1364315_dwg_13of18_PH2_V3_Structural.pdf

1. GENERAL:

A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS AND TO

SUPPLEMENT CONTRACT SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE PROVISIONS AND REQUIREMENTS

OF CONTRACT SPECIFICATIONS.

B. COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN ON ALL OTHER DRAWINGS.

C. VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM CONTRACT DRAWINGS TO

CONTRACTING OFFICER'S REPRESENTATIVE PRIOR TO COMMENCING WITH WORK. SCALING OF WORKING DIMENSIONS FROM

STRUCTURAL DRAWINGS IS PROHIBITED.

D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT FINISHED STRUCTURE. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY BRACING. UNDERTAKE ALL NECESSARY MEASURES TO ENSURE SAFETY OF ALL PERSONS AND STRUCTURES AT SITE AND ADJACENT TO SITE. VISITS TO THE SITE BY CONTRACTING OFFICER'S REPRESENTATIVE DO NOT RELIEVE CONTRACTOR OF SUCH RESPONSIBILITY.

E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, PROVIDE CONSTRUCTION OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH APPROVAL OF CONTRACTING OFFICER'S REPRESENTATIVE. WHERE SECTIONS VARY, PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM, UNLESS NOTED OTHERWISE.

F. INSTALL ALL PRODUCTS IN ACCORDANCE WITH MANUFACTURERS' WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS

NOTED OTHERWISE.

G. FOR VERTICAL DATUM INFORMATION SEE SHEET 1-VF001.

H. 2-S-001, 2-S-002, 2-S-003, & 2-S-004 APPLY TO SHEETS NAMED 2-S-XXX & 2-SSXXX.

2. DESIGN STANDARDS:

A. PRINCIPAL CODE OF RECORD: INTERNATIONAL BUILDING CODE 2018 AS MODIFIED BY THE FOLLOWING UNIFIED FACILITIES

CRITERIA.

1. UFC1-200-01 (8 OCTOBER 2019 WITH CHANGE 1, 1 OCTOBER 2020) DoD BUILDING CODE

2. UFC 3-301-01 (1 OCTOBER 2019) STRUCTURAL ENGINEERING

3. UFC 4-010-01 (12 DECEMBER 2018 WITH CHANGE 1, 19 AUGUST 2020) DoD MINIMUM ANITITERRORISM STANDARDS FOR

BUILDINGS

4. UFC 4-150-07 (19 JUNE 2001 WITH CHANGE 1, 1 SEPTEMBER 2012) MAINTENANCE AND OPERATION: MAINTENANCE OF

WATERFRONT FACILITIES

5. UFC 4-151-10 (10 SEPTEMBER 2001 WITH CHANGE 1, 1 SEPTEMBER 2012) GENERAL CRITERIA FOR WATERFRONT

CONSTRUCTION

6. UFC 4-152-01 (24 JANUARY 2017) DESIGN: PIERS AND WHARVES

7. UFC 4-213-10 (18 MAY 2020) GRAVING DRY DOCKS

B. ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2016.

C. ACI 318, AMERICAN SOCIETY OF CIVIL ENGINEERS, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014.

D. AISC 325, AMERICAN CONCRETE INSTITUTE, STEEL CONSTRUCTION MANUAL, 15th EDITION, 2017.

E. AISC 360, AMERICAN INSTITUTE OF STEEL CONSTRUCTION, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 2016.

F. AISI, AMERICAN IRON AND STEEL INSTITUTE,COLD-FORMED STEEL DESIGN MANUAL, 2017.

3. SPECIAL INSPECTIONS: SEE SECTION 01 45 35 WITH ATTACHMENTS.

4. DESIGN LOADS:

A. RISK CATEGORY: IV.

B. ROOF DEAD LOAD: 11 PSF.

C. COLLATERAL LOAD: 20 PSF ON ROOF AND ELEVATED FLOOR FRAMING TO ACCOUNT FOR, SUSPENDED CEILINGS, DUCTWORK, PIPING INCLUDING FIRE PROTECTION, LIGHTING, AND ELECTRICAL.

D. LIVE LOADS

1. FLOOR LIVE LOAD (FIRST FLOOR AND MEZZANINE): 300 PSF

2. ROOF LIVE LOAD: 20 PSF OR A CONCENTRATED LOAD OF 300 LBS UNIFORMLY DISTRIBUTED OVER AN AREA 2.5 FT SQUARE.

3. FLOOR AND ROOF LIVE LOAD REDUCTION IS NOT PERMITTED.

E. EQUIPMENT AND PIPING LOADS (OPERATING)

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

EQUIPMENT THAT SATISFIES CONTRACT SPECIFICATIONS.

2. IF EQUIPMENT FURNISHED IS HEAVIER THAN WEIGHTS INDICATED OR REQUIRES STRUCTURAL CHANGES FOR ANY OTHER

REASON, PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL WORK NECESSARY TO SUPPORT LOADS IN ACCORDANCE WITH DESIGN STANDARDS SPECIFIED ABOVE, AT NO ADDITIONAL COST TO OWNER AND WITH NO INCREASE

IN CONTRACT TIME.

3. PUMP STATION 6 AND 8 SURGE TANK: 13,400 LBF

4. PUMP STATION 6 AND 8 SWITCHGEAR (PS6-SWGR, PS8-SWGR): 25,000 LBF

5. PUMP STATION 6 AND 8 MOTOR CONTROL CENTER (PS6-MCC, PS8-MCC): 8,800 LBF

6. PUMP STATION 6 AND 8 TRANSFORMER 1 (PS6-XFMR-1, PS8-XMFR-1): 2,000 LBF

7. PUMP STATION 6 AND 8 TRANSFORMER 2 (PS6-XFMR-2, PS8-XMFR-2): 500 LBF

8. PUMP STATION 6 AND 8 GENERATORS (GEN-6, GEN-8): 170,000 LBF

9. PUMP STATION 6 AND 8 FUEL TANKS (FT-6, FT-8): 203,200 LBF

10. 30" HDPE RETURN PIPING: 310 PLF

11. 12" COMPONENT COOLING PIPING: 100 PLF

12. 10" HDPE SANITARY SEWER PIPING: 40 PLF

13. AUTO CLEAN STRAINER: 5,400 LBF

F. CRANE LOADS

1. MONORAIL

a. LIFT CAPACITY: 3 TONS

b. MINIMUM HOOK HEIGHT: 20 FT

c. MAXIMUM WHEEL LOADS (ASD) INCLUDING IMPACT: 7.9 KIPS VERTICAL, 1.2 KIPS LATERAL, 0.6 KIPS LONGITUDINAL.

2. PORTAL CRANE

a. REFER TO PORTAL CRANE LOADING DIAGRAM ON S-003.

G. RAIN LOAD

1. RAIN INTENSITY: 3.5 IN/HR.

H. SNOW LOADS

1. GROUND SNOW LOAD: 10 PSF.

2. PUMP STATION 6 AND 8 FLAT-ROOF SNOW LOAD: 12 PSF.

3. EXPOSURE FACTOR: 1.0.

4. IMPORTANCE FACTOR: 1.2.

5. THERMAL FACTOR: 1.2.

6. PUMP STATION 6 AND 8 SLOPE FACTOR: 1.0.

I. WIND LOADS

1. BASIC DESIGN WIND SPEED: 132 MPH 3-SECOND GUST.

2. ALLOWABLE STRESS DESIGN WIND SPEED: 103 MPH 3-SECOND GUST.

3. EXPOSURE: D.

4. BUILDING CONDITION: ENCLOSED, GCpi = +/-0.18.

5. TOPOGRAPHIC FACTOR: 1.0.

6. DESIGN PRESSURES FOR EXTERIOR COMPONENTS AND CLADDING ARE INDICATED ON DRAWING 2-S-004.

5. GEOTECHNICAL INFORMATION:

A. SOURCES:

1. "REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING SERVICES, P-678 DRY DOCK 8 SALTWATER FOR

CVN-78, GET SOLUTIONS INC., DATED 23 JUNE 2021 (GET PROJECT NUMBER VB20-261G)

2. "GEOTECHNICAL MEMORANDUM FOR THE PROPOSED NEW PUMP STATIONS, NEW SUBSTATIONS, GENERATORS, FUEL TANKS, AND UPGRADES TO THE EXISTING PUMPWELL FOR P-678 DRY DOCK 8 SALTWATER SYSTEM FOR CVN-78 CLASS SHIPS, PORTSMOUTH, VIRGINIA" DATED 21 JUNE 2021. (EMI PROJECT NUMBER 20-143)

B. SITE PREPARATION

1. PROVIDE EXCAVATION, FILL, AND BACKFILL IN ACCORDANCE WITH CONTRACT DRAWINGS AND SPECIFICATIONS, DIVISION 31.

2. NOTIFY CONTRACTING OFFICER'S REPRESENTATIVE WHEN LOOSE OR SOFT SOILS ARE EXPOSED WHERE SLABS, MATS, OR

FOOTINGS ARE TO BE PLACED SO THAT A DETERMINATION MAY BE MADE REGARDING IMPROVEMENT OF THIS POTENTIALLY

UNDESIRABLE CONDITION.

C. SOIL CHARACTERISTICS

1. UNIT WEIGHT: 122 PCF MOIST.

2. FROST PENETRATION: 9"

3. WATER TABLE DEPTH: APPROXIMATELY 6 TO 8 FEET BELOW EXISTING GRADES.

D. LATERAL EARTH PRESSURE

1. PUMP STATION 6

a. UNCONTROLLED FILL (0' - 41.5' BELOW GRADE)

1. AT-REST CONDITION, Ko: 0.56

2. ACTIVE CONDITION, Ka: 0.39

3. PASSIVE CONDITION, Kp: 2.66

b. YORKTOWN FORMATION (41.5' - 100' BELOW GRADE)

1. AT-REST CONDITION, Ko: 0.44

2. ACTIVE CONDITION, Ka: 0.28

3. PASSIVE CONDITION, Kp: 3.54

2. PUMP STATION 8

a. UNCONTROLLED FILL (0' - 36.5' BELOW GRADE)

1. AT-REST CONDITION, Ko: 0.39

2. ACTIVE CONDITION, Ka: 0.56

3. PASSIVE CONDITION, Kp: 2.66

b. UNCONTROLLED FILL (36.5' - 46.5' BELOW GRADE)

1. AT-REST CONDITION, Ko: 0.91 (0.79 EFFECTIVE)

2. ACTIVE CONDITION, Ka: 0.84 (0.66 EFFECTIVE)

3. PASSIVE CONDITION, Kp: 1.19 (1.52 EFFECTIVE)

c. YORKTOWN FORMATION (46.5' - 100' BELOW GRADE)

1. AT-REST CONDITION, Ko: 0.44

2. ACTIVE CONDITION, Ka: 0.28

3. PASSIVE CONDITION, Kp: 3.54

E. SLAB, MAT, AND FOOTING DESIGN PARAMETERS

1. MODULUS OF SUBGRADE REACTION: 20 PCI.

2. ALLOWABLE BEARING CAPACITIES

a. GRAVITY LOADS: 320 PSF.

3. MINIMUM BEARING DEPTH: 12".

F. STEEL PIPE PILES

1. PROVIDE IN ACCORDANCE WITH CONTRACT DRAWINGS AND SPECIFICATIONS, SECTION 31 62 16.13.

2. MINIMUM DESIGN CAPACITIES (FS=2.5)

a. SEE FOUNDATION DRAWINGS FOR PILE CAPACITIES USED AND TIP ELEVATIONS.

3. PILE DRIVIING

a. PDA TEST PILE LOCATION AS SHOWN ON PLANS

b. ONE TEST PILE IS REQUIRED AT EACH SITE STRUCTURAL EQUIPMENT FOUNDATION.

c. TEST PILE MUST BE DRIVEN PRIOR TO PRODUCTION PILES.

d. TEST PILE MUST BE AT LEAST 10 FT LONGER THAN INDICATED PILE LENGTH.

e. TEST PILE MUST BE RESTRUCK AFTER 14 DAYS.

f. FOR PILE CAPACITY SEE 2-SS504.

6. MATERIALS: SEE CONTRACT SPECIFICATIONS FOR COMPLETE REQUIREMENTS AND COMPLY WITH APPLICABLE OSHA REGULATIONS.

A. REINFORCED CONCRETE: SECTIONS 03 30 00

1. PREPARE AND PLACE REINFORCED CONCRETE IN ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE AS MODIFIED BY

CONTRACT DOCUMENTS.

2. CONCRETE

a. UNLESS NOTED OTHERWISE: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 4,500 PSI, NORMAL WEIGHT.

3. FORMWORK

a. CONTRACTOR IS RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL ADEQUACY, AND CONSTRUCTION OF

CONCRETE FORMWORK IN ACCORDANCE WITH CONTRACT SPECIFICATIONS.

b. COORDINATE CONCRETE WORK WITH PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED ITEMS

INDICATED ON CONTRACT DRAWINGS OR IN CONTRACT SPECIFICATIONS.

c. SLEEVE OR EXISTING PIPING OR UTILITIES PASSING THROUGH CONCRETE, UNLESS NOTED OTHERWISE. SEE OTHER

DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. PROVIDE MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF DEBRIS

AND WATER DURING CONSTRUCTION.

d. PROVIDE 3/4" CHAMFER STRIPS ON EDGES OF EXPOSED CONCRETE, UNLESS NOTED OTHERWISE.

4. REINFORCING STEEL

a. BARS: ASTM A706 GRADE 60; GALVANIZED PER ASTM A767 CLASS 1, OR ASTM A1094.

(1) ASTM 767 REQUIRES THAT BARS BENT COLD PRIOR TO HOT DIP GALVANIZING MUST BE FABRICATED TO A MINIMUM

BEND DIAMETER EQUAL TO 7 IN FOR #7 BAR AND 8 IN FOR #8 BAR.

b. REINFORCE ALL CONCRETE UNLESS SPECIFICALLY MARKED "NOT REINFORCED" OR "UNREINFORCED".

c. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH ACI SP-66, ACI 301, ACI 318, AND CRSI MANUAL OF

STANDARD PRACTICE. DO NOT INSERT REINFORCEMENT INTO FRESH OR PARTIALLY HARDENED CONCRETE.

d. PROVIDE MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

(1) CONCRETE CAST IN PLACE & WALLS: 3".

(2) PRECAST CONCRETE: 2".

(3) INTERIOR CONCRETE (NOT EXPOSED): 1 1/2" MIN.

e. CONFORM EMBEDMENT AND LAP SPLICE LENGTHS TO TABLES AND DETAILS ON CONTRACT DRAWINGS, UNLESS

NOTED OTHERWISE.

f. PROVIDE ADDITIONAL REINFORCEMENT AT OPENINGS AND CORNER BARS AT INTERSECTING GRADE BEAMS, WALLS, AND CURBS IN ACCORDANCE WITH TYPICAL DETAILS ON CONTRACT DRAWINGS, UNLESS NOTED OTHERWISE.

g. EPOXY GROUT: ASTM C881, TYPE IV, GRADE 2 OR 3, WITH EMBEDMENT TO DEVELOP YIELD STRENGTH OF BAR, UNLESS

NOTED OTHERWISE.

A. REINFORCED CONCRETE (CONTINUED): SECTIONS 03 30 00

5. JOINTS

a. LOCATE CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER JOINTS AS INDICATED OR SPECIFIED, OR

AS OTHERWISE APPROVED BY CONTRACTING OFFICER'S REPRESENTATIVE.

b. CLEAN SURFACES OF HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS OF LAITANCE TO EXPOSE CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX. JUST PRIOR TO DEPOSITING CONCRETE, THOROUGHLY CLEAN AND WET SURFACE OF CONSTRUCTION JOINT. THESE PROVISIONS MUST ALSO APPLY WHEN CONCRETE IS PLACED

AGAINST EXISTING CONCRETE.

c. IN ADDITION, WHEN CONCRETE IS PLACED AGAINST EXISTING CONCRETE, ADEQUATELY PREPARE SURFACE BY

ROUGHENING TO 1/4" AMPLITUDE AND APPLYING BONDING AGENT.

d. PROVIDE WATERSTOPS AT ALL CONCRETE JOINTS BELOW ELEVATION 109'-0", UNLESS NOTED OTHERWISE.

6. CONCRETE FILL

a. SELF-CONSOLIDATING CONCRETE FOR FILLING EXISTING TUNNELS AND FLUMES MUST HAVE A COMPRESSIVE STRENGTH (f'c) OF 3000 PSI MINIMUM AT 28 DAYS.

B. STRUCTURAL STEEL: SECTION 05 12 00

1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 15th EDITION AND

AISC 303-16 - CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AS MODIFIED BY CONTRACT

DOCUMENTS.

2. DESIGN AND PROVIDE TEMPORARY ERECTION BRACING AS REQUIRED, AND DO NOT REMOVE IT UNTIL ALL PERMANENT

LATERAL-LOAD-RESISTING ELEMENTS AND CONNECTIONS ARE COMPLETELY INSTALLED.

3. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI.

4. OTHER SHAPES, PLATES, AND THREADED RODS

a. ASTM A36, Fy = 36 KSI, UNLESS NOTED OTHERWISE.

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

5. SQUARE AND RECTANGULAR HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE C, Fy = 50 KSI.

6. ROUND HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE C, Fy = 46 KSI.

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

8. BOLTS

a. 3/4" DIAMETER ASTM F3125 GRADE A325 HOT-DIP GALVANIZED WITH DIRECT TENSION WASHERS, UNLESS NOTED

OTHERWISE.

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

c. BRACING CONNECTIONS: PRETENSIONED JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.

d. DIRECT TENSION INDICATOR WASHERS: ASTM F959.

e. ON ONE SIDE OF EACH DOUBLE CONNECTION OF BEAMS TO COLUMN WEB OR GIRDER WEB DIRECTLY OVER COLUMN, PROVIDE TEMPORARY SEAT ANGLE ATTACHED TO COLUMN OR GIRDER WEB AND TO BOTTOM FLANGE OF BEAM, MINIMUM L4X3X3/8 LLH WITH TWO BOLTS EACH LEG. SINGLE AND DOUBLE STAGGERED CONNECTIONS ARE PROHIBITED

WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM STRUCTURAL ENGINEER OF RECORD.

9. WELDING: AWS D1.1 USING E70 ELECTRODE, WITH LOW HYDROGEN WHERE REQUIRED.

10. HEADED STUDS

a. ASTM A108, GRADE 1015 OR 1020

11. ANCHOR RODS

a. ASTM F1554 GRADE 55 HOT-DIP GALVANIZED UNLESS SPECIFICALLY NOTED AS GRADE 36 OR 105.

b. LOCATE ANCHOR RODS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN POSITION WHILE PLACING

CONCRETE. PROTECT IN-PLACE ANCHOR RODS FROM CONSTRUCTION ACTIVITY.

c. THE FOLLOWING ARE PROHIBITED WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM STRUCTURAL ENGINEER OF

RECORD:

A. INSERTING ANCHOR RODS INTO FRESH OR PARTIALLY HARDENED CONCRETE.

B. SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR RODS ARE INDICATED.

C. REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR RODS.

12. POST-INSTALLED MECHANICAL ANCHORS

a. CARBON STEEL GALVANIZED PER ASTM A153 MANUALLY EXPANDED WEDGE TYPE, UNLESS NOTED OTHERWISE.

b. PROVIDE ANCHORS THAT HAVE BEEN TESTED AND ASSESSED IN ACORDANCE WITH LATEST EDITION OF APPLICABLE

ACCEPTANCE CRITERIA AND SUBMIT CORRESPONDING ICC EVALUATION SERVICE REPORTS

(1) MECHANICAL ANCHORS IN CONCRETE: ICC-ES AC193.

(2) EXPANSION ANCHORS IN MASONRY: ICC-ES AC01.

(3) PREDRILLED FASTENERS (SCREW ANCHORS) IN MASONRY: ICC-ES AC106.

13. POST-INSTALLED ADHESIVE ANCHORS

a. ASTM F1554 GRADE 55 HOT-DIP GALVANIZED THREADED ROD WITH ASTM C881 TYPE IV GRADE 3 EPOXY OR HYBRID

RESIN ADHESIVE (HILTI HIT-HY 200 OR APPROVED EQUIVALENT), UNLESS NOTED OTHERWISE.

b. DO NOT USE BULK-MIXED ADHESIVES. PROVIDE THREADED ROD COMPATIBLE WITH ADHESIVE AND ACCEPTABLE TO

MANUFACTURER.

c. DESIGN BOND STRENGTH HAS BEEN BASED ON CRACKED CONCRETE. SEE SPECIFICATION SECTION 05 05 20.00 27

POST INSTALLED CONCRETE AND MASONRY ANCHORS.

d. PROVIDE ANCHORS AS ENTIRE SYSTEM INCLUDING, BUT NOT LIMITED TO, MANUFACTURER'S PRINTED INSTRUCTIONS

AS FURNISHED WITH ADHESIVE, ADHESIVE CARTRIDGE, MIXING NOZZLE, EXTENSION TUBE, DISPENSER, AND ALL

REQUIRED EQUIPMENT FOR PROPERLY CLEANING DRILLED HOLE.

e. PROVIDE ANCHOR SYSTEMS THAT HAVE BEEN TESTED AND ASSESSED IN ACORDANCE WITH LATEST EDITION OF APPLICABLE ACCEPTANCE CRITERIA AND SUBMIT CORRESPONDING ICC EVALUATION SERVICE REPORTS

(1) ADHESIVE ANCHORS IN CONCRETE: ICC-ES AC308.

(2) ADHESIVE ANCHORS IN MASONRY: ICC-ES AC58.

(3) ANCHORS IN UNREINFORCED MASONRY: ICC-ES AC60.REFER TO ARCHITECTURAL DRAWINGS FOR

MISCELLANEOUS STEEL NOT INCLUDED IN STRUCTURAL DRAWINGS. INCLUDE MISCELLANEOUS STEEL IN SHOP

DRAWINGS SUBMITTED FOR REVIEW AND APPROVAL.

e. ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLUDED MUST BE INSTALLED BY A CERTIFIED ADHESIVE

ANCHOR INSTALLER.

f. INSTALLATIONS REQUIRING CERTIFIED INSTALLERS MUST BE INSPECTED DURING INSTALLATION BY AN INSPECTOR

SPECIFCALLY APPROVED FOR THAT PURPOSE BY THE CONTRACTING OFFICER.

14. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL NOT INCLUDED IN STRUCTURAL DRAWINGS. INCLUDE

MISCELLANEOUS STEEL IN SHOP DRAWINGS SUBMITTED FOR REVIEW AND APPROVAL.

15. GROUT: CEMENTITIOUS NONSHRINK

16. HOT-DIP GALVANIZE STRUCTURAL AND MISCELLANEOUS STEEL, INCLUDING ALL FASTENERS, WITH THE EXCEPTION OF

STAINLESS STEEL.

17. RESTORE GALVANIZING DAMAGED ACCIDENTALLY OR DUE TO FIELD WELDING WITH FIELD-APPLIED GALVANIZING

COMPOUND.

18. GALVANIZE AND FABRICATE STEEL IN ACCORDANCE WITH ASTM 123, A384 AND A385. GALVANIZED AFTER FABRICATION, UNLESS NOT RECOMMENDED BY ASTM STANDARDS SPECIFIED. THOROUGHLY CLEAN WELD SLAG, WELD SPLATTER, OIL, GREASE, DIRT AND OTHER FOREIGN MATTER FROM SURFACES FOR GALVANIZING. PROVIDE DRAIN HOLES AND BRACING

PER ASTM A384 AS REQUIRED.

19. (+/- X) INDICATES TOP OF STEEL OFFSET FROM PLAN TOP OF STEEL ELEVATION.

GENERAL NOTES

4. DESIGN LOADS (CONTINUED):

J. EARTHQUAKE LOADS

1. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS Ss = 0.086, S1 = 0.04.

2. SITE CLASS: E.

3. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS Sds = 0.138, Sd1 = 0.112.

4. SEISMIC DESIGN CATEGORY: C.

5. IMPORTANCE FACTOR: 1.5.

6. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE.

7. PUMP STATION 6 AND 8 BASIC SEISMIC FORCE-RESISTING SYSTEM (PUMP STATIONS): ORDINARY REINFORCED CONCRETE

SHEAR WALLS.

8. PUMP STATION 6 AND 8 RESPONSE MODIFICATION COEFFICIENT (PUMP STATIONS): R = 4.

9. PUMP STATION 6 AND 8 SEISMIC RESPONSE COEFFICIENT (PUMP STATIONS): Cs = 0.0516.

10. PUMP STATION 6 AND 8 DESIGN BASE SHEAR (PUMP STATIONS): 53 KIPS.

11. SERVICEABILITY CRITERIA

STRUCTURAL STEEL FLOOR AND ROOF FRAMING DEFLECTION LIMIT:

a. L/240: TOTAL LOAD VERTICAL DEFLECTION

MONORAIL BEAMS

a. L/450: WHEEL LOAD VERTICAL DEFLECTION

WIND DRIFT FOR STRUCTURE

a. H/480 BASED ON A WIND SPEED WITH A 10-YEAR MEAN RECURRANCE INTERVAL

SATISFACTORY TO DATE

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6. MATERIALS (CONTINUED):

C. STEEL DECK: SECTION 05 30 00

1. FABRICATE, AND INSTALL STEEL DECK, ATTACHMENTS, AND ACCESSORIES IN ACCORDANCE WITH AISI COLD- FORMED STEEL DESIGN MANUAL AND APPLICABLE SDI MANUALS AS MODIFIED BY CONTRACT DOCUMENTS.

2. ROOF DECK: 1 1/2", 18 GAGE, WIDE RIB WITH MINIMUM Fy = 33 KSI, Imin = 0.283 IN^4/FT, Smin = 0.287 IN^3/FT, GALVANIZED G90.

3. NON-COMPOSITE FLOOR DECK: 2", 16 GAGE, WITH MINIMUM Fy = 40 KSI, Imin = 0.704 IN^4/FT, Smin = 0.653 IN^3/FT, GALVANIZED G90.

4. PROVIDE ROOF DECK AND ATTACHMENTS CAPABLE OF RESISTING THE FOLLOWING DIAPHRAGM SHEAR

FORCES.

a. WIND: 635 PLF AT ULTIMATE LEVEL, 1.0W, SIMULTANEOUS WITH UPLIFT LOADS INDICATED ON CONTRACT

DRAWINGS.

b. EARTHQUAKE: 415 PLF AT ULTIMATE LEVEL, 1.0E.

5. PROVIDE FLOOR DECK AND ATTACHMENTS CAPABLE OF RESISTING THE FOLLOWING DIAPHRAGM SHEAR

FORCES.

a. WIND: 1145 PLF AT ULTIMATE LEVEL, 1.0W.

b. EARTHQUAKE: 700 PLF AT ULTIMATE LEVEL, 1.0E.

6. INSTALL DECK TO CROSS A MINIMUM OF TWO SPANS. PROVIDE 2" MINIMUM LENGTH OF END LAPS FOR ROOF

DECK AND BEARING AT ALL SUPPORTS.

7. SUPPORT DECK AT EDGES OF OPENINGS AND AROUND COLUMNS. PROVIDE ADDITIONAL FRAMING AS REQUIRED AND FABRICATE DECK TO RUN CONTINOUSLY OVER MINOR OPENINGS. DO NOT CUT SUCH

OPENINGS UNTIL NEEDED BY OTHER TRADES.

8. PROVIDE MINIMUM DECK ATTACHMENT AS FOLLOWS.

a. ROOF DECK: FASTEN AT EACH END AND AT INTERMEDIATE SUPPORTS BY HILTI (OR EQUIVALENT) POWER-

ACTUATED FASTENERS, 36/4 PATTERN, AND MAKE SIDELAP CONNECTIONS AT SEAMS USING #10

SCREWS, 4 PER SPAN.

b. FLOOR DECK: FASTEN AT EACH END AND AT INTERMEDIATE SUPPORTS BY HILTI (OR EQUIVALENT) POWER-ACTUATED FASTENERS, 36/4 PATTERN, AND MAKE SIDELAP CONNECTIONS AT SEAMS USING #10

SCREWS, 4 PER SPAN.

c. MAKE CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB FRAMING AT 6" ON

CENTER MAXIMUM.

d. USE HILTI (OR EQUIVALENT) POWER-ACTUATED FASTENERS AT END ANGLES.

9. DO NOT SUSPEND ANYTHING DIRECTLY FROM ROOF DECK OR FROM CONCRETE SLAB ON FLOOR DECK.

PROVIDE ADDITIONAL FRAMING BETWEEN ROOF OR FLOOR MEMBERS AS REQUIRED.

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

1. DESIGN, FABRICATE, AND ERECT COLD-FORMED STEEL FRAMING IN ACCORDANCE WITH AISI COLD-FORMED STEEL DESIGN MANUAL AND APPLICABLE SSMA PUBLICATIONS AS MODIFIED BY CONTRACT DOCUMENTS.

2. SHAPE DESIGNATIONS FOR STUDS, JOISTS, TRACK, CHANNELS, AND FURRING CHANNELS: PER SSMA PRODUCT TECHNICAL INFORMATION, INDICATING MEMBER DEPTH, STYLE, FLANGE WIDTH, AND MATERIAL

THICKNESS.

3. FRAMING MEMBERS

a. ASTM A653 GRADE 33, Fy = 33 KSI, UNLESS NOTED OTHERWISE.

b. ASTM A653 GRADE 50, Fy = 50 KSI, FOR MATERIAL THICKNESS 54 MILS OR GREATER AND WHERE

INDICATED AS "(50)".

4. FINISH: HOT-DIP GALVANIZE TO PROVIDE COATING CLASS G90.

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

SCREWS WITH LOW PROFILE HEADS BENEATH SHEATHING AND MANUFACTURER'S STANDARD HEADS

ELSEWHERE.

6. BOLTS: ASTM F3125, GRADE A325.

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

8. POWER-ACTUATED FASTENERS: TESTED AND ASSESSED IN ACCORDANCE WITH LATEST EDITION OF ICC-ES

AC70. SUBMIT CORRESPONDING ICC EVALUATION SERVICE REPORT.

E. STEEL BAR GRATING: SECTION 05 53 00

1. FABRICATE AND INSTALL STEEL BAR GRATING IN ACCORDANCE WITH NAAMM MANUALS AS MODIFIED BY

CONTRACT DOCUMENTS.

2. MATERIAL: ASTM A1011, GALVANIZED.

3. CONSTRUCTION: WELDED.

4. MAIN BEARING BARS: 1 1/2" X 3/16" 19-W-4.

5. CROSS BARS: AT 4" CENTERS.

6. SURFACE: SERRATED.

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

7. DEMOLITION NOTES:

A. PLANS, SECTIONS, AND DETAILS OF EXISTING STRUCTURES ARE BASED ON ORIGINAL CONSTRUCTION DOCUMENTS.

DIMENSIONS OF EXISTING CONSTRUCTION ARE APPROXIMATE. THE CONTRACTOR MUST VERIFY EXISTING

CONSTRUCTION PRIOR TO BEGINNING WORK.

B. PLANS AND DETAILS SHOWN ON THESE DEMOLITION DRAWINGS ARE FOR REFERENCE ONLY. CONTRACTOR IS

DIRECTED TO REFERENCE EXISTING DRAWINGS FOR ADDITIONAL INFORMATION.

C. COORDINATE WITH CIVIL, ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DEMOLITION SHEETS.

D. EXISTING REINFORCING MUST NOT BE DISTURBED UNLESS OTHERWISE NOTED. SIZE AND LOCATION OF EXISTING

REINFORCING IS NOT SHOWN FROM ORIGINAL DESIGN DRAWINGS. IN AREAS WHERE EXISTING REINFORCING IS TO REMAIN, CONTRACTOR MUST SCAN TO VERIFY LOCATION OF REINFORCING. PROVIDE NOTIFICATION OF ANY

DISCREPENCIES PRIOR TO DEMOLITION AND DRILLING.

8. LEAD BASE PAINT AND HAZARDOUS MATERIALS ABATEMENT:

A. HAZARDOUS MATERIALS: SEE SPECIFICATIONS APPENDIX, "HAZMAT INSPECTION DRAWINGS AND LABORATORY

REPORTS," FOR TYPICAL LOCATIONS AND TYPES OF HAZARDOUS MATERIALS THAT MAY BE ENCOUNTERED. SEE DIVISION 2 SPECIFICATIONS FOR REMEDIATION AND HANDLING OF HAZARDOUS MATERIALS. PRIOR TO BEGINNING WORK, NOTIFY THE CONTRACTING OFFICER OF ANY ADDITIONAL MATERIALS OBSERVED THAT MAY POTENTIALLY

CONTAIN HAZARDOUS MATERIALS.

GENERAL NOTES CONTINUED

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

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1 2 3 4 5

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LETTER-NUMBER DESIGNATOR

INDICATES SHEET COORDINATES

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DRAWING SEQUENCE NUMBER INDICATES

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THE SAME DRAWING)

S-003 A1

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SECTION/DETAIL SYMBOL IDENTIFIERS

ONE OR TWO CHARACTER

DISCIPLINE DESIGNATOR

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CALLOUT AND TITLE ARE

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SECTION, DETAIL, OR ELEVATION TITLE EXAMPLE

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ELEVATION CALLOUT EXAMPLEDETAIL CALLOUT EXAMPLE

S-003 A1

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AJM MWR

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DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

JTL/TLH

1364315

N40085-22-R-2598

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SECT SECTION

SEI STRUCTURAL ENGINEERING INSTITUTE

SF SWAY FRAME

SHT SHEET

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SLNT SEALANT

SLO SHORT LEG OUTSTANDING

SLV SLEEVE

SP SPACE(S)

SPEC SPECIFICATION(S)

SQ SQUARE

SSL SHORT-SLOT HOLE(S)

SST STAINLESS STEEL

ST SNUG-TIGHT JOINT

STD STANDARD

STIF STIFFENER

STIR STIRRUP

STL STEEL

STR STRAIGHT

STRUCT STRUCTURAL

SUB SUBSTITUTE

SUPT SUPPORT

SW SOUTHWEST

SYMM SYMMETRICAL

T TON(S) OR TREAD(S)

T&B TOP AND BOTTOM

TB THROUGH BOLT

TD TRENCH DRAIN

TEMP TEMPORARY

THD THREAD(ED)

THK THICK(NESS)

THRU THROUGH

TMS THE MASONRY SOCIETY

TOC TOP OF CONCRETE

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TP TEST PILE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VAR VARIES

VB VAPOR BARRIER

VERT VERTICAL

VNR VENEER

VR VAPOR RETARDER

W WEST OR WIDE (WIDTH) OR WIDE FLANGE SHAPE

W/ WITH

W/O WITHOUT

WH WEEP HOLE

WL WIND LOAD

WLD WELD(ED)

WP WORKING POINT

WS WATERSTOP

WT WEIGHT OR WIDE FLANGE TEE SHAPE

WWR WELDED WIRE REINFORCEMENT

X EXTRA STRONG

XX DOUBLE EXTRA STRONG

± DIMENSION TO BE VERIFIED IN FIELD

NAAMM NATIONAL ASSOCIATION OF ARCHITECTURAL METAL

MANUFACTURERS

NAVD NORTH AMERICAN VERTICAL DATUM

NCMA NATIONAL CONCRETE MASONRY ASSOCIATION

NE NORTHEAST

NF NEAR FACE

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NW NORTHWEST

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OR OUTSIDE RADIUS

OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION

OVS OVERSIZE HOLE(S)

PAR PARALLEL

PCA PORTLAND CEMENT ASSOCIATION

PCC PRECAST CONCRETE

PCF POUND(S) PER CUBIC FOOT

PCI POUND(S) PER CUBIC INCH OR PRECAST/PRESTRESSED

CONCRETE INSTITUTE

PED PEDESTAL

PERP PERPENDICULAR

PH PHASE

PL PLATE

PLBG PLUMBING

PLC PLACE(S)

PLF POUND(S) PER LINEAR FOOT

PREFAB PREFABRICATE(D)

PREP PREPARATION

PS PIPE SUPPORT

PSF POUND(S) PER SQUARE FOOT

PSI POUND(S) PER SQUARE INCH

PT PRETENSIONED JOINT

PUR PURLIN

PVC POLYVINYL CHLORIDE

QA QUALITY ASSURANCE

QC QUALITY CONTROL

R RADIUS OR RISER(S)

RD ROOF DRAIN

REBAR REINFORCING STEEL BAR(S)

REF REFERENCE

REINF REINFORCE(D)

REQD REQUIRED

REV REVISION

RF ROOF

RM ROOM

RST REINFORCING STEEL

S SECTION MODULUS OR SOUTH OR AMERICAN STANDARD

BEAM SHAPE

SB SHEAR BAR

SC SLIP-CRITICAL JOINT

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SE SOUTHEAST

GEN GENERAL

GOVT GOVERNMENT

GR GRADE

GRTG GRATING

GT GROUT

H HIGH (HEIGHT)

HB HORIZONTAL BRACE

HC HOLLOW CORE

HGR HANGER

HORIZ HORIZONTAL

HP BEARING PILE SHAPE

HPT HIGH POINT

HS HIGH STRENGTH

HSS HOLLOW STRUCTURAL SECTION

I MOMENT OF INERTIA

IBC INTERNATIONAL BUILDING CODE

ID INSIDE DIAMETER

IF INSIDE FACE

IJ ISOLATION JOINT

IN INCH(ES)

INFO INFORMATION

INT INTERIOR

INV INVERT

IR INSIDE RADIUS

JST JOIST

JT JOINT

KB KNEE BRACE

KIP THOUSAND POUNDS

KLF KIP(S) PER LINEAR FOOT

KPL KICK PLATE

KSF KIP(S) PER SQUARE FOOT

KSI KIP(S) PER SQUARE INCH

L ANGLE SHAPE OR LENGTH

LAD LADDER

LBS POUND(S)

LD DEVELOPMENT LENGTH

LG LONG

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLO LONG LEG OUTSTANDING

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LPT LOW POINT

LSL LONG-SLOT HOLE(S)

LTWT LIGHTWEIGHT

MATL MATERIAL

MAX MAXIMUM

MBMA METAL BUILDING MANUFACTURERS ASSOCIATION

MBS METAL BUILDING SYSTEM

MC MISCELLANEOUS CHANNEL SHAPE OR MOMENT

CONNECTION

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MPS MISCELLANEOUS PIPE SUPPORT(S)

MSL MEAN SEA LEVEL

MTL METAL

N NORTH

NA NOT APPLICABLE

COTR CONTRACTING OFFICER'S TECHNICAL REPRESENTATIVE

CPRS COMPRESSIBLE

CRSI CONCRETE REINFORCING STEEL INSTITUTE

CTJ CONTRACTION JOINT

CTR CENTER(ED)

CY CUBIC YARD(S)

D DEEP (DEPTH)

DBL DOUBLE

DEG DEGREE(S)

DEMO DEMOLISH (DEMOLITION)

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIR DIRECTION

DIV DIVISION

DK DECK

DL DEAD LOAD

DWG DRAWING

DWL DOWEL

E EAST

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

EL EARTHQUAKE LOAD

ELEC ELECTRICAL

ELEV ELEVATOR

EMBED EMBEDMENT

ENGR ENGINEER

EOD EDGE OF DECK

EOG EDGE OF GRATING

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

ETC AND SO FORTH

EW EACH WAY

EXP EXPANSION

EXST EXISTING

EXT EXTERIOR OR EXTERNAL

EXTN EXTENSION

FAB FABRICATE

FD FLOOR DRAIN

FDTN FOUNDATION

FF FAR FACE

FIN FINISH

FLG FLANGE

FLR FLOOR

FR FRAME

FRMG FRAMING

FRP FIBER-REINFORCED POLYMER

FS FAR SIDE

FT FOOT (FEET)

FTG FOOTING

FUT FUTURE

GA GAGE

GALV GALVANIZE(D)

GB GRADE BEAM

GC GENERAL CONTRACTOR

GDR GUARDRAIL

# NUMBER OR POUND(S)

% PERCENT

& AND

(+/-) DIMENSIONAL TOLERANCE

@ AT

AA ALUMINUM ASSOCIATION

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADH ADHESIVE

ADJ ADJACENT

AFF ABOVE FINISH FLOOR

AGGR AGGREGATE

AHJ AUTHORITY HAVING JURISDICTION

AHR ANCHOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ALT ALTERNATE

ALUM ALUMINUM

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPD APPROVED

APPROX APPROXIMATE

ARCH ARCHITECT(URAL)

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM ASTM INTERNATIONAL

AWS AMERICAN WELDING SOCIETY

B/B BACK TO BACK

BC BOLT CIRCLE

BFF BELOW FINISH FLOOR

BLDG BUILDING

BLW BELOW

BM BEAM

BOS BOTTOM OF STEEL

BOT BOTTOM

BRCG BRACING

BRDG BRIDGING

BRG BEARING

BTWN BETWEEN

C CHANNEL SHAPE

C TO C CENTER TO CENTER

CAP CAPACITY

CFS COLD-FORMED STEEL

CHFR CHAMFER

CIP CAST-IN-PLACE

CIR CIRCLE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTER LINE

CLJ CONTROL JOINT

CLL COLUMN LINE

CLR CLEAR

CMPST COMPOSITE

CMU CONCRETE MASONRY UNIT

CNR CORNER

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

CALLOUT IDENTIFICATION

ABBREVIATIONS

PORTAL CRANE LOADING DIAGRAM

S Y

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2a

2a 2a a

NOTE:

1. REFER TO WIND ISOMETRIC - SOUTHEAST CORNER FOR WIND ZONES NOT LABELED.

TYP, UNO

a

2a a

4a a

2a

4a

TYP UNO

a

4a

4a 2a

2a a

2a

2a

NOTE:

1. REFER TO WIND ISOMETRIC - NORTHWEST CORNER FOR WIND ZONES NOT LABELED.

2a

2a a

2P 3P4P 5P

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DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

JTL/TLH

1364315

N40085-22-R-2598

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1. REFER TO GENERAL NOTES SHEET 2-S-001 FOR WIND LOAD DESIGN CRITERIA.

2. WIND PRESSURES ARE AT ULTIMATE LEVEL AND APPLY NORMAL TO MEMBER SURFACE.

3. PLUS AND MINUS (+/-) SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM

SURFACE RESPECTIVELY.

4. DESIGN EACH COMPONENT FOR MAXIMUM POSITIVE AND NEGATIVE PRESSURES.

5. COMBINE PARAPET PRESSURES IN ACCORDANCE WITH ASCE 7-16 FIGURE 30.8-1.

6. "a" = 3 FEET.

7. INTERPOLATION IS PERMITTED FOR WIND PRESSURES NOT LISTED BETWEEN 10FT2 AND

500FT2.

WIND LOAD NOTES:

NOT TO SCALE

A1

WIND ISOMETRIC - NORTHWEST CORNER

2'

3'

3'

2'

2'

5 5

NOT TO SCALE

B1

WIND ISOMETRIC - SOUTHEAST CORNER

5 5

3'

3'

2'

2'

2'

NOT TO SCALE

C4

WIND ISO PARAPET

5P' 174 158 138 121 117

5P 138 127 116 103 99

4P' 129 126 122 117 112

4P 115 111 108 103 99

5 49 -65 47 -61 45 -55 41 -51 36 -41

4 49 -53 47 -51 45 -49 41 -45 36 -41

3' 22 -125 19 -112 18 -94 17 -80 17 -80

3 22 -89 19 -80 18 -71 17 -62 17 -62

2' 22 -80 19 -79 18 -78 17 -76 17 -76

2 22 -67 19 -64 18 -63 17 -62 17 -62

1 22 -58 19 -58 18 -58 17 -58 17 -58

(MIN) (MAX) (MIN) (MAX) (MIN) (MAX) (MIN) (MAX) (MIN) (MAX)WIND ZONE

10 SF 20 SF 50 SF 100 SF 500 SF

DESIGN WIND PRESSURES (PSF)

S Y

M D

E S

C R

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P A

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TM

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T O

F

TH

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A V

Y

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

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JTL/TLH

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DSN

1364315

N40085-22-R-2598

DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

02/02/2022

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8/

NORTH

PLAN

KEY PLAN

4 5

11 12

2 3

13 14

MATCH LINE

A1/2-SD115

SHEET NOTES

SCALE: 1" = 20'

WATERFRONT STRUCTURAL SITE DEMOLITION PLAN - AREA 10A1

PLAN

NORTH

40'10'0 20'

STAGE 2 DEMO2-SD402

A1

NORTH FLOOD FLUME

DEMO LIMITS 2-SD404

C1

PUMP STATION PS-6

STAGE1 DEMO LIMITS

STAGE 1 DEMO2-SD401

A1

PUMP STATION PS-6

STAGE 2 DEMO LIMITS

(INCLUDES STAGE 1 LIMITS)

17' -11

84' -4"

6'-9"±

8'-5"±

87'-9"±

7'-5"±

36' -0"

(E) PUMP HOUSE, DEMOLISH

TO (E) RELIEVING PLATFORM,

SEE NOTE 3

(E) INTAKE STRUCTURE,

SEE NOTE 4

1. SEE SHEET 1-VF001 FOR SURVEY NOTES, ABBREVIATIONS, AND

LEGEND.

2. SEE SHEETS 1-C-001 THROUGH 1-C-005 FOR CIVIL NOTES AND

LEGENDS.

3. REFER TO Y&D DRAWING NO. 165165, #515, AND N-SD75 FOR QUAY WALL

PILE PLANS (#515 DATED 8-21-1941 BY DRY DOCK ASSOCIATES).

4. REFER TO Y&D RECORD DRAWINGS NO. 958662, 958663 AND 958664

FOR INFORMATION OF EXISTING INTAKE STRUCTURE AND

PUMPHOUSE.

5. KTR SURVEYOR IS RESPONSIBLE FOR CONFIRMING WORK POINTS IN

FIELD PRIOR TO START OF DEMO.

7'-9"±

2-SD406

C1

45'-0"±

'-3

WP 2 (NORTH FLOOD

FLUME), SEE NOTE 5

N = 3462829.21 E = 12127745.46

WP (PUMP STATION PS-6)

AT TOP OF WHARF,

SEE NOTE 5

N = 3462938.41 E = 12127783.41

8'-5

2-SD406

C3

DLB

BA TNT2 WMS

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2-SD110

AS NOTED

W x

W x

W x

W x Wx

Wx

Wx

Wx

SW

x

SW

x

SW

x

SW

x

SW

x

SW

x

SW

x

SW

x

SWx

SW

x

SWx

SD

x

SD

x

SD

x

SDx SDx

SSx

SDx

SD x

SD x

BASE ROADWAY

MCCAWLEY STREET

S D

S D

S D

S D

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CHIEF ENG/ARCH

FIRE PROTECTION

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EJA

DSN

1364315

N40085-22-R-2598

DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

02/02/2022

IS

SU

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8/

SHEET NOTES

NORTH

PLAN

KEY PLAN

MATCH LINE

A1/2-SB110

4 5

11 12

2 3

13 14

PUMP STATION PS-8

DEMO LIMITS

1. SEE SHEET 1-VF001 FOR SURVEY NOTES, ABBREVIATIONS, AND

LEGEND.

2. SEE SHEETS 1-C-001 THROUGH 1-C-005 FOR CIVIL NOTES AND

LEGENDS.

3. REFER TO Y&D RECORD DRAWINGS NO. 958658, 958659 AND 958660

FOR INFORMATION OF EXISTING INTAKE STRUCTURE AND EXISTING

PUMP HOUSE.

4. KTR SURVEYOR IS RESPONSIBLE FOR CONFIRMING WORK POINTS IN

FIELD PRIOR TO START OF DEMO.

SCALE: 1" = 20'

WATERFRONT STRUCTURAL FOUNDATION DEMOLITION PLAN - AREA 15A1

PLAN

NORTH

40'10'0 20'

2-SD403

A1

SOUTH FLOOD FLUME

CONC PLUG AND OUTFALL

PIPES, SEE 1-SB115

CONC SLAB,

SEE 1-SB115

(E) PUMP HOUSE, SEE

DRAWINGS FOR DEMOLITION

ABANDON EXISTING

INTAKE STRUCTURE,

SEE NOTE 3

2-SD407

C1

PS-8 FOUNDATION AND

INTAKE STRUCTURES

(E) FLUME WALL

C1

2-SD303

B1

2-SD303

A1

2-SD303

WP, SEE NOTE 4

N = 3462571.46 E = 12127959.86

142'-0"±

'-2

DLB

BA TNT2 WMS

12857860

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NAVFAC DRAWING NO.

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CHK

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

CI

LI

TI

ES

E

NG

IN

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NG

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YS

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DSN

1364315

N40085-22-R-2598

DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

02/02/2022

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SU

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(E) CONC SHEET

PILE BULKHEAD

(E) TIMBER PILE TYP

EL 103.0±

(E) GRAD

4' 8'0 2'SCALE: 1/4" = 1'-0"

DEMOLITION SECTIONA1 S-SD401

SHEET NOTES

1. SEE SHEET 1-SB001 THROUGH 1-SB004 FOR STRUCTURAL NOTES,

ABBREVIATIONS, LEGEND, AND TYPICAL DETAILS.

2. PUMP STATION PS-6 FOUNDATION DEMOLITION AND CONSTRUCTION

SEQUENCING SEPARATED INTO STAGES/PHASES AS SHOWN ON

SHEETS 2-SD401, 2-SD402, AND 2-SB401.

EL 94.3±

TOP OF (E) CONC

SHEET PILE AND

RELIEVING SLAB

EL 103.0±

(E) GRADE

EL 93.28

(MLLW)

EL 93.42

(MLW)

EL 96.18

(MHW)

EL 96.39

(MHHW)

SCALE: 1/4" = 1'-0"

DEMOLITION SECTIONA4 2-SD401 4' 8'0 2'

0 4' 8' 12'SCALE: 3/16" = 1'-0"

DEMOLITION SECTIONC1 2-SD401

TYP 12 TYP14

CLEAT 8BOLLARD8 (E) CLEAT TO REMAIN

TYP 11

TYP 15

(E) TIMBER PILE, TYP

(E) TIMBER BEAM, TYP

(E) TIMBER DECK, TYP

BOTTOM OF (E)

CONC CAP, TYP

TOP OF (E) CONC

CAP, TYP

(E) CONC SHEET

PILE BULKHEAD

OUTFALL

LOCATION 13

4'-0" 62'-11"± 2'-0"

1. EXCAVATE TO EXPOSE THE (E) RELIVING PLATFORM TO FIRST ROW

OF BATTER PILES.

2. DEMOLISH (E) RELIEVING PLATFORM DECK AND BEAMS FOR

INSTALLATION OF AZ SSP WALL.

3. DEMOLISH (E) DECK TO EXPOSE LOCATIONS OF BATTER

PILES.

4. CUT (E) TIMBER BATTER PILES WITH CHISEL BEAM FOR INSTALLATION

OF SSP WALL.

5. REMOVE INDICATED (E) TIMBER FENDER PILE SYSTEM AND (E) CURB.

6. CONSTRUCT SSP WALL PARALLEL TO THE EXISTING CONCRETE

SHEET PILING.

7. CONSTRUCT TEMPORARY STEEL COMBI-WALL COFFERDAM

OUTBOARD OF EXISTING CONCRETE SHEETS. SEE SHEET 2-SD405

FOR DETAILS.

8. REMOVE (E) MOORING HARDWARE, (1) DOUBLE BIT BOLLARD AND (1)

CLEAT.

9. NOT USED.

10. UNCOVER (E) UTILITY TUNNEL, CAP OFF AND DEMOLISH PIPED

UTILITIES. DISCONNECT AND DEMOLISH ELECTRICAL UTILITIES.

11. DEMOLISH (E) RELIEVING PLATFORM DECK FOR INSTALLATION

OF SSP WALL.

12. DEMOLISH (E) PILE CAP/TUNNEL FOR INSTALLATION OF SSP WALL.

13. CORE DRILL 18"Ø HOLE INLAND SIDE AND WATER SIDE WALLS OF (E)

TUNNEL FOR INSTALLATION OF 15"Ø OUTFALL. COORDINATE

LOCATION WITH CIVIL.

14. CLOSE (E) TUNNEL WITH REINFORCED CONCRETE PLUG (#9 @ 12" OC,

EW, T&B). SEE 2-SD401 FOR PLUG THICKNESS.

15. CONSTRUCT THE SSP PERPENDICULAR TO THE EXISTING CONCRETE

SHEET PILING. FINISH ENCLOSURE WITH CONC PLUG.

(E) TIMBER BATTER PILE, TYP

EL 103.0±

(E) GRADE

STAGE 1 SEQUENCE OF

DEMOLITION/CONSTRUCTION

EL 98.33

TOP OF SSP

EL 43.33

TIP OF SSP

(SEE SHEET 2-SD302 FOR STAGE 2 SEQUENCE OF DEMOLITION SECTIONS)

EL 32.0

TIP OF COMB-WALL

TYP 4

4'-

2" DLB

BA TNT2 WMS

12857861

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2-SD301

rwhitsel Callout

(E) CONCRETE CAP

NOT SHOWN

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DRAWFORM REVISION: 25 AUG 2020

CHK

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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LI

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JTL/TLH

EJA

DSN

1364315

N40085-22-R-2598

DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

02/02/2022

IS

SU

ED

F

OR

B

ID

/2

8/

(E) CONC SHEET

PILE BULKHEAD

(E) TIMBER PILE, TYP

EL 103.0±

(E) GRAD

4' 8'0 2'SCALE: 1/4" = 1'-0"

DEMOLITION SECTIONA1 2-SD402

SHEET NOTES

EL 94.3±

TOP OF (E) CONC

SHEET PILE AND

RELIEVING SLAB

EL 103.0±

(E) GRADE

EL 93.28

(MLLW)

EL 93.42

(MLW)

EL 96.18

(MHW)

EL 96.39

(MHHW)

1. SEE SHEET 1-SB001 THROUGH 1-SB004 FOR STRUCTURAL NOTES,

ABBREVIATIONS, LEGEND, AND TYPICAL DETAILS.

2. PUMP STATION PS-6 FOUNDATION DEMOLITION AND CONSTRUCTION

SEQUENCING SEPARATED INTO STAGES/PHASES AS SHOWN ON

SHEETS 2-SD401, 2-SD402, AND 2-SB401.

STAGE 2 SEQUENCE OF

DEMOLITION/CONSTRUCTION

16. SEAL TEMPORARY COMBI-WALL COFFERDAM, PUMP DOWN SUCH

THAT WATER LEVEL IS BELOW DEPTH OF INTAKE STRUCTURE

EXCAVATION. SEE STAGE 1 SEQUENCE OF DEMOLITION NOTE 7 ON

SHEET 2-SD401.

17. DEMOLISH (E) RELIEVING PLATFORM DECK, TIMBER BEAMS

AND CUT TIMBER PILES FOR INSTALLATION OF PIPE PILES.

18. SELECTIVE DEMOLITION OF (E) CONCRETE PILE CAP, TIMBER BEAM

AND TIMBER PILES TO ACCESS STEEL PIPE PILE DRIVING LOCATIONS.

SEE SHEET 2-SB401 FOR STEEL PIPE PILE LOCATIONS.

19. DEMOLISH SECTION OF EXISTING CONCRETE PILE CAP FOR PHASE 1

CONCRETE CAP RECONSTRUCTION. SEE SHEET 2-SB401 FOR PHASE1

CONCRETE PILE CAP.

20. CONSTRUCT TIE BEAMS, CONNECT TO PHASE 1 CONCRETE PILE CAP

TO STABILIZING THE EXISTING SHEET PILING BEFORE THE BALANCE

OF THE RELIEVING PLATFORM IS DEMOLISHED. SEE SHEET 2-SB401.

21. DEMOLISH REMAINING (E) CONCRETE PILE CAP FOR CONSTRUCTION

OF INTAKE STRUCTURES.

22. CONSTRUCT INTAKE STRUCTURES. SEE SHEET 2-SB401.

23. CONTINUE RELIEVING PLATFORM EXCAVATION FOR PS-6 FOUNDATION

CONSTRUCTION.

24. SELECTIVELY DEMOLISH PORTIONS OF RELIEVING PLATFORM TO

DRIVE PILING. ADJUST STEEL PILING AS REQUIRED TO AVOID PULLING

TIMBER PILES. SEE SHEET 2-SB401.

25. DRIVE ALL FOUNDATION PILES. ADJUST STEEL PILING AS REQUIRED

TO AVOID PULLING (E) TIMBER PILES. SEE SHEET 2-SB401.

26. BACKFILL WITH #57 STONE BELOW MLLW AND #21A/B ABOVE MLLW.

27. FORM AND POUR PS-6 FOUNDATIONS, CONNECTING TIE BEAMS TO

PUMP STATION FOUNDATION. SEE SHEET 2-SB401.

EL 79.5±

(E) TIMBER PILE CUT OFF

(E) CONC SHEET

PILE BULKHEAD

(E) TIMBER PILE, TYP

4' 8'0 2'SCALE: 1/4" = 1'-0"

DEMOLITION SECTIONC1 2-SD402

EL 93.28

(MLLW)

EL 93.42

(MLW)

EL 96.18

(MHW)

EL 96.39

(MHHW)

EL 79.5±

(E) TIMBER PILE CUT OFF

EL 103.0±

(E) GRADE

(SEE SHEET 2-SD301 FOR STAGE 1 SEQUENCE OF DEMOLITION SECTIONS)

EL 98.33

TOP OF SSP

EL 43.33

TIP OF SSP

DLB

BA TNT2 WMS

12857862

PU

M

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AT

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IT

IO

N

SE

CT

IO

NS

ST

AG

E

2-SD302

AS NOTED

SEE "STAGE 1 SEQUENCE OF DEMOLITION/CONSTRUCTION"

NOTE 4 ON SHEET 2-SD301 FOR (E) BATTER PILE DEMOLITION

rwhitsel Callout

(E) CONCRETE CAP

NOT SHOWN

rwhitsel Callout

P A

R

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A V

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1 2 3 4 5

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

N A

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DRAWFORM REVISION: 25 AUG 2020

CHK

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BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

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LI

TI

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E

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DSN

1364315

N40085-22-R-2598

DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

02/02/2022

IS

SU

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F

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8/

EL 103.0±

(E) GRADE

EL 93.28

(MLLW)

4' 8'0 2'SCALE: 3/16" = 1'-0"

DEMOLITION SECTION - PUMP STATION PS-8 FOUNDATION AND INTAKE STRUCTUREA1 2-SD115, 2-SD403

SHEET NOTES

1. SEE SHEETS 1-SB001 TROUGH 1-SB004 FOR STRUCTURAL NOTES,

ABBREVIATIONS, LEGEND, AND TYPICAL DETAILS.

2. REFER TO SHEET 1-SB001 FOR PILE DRIVING NOTES.

3. REFER TO SHEET 2-SB602 FOR PILE SCHEDULE.

EL 93.28

(MLLW)

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

DEMOLITION SECTION - PUMP STATION PS-8 INTAKE STRUCTURESC1 2-SD115, 2-SD403

'-6

16'-0" 16'-0"

1. EXCAVATE FOR INSTALLATION OF INTAKE STRUCTURE. EXPOSE

SOUTH FACE (E) FLUME.

2. SAWCUT OPENING AND DEMOLISH (E) FLUME WALL.

3. CONSTRUCT INTAKE STRUCTURES. SEE SHEET 2-SB303.

4. BACKFILL WITH SELECT FILL.

5. EXCAVATE FOR CONSTRUCTION OF PS-8 FOUNDATION.

6. CONSTRUCT PS-8 FOUNDATION. SEE SHEET 2-SB303.

PROPOSED SEQUENCE OF

DEMOLITION/CONSTRUCTION

(E) FLUME

142'-0"±

3'-0"

TYP

11'-0"

TYP

1 4

TYP3

TYP2

41'-8"±

EL 103.0

(E) GRADE

EL 80.0

EL 80.0

3'-0"

2'-6" 1

1'-0"

TYP

EL 100.0

3'-0"

98'-2"± 1 4

TYP 2

EL 103.0

(E) GRADE

EL 80.0

93'-0"± 5

SCALE: 3/16" = 1'-0"

DEMOLITION SECTION - PUMP STATION PS-8 FOUNDATIONB1 2-SD115, 2-SD403 4' 8'0 2'

4' 8'0 2'

EL 103.0

(E) GRADE

(E) FLUME

6'-0"

DLB

BA TNT2 WMS

12857863

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M

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P A

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E N

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E N

A V

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A

B

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D

1 2 3 4 5

1 2 3 4 5

A

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

N A

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C

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C O

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DES DRW

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IP

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O N

D A

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A

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DRAWFORM REVISION: 25 AUG 2020

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

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EJA

DSN

1364315

N40085-22-R-2598

DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

02/02/2022

IS

SU

ED

F

OR

B

ID

/2

8/

NORTH

PLAN

KEY PLAN

4 5

11 12

2 3

13 14

SHEET NOTES

1. SEE SHEET 1-VF001 FOR SURVEY NOTES, ABBREVIATIONS, AND

LEGEND.

2. SEE SHEETS 1-C-001 THROUGH 1-C-005 FOR CIVIL NOTES AND

LEGENDS.

3. SEE SHEET 1-SB001 THROUGH 1-SB004 FOR STRUCTURAL NOTES,

ABBREVIATIONS, LEGEND, AND TYPICAL DETAILS.

4. PUMP STATION PS-6 FOUNDATION DEMOLITION AND CONSTRUCTION

SEQUENCING SEPARATED INTO STAGES/PHASES AS SHOWN ON

SHEETS 2-SD401, 2-SD402, AND 2-SB401.

SCALE: 1/4" = 1'-0"

ENLARGED DEMOLITION PLAN - PUMP STATION PS-6A1

PLAN

NORTH

0 4' 8' 12'

NOTE: PLAN ROTATED FOR CLARITY.

STAGE 1 SEQUENCE OF

DEMOLITION/CONSTRUCTION

PS-6 CONSTRUCTION SITE

1. EXCAVATE TO EXPOSE THE (E) RELIVING PLATFORM TO FIRST ROW

OF BATTER PILES.

2. DEMOLISH (E) RELIEVING PLATFORM DECK AND BEAMS FOR

INSTALLATION OF AZ SSP WALL.

3. PARTIALLY DEMOLISH (E) DECK TO EXPOSE LOCATIONS OF BATTER

PILES.

4. CUT (E) TIMBER BATTER PILE WITH CHISEL BEAM FOR INSTALLATION

OF AZ SSP WALL..

5. REMOVE INDICATED (E) TIMBER FENDER PILE SYSTEM AND (E) CURB.

6. CONSTRUCT THE AZ SHEET SHEET PILING WALL PARALLEL TO THE

EXISTING CONCRETE SHEET PILING.

7. CONSTRUCT TEMPORARY STEEL COMBI-WALL COFFERDAM

OUTBOARD OF EXISTING CONCRETE SHEETS.

8. REMOVE (E) MOORING HARDWARE, (1) DOUBLE BIT BOLLARD AND (1)

CLEAT.

9. NOT USED.

10. UNCOVER (E) UTILITY TUNNEL, CAP OFF AND DEMOLISH PIPED

UTILITIES. DISCONNECT AND DEMOLISH ELECTRICAL UTILITIES.

11. DEMOLISH (E) RELIEVING PLATFORM DECK FOR INSTALLATION

OF AZ SSP.

12. DEMOLISH (E) PILE CAP/TUNNEL FOR INSTALLATION OF AZ SSP.

13. CORE DRILL 18"Ø HOLE INLAND SIDE AND WATER SIDE WALLS OF (E)

TUNNEL FOR INSTALLATION OF 15"Ø OUTFALL. COORDINATE

LOCATION WITH CIVIL.

14. CLOSE (E) TUNNEL WITH REINFORCED CONCRETE PLUG (#9 @ 12" OC,

EW, T&B).

15. CONSTRUCT THE AZ SHEET SHEET PILING PERPENDICULAR TO THE

EXISTING CONCRETE SHEET PILING. FINISH ENCLOSURE WITH CONC

PLUG.

DOUBLE BIT

BOLLARD 8

(E) RELIEVING PLATFORM

(E) TIMBER PILE, TYP

AZ26-700 SSP OR

APPROVED EQUAL, TYP

TO

E

OF

S

LO

PE

: T

OP

O F

(E ) R

EL

IV

IN

G

PL

AT

FO

RM

TO

P

OF

S

LO

PE

E)

G

RA

DE

TOE OF SLOPE: TOP OF (E) RELIVING PLATFORM

TOP OF SLOPE: (E) GRADE

'-1

1/

2"

103'-11"±

17'-6"± 68'-11"±

'-6

'-0

'-6

TYP5

TYP12

TYP11

TYP14

TYP 15

TO

E

OF

S

LO

PE

: T

OP

O F

(E ) R

EL

IV

IN

G

PL

AT

FO

RM

TO

P

OF

S

LO

PE

E)

G

RA

DE

62'-11"±

A1

2-SD301

C1

2-SD301

(E) TIMBER BEAM, TYP

(E) TIMBER BATTER PILE, TYP

(E) TIMBER BEAM, TYP

A4

2-SD301

FACE OF (E) CONC

PILE CAP/TUNNEL

OUTFALL

LOCATION 13

INBOARD FACE OF (E)

CONC SHEET PILE WALL

CLEAT 8

TEMP COMBI-WALL

COFFERDAM PLAN2-SD405

C1

TEMP COMBI-WALL

COFFERDAM SYTEM 7

OUTBOARD FACE OF (E)

CONC SHEET PILE WALL

FACE OF (E) CONC

PILE CAP/TUNNEL WP (PUMP STATION PS-6)

N = 3462938.41 E = 12127783.41

PROVIDE SHORING AT RAIL

DLB

BA TNT2 WMS

12857864

PU

M

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2-SD401

AS NOTED

INFILLED (E) INTAKE,

SEE A3/2-SD406. DEMOLITION WORK OF

(E) INTAKE STRUCTURE MUST BE

COMPLETED BEFORE COMMENCEMENT

OF DEMOLITION WORK FOR PS-6.

P A

R

TM

E N

T O

F

TH

E N

A V

Y

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.

N A

V A

L

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C

IL

IT

IE

S E

N G

IN

E

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IN

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DES DRW

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E S

C R

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A

P P

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DRAWFORM REVISION: 25 AUG 2020

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

CI

LI

TI

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E

NG

IN

EE

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DSN

1364315

N40085-22-R-2598

DEVIN POULIN,

C984 FACILITIES PLANNER, NNSY

02/02/2022

IS

SU

ED

F

OR

B

ID

/2

8/

NORTH

PLAN

KEY PLAN

4 5

11 12

2 3

13 14

SHEET NOTES

PLAN

NORTH

0 4' 8' 12'

NOTE: PLAN ROTATED FOR CLARITY.

(E) RELIEVING PLATFORM

(E) TIMBER PILE, TYP

TO

E

OF

S

LO

PE

: T

OP

O F

(E ) R

EL

IV

IN

G

PL

AT

FO

RM

TO

P

OF

S

LO

PE

E)

G

RA

DE

TOE OF SLOPE: TOP OF (E) RELIVING PLATFORM

TOP OF SLOPE: (E) GRADE

OTBD FACE OF (E) CONC

SHEET PILE WALL

TO

E

OF

S

LO

PE

: T

OP

O F

(E ) R

EL

IV

IN

G

PL

AT

FO

RM

TO

P

OF

S

LO

PE

E)

G

RA

DE

A1

2-SD302

(E) TIMBER BEAM, TYP

(E) TIMBER BATTER PILE, TYP

(E) TIMBER BEAM, TYP

FACE OF (E) CONC

PILE CAP/TUNNEL

FACE OF (E) CONC

PILE CAP/TUNNEL

1. SEE SHEET 1-VF001 FOR SURVEY NOTES, ABBREVIATIONS, AND

LEGEND.

2. SEE SHEETS 1-C-001 THROUGH 1-C-005 FOR CIVIL NOTES AND

LEGENDS.

3. SEE SHEET 1-SB001 THROUGH 1-SB004 FOR STRUCTURAL NOTES,

ABBREVIATIONS, LEGEND, AND TYPICAL DETAILS.

4. PUMP STATION PS-6 FOUNDATION DEMOLITION AND CONSTRUCTION

SEQUENCING SEPARATED INTO STAGES/PHASES AS SHOWN ON

SHEETS 2-SD401, 2-SD402, AND 2-SB401.

STAGE 2 SEQUENCE OF

DEMOLITION/CONSTRUCTION

PS-6 CONSTRUCTION SITE

16. SEAL TEMPORARY COFFERDAM, PUMP DOWN SUCH THAT WATER

LEVEL IS BELOW DEPTH OF INTAKE STRUCTURE EXCAVATION. SEE

STAGE 1 SEQUENCE OF DEMOLITION NOTE 7 ON SHEET 2-SD401.

17. DEMO (E) CONCRETE PLATFORM, TIMBER DECK, TIMBER BEAMS

AND CUT TIMBER PILES FOR INSTALLATION OF PIPE PILES.

18. SELECTIVE DEMOLITION OF (E) CONCRETE PILE CAP, TIMBER BEAM

AND TIMBER PILES TO ACCESS STEEL PIPE PILE DRIVING LOCATIONS.

SEE SHEET 2-SB401 FOR STEEL PIPE PILE LOCATIONS.

19. DEMOLISH SECTION OF EXISTING CONCRETE PILE CAP, CUT TIE ROD,

AND SELECTIVE DEMOLITION OF HP WALE FOR PHASE 1 CONCRETE

CAP RECONSTRUCTION. SEE SHEET 2-SB401 FOR PHASE1 CONCRETE

PILE CAP.

20. CONSTRUCT FIVE TIE BEAMS, CONNECT TO PHASE 1 CONCRETE

PILE CAP TO STABILIZING THE EXISTING SHEET PILING BEFORE THE

BALANCE OF THE RELIEVING PLATFORM IS DEMOLISHED. SEE SHEET

2-SB401.

21. DEMOLISH REMAINING (E) CONCRETE PILE CAP FOR CONSTRUCTION

OF INTAKE STRUCTURES.

22. BUILD INTAKE STRUCTURES. SEE SHEET 2-SB401.

23. CONTINUE EXPOSING RELIEVING PLATFORM FOR PS-6 FOUNDATION.

24. SELECTIVELY DEMOLISH PORTIONS OF RELIEVING PLATFORM TO

DRIVE PILING. ADJUST STEEL PILING AS REQUIRED TO AVOID PULLING

TIMBER PILES. SEE SHEET 2-SB401.

25. DRIVE ALL FOUNDATION PILES. ADJUST STEEL PILING AS REQUIRED

TO AVOID PULLING (E) TIMBER PILES. SEE SHEET 2-SB401.

26. BACKFILL WITH #57 STONE BELOW MLLW AND

#21A/B ABOVE MLLW.

27. FORM AND POUR PS-6 FOUNDATIONS, CONNECTING TIE BEAMS TO

PUMP STATION FOUNDATION. SEE SHEET 2-SB401.

18 18 18

19 19 19

21 21 21

22 22 22

TYP 24

TYP 25

C1

2-SD302

'-4

'-1

1"

118'-0"±

'-5

'-4

83'-0"±

INBD FACE OF (E) CONC

SHEET PILE WALL

3'- 0"

TY

P

3'-0"

TYP

15'-1"± 8'-0" 8'-0" 8'-0" 8'-0" 8'-0"

PS-6 FOUNDATION OUTLINE

SCALE: 3/16" = 1'-0"

ENLARGED DEMOLITION PLAN - PUMP STATION PS-6A1

16 16

AZ26-700 SSP OR

APPROVED EQUAL, TYP

PROVIDE SHORING AT RAILPROVIDE SHORING AT RAIL

(E) RAIL (E) RAIL

INFILLED (E) INTAKE,

SEE A3/2-SD406. DEMOLITION WORK OF

(E) INTAKE STRUCTURE MUST BE

COMPLETED BEFORE COMMENCEMENT

OF DEMOLITION WORK FOR PS-6.

DLB

BA TNT2 WMS

12857865

PU

M

P

ST

AT

IO

N

PS

-6 E

NL

AR

GE

D

FO

UN

DA

TI

ON

D

EM

OL

IT

IO

N

PL

AN

- S

TA

GE

2-SD402

AS NOTED

15"° OUTFALL PIPE,

COORDINATE WITH CIVIL

P A

R

TM

E N

T O

F

TH

E N

A V

Y

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR.