Attachment F_P1360 DWG_Part 6 of 12.pdf

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SITE PLAN

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GRAPHIC SCALE

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JOINT LEGEND

GENERAL NOTES

CONCRETE SIDEWALK AND HEAVY DUTY PCCA1

CONCRETE SIDEWALKD1

PLAN

NORTH

PLAN

NORTH

DOOR PADS ON SOUTH SIDE OF BUILDINGB2

PLAN

NORTH

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UTILITY PLAN

GRAPHIC SCALE

GENERAL NOTES

CONSTRUCTION KEYNOTES

UTILITY PLAN

CU101

(CONTINUED)

SCALE:

200 WATER LINE "A"A3 1 = 30 VERTICAL

1 = 300 HORIZONTAL

SCALE:

200 WATER LINE "B"A5 1 = 30 VERTICAL

1 = 300 HORIZONTAL

SCALE:

STORM PROFILE "A"C5 1 = 30 VERTICAL

1 = 300 HORIZONTALSCALE:

STORM PROFILE "B"C3 1 = 30 VERTICAL

1 = 300 HORIZONTAL

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SCALE:

STORM PROFILE "C"C5 1 = 30 VERTICAL

1 = 300 HORIZONTAL

SCALE:

STORM PROFILE "D"A2 1 = 30 VERTICAL

1 = 300 HORIZONTAL SCALE:

STORM PROFILE "E"A4 1 = 30 VERTICAL

1 = 300 HORIZONTAL

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A1 DROP INLET PROTECTION (IP)

C1 CONSTRUCTION ENTRANCE (CE)

C2 TEMPORARY SILT FENCE (SF)

SILT FENCE OPTION

OPTIONAL STONE COMBINATION

A4 CULVERT INLET PROTECTION (CIP)A2 CHECK DAM (CD)

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C4 SAWED CONTRACTION OR CONSTRUCTION JOINTS

B2 CONCRETE PARKING BUMPER

C1 CROSS HATCH MARKING C2 PARKING AREA

A2 CONCRETE SIDEWALK A4 TYPICAL SIDEWALK CONCRETE JOINTA1 BOLLARD

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B1 ASPHALT PAVEMENT

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THICKENED EDGE EXPANSION JOINT (TEJ)

A4 REINFORCED SLAB R

B3 CONTRACTION JOINT (CJ)

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TRANSITION - ASPHALT TO CONCRETE SECTION (TEB)

A1 THICKENED EDGE (TE)

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D3 TRENCH CROSS SECTION FOR PIPE

C1 DROP INLET

D5 TRAPEZOIDAL SWALE SECTION

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A1 CAST IRON, SQUARE FRAME WITH CIRCULAR CLOSED OR OPEN COVER FOR MAINTENANCE HOLES A4 PRECAST CONCRETE CATCH BASIN

C1 CAST IRON, SQUARE FRAME WITH GRATE FOR CATCH BASINS

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A1 TYPICAL HYDRANT DETAIL A3 WATER MAIN THRUST BLOCKS TYPE 'A'

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C4 GROUND ROD CONNECTION DETAIL

A4

SECTION (TYP)

GATE PLAN

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A1 TYPICAL SINGLE CANTILEVERED SLIDING GATE ELEVATION- (4) BAYS SHOWN A4

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GROUNDING DETAILB4

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A3 TYPICAL 3 STRAND BARBED WIRE AND SINGLE EXTENSION ARM CONFIGURATION

B3 SINGLE EXTENSION ARM DETAILS

C3 GATE HINGE DETAIL

C2 OFFSET HINGE DETAIL

D3 GATE LATCH DETAIL D4 FULCRUM LATCH DETAIL

A1 TYPICAL FENCE SINGLE SWING GATE ELEVATION

C4 PLAN SINGLE SWING GATE

CHAIN LINK FENCING NOTES

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MATERIALS LEGEND

GENERAL NOTES

NAME

A1

DETAIL, SECTION,

ELEVATION TITLE

NAME

PLAN TITLE AND

NORTH ARROW

DETAIL /

ENLARGED PLAN

EXTERIOR

ELEVATION

DETAIL /

WALL SECTION

A1

A1

A1

LANDSCAPE ARCHITECTURAL SYMBOLOGY ABBREVIATIONS

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GENERAL SHEET NOTES

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WORK KEYNOTES

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GENERAL SHEET NOTES

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WORK KEYNOTES

SCREEN WALL SECTIONC2

PLANTING NOTES

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BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

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DSN

01/15/2026

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S-001

14157105

1838720

GENERAL NOTES

1. USE THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE DRAWINGS OF

ALL OTHER DISCIPLINES AND THE SPECIFICATIONS. VERIFY THE

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

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

STRUCTURAL WORK.

2. ALL DIMNENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE NOTED.

3. COMPLY WITH SAFETY PRECAUTIONS AND REGULATIONS DURING THE WORK.

THE STRUCTURAL ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS

TO SAFETY PRECAUTIONS AND PROGRAMS.

4. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE.

PROVIDE TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD

THE STRUCTURE IN PROPER ALIGNMENT UNTIL STRUCTURAL WORK AND

CONNECTIONS HAVE BEEN COMPLETED. INVESTIGATE, DESIGN, VERIFY

SAFETY, VERIFY ADEQUACY AND INSPECT ERECTION BRACING, SHORING,

TEMPORARY SUPPORTS, ETC.

5. THE CONTRACTOR IS RESPONSIBLE FOR THE TEMPORARY SHORING AND

BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER

ALIGNMENT UNTIL PERMANENT SUPPORT, LATERAL BRACING, AND ROOF

DIAGRAM ARE IN PLACE.

6. STRUCTURAL SYSTEMS WHICH CONSIST OF FIELD ERECTED COMPONENTS

MUST BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY,

HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH THE SUPPLIER'S

INSTRUCTIONS AND REQUIREMENTS.

7. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF

CONSTRUCTION MUST NOT EXCEED THE SAFE LOAD-CARRYING CAPACITY OF

THE STRUCTURAL MEMBERS. THE LIVE LOADINGS USED IN THE DESIGN OF

THIS STRUCTURE ARE INDICATED IN THE "DESIGN LOADS". DO NOT APPLY

CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY

CONNECTED AND UNTIL TEMPORARY BRACING IS IN PLACE.

8. SHOULD DISCREPANCIES ARISE BETWEEN THE DRAWINGS AND THE

SPECIFICATIONS, NOTIFY THE CONTRACTING OFFICER AND OBTAIN A WRITTEN

DETERMINATION BEFORE PROCEEDING WITH CONSTRUCTION. SHOULD

DISCREPANCIES ARISE BETWEEN THE DRAWINGS, NOTES, SPECS, AND/OR

DETAILS, THE MOST STRINGENT REQUIREMENTS APPLY. NOTIFY THE

CONTRACTING OFFICER OF SUCH DISCREPANCIES PRIOR TO PROCEEDING

WITH CONSTRUCTION.

9. DETAILS LABELED AS “TYPICAL” OR TYP” APPLY TO ALL SITUATIONS THAT ARE

THE SAME OR SIMILAR TO THESE SPECIFICALLY DETAILED. SUCH DETAILS

APPLY WHEATHER OR NOT THEY ARE KEYED IN AT EACH LOCATION ON THE

DRAWINGS. DIRECT QUESTION REGARDING APPLICABILITY OF TYPICAL

DETAILS TO THE CONTRACTING OFFICER.

10. GROUND FLOOR ELEVATION FOR THE MAIN FACILITY ARE REFERENCED FROM

0.00mm = 4375mm PER CIVIL DRAWINGS UNO.

11. REPRODUCTION OF CONTRACT DRAWINGS MUST NOT BE USED AS SHOP

DRAWINGS UNDER ANY CIRCUMSTANCE.

12. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SUPPORT FOR ALL

EQUIPMENT AND MISCELLANEOUS HANGING ITEMS. COORDINATE. SIZE AND

LOCATION WITH DELEGATED DESIGN AS REQUIRED PER SPECIFICATIONS.

DESIGN LOADS

1. RISK CATEGORY III

2. LIVE LOADS

a. ROOF 1.0 kPa (20 PSF)

b. GROUND FLOOR 4.8 kPa (100 PSF)

c. MECHANICAL ROOMS 7.2 kPa (150 PSF)

d. ACCESS FLOOR 12 kPa (300 PSF)

3. SNOW DATA

a. GROUND SNOW LOAD, PG 4.8 KPa (100 PSF)

b. EXPOSURE FACTOR, CE 0.9

c. ROOF THERMAL FACTOR, CT 1.0

d. IMPORTANCE FACTOR, IS 1.1

4. WIND DATA

a. BASIC WIND SPEED, V 235 KM/H (146 MPH)

b. NOMINAL WIND SPEED 182 KM/H (113 MPH)

c. EXPOSURE D

d. INTERNAL PRESSURE COEFF. GCPI ±0.18

(ENCL BUILDING)

e. REFER TO SHEET S-003 FOR DESIGN ULTIMATE COMPONENTS AND

CLADDING WIND PRESSURE FOR ROOFS AND WALLS

5. SEISMIC DATA

a. SS 0.14G

b. S1 0.05G

c. SDS 0.15

d. SD1 0.08

e. IE 1.25

f. SITE CLASS D

g. SEISMIC DESIGN CATEGORY B

h. LATERAL FORCE RESISTING SYSTEM: ORDINEARY

PRECAST REINFORCED

CONCRETE SHEAR

WALLS

i. R 3

j. CD 3

k. ANALYSIS PROCEDURE ELF

l. CS 0.062

DOD CODES AND CRITERIA

THE APPLICABLE DESIGN STANDARDS AND/OR CRITERIA ARE AS FOLLOWS:

• UFC 1-200-01 – UNIFIED FACILITIES CRITERIA DOD BUILDING CODE, WITH

CHANGE 2, LAST UPDATED JUNE 12, 2023

• UFC 3-301-01 - UNIFIED FACILITIES CRITERIA STRUCTURAL ENGINEERING WITH

CHANGE 1, LAST UPDATED OCTOBER 02, 2023

• IBC 2021 – INTERNATIONAL CODE COUNCIL, INTERNATIONAL BUILDING CODE

• ASCE 7-16 – AMERICAN SOCIETY OF CIVIL ENGINEERS, MINIMUM DESIGN LOADS

FOR BUILDINGS AND OTHER STRUCTURES, 2016

• AISC 360-16 – AMERICAN INSTITUTE OF STEEL CONSTRUCTION,

SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, 2016

• ACI 318-19 – AMERICAN CONCRETE INSTITUTE, BUILDING CODE REQUIREMENT

FOR STRUCTURAL CONCRETE, 2019

• SDI RD-2017 – STEEL DECK INSTITUTE, STANDARD FOR STEEL DECKS, 2010

CANADIAN CODES AND CRITERIA

THE APPLICABLE DESIGN STANDARDS AND/OR CRITERIA ARE AS FOLLOWS:

• NBC-2020 - NATIONAL BUILDING CODE OF CANADA, 2020

• CSA A23.1/A23.2: 19 - CONCRETE MATERIALS AND METHODS OF CONCRETE

CONSTRUCTION

• CSA A23.3:19 - DESIGN OF CONCRETE STRUCTURES

• CSA A23.4:19 - PRECAST CONCRETE – MATERIALS AND CONSTRUCTION

• CSA G30.18:09 - CARBON STEEL BARS FOR CONCRETE REINFORCEMENT

• CSA S16:19 - DESIGN OF STEEL STRUCTURES

• CSA S136:16 - COLD FORMED STEEL

• CSA S304:14 - DESIGN OF MASONRY STRUCTURES

• CSSBI CANADIAN SHEET STEEL BUILDING INSTITUTE

CANADIAN DESIGN LOADS

1. BUILDING IMPORTANCE HIGH

2. WIND DESIGN DATA

A. q 1/50 0.75 kPa B. V 123 km/hr C. Iw 1.15 D. Open Exposure

3. SNOW DESIGN DATA

A. Ground snow load 2.4 kPa B. Rain 0.7 kPa C. Is 1.15

4. SEISMIC DESIGN DATA

A. SITE CLASIIFICATION D

B. Sa(0.2) 0.261 C. Sa(0.5) 0.296 D. Sa(1.0) 0.193 E. Sa(2.0) 0.0989 F. Sa(5.0) 0.0282 G. Sa(10.0) 0.00908 H. PGA 0.136g I. PGV 0.205g

J. IE 1.3

K. Sesmic Catagory SC3

FOUNDATIONS

1. FOUNDATIONS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE

WITH THE DATA PROVIDED IN THE GEOTECHNICAL EXPLORATION REPORT,

PROVIDED BY AECOM-BAKER JF, DATED MARCH 29, 2024 AND THE

RECOMMENDATION OF THE GEOTECHNICAL ENGINEER OF RECORD FOR

NAVFAC ATLANTIC.

2. FOUNDATIONS HAVE BEEN DESIGNED FOR A BEARING PRESSURE OF 143 kPa

BOTTOM OF FOOTING MUST REST ON APPROVED SUBGRADE OR STRUCTURAL

FILL, REFER TO GEOTECHNICAL UNDERCUT PLAN ON B-201.

3. ACTIVE LATERAL EARTH PRESSURE ON WALLS = 6.3 kPa/M.

4. PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS

MUST BE INSPECTED BY THE CONTRACTOR’S SPECIAL INSPECTOR.

5. PLACE FOUNDATION CONCRETE THE SAME DAY AS EXCAVATIONS ARE MADE

OR AS SOON AS PRACTICAL THEREAFTER.

6. BACKFILL UNDER ANY PORTION OF THE STRUCTURE MUST BE COMPACTED IN

200mm LIFTS.

7. FILL AND BACKFILL MUST BE COMPACTED TO A MINIMUM OF 95% ASTM D-698

DENSITY.

8. NO UNBALANCED BACKFILLING MUST BE DONE AGAINST WALLS UNLESS THEY

ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY

CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.

SLAB ON GRADE

1. COMPACT SOIL TO PROVIDE A SATISFACTORY SUBGRADE FOR THE CONCRETE

SLAB-ON-GRADE. BACKFILL MATERIAL MUST BE GRAVELY SOIL, WELL-GRADED

SANDS, AND SAND GRAVEL MIXTURES RELATIVELY FREE OF PLASTIC FINED.

2. PROVIDE MINIMUM 200mm THICK POROUS FILL DIRECTLY UNDER VAPOR

RETARDER TO PREVENT WATER CAPILLARY ACTION. CAPILLARY WATER

RETARDER MUST BE A CLEAN GRANULAR MATERIAL WITH LESS THAN 5%

PASSING THE NO. 200 SIEVE. POROUS FILL MUST BE COMPACTED TO 95%

MAXIMUM DRY DENSITY PER ASTM D 698.

3. ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS,

USE 50mm THICK PREMOLDED JOINTS FULL DEPTH OF SLAB.

4. VAPOR RETARDER, OVERLAPPED 150mm AT JOINTS, AND WITH A PERMEANCE

OF LESS THAN 0.3 PERMS IN ACCORDANCE WITH ASTM E-96. PROVIDE VAPOR

RETARDER WITH A MINIMUM THICKNESS OF 15 MILLS UNDER INTERIOR SLAB.

5. PROVIDE CONTROL JOINTS ON SLAB SURFACE, SEE PLAN FOR JOINT SPACING

AND LOCATIONS. JOINTS MUST BE SAWED WITHIN 24 HOURS AFTER CONCRETE

PLACEMENT.

6. ANY STRUCTURAL MEMBER PENETRATING SLAB IS TO BE SURROUNDED WITH

50mm PRE-MOLDED JOINT FILLER COMPLYING WITH ASTM D-1752, TYPE 1.

7. SEE THE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF DRAINS.

SLOPE SLAB TO DRAINS WHERE SHOWN.

8. SLAB FINISH TYPE: INSIDE BUILDING – STEEL TROWELED, OUTSIDE SLAB –

BROOMED, UNLESS NOTED OTHERWISE.

CONCRETE

1. CONCRETE MUST BE NORMAL WEIGHT UNO AND CONFORM TO THE

FOLLOWING COMPRESSIVE STRENGTH REQUIREMENTS:

A. FOUNDATIONS C1 F’C = 35 MPa B. SLAB-ON-GRADE (OUTSIDE BUILDING) C2 F’C = 32 MPa C. SLAB-ON-GRADE (INTERIOR) N-CF F'C = 35 MPa1 D. ALL OTHER CONCRETE C2 F'C = 32 MPa

2. PROVIDE REINFORCING THAT MEETS THE FOLLOWING CRITERIA:

A. CSA G30.18, DEFORMED FY = 400 MPa B. WELDED WIRE REINFORCEMENT CSA G30.15 FY = 400 MPa

3. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH REINFORCING

STEEL INSTITUTE OF CANADA (RSIC) MANUAL. 1

4. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER

MUST BE PROVIDED FOR REINFORCEMENT:

A. CONCRETE DEPOSITED AGAINST THE GROUND 75mm B. CONCRETE EXPOSED TO EARTH OR WEATHER 60mm C. 15M AND SMALLER 40mm D. 20M AND LARGER 50 mm

E. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

F. SLABS AND WALLS 40mm

5. PROVIDE DOWELS TO MATCH REINFORCEMENT SIZE AND SPACING INDICATED

FOR ALL STRUCTURAL ELEMENTS, UNO.

6. PROVIDE WATERSTOPS IN ALL CONSTRUCTION JOINTS AT OR BELOW GRADE.

7. CONCRETE WALLS MUST BE TEMPORARILY BRACED AGAINST EARTH

PRESSURE AND WIND FORCED UNTIL ROOF STRUCTURE AND DIAPHRAGM IS IN

PLACE.

8. SEE ARCHITECTURAL, MECHANICAL, AND OTHER DISCIPLINES FOR LOCATIONS

OF OPENINGS AND SLEEVES IN CONCRETE WALLS AND SLAB. SPREAD

REINFORCEMENT AT OPENINGS AND SLEEVES, UNO DO NOT CUT

REINFORCEMENT. SEE TYPICAL REINFORCEMENT DETAILS FOR OPENINGS IN

SLABS AND WALLS FOR ADDITIONAL REQUIREMENTS.

9. CHAMFER EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES 20mm, UNO.

STRUCTURAL STEEL

1. STRUCTURAL STEEL MUST CONFORM TO CSA S16.

2. MATERIALS: MUST CONFORM TO CSA G40.21 UNLESS OTHERWISE NOTED, WITH

THE FOLLOWING GRADES,

A. WIDE FLANGE SHAPES – GRADE 50W, FY = 345 MPa B. ANGLES, CHANNELS - GRADE 44W, FY = 300 MPa C. HSS RECTANGULAR – GRADE 50W, FY = 345 MPa D. HSS ROUND – GRADE 50W, FY = 345 MPa E. PLATES – GRADE 44W, FY = 300 MPa

F. WELDING ELECTRODES – AWS D1.1, E70XX, FILLET WELD SIZE TYPICAL

6mm, UNO.

3. UNLESS OTHERWISE NOTED, STEEL PERMANENTLY EXPOSED TO THE

WEATHER MUST BE GALVANIZED OR PAINTED.

4. THE CENTER LINES OF ALL COLUMNS AND BEAMS SHALL BE LOCATED ON

COLUMN LINES UNO.

5. USE 20mm HIGH STRENGTH BOLT PER ASTM F3125 GRADE A325. PROVIDE

STANDARD OR SHORT SLOTTED HOLES UNO.

6. ERECT ALL BEAMS WITH NATURAL CAMBER UP.

7. PROVIDE TEMPORARY ERECTION BRACING AND SUPPORTS TO HOLD

STRUCTURAL STEEL FRAMING SECURELY IN POSITION. SUCH TEMPORARY

BRACING AND SUPPORT MUST NOT BE REMOVED UNTIL PERMANENT BRACING

HAS BEEN INSTALLED AND ROOF DECK IS INSTALLED.

8. FIELD CUTTING OF STRUCTURAL STEEL OR ANY FIELD MODIFICATIONS OF

STRUCTURAL STEEL MUST NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL

BY CONTRACTING OFFICER FOR EACH SPECIFIC CASE

9. ANCHORS SHALL CONFORM TO ASTM F1554, GRADE 55, UNO.

10. NON-SHRINK GROUT TYPICAL FOR BASE PLATES TO COMPLY WITH ASTM C1107

WITH MINIMUM COMPRESSIVE STRENGTH 48 MPa AT 28 DAYS.

11. STEEL BEAM CONNECTIONS SHOWN ARE FULLY DESIGNED. CONTRACTOR HAS

THE OPTION TO SUBMIT ALTERNATE CONNECTION DETAILS AT NO ADDITIONAL

COST FOR APPROVAL. CONNECTION DESIGNS MUST BE DESIGNED PER CSA

S16 USING THE END REACTIONS PROVIDED ON S-003. SUBMIT DESIGNS IN SHOP

DRAWINGS WITH CALCULATIONS THAT ARE SIGNED AND SEALED BY A

PROFESSIONAL ENGINEER LICENSED IN CANADA.

METAL DECK

1. ROOF DECK MUST BE G90 GALVANIZED STEEL CONFORMING TO CSA S136 WITH

A MINIMUM YIELD STRENGTH OF 345 MPa. STEEL ROOF DECK MUST BE 38mm

DEEP TYPE B DECK WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:

A. T= 1.2mm (18 GAGE) B. IP= 370 x 103 mm4/m C. SP=16.45 x 103 mm3/m D. SN= 17.10 x 103 mm3/m

2. ROOF DECK MUST BE FASTENED TO THE SUPPORTING STRUCTURE WITH

16mmØ PUDDLE WELDS CREWS AT 914/5 PATTERN. SIDE LAP CONNECTIONS

MUST BE MADE WITH #10 SELF TAPPING SCREWS AT QUARTER POINTS

BETWEEN SUPPORTS NO FURTHER THAN 300mm ON CENTER. FASTEN

DISCONTINUOUS SIDE OF ROOF DECK TO BENT PLATE STRUCTURE WITH

16mmØ PUDDLE WELDS AT 304mm ON CENTER.

3. STEEL DECKS ARE PART OF THE LATERAL LOAD SYSTEM.

4. WHERE 4 OR MORE SUPPORTS ARE PROVIDED, STEEL DECK SHALL SPAN

CONTINUOUSLY OVER A MINIMUM OF 3 SUPPORTS (2-SPAN CONDITION),

UNLESS OTHERWISE NOTED.

5. PROVIDE 1.5mm THICK RIDGE PLATES, VALLEY PLATES AND MISCELLANEOUS

METAL DECK ACCESSORIES MUST BE PROVIDED AND INSTALLED BY THE

CONTRACTOR IN ACCORDANCE WITH THE DECK MANUFACTURER’S

RECOMMENDATIONS.

6. PERMANENT SUSPENDED LOADS MUST NOT BE SUPPORTED BY STEEL ROOF

DECK.

7. DECKS, FASTENERS AND ACCESSORIES MUST BE HOT DIP GALVANIZED, G90.

8. DECK SUPPLIER MUST DESIGN AND PROVIDE REINFORCING FOR ALL ROOF

DECK OPENINGS BETWEEN 150 AND 300 WIDE, REFER TO ARCHITECTURAL AND

MECHANICAL DRAWINGS FOR LOCATIONS. CLEAR SPACING BETWEEN

ADJACENT OPENINGS TO BE MIN. 3 TIMES THE WIDTH OF THE LARGER

OPENING. FOR LARGER OPENINGS REFER TO DETAIL ON S-503.

9. CONTRACTOR HAS THE OPTION TO USE POWDER ACTUATED FASTENERS IN

PLACE OF WELD AT NO ADDITIONAL COST TO THE GOVERNMENT.

CONTRACTOR MUST SUBMIT CALCULATIONS THAT ARE SIGNED AND SEALED BY

AN ENGINEER LICENSED IN CANADA THAT DEMONSTRATE THE POWDER

ACTUATED FASTENERS PROVIDE THE SAME OR GREATER DECK SHEAR

CAPACITY AS THE WELDS.

SPECIAL INSPECTIONS

1. SPECIAL INSPECTION AND TESTING MUST CONFORM TO SECTION 1704 OF THE

INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY UFC 1-200-1 AND UFC

3-301-01.

2. ONE OR MORE QUALIFIED SPECIAL INSPECTION & TESTING AGENCIES MUST BE

EMPLOYED BY THE CONTRACTOR TO PERFORM THE NECESSARY INSPECTION

OF IBC SECTION 1705, AS APPLICABLE. QUALIFICATIONS FOR SPECIAL

INSPECTION AND TESTING AGENCIES AND INSPECTORS MUST BE SUBMITTED

TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL.

3. SPECIAL INSPECTOR QUALIFICATIONS MUST MEET THE REQUIREMENTS OF

SPECIFICATION SECTION 01 45 35.

4. FOR STATEMENT OF SPECIAL INSPECTION SEE PROJECT SPECIFICATIONS.

PRECAST CONCRETE WALLS

1. DESIGN PRECAST CONCRETE MEMBERS AND CONNECTIONS IN ACCORDANCE

WITH CSA-A23.1 AND CSA-A23.4.

2. PRECAST MANUFACTURERS MUST HAVE PRECAST CERTIFICATION WITH CPCI

OR CSA.

3. PRIOR TO FABRICATION THE CONTRACTOR MUST SUBMIT THE FOLLOWING TO

THE CONTRACTING OFFICER. DOCUMENTS MUST BE SIGNED AND SEALED BY A

PROFESSIONAL ENGINEER LICENSED IN CANADA.

A. DESIGN CALCULATIONS INCLUDING DESIGN CRITERIA, REACTION

FORCES, LOAD CAPACITIES, AND CONNECTIONS.

B. SHOP DRAWINGS SHOWING ERECTION PLANS, REINFORCEMENT LAYOUT,

CONNECTIONS, DETAILS, DIMENSIONS, AND OPENING SIZES AND

LOCATIONS.

4. PRECAST WALLS ARE PART OF THE LATERAL FORCE RESISTING SYSTEM AND

MUST MEET THE DETAILING REQUIREMENTS OF LOAD BEARING ORDINARY

PRECAST CONCRETE SHEAR WALLS.

5. DESIGN PRECAST LOAD BEARING WALLS AND CONNECTION FOR LOADING

GIVEN IN THE CONTRACT DOCUMENTS INCLUDING DEAD LOAD OF THE ROOF

AND WALL, ROOF LIVE LOAD, SNOW LOAD, ROOF AND WALL WIND LOAD, OUT

OF PLANE SEISMIC LOAD, AND IN PLANE SHEAR WALL WIND AND SEISMIC

LOADS. DESIGN WALLS USING THE MOST UNFAVORABLE LOAD COMBINATION.

6. CONNECTIONS AND WALL REINFORCEMENT SHOWN PROVIDE MINIMUM

REQUIREMENTS, AND ANY DEVIATION FROM PROVIDED DETAILS MUST BE

APPROVED BY THE CONTRACTING OFFICER. SUGGESTED DETAILS ON THE

DRAWINGS DO NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF

DESIGNING THE PRECAST WALLS AND CONNECTIONS.

7. EACH PANEL MUST HAVE A MINIMUM OF TWO POINTS TO TRANSFER GRAVITY

LOADS, FOUR POINTS TO TRANSFER LATERAL LOADS AND TWO POINTS TO

TRANSFER LONGITUDINAL LOADS. EACH CONNECTION MAY SERVE TO RESIST

MORE THAN ONE TYPE OF LOADING.

8. COORDINATE WITH ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL

AND CIVIL DRAWINGS FOR LOCATIONS OF EMBEDS, OPENINGS AND POCKETS

IN MEMBERS. PROVIDE SLEEVES FOR MECHANICAL PIPES AND ELECTRICAL

CONDUITS THROUGH THE PRECAST MEMBERS. CONTRACTOR MUST VERIFY

SIZE AND LOCATIONS OF OPENINGS IN PRECAST MEMBERS WITH THE TRADE

REQUIRING THE SLEEVE.

9. GALVANIZE ALL STEEL PLATES, SHAPES, AND ANCHORS USED FOR PRECAST

WALLS UNLESS NOTED OTHERWISE. PAINT ALL WELDS WITH ZINE RICH REPAIR

PAINT AFTER WELDING. CONNECTIONS BELOW GRADE THAT ARE EXPOSED

MUST BE PAINTED WITH GOAL TAR EPOXY.

10. PRECAST CONCRETE SUPPLIER MUST FURNISH ALL LOOSE CLIP ANGLES,

INSERTS, AND WELD PLATES NECESSARY FOR PROPER INSTALLATION.

11. PRECAST CONCRETE SUPPLIER MUST LOCATE PICKUP POINTS, SELECT PICKUP

HARDWARE, SELECT TEMPORARY BRACING AND BE RESPONSIBLE FOR

DESIGNING AND SUPPLYING ANY ADDITIONAL REINFORCING, SHORING, ETC. AS

REQUIRED FOR ERECTION PURPOSES.

12. PRECAST CONCRETE STRENGTH F'C =35 MPa, MINIMUM.

COLD FORMED METAL FRAMING

1. REFER TO ARCHITECTURAL DRAWINGS FOR INTERIOR COLD-FORMED

METAL FRAMING MEMBERS LOCATIONS, SIZES AND PROPERTIES.

2. LIGHT GAGE MEMBERS AND DETAILS SHOWN ON THE ARCHITECTURAL OR

STRUCTURAL DRAWINGS ARE FOR BID PURPOSES ONLY. STRUCTURAL

STUD AND/OR SOFFIT FRAMING MEMBERS AND CONNECTIONS ARE TO BE

ENGINEERED BY THE MANUFACTURE. DESIGN CALCULATIONS AND SHOP

DRAWINGS MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR

REVIEW.

3. ALL COLD-FORMED STEEL TO BE FORMED FROM CORROSION RESISTANT

STEEL CONFORMING TO CSA-S136-16 (R2021) WITH A MINIMUM YIELD

STRESS OF 345 MPA AND MINIMUM THICKNESS OF 1.5MM.

4. FRAMING COMPONENTS ARE TO BE CUT SQUARELY FOR ATTACHMENT TO

PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT

AGAINST ABUTTING MEMBERS.

5. FIELD CUTTING OF STUDS MUST BE DONE BY SAWING OR SHEARING,

TORCH CUTTING OF COLD-FORMED MEMBERS IS UNACCEPTABLE.

6. PROVIDE VERTICAL SLIDE TRACKS OR SLIDE CLIPS WHERE INDICATED ON

THE DRAWINGS OR OTHERWISE REQUIRED TO ALLOW FOR VERTICAL

STRUCTURAL MOVEMENT. MAXIMUM EXPECTED STRUCTURAL LIVE LOAD

DEFLECTION IS L/240 FOR ROOFS.

7. DESIGN ROOF OVERHANGS FOR 1.0 KPA LIVE LOAD, 3.4 KPA SNOW LOAD,

AND C&C WIND LOADS INDICATED ON S-003.

W305x35

TOS XXX

FRAMING SIZE

X

TOP OF STEEL

COLUMN GRID MARK

KEY NOTE

T/WALL XXX

TOP OF WALL

T/SLAB XXX

TOP OF SLAB

XXXX

TOP OF SLAB SPOT ELEVATION

X:Y

CHANGE IN ROOF/SLAB ELEVATION

SLAB-ON-GRADE JOINT

NORMAL ROOF SLOPE

DECK/SLAB SPAN DIRECTION

WORK POINT

FD FLOOR DRAIN

30 MPa

Ld Ls

BAR

SIZE

OTHER

78010M

15M

20M

25M

30M

35M

TOP BAR

45M

55M

Ldh

EMBEDMENT AND LAP SPLICE LENGTHS

CASE 2CASE 1 CASE 2CASE 1

OTHERTOP BAR

CASE 2CASE 1 CASE 2CASE 1

Ld Ls

OTHERTOP BAR Ldh

CASE 2CASE 1 CASE 2CASE 1

OTHERTOP BAR

CASE 2CASE 1 CASE 2CASE 1

35 MPa

NOTES:

1. VALUES ARE BASED ON FY = 400 MPa REINFORCING BARS AND NORMAL WEIGHT CONCRETE.

2. CASE 1 IS APPLICABLE WHEN ONE OF THE FOLLOWING CONDITIONS ARE SATISFIED:

A. CLEAR COVER ≥ 1.0 db, CENTER TO CENTER SPACING ≥ 2db, AND STIRRUPS OR TIES THROUGHOUT Ld NOT LESS THAN THE CODE MINIMUM.

B. CLEAR COVER ≥ 1.0 db AND CENTER TO CENTER SPACING ≥ 3.0 Db

3. CASE 2 IS APPLICABLE WHEN CASE 1 CONDTITIONS ARE NOT MET.

4. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 300mm OF FRESH CONRETE PLACED BELOW.

5. FOR 35M B2ARS AND SMALLER Ldh MAY BE MULTIPLIED BY 0.63 IF CENTER TO CENTER SPACING IS ≥ 6db

6. FOR 35M BARS AND SMALLER Ldh MAY BE MULTIPLIED BY 0.8 IF SIDE COVER NORMAL TO PLANE OF HOOK ≥ 6db.

7. THE TOTAL REDUCED DEVELOPMENT Ldh FOR NOTES 5 AND 6 MUST NOT BE LESS THAN THE GREATER OF 8db AND 150mm.

600400 1010680 780520 480220 370720 630560 480940 210720

1100740 850570 1430960 1100740 680360 5601020 890790 6801330 3601020

1340900 1030690 17401160 1340900 830480 6401240 1080960 8301610 4801240

21701450 16701110 28101880 21701450 1340700 10302010 17401540 13402610 7002010

25701710 19801320 33402230 25701710 1590910 12202380 20601830 15903090 9102380

30602040 23501570 39702650 30602040 18901180 14502830 14502180 18903680 11802830

37502500 28901930 -- -- 23201600 17803470 -2670 -- 1600-

48403230 37202480 -- -- 29902340 23004480 -2300 -- 2340-

L1

L2

Ldh Ldh

D1 D1

D1

180° HOOK 90° HOOK BEND

135° HOOK

D2

L3

STANDARD HOOKS AND BEND LENGTHS

STANDARD 90 AND 180

DEGREE HOOKS

STIRRUPS, TIES,

AND HOOPS

BAR

SIZE L1 L2 D2 L1 L2 L3

1407010M 50 70 80 80

15M

20M

25M

30M

35M

D1

45M

55M

Ls

Ld

STRAIGHT BAR

20080 65 70 100 100100

24090 120 80 240 120120

300120 150 100 300 150150

360140 180 120 360 220240

430160 220 150 430 270285

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ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AR ANCHOR ROD

ARCH ARCHITECTURE

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM AMERICAN STANDARDS OF TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

CANT CANTILEVER

CL CETNER LINE

CONT CONTINUOUS

CSA CANADIAN STANDARDS ASSOCIATION

CSSBI CANADIAN SHEET STEEL BUIDLING INSTITUTE

CJ CONSTRUCTION JOINT

DIA DIAMETER

EA EACH

EF EACH FACE

ELF EQUIVALENT LATERAL FORCE

ENCL ENCLOSED

EW EACH WAY

F'C CONCRETE COMPRESSIVE STRENGTH

FY STEEL YIELD STRENGTH

GB GRADE BEAM

IBC INTERNATIONAL BUILDING CODE

IJ ISOLATION JOINT

JT JOINT

kN KILO NEWTON kPa KILO PASCAL

LD DEVELOPMENT LENGTH

LW LONG WAY

MIN MINIMUM

MFR MANUFACTURER

NBC NATIONAL BUILDING CODE

Ø DIAMETER

OC ON CENTER

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SDI STEEL DECK INSTITUTE

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SPA SPACED

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T/SLAB TOP OF SLAB

TOW TOP OF WALL

TYP TYPICAL

UFC UNIFIED FACILITIES CRITERIA

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VERT VERTICAL

W/ WITH

WHS WELD HEADED STUD

ABBREVIATIONS ABBREVIATIONS TYPICAL REINFORCEMENT BEND AND SPLICE DETAILS

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NOT TO SCALE

B1

COMPONENTS AND CLADDING WIND PRESSURE

NOT TO SCALE

A1

SHEAR WALL LOADING

WALL AND ROOF COMPONENTS AND CLADDING WIND PRESSURES

WIND ZONE

EFFECTIVE WIND AREA

0.9 SM 1.9 SM 4.6 SM 9.3 SM 46.5 SM

1 +1.11 -4.33 +1.03 -4.03 +0.94 -3.67 +0.88 -3.38 +0.88 -2.72

1' +1.11 -2.49 +1.03 -2.49 +0.94 -2.49 +0.88 -2.49 +0.88 -1.68

1h +1.81 -5.49 +1.62 -5.49 +1.39 -3.34 +1.21 -1.71 +1.21 -1.71

2 +2.49 -5.71 +2.37 -5.33 +2.23 -4.86 +2.12 -4.49 +1.86 -3.64

2r +1.81 -8.01 +1.62 -6.93 +1.39 -5.49 +1.21 -4.41 +1.21 -2.97

3 +2.49 -5.71 +2.37 -5.33 +2.23 -4.86 +2.12 -4.49 +1.86 -3.64

3r +1.81 -9.52 +1.62 -8.16 +1.39 -6.35 +1.21 -4.99 +1.21 -4.99

4 +2.97 -3.22 +2.84 -3.08 +2.66 -2.92 +2.53 -2.78 +2.22 -2.47

5 +2.97 -3.98 +2.84 -3.70 +2.66 -3.36 +2.53 -3.09 +2.22 -2.47

SHEAR WALL FORCES

WALL

WIND

KN

SEISMIC

KN

W1

W2 LOW

W2 HIGH

W2 WEST

W2 EAST

W5

W6

W7

WA LOW

WA HIGH

WC LOW

WC HIGH

WD

47.2 26.3

210.7 156.0

94.8 83.6

63.5 43.5

180 43.5

227.6 170.2

180 25.6

47.1 26.3

71.2 31.7

136.7 121.1

214.5 188.6

70.3 82.6

96.1 42.5

BEAM SHEAR REACTION DESIGN LOADS (kN)

BEAM DEAD LIVE

SNOW

(LINES1&D)

SNOW (LINES

2,C, & A)

W410X39

W410X46

W530X66

W530X66

UPPER

5.6 5.0 23.5 29.6

5.9 5.1 28.4 44.9

10.0 8.0 32.5 49.4

10.5 8.9 - 30.6

NOTE:

1. WIND PRESSURES SHOWN IN UNITS OF kPa.

2. PRESSURES ARE GROSS VALUES AND DO NOT INCLUDE DEAD LOADS.

A. REFER TO GENERAL NOTES ON S-001 FOR WIND AND SEISMIC LOAD DESIGN

CRITERIA.

B. WIND AND SEISMIC LOADS ARE ULTIMATE VALUES PER NBC.

C. DESIGN PRECAST CONCRETE SHEAR WALLS AND CONNECTIONS FOR THE

NBC-2020 LOAD COMBINATION THAT PRODUCES THE MOST UNFAVORABLE

EFFECT USING THE PROVIDED WIND AND SEISMIC IN-PLANE SHEAR LOADS,

BEAM END REACTIONS, AND ROOF WIND LOADS TRIBUTARY TO THE WALL.

THE WALL SELF-WEIGHT MUST ALSO BE INCLUDED IN THE DESIGN.

D. SHEAR WALL LOADS CAN ACT IN EITHER DIRECTION AND BOTH DIRECTIONS

MUST BE CONSIDERED IN THE DESIGN OF THE SHEAR WALLS.

E. DESIGN PRECAST CONCRETE WALLS AND CONNECTIONS FOR THE NBC-2020

LOAD COMBINATION THAT PRODUCES THE MOST UNFAVORABLE EFFECT

USING THE PROVIDED WALL WIND PRESSURE, BEAM END REACTIONS, SOIL

ACTIVE PRESSURE, AND WIND ROOF PRESSURE TRIBUTARY TO THE WALL.

WALL DESIGN MUST ALSO INCLUDE SELF-WEIGHT AND OUT OF PLANE

SEISMIC FORCES CALCULATED PER NBC-2020.

F. WALL DESIGN AND CONNECTIONS MUST ACCOUNT FOR A ECCENTRICITY OF

THE BEAM END REACTIONS TAKEN AT THE FACE OF THE WALL.

LOADING NOTES

NOTES:

1. END REACTIONS ARE IN KN.

2. END REACTIONS ARE UNFACTORED.

3. FOR SNOW LOADING (#,#) DENOTES THE COLUMN

LINEWHERE THE BEAM END REACTION OCCURS.

WA LOW EAST 20.2 22.4

WC EAST 37.4 37.1

W200x46 17.0 5.0

D

B

C

4 5 6

9430 9720 9970 9970 6250

C1

S-301

C2

S-301

A1

S-301

C3

S-301

WF900

W F

WF1000

W F

W F

W F

W F

W F

WF900

WF1000

CF 2500 CF 2500

C1 C1

W F

TYP

T/SLAB= -1200

T/SLAB= -1200T/SLAB= 0

TOF= -1800

TOF= -1000

TOF= -1800TOF= -1000

C4

S-301

CF 2500

C1C1

CF 2500

TYP

SF

SF

A4

S-501

2.00°

170 170

TYP

A2

S-301

WF900B

W F

0B

W F

0B

B4

S-301

A4

S-301

TYP

WF2100

48710

2.

2.

2.

2.

2.

200 3891560

TOF= -1000TOF= -1800

TOF= -1000TOF= -1800

SF

SF

WF1000

WF1000

WF900

TYP

TYP

SF

SF

TOF= -1800

TOF= -1000

TOF= -1800

TOF= -1000

WF2100

S-502 A3

TYP

WF900

B3

S-501

TYP

B1

S-501

TYP

S-502 B1

TYP

A3

S-401

TS900

T S

T S

TOF= -1800 TOF= -1800 TOF= -1800 TOF= -1800

TYP

-25

TYP

TYP

TYP

2.00°

W F

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

PM/DM

BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

A T

LA

N

TI

C

P

LA

N N

IN

G

, D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N N

O R

FO

LK

, V A

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D A

T L A

N T

IC

DSN

01/15/2026

D. EVANS VIA EMAIL

C U s e rs

\m a tt h e w .w

.w ild e \D o c u m e n ts \P

R s tr u c t_ m a tt h e w .w

.w ild e m a tt h e w

.w .w ild e

.r v t

LMMMWW MWW

MJD/ATP

RLS

JTW

J O

IN

T

M A

R

IT

IM

E

F A

C

IL

IT

Y

F O

U N

D A

T

IO

N P

L A

N

V A

R

IO

U S

L O

C A

T

IO

N S

V A

R

IO

U S

L O

C A

T

IO

N S

S-101

14157108

1838720

1:100 0 1000 5000 10000mm

FOUNDATION SHEET NOTES

GRAPHIC SCALE(S)

FOUNDATION KEYNOTES

1 : 100

FOUNDATION PLAN

1 150mm CONCRETE SLAB-ON-GRADE REINFORCED WITH ONE LAYER OF M10 @ 300mm OC EACH WAY REFER TO S-502 FOR DETAILS.

2 250mm CONCRETE SLAB-ON-GRADE REINFORCED WITH TWO LAYERS OF M10 @ 300 mm OC REFER TO S-502 FOR DETAILS. PROVIDE EQIPOTENTIAL GROUND PLANE IN

SLAB. COORDINATE WITH ELECTRICAL, SEE EG101.

3 PROVIDE CONSTRUCTION JOINT OR CONTROL JOINT IN AREAS INDICATED.

CONSTRUCTION JOINT LOCATIONS ARE AT CONTRACTOR'S DISCRETION.

4 450mm THICK PRECAST CONCRETE INSULATED WALL. REFER TO S-504 FOR

DETAILS.

5 250mm THICK PRECAST CONCRETE WALL. REFER TO S-504 FOR DETAILS.

6 SOLID PRECAST CONCRETE WALL/JAMB.

7 200mm THICK PRECAST CONCRETE FENCE WALL. REFER TO S-301 FOR DETAILS

AND LA DWGS FOR LOCATION.

8 150mm EQUIPTMENT PAD, SEE DETAIL ON S-502, COORDINATE SIZE WITH MANUF.

9 TANK SADDLE SUPPORT PIER, COORDINATE WITH TANK SADDLE LOCATION.

10 APPROXIMATE UTILITY LOCATION. COORDINAT EXACT LOCATION WITH CIVIL,

PLUMBING, AND ELECTRICAL DRAWINGS. PROVIDE PIPE SLEEVES IN PRECAST

WALLS AS REQUIRED.

11 APPROXIMATE LOCATION OF CONDUIT, COORDINATE EXACT LOCATION WITH

ELECTRICAL.

12 PROVIDE SUFFICIENT OPENING IN WALL FOR BASEPLATE INSTALLATION.

13 DROPPED SLAB SEE ARCH. COORDINATE LOCATION WITH SHOWER.

14 LADDER SUPPORT/DOOR JAMB, SEE DETAIL ON S-504.

15 EQUIPOTENTIAL GROUND PLANE COORDINATE WITH ELECTRICAL, SEE EG101.

A. REFER TO S-001 FOR GENERAL NOTES AND S-501 AND S-502 FOR

MISCELLANEOUS FOUNDATION DETAILS.

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

REFERENCE ELEVATION OF 0.00 T/SLAB (TOP OF GROUND FLOOR SLAB).

C. TOP OF FOOTING ELEVATION = -1000 UNO AS TOF. APPROXIMATE STEPPED

FOOTING LOCATIONS ARE INDICATED AS "SF" ON PLAN. REFER TO TYPICAL

STEPPED FOOTING DETAIL ON S-501.

D. “CF _” REFERENCES A CONCRETE COLUMN FOOTING. REFER TO SCHEDULE ON

S-501.

E. “WF_” REFERENCES A CONCRETE WALL FOOTING. REFER TO SCHEDULE ON

S-501.

F. “C_” REFERENCES A STEEL COLUMN. REFER TO COLUMN SCHEDULE ON S-503.

G. SEE ARCH FOR DIMENSIONS NOT SHOWN.

PLAN

NORTH

D

B

C

4 5 6

C1

S-302

C2

S-302

A2

S-302

OPEN

TOW= 5500

0.

5:

0.5:12

0.5:12

TYP

TYP

TYP

B4

S-302

C4

S-302

A4

S-302

T/WALL= 5500

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

W410x46

TOS = 4350

TOS = 4270TOS = 4270

TOW= 5500

S-503 B2

TYP

A2

S-302

SIM

0.5:12

S-401 B1

W

0x

TYP

C1

S-302

SIM

C2

S-302

SIM

C1

S-301

SIM

C2

S-302

SIM

A. REFER TO S-001 FOR GENERAL NOTES AND S-500 SERIES FOR

MISCELLANEOUS DETAILS.

B. ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS ARE RELATIVE TO A

REFERENCE ELEVATION OF 0.00 T/SLAB (TOP OF GROUND FLOOR SLAB).

C. FRAMING IS EQUALLY SPACED BETWEEN GRID LINES OR WALLS WHERE

FRAMING DIMENSIONS ARE NOT SHOWN.

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

PM/DM

BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

A T

LA

N

TI

C

P

LA

N N

IN

G

, D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N N

O R

FO

LK

, V A

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D A

T L A

N T

IC

DSN

01/15/2026

D. EVANS VIA EMAIL

C U s e rs

\m a tt h e w .w

.w ild e \D o c u m e n ts \P

R s tr u c t_ m a tt h e w .w

.w ild e m a tt h e w

.w .w ild e

.r v t

LMMMWW MWW

MJD/ATP

RLS

JTW

J O

IN

T

M A

R

IT

IM

E

F A

C

IL

IT

Y

L O

W R

O O

F F

R A

M

IN

G P

L A

NV

A

R

IO

U S

L O

C A

T

IO

N S

V A

R

IO

U S

L O

C A

T

IO

N S

S-102

14157109

1838720

1 : 100

LOW ROOF FRAMING PLAN

1:100

0 1000 5000 10000mm

ROOF FRAMING SHEET NOTES

GRAPHIC SCALE(S)

ROOF FRAMING KEY NOTES

1 38MM DEEP X 1.2mm (18 GAUGE) GAUGE STEEL ROOF DECK.

2 C310x31 BRACE AT MID-SPAN.

3 L127X127X9.5 EDGE ANGLE AROUND PERIMETER BETWEEN BEAMS W/ 20mmØ POST INSTALLED THREADED RODS 200mm EMBED @600mm O.C. SEE S-302 FOR ROD

LOCATION.

4 ROOF OPENING, COORDINATE LOCATION WITH ARCH.

5 COORDINATE BEAM LOCATION WITH OPENING.

D

B

C

4 5 6

A2

S-302

B1

S-302

B2

S-302

C3

S-302

W

0x

W

0x

W

0x

W

0x

W

0x

W690x125 W690x125

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W

0x

W690x125

3.

0:

3.

0:

W

0x

W

0x

W

0x

W

0x

W

0x

A1

S-302

TYP

TYP

B4

S-302

TOS = 6360

TOS = 6360

A1

S-503

TYP

A. REFER TO S-001 FOR GENERAL NOTES AND S-500 SERIES FOR

MISCELLANEOUS DETAILS.

B. ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS ARE RELATIVE TO A

REFERENCE ELEVATION OF 0.00 T/SLAB (TOP OF GROUND FLOOR SLAB).

C. FRAMING IS EQUALLY SPACED BETWEEN GRID LINES OR WALLS WHERE

FRAMING DIMENSIONS ARE NOT SHOWN.

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

PM/DM

BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

A T

LA

N

TI

C

P

LA

N N

IN

G

, D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N N

O R

FO

LK

, V A

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D A

T L A

N T

IC

DSN

01/15/2026

D. EVANS VIA EMAIL

C U s e rs

\m a tt h e w .w

.w ild e \D o c u m e n ts \P

R s tr u c t_ m a tt h e w .w

.w ild e m a tt h e w

.w .w ild e

.r v t

LMMMWW MWW

MJD/ATP

RLS

JTW

J O

IN

T

M A

R

IT

IM

E

F A

C

IL

IT

Y

H

IG

H R

O O

F F

R A

M

IN

G P

L A

NV

A

R

IO

U S

L O

C A

T

IO

N S

V A

R

IO

U S

L O

C A

T

IO

N S

S-103

14157110

1838720

1 : 100

HIGH ROOF FRAMING PLAN

1:100 0 1000 5000 10000mm

ROOF FRAMING SHEET NOTES

GRAPHIC SCALE(S)

KEYNOTES

1 38MM DEEP X 1.2mm (18 GAUGE) STEEL ROOF DECK

2 C310x31 BRACE AT MID-SPAN

3 HSS 51x39x5 OUTRIGGER, SPACED AT 915mm

GROUND FLOOR

TOP OF FOOTING

-1000

D

PRECAST CONCRETE

WALL

SLAB-ON-GRADE

EXTERIOR

GRADE/PAVEMENT,

SEE CIVIL

FOOTING

PRECAST CONCRETE WALL

CONNECTION PROVIDED BY

PRECAST MANUFACTURER.

CONTRACTOR MUST

COORDINATE EMBEDS WITH

WITH MANUFACTURER PRIOR

TO PLACING FOOTING. STEEL

PLATES AND ANCHORS BELOW

GRADE MUST BE COATED WITH

HEAVY BLACK ASPHALTUM.

12mm PREMOLDED

JOINT FILLER AT

WALL, TYP

INSULATION, SEE ARCH

HYDROPHILIC

WATERSTOP

GROUND FLOOR

TOP OF FOOTING

-1000

D

EXTERIOR PAVEMENT,

SEE CIVIL SLAB-ON-GRADE

CIP CONCRETE WALL

AT DOOR OPENING

FOOTING

15M @ 300 EW

WALL BEYOND

GROUND FLOOR

TOP OF FOOTING

-1000

D

PRECAST CONCRETE BEAM

DESIGN FOR GRAVITY

LOADS AND OUT OF PLANE

WALL LOADS ON S-003

PRECAST

CONCRETE WALL

CIVIL PAVEMENT

SLAB-ON-GRADE

FOOTING

INSULATED METAL PANEL, SEE ARCH

CONTRACTOR MUST DESIGN FOR 20

PSF LIVE LOAD

SLAB-ON-GRADE

T/WALL 3250

WALL BEYOND

L127X127X9.5 EDGE ANGLE AROUND

PERIMETER W/ 20mmØ POST INSTALLED THREADED RODS 200mm EMBED @600mm O.C.

C

GROUND FLOOR

C

-1200

-1800

SLAB-ON-GRADE

SLAB-ON-GRADE

FOOTING

PRECAST CONCRETE WALL

T/SLAB =

TOF=

HYDROPHOLIC WATER STOP

AT EDGE AND ALL

CONSTRUCTION JOINTS AT

SLAB BELOW GRADE

GROUND FLOOR

SLAB-ON-GRADE

SLAB-ON-GRADE

FOOTING

CIP CONCRETE WALL AT

DOOR OPENING

DOWELS TO MATCH

SIZE AND SPACING OF

VERTICAL REINF.

15M @ 300 EA WAY,

CENTER

HYDROPHOLIC WATER STOP AT

EDGE AND ALL CONSTRUCTION

JOINTS AT SLAB BELOW GRADE

GROUND FLOOR

A

EXTERIOR GRADE

SEE CIVIL

150mmØ DRAIN PIPE

SEE CIVIL

#57 STONE

SLAB-ON-GRADE

PRECAST WALL

FOOTING

HYDROPHOLIC WATER STOP

AT EDGE AND ALL

CONSTRUCTION JOINTS AT

SLAB BELOW GRADE

MIN

M

IN

POROUS FILL

CONTINUOUS

FILTER CLOTH

FILTER CLOTH

GROUND FLOOR

TANK SADDLE BY

MANUFACTURER

ANCHOR ROD BY TANK

MANUFACTURER

COORDINATE PRIOR TO

PLACING CONCRETE

15M @ 300mm

(4) 15M LONG

GROUND FLOOR

TOP OF FOOTING

-1000

EXTERIOR GRADE/PAVEMENT,

SEE CIVIL

MECHANICAL YARD, SEE CIVIL

PRECAST CONCRETE WALL

CONNECTION BY MANUFACTURER

MU = 6.0 kN*M/M

FOOTING

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

PM/DM

BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

A T

LA

N

TI

C

P

LA

N N

IN

G

, D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N N

O R

FO

LK

, V A

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D A

T L A

N T

IC

DSN

01/15/2026

D. EVANS VIA EMAIL

C U s e rs

\m a tt h e w .w

.w ild e \D o c u m e n ts \P

R s tr u c t_ m a tt h e w .w

.w ild e m a tt h e w

.w .w ild e

.r v t

LMMMWW MWW

MJD/ATP

RLS

JTW

J O

IN

T

M A

R

IT

IM

E

F A

C

IL

IT

Y

S E

C T

IO

N

S

V A

R

IO

U S

L O

C A

T

IO

N S

V A

R

IO

U S

L O

C A

T

IO

N S

S-301

14157111

1838720

1 : 20 (S-101) C1

SECTION

1 : 20 (S-101)

C2

SECTION

1 : 20 (S-101) A1

SECTION

1 : 20 (S-101) C3

SECTION

1 : 20 (S-101)

C4

SECTION

1 : 20 (S-101) A2

SECTION

1 : 20 (S-101) A4

SECTION

1 : 20 (S-101) B4

SECTION

STEEL

DECK

ROOF BEAM

SEE SHEAR TAB

CONNECTION DETAIL

STEEL DECK

PRECAST

CONCRETE WALL

EDGE ANGLE W/

EMBED PLATE,

SEE PLAN

T/WALL = SEE PLAN

ELEVATION VARIES, SEE PLAN

C

D

STEEL DECK

PRECAST CONCRETE

WALL

ROOF BEAM

SEE TYPICAL SHEAR TAB

CONNECTION DETAIL

ROOFING, SEE ARCH

PRECAST COPING, SEE ARCH FOR DIMENSIONS

SEE PLAN

TOS

SEE PLAN

TOW

D

EDGE ANGLE W/ EMBED

ROD, SEE PLAN

STEEL DECK

PRECAST CONCRETE WALL

SEE PLAN

TOS

A

HIGH ROOF

SEE PLAN

COLD-FORMED STEEL

ROOF OVERHANG - SEE

DETAIL B3/S-504

STEEL DECK

ROOF BEAM

PRECAST

CONCRETE WALL

SEE CONNECTION

DETAIL

CONT 9.5mm EMBED PLATE W/ 12mm Ø WHS

150 EMBED @ 600 OC

WELD DECK TO

PLATE PER

NOTES ON S-001

STEEL DECK

ROOF BEAMPRECAST CONCRETE WALL

COLD FORMED STEEL

ROOF OVERHANG -

SEE DETAIL B3/S-504

TYP

CONT 9.5mm EMBED PLATE W/ 12mm Ø WHS 150 EMBED

@ 600 OC

TYP

TYP

A

A

B

STEEL DECK

9.5mm CAP PLATE

GIRDER

ROOF BEAM

SEE CONNECTION

DETAIL ON S-503

PRECAST CONCRETE

WALL

HSS COLUMN

STEEL DECK

ROOF BEAM

GIRDER

SEE CONNECTION

DETAIL

CONT 9.5mm EMBED PLATE W/ 12mm Ø WHS

150 EMBED @ 600 OC

9.5mm PLATE W/(2) 25MM Ø

THRU BOLTS FINGER TIGHT

W/LONGSLOTTED HOLES IN

PLATE. SPOIL THREADS

AFTER INSTALL.

SEE PLAN

12mm EBED PLATE W/(4) Ø12mm WHS

Ø5 SDS @ 150OC

HSS 51X38X5 AT 915 OC (MAX)

IN FLUTE. COORDINATE WITH

DECK INSTALLER

C

SEE PLAN

PRECAST WALL

STEEL BEAM

STEEL BEAM

SEE PLAN

TOS

ROOF DECK

9.5mm FULL DEPTH STIFFENER

C310

ROOF BEAM

(2) 20mm BOLTS

PRECAST JAMB/COLUMN

SEE PLAN

PRECAST CONCRETE

HEADER BEAM

WALL JAMB

PRECAT WALL

BEARING PAD

BEARING PAD

CONCRETE CORBEL

BY PRECASTER

DESGIN FOR:

DL = 65kN LL = 16 kN SL = 65kN

CONNECTION

WALL

NOTE:

DESIGN HEADER BEAM, CORBEL, BEARING PAD, JAMBS, COLUMNS, AND CONNECTIONS FOR GRAVITY AND LOADS AND

OUT OF PLANE WALL LOADS ON S-003 AND BEARING LOADS IN THIS DETAIL.

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

PM/DM

BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

A T

LA

N

TI

C

P

LA

N N

IN

G

, D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N N

O R

FO

LK

, V A

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D A

T L A

N T

IC

DSN

01/15/2026

D. EVANS VIA EMAIL

C U s e rs

\m a tt h e w .w

.w ild e \D o c u m e n ts \P

R s tr u c t_ m a tt h e w .w

.w ild e m a tt h e w

.w .w ild e

.r v t

LMMMWW MWW

MJD/ATP

RLS

JTW

J O

IN

T

M A

R

IT

IM

E

F A

C

IL

IT

Y

S E

C T

IO

N

S

V A

R

IO

U S

L O

C A

T

IO

N S

V A

R

IO

U S

L O

C A

T

IO

N S

S-302

14157112

1838720

1 : 20 (S-102) A2

SECTION

1 : 20 (S-102) C1

SECTION

1 : 20 (S-102)

C2

SECTION

NOT TO SCALE (S-103)

B1

SECTION

1 : 20 (S-103)

B2

SECTION

1 : 20 (S-103) C3

SECTION

NOT TO SCALE

A1

SECTION

1 : 10

A-A

NOT TO SCALE

B4

SECTION

NOT TO SCALE

C4

SECTIONS

1 : 20 (S-102) A4

SECTION

D

A1

S-401

W200x46

W200x46

W200x46

W200x46

W200x46

W200x46

60802290

120mm PRECAST SLAB

STEAL BEAM

PRECAST WALL

METAL PANEL, SEE

ARCH

ROOF BEAM

200mm PRECAST WALL

15M @300 EW, MID DEPTH

SLAB TO WALL CONNECTION

BY PRECASTER

GROUND FLOOR

15m @300 SW

(4) 15M LW

TS900

PRECAST WALL

TYPICAL SLAB REINF.

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

PM/DM

BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

A T

LA

N

TI

C

P

LA

N N

IN

G

, D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N N

O R

FO

LK

, V A

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D A

T L A

N T

IC

DSN

01/15/2026

D. EVANS VIA EMAIL

C U s e rs

\m a tt h e w .w

.w ild e \D o c u m e n ts \P

R s tr u c t_ m a tt h e w .w

.w ild e m a tt h e w

.w .w ild e

.r v t

CheckerDesigner Author

MJD/ATP

RLS

JTW

J O

IN

T

M A

R

IT

IM

E

F A

C

IL

IT

Y

F U

E L T

A N

K R

O O

M F

R A

M

IN

G P

L A

N

V A

R

IO

U S

L O

C A

T

IO

N S

V A

R

IO

U S

L O

C A

T

IO

N S

S-401

14157113

1838720

1 : 50 (S-102) B1

FUEL TANK ROOM FRAMING PLAN

1 : 20 (S-401) A1

SECTION

1 : 20 (S-101)

A3

SECTION

1:20 0 500 1000 2000mm

1:50 0 500 2500 5000mm

FUEL TANK ROOM SHEET NOTES

GRAPHIC SCALE(S)

KEYNOTES

1 200mm PRECAST INTERIOR WALL

2 120mm THICK PRECAST SLAB

3 EXTERIOR WALL, SEE PLAN

4 WALL/DOOR HEADER, SEE PLAN

1. FRAMING EQUALLY SPACED BETWEEN WALLS.

2. REFER TO PRECAST CONCRETE NOTES ON S-001 AND LOADING ON S-002.

3. TYPICAL REINFORCEMENT SHOWN IS THE MINIMUM REQUIRED, PROVIDE

ADDITIONAL REINFORCEMENT AS REQUIRED BY PRECAST MANUFACTURERS

DESIGN AT NO ADDITIONAL COST.

4. SIGNIFICANT DEVIATION FROM THE TYPICAL DETAILS MUST BE APPROVED BY

CONTACTING OFFICER.

5. DESIGN ROOF SLAB, AND CONNECTIONS FOR 1.0 kPa LIVE LOAD

D /3

D /3

D /3

D

NEW POURPREVIOUS POUR

WIDTH OF FOOTING

50 KEY FULL

(3) 15M x 1200 TOP

CENTERED ON JOINT

BOTTOM REINFORCEMENT

CONTINUOUS THRU JOINT

100100

TO

P

C

LE

A

R

TIE BAR EACH SIDE OF

CONSTRUCTION JOINT

0m m M

A X

M

IN

200mm STEP

400mm MIN

CONTINUOUS WALL

FOOTING

REINFORCEMENT

CONTINUOUS WALL

FOOTING REINFORCEMENT

'Z' BARS SAME SIZE AND

NUMBER AS

CONTINUOUS FOOTING

REINFORCEMENT, BEND

AS SHOWN

DIAMETER

16 x BAR

DIAMETER16 x BAR

75 C

LEAR

'D

D E

P

TH

'D

LAP SPLICE

0" T

Y P

ONE TIE EACH END

OF FOOTING STEP

(TYPICAL)

50m m

C

LEAR

m m C

LE

A

R

UTILITY PERPENDICULAR TO AND BELOW FOOTING

0m m M

A X

M

IN

(TYPICAL)

300mm MIN

M

IN

10 MPa LEAN CONCRETE, WIDTH

EQUAL TO CONTINUOUS FOOTING

WIDTH, PLACED BEFORE FOOTING IS

PLACED

NON-CORROSIVE METAL PIPE

SLEEVE (INSIDE Ø = OUTSIDE PIPE Ø

+ 50mm MIN)

CONTINUOUS

WALL FOOTING

CONTINUOUS

REINFORCEMENT

MIN

UTILITY PARALLEL TO FOOTING

FOUNDATION WALL

AND FOOTING BACKFILL

PIPE/CONDUIT IN TRENCH

NO TRENCH EXCAVATION PARALLEL

TO FOOTING BELOW THIS LINE. STEP

FOOTING PER DETAIL TO ENSURE

LINE IS BELOW EXCAVATION

NO TRENCH EXCAVATION PARALLEL TO

FOOTING BELOW THIS LINE. STEP

FOOTING PER DETAIL TO ENSURE LINE IS

BELOW EXCAVATION

WHEN PIPE/CONDUIT TRENCH

FALLS BELOW THE 2:1 PLANE BUT IS

ABOVE THE 1:1 PLAN, FILL TRENCH

WITH 10 MPa LEAN CONCRETE

NOTES:

1. PERPENDICULAR PIPE SLEEVE THROUGH / BELOW FOOTING MUST EXTEND TO EDGE OF 1:1 BEARING ZONE ON EACH SIDE OF FOOTING UNLESS OTHERWISE NOTED.

2. IF UTILITY LINE IS IN PLACE PRIOR TO PLACING CONCRETE, WRAP UTILITY WITH 25mm THICK COMPRESSIBLE MATERIAL BEFORE PLACING CONCRETE IN LIEU OF SLEEVE.

3. FOR UTILITIES BELOW FOOTING WHERE CONCRETE ENCASEMENT IS NOT FEASIBLE, DESIGN PIPE AND PIPE JOINTS TO ADEQUATELY RESIST ALL SUPERIMPOSED LOADS INCLUDING SOIL SURCHARGE PRESSURES.

PLAN AT CORNER PLAN AT INTERSECTION

NOTE:

1. WHERE THREE OR MORE BARS OCCUR, MIDDLE BAR(S) SHALL BE TREATED

AS INNER FACE BAR.

2. TRANSVERSE BARS NOT SHOWN FOR CLARITY.

BARS (TYPICAL)

0" BETWEEN

TYPICAL FOOTING

REINFORCEMENT

CENTERLINE OF COLUMN AND

FOOTING UNLESS OTHERWISE NOTED

15mm PREMOLDED JOINT FILLER AT IJ

ALL AROUND COLUMN (TYPICAL)ANCHOR ROD AND BASE PLATE

CONCRETE SLAB-ON-GRADE.

CONTINUE SLAB CONTRACTION

JOINTS TO SLAB EDGE AT FACE

OF COLUMN

SLAB

REINFORCEMENT

COLUMN FOOTING

SEE PLAN

TOP OF SLAB

-1800

TOP OF FOOTING

D E

P

TH

WIDTH/LENGTH

CONCRETE INFILL, PLACE

CONCRETE AFTER ANCHOR RODS

HAVE BEEN INSPECTED

GROUND FLOOR

CONDUIT, SEE ELECTRICAL

PRECAST WALL

FLOOR SLAB

FLOOR SLAB

FILL OPENING WITH GROUT

AFTER INSTALLING CONDUIT

MAX WIDTH 300mm

O P

E N

SLEEVE OPENING, COORDINATE

WITH ELECTRICAL

FACE OF EQUIPMENT

FINISH GRADE, SEE CIVIL

10M @ 300 EACH WAY

(1) 10m CONTINUOUS BOTTOM

CONCRETE PAD

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

PM/DM

BRANCH MANAGER

DES PROD DIR

FIRE PROTECTION ENGINEER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

DES DRW CHK

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

OF

EPROJECT NO.:

DRAWFORM REVISION: 03 MARCH 2024

AS NOTED

A T

LA

N

TI

C

P

LA

N N

IN

G

, D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N N

O R

FO

LK

, V A

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D A

T L A

N T

IC

DSN

01/15/2026

D. EVANS VIA EMAIL

C U s e rs

\m a tt h e w .w

.w ild e \D o c u m e n ts \P

R s tr u c t_ m a tt h e w .w

.w ild e m a tt h e w

.w .w ild e

.r v t

LMMMWW MWW

MJD/ATP

RLS

JTW

J O

IN

T

M A

R

IT

IM

E

F A

C

IL

IT

Y

F O

U N

D A

T

IO

N D

E T

A

IL

S

V A

R

IO

U S

L O

C A

T

IO

N S

V A

R

IO

U S

L O

C A

T

IO

N S

S-501

14157114

1838720

COLUMN FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCING STEELWIDTH LENGTH DEPTH

CF 2500 2500 2500 800 (9)25M EACH DIRECTION TOP AND BOTTOM

WALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTH

WF900 900 300 (3)15M CONTINUOUS BOTTOM WITH 15M TIES AT 300 ON CENTER

WF900B 900 450 (3)15M CONTINUOUS TOP & BOTTOM WITH 15M TIES AT 300 ON CENTER

WF1000 1000 450 (4)20M CONTINUOUS BOTTOM WITH 20M TIES AT 300 ON CENTER

WF2100 2100 450 (7)20M CONTINUOUS BOTTOM WITH 20M TIES AT 300 ON CENTER TOP AND BOTTOM

NOT TO SCALE

C3

CONTINUOUS FOOTING CONSTRUCTION JOINT

NOT TO SCALE

B3

TYPICAL FOOTING DETAILS

NOT TO SCALE

A1

TYPICAL FOOTING DETAILS

NOT TO SCALE

C4

CONTINUOUS REINFORCING AT CORNERS AND INTERSECTIONS

NOT TO SCALE

B1

TYPICAL FOOTING DETAILS

NOT TO SCALE

A4

TYPICAL OPENING AT CONDUIT

NOT TO SCALE

EXTERIOR EQUIPMENT PAD

[REFER TO PLAN]

TOP OF SLAB

T

TO

P

LA

N

R E

FE

R

TO

P

LA

N

R E

FE

R

SUPPORTS FOR SLAB

REINFORCEMENT AT

1000 OC MAX EACH WAY

CONCRETE SLAB-ON-GRADE

WWF OR BARS (AS APPLICABLE)

VAPOR RETARDER

POROUS FILL

SLAB-ON-GRADE (SOG) SLAB-ON-GRADE SAWED (CONTRACTION) JOINT (SJ)

CONCRETE

SLAB-ON-GRADE

SLAB REINFORCEMENT

SAWCUT JOINT, DEPTH

EQUAL TO 1/4 OF SLAB

THICKNESS

CONCRETE SLAB-ON-GRADE

3mm RADIUS TOOLED EDGE

SLAB DEPRESSION (SD) < 300mm

MIN

REFER TO ARCHITECTURAL

DRAWINGS FOR LOCATION

AND DIMENSIONS

REFER TO PLAN

FOR DEPTH OF

SLAB DEPRESSION

T

T

SLAB REINFORCEMENT

SLAB-ON-GRADE CONSTRUCTION JOINT (CJ)

CONCRETE

SLAB-ON-GRADE

NEW POURPREVIOUS POUR

25Ø X 600 @ 300 OC SMOOTH

DOWELS COATED TO PREVENT

BOND

CUT WIRE OR STOP REINF.

AT JOINT

50 50

INTERIOR COLUMN

15mm PREMOLDED

JOINT FILLER

MIN

COLUMN

CL CONTROL JT

REFER TO PLAN

OUTLINE OF BASE

PLATE

INTERIOR COLUMN

15mm PREMOLDED

JOINT FILLER

MIN

EXTEND ISOLATION JOINT

TO FACE OF WALL

NOTE:

1.…