UNLESS NOTED OTHERWISE, THE FOLLOWING MINIMUM CONCRETE COVER

MUST BE PROVIDED FOR REINFORCEMENT, IN ACCORDANCE WITH

RECOMMENDATIONS IN ACI 318-14:

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"

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 ENSURE MINIMUM CONCRETE COVER. BAR

SUPPORTS MUST BE PLASTIC TIPPED OR STAINLESS STEEL.

7 SHOP DRAWINGS MUST BE SUBMITTED FOR REVIEW AND APPROVED PRIOR

TO FABRICATION AND DELIVERY OF REINFORCING STEEL.

STRUCTURAL STEEL NOTES

1 ALL STRUCTURAL STEEL MUST CONFORM TO THE FIFTEENTH 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

STAINLESS STEEL MEMBER ASTM

(FOR DIMENSIONAL REQUIREMENTS)

3 HIGH STRENGTH 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.

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

“STANDARD FRAMED BEAM CONNECTIONS” WITH ASTM A325 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 (EXCLUDING STAINLESS) MUST BE HOT DIPPED GALVANIZED IN

ACCORDANCE WITH ASTM A153 OR A123 AS APPLICABLE. 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.

6 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.

7 WELDING OF STAINLESS STEEL MUST BE IN ACCORDANCE WITH AWS D1.6

“STAINLESS STEEL”. WELD ELECTRODES MUST BE OF A TYPE COMPATIBLE

FOR USE IN JOINING STAINLESS STEELS. ELECTRODE STRENGTH MUST NOT

BE LESS THAN PUBLISHED YIELD STRENGTH OF STAINLESS MEMBERS TO BE

JOINED.

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 MAXIMUM

DEPTH OF 1/2". FILL WITH GROUT ANY HOLES, OPENINGS OR CRACKS WITHIN

EXISTING CONCRETE LEFT BY THE REMOVAL OF THE OLD STAIRS AND THEIR

COMPONENTS. 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.

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

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

COLD-FORMED STEEL STRUCTURAL MEMBERS” AND STEEL DECK INSTITUTE

(SDI), “DESIGN MANUAL FOR COMPOSITE DECK, FORM DECKS, AND ROOF

DECKS”.

2 STEEL DECK MUST SPAN PERPENDICULAR TO SUPPORTS, UNLESS

OTHERWISE NOTED. ATTACH DECK TO SUPPORTS WITH STAINLESS STEEL

POWDER ACTUATED FASTENERS, STAINLESS STEEL TEK SCREWS AT

SIDELAPS. BASIS OF DESIGN IS X-EDN19 WITH SDK2 STAINLESS STEEL

SEALING CAPS OR EQUIVALENT AT A FASTENING PATTERN AS FOLLOWS:

A. 36/4 (12-INCHES ON CENTER) – TYPICAL, UNLESS NOTED OTHERWISE

B. 36/7 - EXTERIOR BAY OF JOISTS AND JOIST GIRDERS AROUND EXTERIOR

PERIMETER

C. 1/5 POINTS BETWEEN JOISTS – SIDELAPS

D. 36/7 – ROOF OVERHANG AND OPENINGS

3 ANY PERMITTED DECK WELDING MUST BE IN ACCORDANCE WITH AMERICAN

WELDING SOCIETY SPECIFICATION D1.3.

4 ALL ROOF DECK MUST BE GALVANIZED. ALL WELDS, IF ALLOWED, MUST BE

TOUCHED UP WITH GALVANIZING REPAIR PAINT. ALL (NON STAINLESS) STEEL

DECK AND SELF-TAPPING FASTENERS MUST BE GALVANIZED IN ACCORDANCE

WITH ASTM A653, TO A G90 COATING THICKNESS.

5 CONTRACTOR MUST COORDINATE SIZE AND LOCATIONS OF OPENINGS WITH

THE VARIOUS TRADES. ALL STEEL DECK OPENINGS MUST BE SUPPORTED AT

A MINIMUM BY L3X3X1/2 ANGLE FRAMING.

6 MAINTAIN A 3-SPAN CONDITION WHEREVER POSSIBLE (2-SPAN MINIMUM).

7 PROVIDE A 2” MINIMUM BEARING CONDITION AT ALL SUPPORTS, UNO.

8 MAINTAIN 1” MINIMUM EDGE DISTANCE AT ALL CONNECTIONS.

9 WHERE POWDER ACTUATED FASTENERS ARE UTILIZED, FASTENER MUST

FULLY PENETRATE STEEL SUBSTRATE & BEAR SNUG TIGHT TO DECK

MATERIAL.

10 PERMANENT SUSPENDED LOADS MUST NOT BE SUPPORTED BY STEEL DECK.

11 BUTTON PUNCHING IS NOT ALLOWED.

STEEL DECK NOTES

REPAIR SCHEDULE

CAST-IN-PLACE CONCRETE NOTES

REINFORCING STEEL NOTES

W-SHAPES A992 (GRADE 50) / A572 50 KSI

OTHER ROLLED PLATES / SHAPES A36 36 KSI

HSS STRUCTURAL TUBING A500 (GRADE B) 46 KSI

PIPES A53 (GRADE B) 35 KSI

CONNECTION BOLTS A325 (TYPE I) 60 KSI

NUTS A563 (GRADE TO MATCH BOLT)

WASHERS F436

ANCHOR BOLTS / THREADED RODS F1554 36 KSI

SS BOLTS F593 (TYPE 316)

SS NUTS F594 (TYPE 316)

SS WASHER ANSI B18.22.1 (TYPE A PLAIN)

S Y

M D

E S

C R

IP

T

I O N

D A

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A

P

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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N D

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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AS NOTED

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JDL

12,885,737

JDL ADB

04/14/2023

HAI HUYNH - CNIC

J.B. JONES - UEM

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DUSTIN A. SCHULZE, RA

1674978

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S.M. SWEENEY, PE

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STRUCTURAL ABBREVIATIONS

ADHESIVE THREADED ANCHOR NOTES

FRP LADDER ADHESIVE NOTES

FRP LADDER NOTES

1 ALL LADDER MATERIALS MUST CONFORM TO ANSI/NSF 61 FOR USE IN WATER

STORAGE TANKS FOR CONSTANT CONTACT WITH POTABLE WATER, DESIGNED

FOR FULL IMMERSION.

2 LADDER ANCHORS MUST BE TYPE 316 STAINLESS STEEL.

3 LADDER ANCHORS – DRILL INTO THE EXISTING CONCRETE AND SET ADHESIVE

THREADED ANCHORS WITH AN EMBEDMENT AND HOLE DIAMETER CAPABLE OF

DEVELOPING 150% OF THE THREADED ANCHOR’S ULTIMATE TENSILE

CAPACITY. SEE "ADHESIVE ANCHOR NOTES" ON THIS SHEET.

4 INSTALL ALL ANCHORS PRIOR TO TANK COATING AND PROTECT THREADS

WITH HEAVY DUTY TAPE.

5 REFER TO ARCHITECTURAL DRAWINGS FOR NEW TELESCOPING SAFETY

POSTS.

1 ADHESIVE ANCHORS FOR INSTALLATION OF THE FRP LADDER AND ANY OTHER

WORK INSIDE THE RESERVOIR MUST MEET THE REQUIREMENTS OF ADHESIVE

THREADED ANCHORS AND MEET THE FOLLOWING:

1.1. BE NSF/ANSI 61 CERTIFIED FOR USE IN CONSTANT CONTACT WITH

POTABLE WATER AND HAVE CURRENT ESR CERTIFICATION.

2 WHERE A MANUFACTURER OF NSF/ANSI 61 CERTIFIED ADHESIVE MATERIAL

CAN NOT BE LOCATED PER ITEM 1.1, AN ADHESIVE MEETING THE REMAINING

REQUIREMENTS MAY BE USED WHEN COATED WITH A NSF/ANSI 61 CERTIFIED

COATING AFTER ANCHOR INSTALLATION AND PRIOR TO LADDER

INSTALLATION.

3 ADHESIVE PRODUCT MUST BE SUITABLE FOR USE IN SUBMERGED HOLES.

1 SUBMIT PRODUCT DATA FOR GOVERNMENT APPROVAL PRIOR TO ORDERING.

ALL ANCHORS MUST BE SUITABLE AND INDEPENDENTLY TESTED FOR USE IN

CRACKED AND UNCRACKED CONCRETE.

2 THREADED ADHESIVE ANCHORS MUST CONFORM TO ASTM F1554, GRADE 36,

OR BETTER AND MEET THE FOLLOWING:

A. TESTING PER ASTM E488, WITH ALLOWABLE LOADS WITHIN 25% OF

ULTIMATE LOADS.

B. ADHESIVE MATERIAL MUST COMPLY WITH ACI 2014 APPENDIX D

SPECIFICATION.

3 FOLLOW MANUFACTURER’S RECOMMENDATIONS INCLUDING THOSE FOR SAFE

HANDLING, MIXING, PLACEMENT, AND CURING OF ADHESIVE.

4 FABRICATE A TEMPORARY OR PERMANENT TEMPLATE FOR USE WHILE

DRILLING REQUIRED HOLES.

5 DRILLED HOLES MUST HAVE A ROUGHENED INTERIOR SURFACE IN

ACCORDANCE WITH ADHESIVE MANUFACTURER’S RECOMMENDATIONS.

6 VACUUM DUST FROM THE BOTTOM AND SIDES OF EACH HOLD USING A

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

WITH A LIGHT TO ENSURE THAT ALL DUST IS REMOVED.

7 THREADED ANCHOR 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.

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

NTS NOT TO SCALE

OC ON CENTER

OPH OPPOSITE HAND

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF…