Attachment A5 - Work Order 1663840 5.pdf

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

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DRAWFORM REVISION: 14 SEP 2023

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BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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Approved by Jeffrey Hoyt, PWD ME, via Email

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GENERAL:

1. ALL WORK MUST COMPLY WITH THE CODES LISTED BELOW AND IN THE SPECIFICATIONS.

2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF THE INTERNATIONAL BUILDING CODE, 2018 EDITION, AS MODIFIED BY UFC 1-200-01, DATED 8 OCTOBER 2019 AND IN ACCORDANCE WITH UFC 3-301-01

“STRUCTURAL ENGINEERING”, DATED 01 OCTOBER 2019.

3. VERIFY ALL DRAWINGS FOR COORDINATION BETWEEN TRADES, LOCATE SLOTS, SLEEVES AND TRENCHES AS REQUIRED FOR MECHANICAL TRADES. PROVIDE AND INSTALL ANCHORS, INSERTS, HANGERS, ETC. AS REQUIRED FOR VARIOUS

TRADES.

4. THE CONTRACTOR IS RESPONSIBLE FOR DIMENSIONS, ELEVATIONS, ETC., NECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE STRUCTURE TO THE EXISTING STRUCTURE. MAKE ALL MEASUREMENTS NECESSARY PRIOR TO THE FABRICATION AND ERECTION OF STRUCTURAL MEMBERS.

5. BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING STRUCTURE, BECOME FAMILIAR WITH STRUCTURAL CONDITIONS OF THE EXISTING STRUCTURE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY SAFEGUARDS, TO MAINTAIN ALL PARTS OF THE STRUCTURE IN A SAFE CONDITION AT ALL TIMES DURING THE PROCESS OF CONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF THE EXISTING BUILDING WHICH ARE TO

REMAIN.

6. SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR MUST CHECK ALL

DIMENSIONS AND ACCEPT FULL RESPONSIBILITY FOR DIMENSIONAL CORRECTNESS.

7. UNDER NO CIRCUMSTANCES CAN THE REPRODUCTION OF CONTRACT DRAWINGS BE USED AS SHOP DRAWINGS.

8. PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER

ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN COMPLETED.

9. 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 CRITERIA NOTES”. DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL ALL STRUCTURAL FRAMING IS PROPERLY CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.

10. IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONTRACTOR WILL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITION OF JOB SITE INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING

PERFORMANCE OF THE WORK.

11. THE DUTY OF THE ARCHITECT IN CONDUCTING CONSTRUCTION REVIEW OF CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF ADEQUACY OF CONTRACTOR'S SAFETY MEASURES IN, ON, OR NEAR THE

CONSTRUCTION SITE.

12. TYPICAL DETAILS AND GENERAL NOTES APPLY TO ALL PARTS OF THE JOB EXCEPT WHERE SPECIFICALLY DETAILED OR

NOTED OTHERWISE.

13. STRUCTURAL DRAWINGS SHOW ONLY THE BASIC STRUCTURAL FRAMING. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE

CONSTRUCTION OF THE STRUCTURAL FRAME.

14. INFORM THE PROFESSIONAL OF RECORD IN WRITING OF ANY DEVIATION FROM THE CONTRACT DOCUMENTS. THE CONTRACTOR IS NOT RELIEVED OF THE RESPONSIBILITY OF SUCH DEVIATION BY THE PROFESSIONAL OF RECORD REVIEW OF SHOP DRAWINGS, PRODUCT DATA, ETC. UNLESS THE CONTRACTOR HAS SPECIFICALLY INFORMED THE PROFESSIONAL OF RECORD OF SUCH DEVIATION AT THE TIME OF SUBMISSION, AND THE PROFESSIONAL OF RECORD

HAS GIVEN WRITTEN APPROVAL TO THE SPECIFIC DEVIATION.

15. MECHANICAL UNIT WEIGHTS AND LOCATIONS SHOWN ON THE PLANS ARE APPROXIMATE. CONTRACTOR MUST VERIFY

LOCATIONS AND WEIGHTS SHOWN AND REPORT DISCREPANCIES TO THE ARCHITECT.

16. FOR SPECIAL INSPECTIONS REQUIREMENTS, STATEMENT OF SPECIAL INSPECTIONS AND SCHEDULE OF SPECIAL

INSPECTIONS REFER TO SPECIFICATION SECTION 01 45 35.

FOUNDATION:

1. FOUNDATIONS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT, PREPARED BY R.W. GILLESPIE & ASSOCIATES, INC. AND DATED JANUARY 19, 2021.

2. PERFORM ALL EARTHWORK IN ACCORDANCE WITH SPECIFICATION SECTION 31 23 00.00 20.

3. THE ENTIRE STRUCTURE MUST BE FOUNDED ON PROPERLY COMPACTED STRUCTURAL FILL OR UNDISTURBED SOIL WITH A DESIGN BEARING PRESSURE OF 3,000 P.S.F. REFER TO EXCAVATION AND FILL FOR BUILDINGS SPECIFICATION

SECTION 31 23 00.00 20 FOR COMPACTION REQUIREMENTS.

4. PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS MUST BE INSPECTED BY THE GEOTECHNICAL ENGINEER TO VERIFY THE EXTENT OF ANY LOOSE, SOFT, OR UNSATISFACTORY SOIL AND TO VERIFY THE DESIGN BEARING PRESSURE. THE GEOTECHNICAL ENGINEER WILL PROVIDE DIRECTION FOR CORRECTIVE ACTION

WHERE REQUIRED.

5. DO NOT INSTALL FOUNDATION WORK UNTIL IT HAS BEEN COORDINATED WITH ADJACENT UNDERGROUND UTILITIES.

FOOTINGS MUST BE SLEEVED OR LOWERED WHERE REQUIRED. DO NOT INSTALL UTILITIES UNDER ISOLATED COLUMN

FOOTINGS. INSTALL UTILITIES PERPENDICULAR TO WALL FOOTINGS.

6. DO NOT PUT IN UNBALANCED BACKFILL AGAINST FOUNDATION WALLS UNLESS WALLS ARE SECURELY BRACED AGAINST

OVERTURNING.

7. FROST LINE DEPTH IS 86” BELOW GRADE. FOUNDATIONS DO NOT HAVE TO EXTEND BELOW FROST LINE, SEE BELOW.

INSPECTION BUILDING AND CANOPY:

FOUNDATIONS MUST BE FROST-PROTECTED PER ASCE 32,"DESIGN AND CONSTRUCTION OF FROST-PROTECTED SHALLOW FOUNDATIONS". FOR INSULATING OF FOUNDATION REQUIREMENTS REFER TO FOUNDATION PLAN, SECTIONS, AND DETAILS. BOTTOM OF EXTERIOR FOUNDATIONS MUST BEAR A MINIMUM OF 24” BELOW FINAL GRADE UNLESS OTHERWISE NOTED. LOWER FOOTINGS AS REQUIRED TO MAINTAIN COVERAGE. REFER TO

FOUNDATION PLAN FOR TOP OF FOOTING ELEVATIONS.

CAST IN PLACE CONCRETE:

1. CAST IN PLACE CONCRETE MUST COMPLY WITH THE AMERICAN CONCRETE INSTITUTE (ACI- 318-14), COMMENTARY, (ACI-318R-14), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301).

2. DETAILING OF ALL CONCRETE STEEL REINFORCEMENT MUST BE IN ACCORDANCE WITH THE MANUAL OF STANDARD PRACTICE

FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI-315).

3. ALL CONCRETE MUST BE NORMAL WEIGHT, UNLESS OTHERWISE NOTED, CONCRETE HAVING A MINIMUM COMPRESSIVE

STRENGTH AT 28 DAYS AS FOLLOWS:

A. INTERIOR SLAB ON GRADE, NON-AIR ENTRAINED: 3,500 PSI

B. SUPPORTED ELEVATED SLABS, NON-AIR ENTRAINED: 4,000 PSI

C. EXTERIOR FOUNDATION WALLS AND PIERS SUPPORTING PRECAST PANELS, AIR-ENTRAINED: 5,000 PSI

D. BUILDING CONCRETE WALLS, AIR ENTRAINED: 4,000 PSI

E. WALL FOOTING AND COLUMN FOOTING CONCRETE, AIR-ENTRAINED: 3,000 PSI

F. CONCRETE EXPOSED TO WEATHER OR FREEZING MUST BE AIR ENTRAINED.

4. ALL REINFORCING MUST BE AS FOLLOWS:

A. REINFORCING BARS - ASTM A-615, GRADE 60

B. WELDED REINFORCING BARS - ASTM A706, GRADE 60

C. HOT DIPPED GALVANIZED REBAR - ASTM A1094

D. WELDED WIRE REINFORCEMENT - ASTM A-1064 FLAT SHEET TYPE, ROLL TYPE NOT ACCEPTABLE.

5. WELDED WIRE REINFORCEMENT MUST BE PROPERLY SUPPORTED PRIOR TO PLACING CONCRETE. HOOKING OF FABRIC IS NOT

PERMITTED.

6. UNLESS OTHERWISE NOTED, REINFORCING STEEL MARKED CONTINUOUS (CONT.) MUST BE LAPPED PER THE REINFORCING

LAP SPLICE SCHEDULE, C2/S-501.

7. HOLD ALL REINFORCING STEEL SECURELY IN PLACE TO PREVENT DISLOCATION DURING THE POURING OPERATION. SUPPORT SLAB REINFORCING BARS ON HIGH CHAIRS AND BAR SPACERS OF SUITABLE DESIGN, OR CONCRETE BLOCKS HAVING THE

SAME MINIMUM COMPRESSIVE STRENGTH OF THE CONCRETE SLAB.

8. DO NOT PLACE CONCRETE UNTIL ALL EMBEDDED WORK HAS BEEN INSTALLED, TESTED AND INSPECTED.

9. EXCEPT AS OTHERWISE SHOWN MINIMUM PROTECTION (CONCRETE COVER) FOR REINFORCING STEEL MUST BE AS FOLLOWS:

A. CONCRETE SURFACES CAST AGAINST SOIL: 3"

B. CONCRETE SURFACES EXPOSED TO EARTH OR WEATHER: 1-1/2" FOR #5 BARS AND SMALLER; 2” FOR #6 BARS AND

LARGER

C. INTERIOR CONCRETE SURFACES: 3/4" FOR SLABS; 1-1/2” FOR BEAMS & COLUMNS

D. EXTERIOR FACE OF EXTERIOR FOUNDATION WALL SUPPORTING PRECAST WALL PANEL: 2-1/2"

PRECAST VENEER PANELS EXPOSED TO DE-ICING CHEMICALS:

1. FOR LAYOUT AND DIMENSIONS AND ADDITIONAL REQUIREMENTS OF PRECAST VENEER PANELS REFER TO ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS.

2. PRECAST VENEER PANELS EXPOSED TO DE-ICING CHEMICALS ARE CONSIDERED EXPOSURE CATEGORY F3 AND C2.

3. PRECAST VENEER PANELS EXPOSED TO DE-ICING CHEMICALS MUST BE CONSTRUCTED OF CONCRETE HAVING A MINIMUM

COMPRESSIVE STRENGTH AT 28 DAYS OF 5,000 PSI.

4. ALL REINFORCING BARS IN THE FABRICATION OF THE PRECAST VENEER PANELS EXPOSED TO DE-ICING CHEMICALS MUST BE

HOT-DIPPED GALVANIZED ASTM A1094, ASTM A-615, GRADE 60.

5. CONCRETE COVER OF REINFORCING STEEL AT EXTERIOR FACE OF PRECAST PANELS SHALL BE 2" MINIMUM.

6. THE CONNECTION AND ANCHORAGE OF PRECAST PANELS TO THE CMU STRUCTURE MUST BE BY THE PRECAST MANUFACTURER. PRECAST MANUFACTURER MUST INSTALL STEEL EMBED/ATTACHMENT PLATES CONCEALED FROM VIEW AT TOP OF PANELS AND PROVIDE ANCHORAGE CLIPS/ANGLES TO ATTACH TO CMU BACKUP WALL. AT BASE OF PRECAST PANELS, ANCHOR TO TOP OF CONCRETE FOUNDATION WALL WITH GROUTED PINS/CLIPS OR OTHER ANCHORS THAT ARE CONCEALED FROM VIEW. GC MUST COORDINATE ANCHORAGE DETAILS AND LOCATIONS WITH CMU AND FOUNDATION CONSTRUCTION.

CONCRETE MASONRY:

1. MASONRY CONSTRUCTION MUST COMPLY WITH THE MASONRY SOCIETY “BUILDING CODE FOR MASONRY STRUCTURES” (TMS

402-2016) AND “SPECIFICATION FOR MASONRY STRUCTURES” (TMS 602-2016).

2. CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND BE MADE WITH LIGHTWEIGHT AGGREGATE. THE COMPRESSIVE STRENGTH OF MASONRY, F’m, EXPRESSED AS FORCE PER UNIT OF NET CROSS-SECTIONAL AREA, MUST BE

2,000 PSI AT 28 DAYS.

3. MORTAR MUST CONFORM TO ASTM C270, TYPE S. AGGREGATE FOR MORTAR MUST COMPLY WITH ASTM C144.

4. GROUT MUST CONFORM TO ASTM C476 AND MUST HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI. SLUMP AT

POINT OF PLACEMENT MUST BE BETWEEN 8 AND 11 INCHES.

5. ALL REINFORCING BARS MUST CONFORM TO ASTM A615, GRADE 60. SHOP FABRICATED BARS SHOWN TO BE BENT OR HOOKED.

BARS MUST BE LAPPED AS FOLLOWS: #4-20", #5-30", #6-54", #7-63", #8-72", #9-81".

6. REBAR DOWELS MUST BE THE SAME SIZE AND SPACING AS VERTICAL REINFORCING FROM FOUNDATION. DOWELS MUST HAVE

STANDARD ACI HOOKS.

7. PROVIDE BAR POSITIONERS FOR VERTICAL REINFORCING AT A MAXIMUM SPACING OF 200 BAR DIAMETERS, AT GROUT LIFT

HEIGHTS, OR BAR SPLICE LOCATIONS, WHICHEVER IS LESS.

8. GROUTING MUST BE STOPPED 1-1/2" BELOW THE TOP OF A COURSE SO AS TO FORM A KEY AT THE POUR JOINT.

9. ALL BOLTS, ANCHORS, ETC. PLACED IN THE WALL, MUST BE GROUTED SOLID INTO POSITION.

10. GROUT ALL CELLS SOLID BELOW FINISHED FIRST FLOOR. GROUT SOLID ALL EXTERIOR WALLS FULL HEIGHT.

11. HORIZONTAL JOINT REINFORCING MUST BE STANDARD 9 GAGE LADDER TYPE IN CMU WALLS AT 16” ON-CENTER. JOINT

REINFORCING MUST COMPLY WITH ASTM A951.

12. DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS EXCEPT FOR BOND BEAMS AT JOIST BEARING ELEVATIONS.

HORIZONTAL BOND BEAMS MUST HAVE CONTINUOUS REINFORCING AS SHOWN IN THE SECTIONS AND DETAILS.

POST-INSTALLED ANCHORS:

1. POST-INSTALLED ANCHORS MUST COMPLY WITH THE AMERICAN CONCRETE INSTITUTE (ACI- 318-14). SUBMIT CALCULATIONS DEMONSTRATING THAT THE PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES INDICATED IN THE DRAWINGS. PRODUCT MUST HAVE AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT

BUILDING CODE.

2. PROVIDE ANCHORS WITH A MINIMUM ALLOWABLE CAPACITY CALLED FOR ON PLANS. THE CAPACITIES ARE BASED ON

COMBINED SHEAR AND TENSION LOADING.

3. ANCHOR CAPACITY IS DEPENDENT ON SPACING BETWEEN ADJACENT ANCHORS AND EDGE DISTANCE. INSTALL

ANCHORS IN ACCORDANCE WITH SPACING AND EDGE DISTANCES INDICATED IN THE DRAWINGS.

4. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.

5. DRILL CORRECT HOLE SIZES FOR MECHANICAL ANCHORS WITH CARBIDE-TIPPED DRILL BITS MEETING THE DIAMETER

REQUIREMENTS OF ANSI B212.15.

6. DRILL HOLES WITH A HAMMER DRILL UNLESS OTHERWISE NOTED.

7. DO NOT DISTURB OR APPLY LOAD TO ADHESIVE ANCHORS PRIOR TO FULL CURE OF THE ADHESIVE.

8. ADHESIVE ANCHOR SUBJECT TO SUSTAINED TENSION LOADS MUST BE INSTALLED BY A PERSON CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION MUST INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM. SUBMIT INSTALLER

CERTIFICATION PRIOR TO INSTALLATION.

9. AS AN ALTERNATIVE TO ACI/CRSI CERTIFICATION, THE CONTRACTOR MUST ARRANGE FOR THE ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHORING PRODUCTS SPECIFIED. SUBMIT DOCUMENTATION SHOWING THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL THE

ANCHORS ARE TRAINED PRIOR TO INSTALLATION.

10. FOR ADHESIVE ANCHOR WITH SUSTAINED TENSION LOADS, INSTALLATION MUST BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE ACI/CRSI. SUBMIT INSPECTOR CERTIFICATION PRIOR TO INSTALLATION. THE SPECIAL INSPECTOR MUST FURNISH A REPORT THAT THE WORK COVERED IN THE REPORT HAS BEEN PERFORMED AND THAT THE MATERIALS USED AND THE INSTALLATION PROCEDURES CONFORM TO THE APPROVED CONTRACT DOCUMENTS AND THE MANUFACTURERS PRINTED

INSTALLATIONS.

STRUCTURAL STEEL:

1. STRUCTURAL STEEL MUST COMPLY WITH THE FOURTEENTH EDITION OF THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION (AISC 360-16) “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”.

2. STRUCTURAL STEEL MUST BE NEW, CLEAN, AND STRAIGHT, AND CONFORM TO THE FOLLOWING:

A. STEEL W- AND WT SHAPES - ASTM A992, GRADE 50

B. RECTANGULAR AND SQUARE HSS SHAPES - ASTM A500, GRADE B

C. ROUND HSS – ASTM A500 GRADE B

D. ANCHOR RODS - ASTM F1554, GRADE 36

E. HIGH STRENGTH BOLTS – ASTM A325

F. HEADED STUDS - ASTM A108, GRADES 1015 THRU 1020, TYPE B, Fu=65 KSI

G. ALL OTHER STEEL SHAPES - ASTM A36, UNLESS OTHERWISE NOTED

3. UNLESS OTHERWISE NOTED, ALL CONNECTIONS MUST BE STANDARD SHEAR BEAM CONNECTIONS. THE FABRICATOR IS RESPONSIBLE FOR DESIGNING ALL CONNECTIONS. WHERE REACTIONS ARE NOT INDICATED ON PLAN, CONNECTIONS MUST BE DESIGNED FOR ½ OF THE TOTAL ALLOWABLE UNIFORM LOAD FOR LATERALLY SUPPORTED BEAMS GIVEN IN PART 3 OF THE “STEEL CONSTRUCTION MANUAL”. CONNECTION DETAILS MUST BE IN ACCORDANCE

WITH AISC STANDARDS.

4. UNLESS OTHERWISE NOTED WELD ALL SHOP CONNECTIONS AND BOLT ALL FIELD CONNECTIONS. THE FABRICATOR IS

RESPONSIBLE FOR THE DESIGN OF ALL CONNECTIONS. REFER TO SPECIFICATIONS.

5. SHOW ALL HOLES REQUIRED IN STRUCTURAL STEEL MEMBERS FOR PIPING ON THE SHOP DRAWINGS AND MAKE THEM IN THE SHOP. DO NOT CUT HOLES IN THE FIELD WITHOUT THE APPROVAL OF THE REGISTERED DESIGN PROFESSIONAL

OF RECORD.

6. WELDING MUST COMPLY WITH THE "STRUCTURAL WELDING CODE - STEEL" (AWS D1.1). WELD ELECTRODES MUST BE E70XX.UNLESS OTHERWISE NOTED, MINIMUM WELD SIZE MUST BE 3/16" CONTINUOUS FILLET WELDS.

7. INSTALL SHEAR CONNECTORS IN THE FIELD TO BEAM TOP FLANGES USING AN AUTOMATIC END WELDING OF SHEAR

STUDS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.

8. THE SUPPORTED FLOORS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE WITH THE AISC

SPECIFICATIONS FOR UNSHORED PARTIAL COMPOSITE CONSTRUCTION.

9. REFER TO THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR ADDITIONAL STEEL

(IF ANY) NOT SHOWN ON THE STRUCTURAL DRAWINGS.

10. UNLESS OTHERWISE NOTED, THE TOP OF ALL STEEL COLUMNS MUST HAVE A STEEL CAP PLATE. UNLESS OTHERWISE NOTED, MINIMUM CAP PLATE DIMENSIONS MUST MATCH COLUMN WIDTH AND DEPTH, AND MINIMUM THICKNESS MUST

EQUAL COLUMN WEB THICKNESS, OR ½” MINIMUM.

11. ALL SHELF ANGLES, LINTEL ANGLES, AND OTHER ITEMS MARKED “GALVANIZED” MUST BE GALVANIZED IN ACCORDANCE TO ASTM A123 OR ASTM A153. GALVANIZE AFTER FABRICATION WHERE PRACTICAL. REPAIR DAMAGED

GALVANIZED COATING USING ASTM A780 ZINC-RICH PAINT

12. DO NOT APPLY PAINT OR PRIMER ON STRUCTURAL STEEL SURFACES RECEIVING SPRAYED FIRE-RESISTIVE MATERIALS. SEE THE ARCHITECTURAL DRAWINGS FOR EXTENTS OF SPRAYED FIRE RESISTIVE MATERIALS.

M A

R K

D E

S C

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IP

TI

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A

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AB ANCHOR BOLT

ALT ALTERNATE

ARCH ARCHITECT, ARCHITECTURAL

BLDG BUILDING

BOTT BOTTOM

BRDG BRIDGING

BRG BEARING

CMU CONCRETE MASONRY UNIT

CJ CONTROL JOINT

CLR CLEAR

COL COLUMN

CONC CONCRETE

COND CONDITION

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

DIA DIAMETER

DIAG DIAGONAL

DWG DRAWING

DWGS DRAWINGS

ELEC ELECTRICAL

ELEV ELEVATION

EXIST EXISTING

EXP, EXPAN EXPANSION

FOUND FOUNDATION

FNDN FOUNDATION

FOB FACE OF BRICK

FTG FOOTING

GALV GALVANIZED

GC GENERAL CONTRACTOR

HORIZ HORIZONTAL

HS HIGH STRENGTH

HT HEIGHT

INSUL INSULATION

ISO ISOLATION

L ANGLE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MANUF MANUFACTURED/MANUFACTURER

MAS MASONRY

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

OPG OPENING

OPP OPPOSITE

PJF PREMOLDED JOINT FILLER

PL PLATE

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

REF REFERENCE

REINF REINFORCE,REINFORCING

REQ'D REQUIRED

SCHED SCHEDULE

SECT SECTION

SJ SAWED JOINT

SPECS SPECIFICATIONS

STD STANDARD

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

VERT VERTICAL

WWF WELDED WIRE FABRIC

W/ WITH

W/O WITHOUT

CL CENTERLINE

OC ON CENTER

Ø DIAMETER

° DEGREES

± PLUS OR MINUS

STRUCTURAL

ABBREVIATIONS LIST

PRESSURES IN TABLE ARE AT ULTIMATE LEVEL. MULTIPLY PRESSURE BY 0.6 TO OBTAIN NOMINAL PRESSURES.

INTERPOLATE BETWEEN AREAS INDICATED.

CORNER ZONES EQUAL 3.5 FEET.

REFER TO SKETCH BELOW FOR ZONE DEFINITIONS.

3e 2n

3e 2n

2e 2e1

INSPECTION STATION

BUILDING ZONES

2n

2n

3e

3e

3r

3r

3r

3r

2r 2r

AREA

(SF)

A<10

A≥100

ROOF ZONES WALL ZONES

INSPECTION STATION BUILDING - COMPONENTS AND CLADDING WIND PRESSURES (PSF) (ULTIMATE LEVEL)

+16.0 -47.8

-16.0

2r, 2n, 3e

+16.0 -69.8

-38.4

3r

+16.0 -83.0

-43.5

+25.9 -28.1

+22.0 -24.2

+25.9 -34.7

+22.0 -26.9

OVERHANG ZONES

1, 2e

+16.0 -54.9

+16.0 -32.9

2n, 2r

+16.0 -76.8

+16.0 -53.3+16.0 +16.0 +16.0

3e 3r

+16.0 +16.0-90.0 -103.1

+16.0 -49.2 +16.0 -50.5

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

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M E

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IN

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E M

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O M

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N D

DRAWFORM REVISION: 14 SEP 2023

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

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DESIGN CRITERIA:

1. LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:

2. UNIFORM LIVE LOADS:

SLAB ON GRADE 100 PSF

ROOF 20 PSF

3. ROOF SNOW LOADS:

GROUND SNOW LOAD Pg = 50 PSF SNOW EXPOSURE FACTOR Ce = 0.9

SNOW LOAD IMPORTANCE FACTOR I =1.0

THERMAL FACTOR Ct=1.2 FLAT ROOF SNOW LOAD: Pf = 37.8 PSF

RAIN ON SNOW SURCHARGE LOAD= 5 PSF

4. WIND LOADS:

RISK CATEGORY = II

ULTIMATE WIND SPEED = 109 MPH

NOMINAL WIND SPEED (ASD) = 84.4 MPH

EXPOSURE CATEGORY (MAIN WINDFORCE-RESISTING SYSTEM): C

EXPOSURE CATEGORY (COMPONENTS AND CLADDING): C

INSPECTION STATION BUILDING:

INTERNAL PRESSURE COEFFICIENT: +/- 0.18 (ENCLOSED BUILDING)

CANOPIES:

INTERNAL PRESSURE COEFFICIENT: +/- 0.00 (OPEN BUILDING)

FOR COMPONENTS AND CLADDING PRESSURES REFER TO TABLES ON THIS SHEET.

5. SEISMIC LOADS:

RISK CATEGORY II

IMPORTANCE FACTOR I = 1.0

Ss = .222g S1 = .062g

SOIL SITE CLASS D

Sds = 0.237 Sd1 = 0.099

SEISMIC DESIGN CATEGORY B

CANOPY:

BASIC SEISMIC FORCE RESISTING SYSTEM: STRUCTURAL STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R=3

SEISMIC RESPONSE COEFFICIENT, Cs = 0.079

INSPECTION STATION BUILDING:

BASIC SEISMIC FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY WALLS

RESPONSE MODIFICATION FACTOR, R=2

SEISMIC RESPONSE COEFFICIENT, Cs = 0.118

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

6. ANTITERRORISM FORCE PROTECTION:

THE INSPECTION BUILDING AND CANOPY ARE CONSIDERED LOW OCCUPANCY BUILDINGS,

THUS ARE EXEMPT FROM ALL PROVISIONS OF UFC 4-010-01.

PRE-ENGINEERED CANOPY:

1. THE CONTRACTOR MUST SUBMIT SHOP DRAWINGS PREPARED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF MAINE FOR THE DESIGN OF THE PRE-ENGINEERED CANOPY INCLUDING

ROOF FRAMING AND COLUMNS, ANCHOR BOLT LAYOUT AND COLUMN REACTIONS APPLIED TO THE

FOUNDATIONS.

2. SHOP DRAWINGS APPROVAL MUST BE OBTAINED PRIOR TO FABRICATION OF ANY REINFORCING

STEEL OR PLACING ANY FOUNDATIONS.

3. DESIGN THE PRE-ENGINEERED CANOPY AS FOLLOWS:

A. ROOF DEAD LOAD: WEIGHT OF ALL EQUIPMENT INDICATED (HUNG OR SUPPORTED), AS

INDICATED IN MECHANICAL AND PLUMBING DRAWINGS, PLUS WEIGHT OF THE CANOPY AND A

COLLATERAL LOAD OF 10 PSF

B. ROOF PURLINS MUST BE DESIGNED TO WITHSTAND AN ADDITIONAL POINT LOAD OF 200 LBS.

C. ROOF SNOW LOAD: AS INDICATED IN DESIGN CRITERIA.

D. ROOF LIVE LOAD: AS INDICATED IN DESIGN CRITERIA.

E. LATERAL LOAD: AS INDICATED IN DESIGN CRITERIA.

4. THE COLUMNS MUST BE SQUARE OR RECTANGULAR. THE COLUMN BASE PLATES MUST NOT EXTEND

PAST THE BOUNDARIES OF THE FOUNDATIONS.

5. LIMIT DEFLECTION AS FOLLOWS:

A. LATERAL DRIFT: H/480

B. DEFLECTION OF COLUMNS, PURLINS, GIRTS, ETC.: L/240

6. ANCHOR BOLTS HAVE NOT BEEN LOCATED. CONTRACTOR MUST COORDINATE LAYOUT AND DESIGN

WITH METAL CANOPY SUPPLIER BEFORE CONSTRUCTION.

7. THE CONTRACTOR MUST COORDINATE ALL EQUIPMENT TO BE HUNG FROM THE CANOPY WITH THE

CANOPY SUPPLIER BEFORE CONSTRUCTION BEGINS.

8. FOUNDATIONS HAVE BEEN DESIGNED BASED UPON PRELIMINARY LOADING AND COLUMN LOCATIONS.

STRUCTURAL ENGINEER OF RECORD MUST REVIEW SHOP DRAWINGS AND ISSUE REVISED

DRAWINGS, AS REQUIRED TO SUPPORT ANY CHANGES, PRIOR TO FOUNDATION WORK. THE

CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY REVISIONS AS A RESULT OF A CHANGE IN

THE BUILDING DESIGN.

STRUCTURAL DELEGATED DESIGNS AND DEFERRED SUBMITTALS:

1. STRUCTURAL DELEGATED DESIGNS AND SUBSEQUENT DEFERRED SUBMITTALS ARE FOR

ELEMENTS, PARTS, OR PORTIONS OF THE OVERALL STRUCTURAL SYSTEM THAT ARE INDICATED

OR REFERRED TO ON THESE DRAWINGS AND THAT ARE CRITICAL TO THE PERFORMANCE OF THE

OVERALL STRUCTURAL SYSTEMS. DESIGN CRITERIA HAS BEEN PROVIDED FOR THESES ITEMS IN

THE STRUCTURAL NOTES, PLANS, AND DETAILS.

2. STRUCTURAL DEFERRED SUBMITTALS ARE COMPLETE PACKAGES TO BE SUBMITTED FOR REVIEW

THAT INCLUDE DRAWINGS AND CALCULATIONS FOR ALL DELEGATED DESIGN ITEMS AND THEIR

CONNECTIONS. DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE DESIGN

PROFESSIONAL RESPONSIBLE FOR THEIR DESIGN.

3. THE STRUCTURAL ENGINEER OF RECORD WILL REVIEW STRUCTURAL DEFERRED SUBMITTALS TO

VERIFY DESIGN CRITERIA IS COMPLIANT WITH THE APPROVED CONSTRUCTIONS DOCUMENTS.

4. DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED SYSTEMS AND COMPONENT PARTS IS

DELEGATED TO A QUALIFIED DELEGATED REGISTERED PROFESSIONAL ENGINEER SELECTED BY

THE CONTRACTOR. STRUCTURAL DELEGATED DESIGN ITEMS REQUIRING DEFERRED SUBMITTALS

INCLUDE, BUT ARE NOT LIMITED TO:

A. STRUCTURAL STEEL CONNECTIONS EXCEPT FOR PRIMARY LATERAL FORCE RESISTING

SYSTEM CONNECTIONS, COLUMN BASEPLATE CONNECTIONS AND CONNECTIONS WHERE

SPECIFIC WELD SIZES AND LENGTHS, BOLT SIZES AND QUANTITY, PLATE SIZES AND OTHER

CONNECTION COMPONENTS ARE NOTED. WHERE SECTIONS AND DETAILS DO NOT SHOW

SPECIFIC CONNECTION COMPONENT INFORMATION, CONNECTIONS SHOWN ARE SCHEMATIC

REPRESENTATIONS AND REQUIRE DESIGN BY THE CONTRACTOR. DESIGN AND DETAIL

DELEGATED ENGINEERED SYSTEM CONNECTIONS.

B. COMPLETE CANOPY SYSTEM TO INCLUDE BEAMS, COLUMNS, CONNECTIONS, FACADES,

FINISHES, ETC.

C. COLD-FORMED STEEL TRUSS FRAMING AND PRE-FABRICATED COMPONENTS

5. REFER TO GENERAL NOTES AND DESIGN CRITERIA, DESIGN LOADS AND SERVICEABILITY LIMITS.

6. INCLUDE SIGNED SEALS FOR WORK DESIGNED BY THE DELEGATED ENGINEER.

7. DO NOT START FABRICATION OF THE DELEGATED SYSTEM OR COMPONENT PART OR FIELD

CONSTRUCTION THAT MAY BE AFFECTED BY THE SYSTEM OR COMPONENT PART WITHOUT

SUBMITTAL REVIEW BY THE STRUCTURAL ENGINEER OF RECORD.

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS):

1. STEEL SPECIFIED AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) MUST MEET THE STRUCTURAL STEEL REQUIREMENTS, AS WELL AS THOSE DESCRIBED BELOW. SEE THE ARCHITECTURAL DRAWINGS, THE SPECIFICATIONS, AND AISC CODE OF STANDARD PRACTICE (SECTION 10) FOR OTHER AESS REQUIREMENTS.

2. AESS MEMBERS ARE IDENTIFIED ON THE STRUCTURAL DRAWINGS, ARCHITECTURAL DRAWINGS, AND/OR IN THE

SPECIFICATIONS.

3. FABRICATE ALL AESS MEMBERS WITH EXPOSED SURFACES SMOOTH, SQUARE, AND FREE OF SURFACE BLEMISHES. REMOVE BLEMISHES BY FILLING OR GRINDING, OR BY WELDING AND GRINDING. ALL ERECTION /

MILL MARKS (STENCILED, STAMPED, RAISED, ETC.) MUST BE REMOVED OR OMITTED.

4. GRIND SMOOTH SURFACES AND SEAMS OF HOLLOW HSS MEMBERS. SEAL OPEN ENDS OF HOLLOW HSS

MEMBERS WITH A 3/8” CAP PLATE, UNLESS OTHERWISE NOTED.

5. PROVIDE WELDS OF UNIFORM SIZE AND PROFILE. GRIND ALL WELDS SMOOTH AND MEET THE TOLERANCES SET

IN THE SPECIFICATIONS.

6. WELD ALL HOLLOW HSS MEMBER TO MEMBER CONNECTIONS ALL AROUND AND GRIND SMOOTH.

7. SHAPE ANY MEMBERS SPECIFIED TO BE ROLLED IN A FINAL CURVED SHAPE IN THE SHOP AND SECURED DURING

SHIPPING TO PREVENT STRESS RELIEVING. SEE THE SPECIFICATIONS FOR TOLERANCES.

8. VERIFY THAT WELD SIZES, FABRICATION SEQUENCE, AND EQUIPMENT USED WILL LIMIT THE DISTORTIONS TO

ALLOWABLE TOLERANCES.

STEEL DECK:

1. STEEL DECK MUST CONFORM TO THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI), “SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL STEEL MEMBERS” AND THE STEEL DECK INSTITUTE (SDI) “DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS”.

2. ATTACH ROOF DECK TO SUPPORTS WITH #12 SELF TAPPING HEX HEAD SCREWS IN ALL RIBS WHERE SIDELAPS OCCUR AND AT 12 INCHES ON CENTER ALONG SUPPORTS. FASTEN ADJACENT DECK UNITS ALONG SIDELAPS WITH #10 SELF TAPPING HEX HEAD SCREWS AT 1/3 POINTS BETWEEN SUPPORTS. FASTEN EDGEMOST DECK PANEL TO SUPPORTS WITH 5/8” DIAMETER ARC SPOT WELDS AT SAME SPACING AS SIDELAP FASTENERS.

CONDUCT SPECIAL INSPECTION FOR ATTACHMENT OF ROOF DECK.

3. AS AN ALTERNATIVE TO SELF TAPPING SCREWS, POWDER-ACTUATED FASTENERS MAY BE USED. INSTALL POWDER-ACTUATED FASTENERS IN ACCORDANCE WITH THE MANUFACTURER’S RECOMMENDATIONS. PROVIDE EQUIVALENT LOAD VALUES SHOWING THE POWDER-ACTUATED FASTENERS MEET OR EXCEED THE PROVIDED LOAD CRITERIA. FASTENERS MUST BE SDI LISTED FOR DIAPHRAGM DESIGN AND WIND UPLIFT, AND FM LISTED FOR FIRE RESISTANCE AND WIND UPLIFT. FASTENERS MUST BE RECOGNIZED BY ICC-ES FOR DIAPHRAGM SHEAR STRENGTH IN ACCORDANCE WITH THE LATEST VERSION OF ICC-ES AC43. CONDUCT SPECIAL

INSPECTION FOR ATTACHMENT OF ROOF DECK.

4. SPAN DECK PERPENDICULAR TO SUPPORTS, CONTINUOUS OVER A MINIMUM OF THREE SPANS. PROVIDE FULL

SHEETS ON EDGES OF DIAPHRAGMS.

5. WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, “STRUCTURAL WELDING CODE - SHEET STEEL”. FIELD

WELDS MUST BE WIRE BRUSHED AND PAINTED WITH RICH ZINC PAINT.

6. PROVIDE SUPPORTS ON ALL SIDES OF DECK OPENINGS MEASURING GREATER THAN 12” ON ANY SIDE OF OPENING. SPAN SUPPORTS BETWEEN ADJACENT BEAMS OR JOISTS ON TWO SIDES. UNLESS OTHERWISE NOTED USE L4X4X1/4. COORDINATE OPENING SIZES, LOCATIONS, AND DETAILS WITH ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS.

7. DO NOT HANG OR SUPPORT ANY PERMANENT LOADS FROM METAL ROOF DECK.

8. DURING STEEL DECK ERECTION DISTRIBUTE CONSTRUCTION LOADS TO PREVENT DAMAGE TO DECK.

CONCENTRATED CONSTRUCTION LOADS OF 150 POUNDS OR LESS DISTRIBUTED OVER A 1’-0” WIDE SECTION OF DECK MUST NOT REQUIRE ANY FURTHER DISTRIBUTION. USE WORKING PLATFORMS FOR CONCENTRATED LOADS OF OVER 150 POUNDS, SUCH THAT THE RESULTING UNIFORM CONSTRUCTION LOAD ON THE DECK DOES

NOT EXCEED 50 PSF.

COLD-FORMED STEEL FRAMING:

1. ALL COLD-FORMED STEEL (CFS) FRAMING MUST CONFORM TO THE AMERICAN IRON AND STEEL INSTITUTE (AISI) “SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS” LATEST EDITION.

2. DESIGN COLD-FORMED FRAMING IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) “COLD-FORMED STEEL DESIGN MANUAL”. DESIGN FOR THE LOADS INDICATED IN THE DESIGN CRITERIA NOTES

AND APPLY ALL APPLICABLE FACTORS.

3. DESIGN COLD-FORMED FRAMING MEMBERS INCLUDING CLADDING, SOFFITS, AND CONNECTIONS.

4. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DETAILS AND CONDITIONS.

5. UNLESS OTHERWISE NOTED, GALVANIZE ALL COLD-FORMED METAL FRAMING AND CONNECTIONS IN

ACCORDANCE WITH ASTM A653.

6. ALL COLD-FORMED STEEL 16 GAGE AND HEAVIER MUST BE FORMED FROM STEEL WITH A MINIMUM YIELD STRENGTH OF 50 KSI. ALL COLD-FORMED STEEL 18 GAGE AND LIGHTER, TRACK, BRIDGING, AND ACCESSORIES

MUST BE FORMED FROM STEEL WITH A MINIMUM YIELD STRENGTH OF 33 KSI.

7. WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, “STRUCTURAL WELDING CODE – SHEET STEEL”.

8. PROVIDE TEMPORARY BRACING AND GUYING OF COLD FORMED STEEL FRAMING FOR THE SAFETY OF THE STRUCTURE AND WORK PERSONNEL. BRACING MUST REMAIN UNTIL NO LONGER REQUIRED FOR SAFE

SUPPORT OF FRAMING.

9. FOR COLD-FORMED TRUSS FRAMING NOTES AND TRUSS DIAGRAMS REFER TO SHEET S-510.

M A

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CF9.0

CF9.0

CF9.0

CF9.0CF9.0

CF9.0

9'

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32' - 4"

WF2.5

WF2.5

WF2.5

W F

2.

W F

2.

C2

S-301

C1

CJ

CJ

C J

C J

C J

W F

2.

CJ

CJ

C J

CJ

CJ

C J

C J

( -2' - 10" ) ( -2' - 10" )

( -2' - 10" )( -2' - 10" )

( -2' - 10" ) ( -2' - 10" )

( -4' - 2" )

( -4' - 2" )

4'

2"

4'

2"

4'

2"

CF5.0

( -3' - 10" )

WF2.0

WF2.0

W F

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W F

2.

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C1

S-301

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7' - 11 13/16"

1' - 0 3/16"

1'

4"

C2

S-301

C3

S-302

C4

S-301

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A4

S-302

A3

S-301

5' - 0 3/16"

2'

/1 6"

CJ

A1

S-301

C1

S-301

A1

S-302

CJ

C4

S-301

C4

S-301

6"

6"

6"

6"

1' - 4"

1' - 4"

1'

4"

C

C J

C1

S-302

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5 5

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7' - 11 13/16"

23' - 4"

6' - 8"

1' - 4" 1' - 4"

1'

4"

1'

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1' - 4" 29' - 8"

1'

4"

1'

8"

1'

4"

9'

3/

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A1

S-302

C4

S-301

CJ

CJ

CJ

CJ

CJ

CJ

C2

S-301

C2

S-301

C1

S-301

TYP AT

WINDOW

A1

S-302

SIM TO

C1

S-302

C1

S-302

7 77

C J

1. DATUM FOR ALL ELEVATIONS GIVEN ON THIS PLAN IS FINISHED FIRST FLOOR ELEVATION 93.73' = 0’-0”.

2. TOP OF CONCRETE SLAB IS AT +0’-0” UNLESS OTHERWISE INDICATED THUS [+____] ON PLAN.

3. WALL FOOTINGS ARE INDICATED THUS: WF_._ ON PLAN. REFER TO WALL FOOTING SCHEDULE ON SHEET

S-503 FOR SIZE AND REINFORCEMENT.

4. UNLESS OTHERWISE NOTED PROVIDE 4” CONCRETE SLAB ON GRADE ON 10 MIL VAPOR BARRIER ON 4” AGGREGATE BED CONSISTING OF CLEAN COURSE GRAVEL. REINFORCE SLAB WITH 6 x 6 - W2.9 x W2.9 WWF PLACED 1” CLEAR FROM TOP OF SLAB. TOP OF SLAB ELEVATION IS AT 0’-0” UNLESS OTHERWISE

NOTED THUS [+/- O”] ON PLAN. AGGREGATE BED IS FOR BELOW SLAB RADON VENTING.

5. TOP OF ALL WALL AND COLUMN FOOTINGS ARE INDICATED THUS (-_____) ON PLAN INDICATING

DISTANCE BELOW DATUM.

6. NO FOUNDATION WORK SHALL BE INSTALLED UNTIL ALL UNDERGROUND UTILITIES, ETC. HAVE BEEN

COORDINATED WITH FOUNDATION LOCATIONS AND ELEVATIONS.

7. SLAB CONTROL JOINTS ARE INDICATED THUS: ( CJ ) ON PLAN. CONTROL JOINTS MAY BE

CONSTRUCTION JOINTS OR SAW JOINTS. REFER TO TYPICAL DETAIL .

8. FOR CMU WALL CONTROL JOINT LOCATIONS AND DETAILS REFER TO ARCH DWGS.

9. FOR TYPICAL DETAILS REFER TO SHEETS S-501, S-502, AND S-503.

10. FOR GENERAL NOTES REFER TO SHEET S-001 AND S-002.

11. FOR COLUMN, WALL FOOTING AND COLUMN FOOTING SCHEDULES REFER TO SHEET S-503.

/D3 S-501

A B37' - 11 13/16"

9'

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TYP

4' - 1"

TYP

4' - 1"

HATCHED AREAS SHOWN

ON THIS PLAN INDICATES 2"

THICK HORIZONTAL XPS

INSULATION UNDER

FOOTINGS,TYP

C46' - 0"

/1 6"

T Y

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TYP

4' - 1"

T Y

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T Y

P 4'

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T Y

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EXTEND

INSULATION TO

BUILDING, REFER

TO SECTIONS

EXTEND

INSULATION TO

BUILDING, REFER

TO SECTIONS

TYP

4' - 1"

T Y

P 4'

1"

T Y

P 4'

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EXTERIOR EQUIPMENT PAD DETAIL. REFER TO TYPICAL DETAIL

INTERIOR EQUIPMENT PAD DETAIL. REFER TO TYPICAL DETAIL

CONCRETE COLUMN WRAP, REFER TO

FOR SLAB REINFORCING AT DOOR SILLS REFER TO

STEEL TUBE CANOPY COLUMN BY CANOPY MANUFACTURER

PRELIMINARY FOOTING SIZE. FOOTING MUST BE EVALUATED ONCE CANOPY

FOUNDATION REACTIONS ARE PROVIDED BY CANOPY DESIGNER.

REINFORCE ALL CMU CELLS WITH #5 VERTICAL BARS BETWEEN WINDOWS.

CONCRETE COLUMN WRAP, REFER TO

CONCRETE COLUMN WRAP, REFER TO

/C1 S-302

/B2 S-501

/B1 S-503

/A1 S-503

/C3 S-3028

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SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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DRAWFORM REVISION: 14 SEP 2023

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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02/26/25

Approved by Jeffrey Hoyt, PWD ME, via Email

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1614700

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

FOUNDATION AND FLOOR PLAN - INSPECTION STATION

FOUNDATION PLAN NOTES

8' 16' 32'0' 1/16" =1'-0"

PLAN

NORTH

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

FOUNDATION HORIZONTAL INSULATION PLAN

INSPECTION STATION

PLAN

NORTH

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

GRAPHIC SCALE:

FOUNDATION PLAN KEY NOTES

M A

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C2

S-310

C1

S-310

S-102 A4

HSS8X6X1/4

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T R

U S

S T

T R

U S

S T

TRUSS T3

A1

S-310

A2

S-310 TRUSS T2

'-8

'-8

[+10'-8"]

[+10'-8"]

H S

S 8X

6X 1/

0'

8"

C2

S-310

BP1

BP2

20' - 8"

29' - 8"

9' - 0"

7' - 5 7/8"

8'

7/

8"

9' - 3 13/16"

8' - 0"

3'

0"

3 13/16"

A4

S-310A4

S-310

A4

S-310

B3

S-310

C

46' - 0"

46' - 0"

6 6

6 6

6 6

9'

/1 6"

/1 6"

3 13/16"

9 9

1. DATUM FOR ALL ELEVATIONS GIVEN ON THIS PLAN IS FINISHED FIRST FLOOR

ELEVATION 93.73' = 0’-0”.

2. THE TERM TRUSS BEARING ELEVATION INDICATES TOP OF CONCRETE IN BOND BEAM

SUPPORTING TRUSS BEARING PLATES. TRUSS BEARING ELEVATIONS ARE INDICATED

THUS [+______] ON PLAN.

3. TOP OF STEEL BEAM ELEVATIONS INDICATED THUS (+______) ON PLAN.

4. ROOF CONSTRUCTION IS 1-1/2” DEEP, 20 GA. TYPE ‘B’ STEEL ROOF DECK SUPPORTED

ON PRE-ENGINEERED METAL TRUSSES BEARING ON MASONRY BEARING WALLS.

5. FOR LOCATION AND DIMENSIONS OF ROOF OPENINGS REFER TO ARCHITECTURAL

AND MECHANICAL DRAWINGS.

6. UNLESS OTHERWISE SHOWN PROVIDE CFS FRAMING (SAME GAUGE AS TRUSS TOP

CHORD) FRAMING AROUND ALL MECHANICAL AND ARCHITECTURAL ROOF OPENINGS.

7. MECHANICAL UNITS MUST BE SUPPORTED ON OR SUSPENDED FROM A MINIMUM OF 3

JOIST AND AT PANEL POINTS ONLY. PROVIDE STEEL SUB FRAMING IF REQUIRED.

8. FOR COLUMN SIZE REFER TO FOUNDATION PLAN.

9. LINTELS ARE INDICATED THUS ON PLAN: . UNLESS CALLED FOR IN

SECTION, REFER TO TYPICAL CMU LINTEL SCHEDULE AND DETAIL . FOR

EXACT LOCATION SEE ARCHITECTURAL AND MECHANICAL DRAWINGS.

10. FOR CMU WALL CONTROL JOINT LOCATIONS AND DETAILS REFER TO ARCH DWGS.

11. FOR TYPICAL DETAILS REFER TO SHEETS S-501, S-502, AND S-503.

12. FOR GENERAL NOTES REFER TO SHEET S-001 AND S-002.

13. FOR COLD FORMED TRUSS DIAGRAMS AND NOTES REFER TO SHEET S-510.

/C1 S-503

C3

S-310

C4

S-310

DECK

SPAN

/2

7' - 11 13/16"

EXTERIOR

WALL

C3

S-310

5/

8"

5 5/8"

5/

8"

5 5/8"

B4

S-310

7' - 5 7/8"

CEILING CONSTRUCTION IS 2-1/2" LW CONCRETE ON 1-1/2", 18 GAUGE COMPOSITE

DECK, TOTAL THICKNESS = 0'-4", SHORE DECKING PRIOR TO POURING CONCRETE.

TRUSS GIRDER

FACE OF BUILDING

GALVANIZED STEEL 16 GAUGE CONTINUOUS VALLEY PLATE AT ROOF VALLEYS

UNDER ROOF DECK. PLATE MUST EXTEND 8" MINIMUM EACH SIDE OF VALLEY.

INTERIOR FACE OF CMU WALL

STEEL TUBE CANOPY COLUMN BY CANOPY MANUFACTURER

OUTLINE OF CANOPY ABOVE, REFER TO SHEET S-103

CFS OVER FRAMING OR COLD FORMED TRUSS FRAMING AS REQUIRED TO FORM

ROOF PROFILE. GC COORDINATE BETWEEN TRUSS DESIGNER AND CFS FRAMING

SUBCONTRACTOR.

REINFORCE ALL CMU CELLS WITH #5 VERTICAL BAR BETWEEN WINDOWS.

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

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O M

M A

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DRAWFORM REVISION: 14 SEP 2023

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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IT

IE

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IN

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IN

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TI

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/P

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S-102

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O F

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IN

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P E

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TI

O N

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TA

TI

O

N

KBF

12880957

ECS ECS

02/26/25

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

P

R O

V E

M E

N

TS

MRI/LAF

1614700

N40085-19-D-9008 T008

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175 267

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

BUILDING ROOF FRAMING PLAN - INSPECTION STATION

ROOF FRAMING PLAN NOTES

1/4" = 1'-0"S-102

SECURE ROOM CONCRETE CEILING SLAB FRAMING PLANA4

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

GRAPHIC SCALE:

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

PLAN

NORTH

ROOF FRAMING PLAN KEY NOTES

M A

R K

D E

S C

R

IP

TI

O

N D

B

C

1 1

46' - 0"

3'

0" 3'

0"

7' - 6" 7' - 6"

C2

S-311

C1

S-311

C1

S-311

A1

S-311

61' - 0"

A3

S-311

WITH BUILDING BELOW

1' - 8" ± OVERLAP

RIDGE

R

ID

G E

VALLEY

VALL

EY

C2

S-311

1. DATUM FOR ALL ELEVATIONS GIVEN ON THIS PLAN IS FINISHED FIRST FLOOR

ELEVATION = 0’-0”. FOR ACTUAL FIRST FLOOR ELEVATIONS OF THE STRUCTURE

REFER TO CIVIL GRADING DRAWINGS.

2. TOP OF STEEL BEAM ELEVATIONS INDICATED THUS (+______) ON PLAN.

3. CANOPY FRAMING PLAN ILLUSTRATES GENERAL INTENT OF CANOPY FRAMING.

ACTUAL FRAMING LAYOUT AND DESIGN BY CANOPY MANUFACTURER/DESIGNER.

CANOPY COLUMN LOCATIONS MUST BE LOCATED PER DRAWINGS SHOWN.

COORDINATE DOWNSPOUT LOCATIONS WITH ARCH AND CIVIL DRAWINGS.

4. CANOPY CONSTRUCTION AND DESIGN BY OTHERS. REFER TO GENERAL NOTES.

5. FOR GENERAL NOTES REFER TO SHEETS S-001 AND S-002.

CANOPY COLUMN BY CANOPY MANUFACTURER/DESIGNER

CANOPY STEEL WIDE-FLANGED FRAME BEAMS SPANNING BETWEEN

COLUMNS BY CANOPY MANUFACTURER/DESIGNER

PURLINS BY CANOPY MANUFACTURER/DESIGNER SPANNING BETWEEN

FRAME BEAMS

CANOPY DECK PANELS BY CANOPY MANUFACTURER/DESIGNER CLIPPED TO

BOTTOM OF PURLINS

CANOPY FASCIA BY CANOPY MANUFACTURER/DESIGNER

ADJACENT BUILDING BELOW, REFER TO SHEETS S-101 AND S-102.

APPROXIMATELY 5'-0" CLEAR BETWEEN UNDERSIDE OF CANOPY AND ROOF OF

ADJACENT BUILDING.

APPROXIMATELY 1' - 2 1/2" CLEAR BETWEEN UNDERSIDE OF CANOPY AND

RIDGE (HIGH POINT) OF ROOF OF ADJACENT BUILDING.

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

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

DRAWFORM REVISION: 14 SEP 2023

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

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A N

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M

ID

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LA

N

TI

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AS NOTED

F

IL

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3/24/2025

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/P

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IS

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_R ed es ig n_ R

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S-103

P -3

P

E R

IM

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S E

C U

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IT

Y

C A

N O

P Y

F R

A M

IN

G

P

LA

N

KBF

12880958

ECS ECS

02/26/25

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

P

R O

V E

M E

N

TS

MRI/LAF

1614700

N40085-19-D-9008 T008

C U

T

LE

R , M

A

IN

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EJA

NEK

HPN

M

ID

LA

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176 267

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

CANOPY FRAMING PLAN

CANOPY FRAMING PLAN NOTES

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

GRAPHIC SCALE:

CANOPY FRAMING PLAN KEY NOTES

PLAN

NORTH

M A

R K

D E

S C

R

IP

TI

O

N D

FOOTING, REFER TO PLAN AND

SCHEDULE FOR SIZE AND REINF

1/2" ISOLATION JOINT

MAT'L WITH SEALANT

SLAB ON GRADE,

REFER TO PLAN

8" CMU, REINF WITH #5 AT

48" OC, GROUT WALL

SOLID

GALVANIZED #3 TIE AT 24" OC

1' - 4"

PRECAST WALL PANEL,

REFER TO ARCH DWGS

1.5" THICK (MIN) XPS

INSULATION, TYPE V PER

ASTM C578, ALLOWABLE

BEARING CAPACITY = 4,800

PSF

VAPOR BARRIER ON AGGREGATE BED, TYP.

EXTERIOR GRADE REFER

TO CIVIL DWGS

FOR PERIMETER FOUNDATION

DRAINS REFER TO TYPICAL

DETAIL C4/S-502 AND CIVIL DWGS

EXTERIOR 5,000 PSI CONCRETE

FOUNDATION WALL SUPPORTING

PRECAST WALL PANEL. REINF WITH

GALVANIZED #3 AT 8" OC EACH WAY,

REFER TO GENERAL NOTES FOR

ADDITIONAL REQUIREMENTS

8"

5 3/8"

1' - 4"

EXTERIOR VENEER, REFER

TO ARCH DWGS

WATERPROOFING, REFER

TO ARCH DWGS, TYP

TYPE V PER ASTM C578 VERTICAL WALL XPS

INSULATION BELOW GRADE. VERTICAL BELOW

GRADE WALL INSULATION THICKNESS MUST MATCH

THICKNESS OF WALL INSULATION ABOVE GRADE,

REFER TO ARCH DWGS. INSULATION MUST BE 1.5"

THICK (MIN) FOR INSULATING BEARING SOILS

GROUT CAVITY BEHIND

PRECAST SOLID BELOW

FINISHED FLOOR

-1' - 0"

WALL REINF:

#4 AT 8" OC HORIZONTAL

#5 AT 12" OC VERTICAL

DOWELS TO MATCH VERT

CMU WALL REINF.

EQ EQ

DOOR. REFER TO ARCH DWGS

FOOTING, REFER TO

PLAN AND SCHEDULE

FOR SIZE AND REINF

1.5" THICK (MIN) XPS INSULATION,

TYPE V PER ASTM C578, ALLOWABLE

BEARING CAPACITY = 4,800 PSF

VAPOR BARRIER ON

AGGREGATE BED, TYP.

EXTERIOR PAVING,

REFER TO CIVIL DWGS

INTERIOR

2" THICK (MIN) XPS INSULATION,

TYPE V PER ASTM C578,

ALLOWABLE BEARING CAPACITY =

4,800 PSF WHERE PAVING OCCURS

ADJACENT TO BUILDING

EXTERIOR 5,000 PSI CONCRETE

FOUNDATION WALL SUPPORTING PRECAST

WALL PANEL. REINF WITH GALVANIZED #3 AT

8" OC EACH WAY, REFER TO GENERAL

NOTES FOR ADDITIONAL REQUIREMENTS

2" MUD SLAB TO INSTALL

HORIZONTAL INSULATION LAYER

5 3/8"

8"

1' - 4"

GALVANIZED #3 TIE AT 24" OC

FOR PERIMETER

FOUNDATION DRAINS

REFER TO TYPICAL

DETAIL C4/S-502 AND

CIVIL DWGS

FOR VERTICAL XPS INSULATION

BELOW GRADE AT DOOR,

INSULATION MUST MATCH

THICKNESS OF VERTICAL

INSULATION OF WALL BEYOND.

REFER TO C1 THIS SHEET.

4' - 1" MIN

WHERE EXTERIOR PAVING ABUTS EXTERIOR

BUILDING WALLS, PROVIDE UNDERDRAIN

STONE CONSISTING OF MAINE DOT, 703.22

UNDERDRAIN BACKFILL MATERIAL, TYPE C

WRAPPED IN FILTER FABRIC BELOW PAVING

TO INSULATION LEVEL. UNDERDRAIN STONE

MUST SLOPE UP TO BOTTOM OF RIGID

PAVEMENT SECTION AT A 4 (HORIZ) TO 1

(VERT) SLOPE FROM END OF INSULATION

LAYER. FOR RIGID PAVING SECTION REFER

TO CIVIL DRAWINGS.

FOR EXTERIOR PAVING

SECTION REFER TO

CIVIL DRAWINGS

-1' - 0"

WALL REINF:

#4 AT 8" OC HORIZONTAL

#5 AT 12" OC VERTICAL

FOR REINF AT DOORS

REFER TO /B2 S-501

EQEQ

FOOTING, REFER TO

PLAN AND SCHEDULE

FOR SIZE AND REINF

1/2" ISOLATION JOINT

MAT'L WITH SEALANT

SLAB ON GRADE,

REFER TO PLAN

8" CMU, REINF WITH #5 AT

48" OC, GROUT WALL SOLID

GALVANIZED #3 TIE AT 24" OC

PRECAST WALL PANEL,

REFER TO ARCH DWGS

1.5" THICK (MIN) XPS INSULATION,

TYPE V PER ASTM C578, ALLOWABLE

BEARING CAPACITY = 4,800 PSF

VAPOR BARRIER ON

AGGREGATE BED, TYP.

EXTERIOR GRADING

REFER TO CIVIL DWGS

FOR PERIMETER

FOUNDATION DRAINS

REFER TO TYPICAL

DETAIL C4/S-502 AND

CIVIL DWGS

2" THICK (MIN) XPS INSULATION, TYPE V PER

ASTM C578, ALLOWABLE BEARING CAPACITY

= 4,800 PSF WHERE PAVING OCCURS

ADJACENT TO BUILDING

EXTERIOR 5,000 PSI CONCRETE

FOUNDATION WALL SUPPORTING

PRECAST WALL PANEL. REINF WITH

GALVANIZED #3 AT 8" OC EACH

WAY, REFER TO GENERAL NOTES

FOR ADDITIONAL REQUIREMENTS

2" MUD SLAB TO INSTALL

HORIZONTAL INSULATION LAYER

1' - 4"

5 3/8" 8"

EXTERIOR VENEER, REFER

TO ARCH DWGS

FOR VERTICAL XPS INSULATION

BELOW GRADE, REFER TO

SECTION C1 THIS SHEET.

4' - 1" MIN

WHERE EXTERIOR PAVING ABUTS EXTERIOR

BUILDING WALLS, PROVIDE UNDERDRAIN

STONE CONSISTING OF MAINE DOT, 703.22

UNDERDRAIN BACKFILL MATERIAL, TYPE C

WRAPPED IN FILTER FABRIC BELOW PAVING

TO INSULATION LEVEL. UNDERDRAIN STONE

MUST SLOPE UP TO BOTTOM OF RIGID

PAVEMENT SECTION AT A 4 (HORIZ) TO 1

(VERT) SLOPE FROM END OF INSULATION

LAYER. FOR RIGID PAVING SECTION REFER

TO CIVIL DRAWINGS.

FOR EXTERIOR PAVING

SECTION REFER TO

CIVIL DRAWINGS

GROUT CAVITY BEHIND

PRECAST SOLID BELOW

FINISHED FLOOR

WALL REINF:

#4 AT 8" OC HORIZONTAL

#5 AT 12" OC VERTICAL

DOWELS TO MATCH VERT

CMU WALL REINF.

FOOTING, REFER TO PLAN AND

SCHEDULE FOR SIZE AND REINF

SLAB ON GRADE,

REFER TO PLAN

VAPOR BARRIER ON

AGGREGATE BED, TYP.

1/2" ISOLATION

JOINT MAT'L

WITH SEALANT,

TYP

6" CMU WALL REINF

WITH #4 AT 24" OC,

GROUT WALL SOLID

DOWELS TO

MATCH VERT

WALL REINF

6" CONC FNDN WALL

REINF WITH #4 HORIZ AT

8" OC

FOOTING, REFER TO PLAN AND

SCHEDULE FOR SIZE AND REINF

1/2" ISOLATION JOINT

MAT'L WITH SEALANT

SLAB ON GRADE,

REFER TO PLAN

8" CMU, REINF WITH #5 AT 16"

OC, GROUT WALL SOLID

PRECAST WALL PANEL,

REFER TO ARCH DWGS

1.5" THICK (MIN) XPS

INSULATION, TYPE V PER

ASTM C578, ALLOWABLE

BEARING CAPACITY = 4,800

PSF

VAPOR BARRIER ON

AGGREGATE BED, TYP.

EXTERIOR GRADE REFER

TO CIVIL DWGS

FOR PERIMETER FOUNDATION

DRAINS REFER TO TYPICAL

DETAIL AND CIVIL DWGS

EXTERIOR 5,000 PSI CONCRETE

FOUNDATION WALL SUPPORTING

PRECAST WALL PANEL. REINF WITH

GALVANIZED #3 AT 8" OC EACH WAY,

REFER TO GENERAL NOTES FOR

ADDITIONAL REQUIREMENTS

WATERPROOFING, REFER

TO ARCH DWGS, TYP

TYPE V PER ASTM C578 VERTICAL WALL XPS

INSULATION BELOW GRADE. VERTICAL BELOW

GRADE WALL INSULATION THICKNESS MUST MATCH

THICKNESS OF WALL INSULATION ABOVE GRADE,

REFER TO ARCH DWGS. INSULATION MUST BE 1.5"

THICK (MIN) FOR INSULATING BEARING SOILS

8"

1' - 4"

10" WIDE CONT BOND BEAM

REINF WITH 2 - #5 CONT

WINDOW, REFER TO

ARCH DWGS

GALVANIZED #3 TIE AT 24" OC

GROUT CAVITY BEHIND PRECAST

SOLID BELOW FINISHED FLOOR

(+ 0' - 0" )(+ -1' - 0" )

WALL REINF:

#4 AT 8" OC HORIZONTAL

#5 AT 12" OC VERTICAL

DOWELS TO MATCH VERT

CMU WALL REINF.

5 3/8"

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

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

DRAWFORM REVISION: 14 SEP 2023

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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

M

ID

-A T

LA

N

TI

C

N A

V A

L S

T A

T

IO

N

N O

R F

O

LK

, V A

AS NOTED

F

IL

E N

A M

E

LA

Y

O U

T N

A M

E

P L

O T

T E

D

U S

E R

3/24/2025

3/

/2

9:

:3

A

M A ut od es k

D oc s:

//N

A V

F A

C _P

-3

P er im et er S ec ur ity Im pr ov em en ts _R

/P

7C ut le r_

IS

_S T

R C

_R ed es ig n_ R

.rv t

S-301

P -3

P

E R

IM

E

TE

R

S E

C U

R

IT

Y

F O

U N

D A

T

IO

N S

E C

TI

O

N S

IN

S P

E C

T

IO

N S

T A

TI

O

N A

N D

C A

N O

P Y

KBF

12880959

ECS ECS

02/26/25

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

P

R O

V E

M E

N

TS

MRI/LAF

1614700

N40085-19-D-9008 T008

C U

T

LE

R , M

A

IN

E

EJA

NEK

HPN

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ID

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O R

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177 267

3/4" = 1'-0"S-101

SECTION (WHERE GRADE OCCURS ADJANCENT TO BLDG)C1

3/4" = 1'-0"S-101

SECTION (AT DOOR)C2

0' 1' 2' 3' 3/4" =1'-0"

GRAPHIC SCALE:

3/4" = 1'-0"S-101

SECTION (WHERE PAVING OCCURS ADJACENT TO BUILDING)A1

3/4" = 1'-0"S-101

SECTIONA3

3/4" = 1'-0"S-101

SECTIONC4

M A

R K

D E

S C

R

IP

TI

O

N D

FOOTING, REFER TO

PLAN AND SCHEDULE

FOR SIZE AND REINF

1/2" ISOLATION JOINT

MAT'L WITH SEALANT

SLAB ON GRADE,

REFER TO PLAN

8" CMU, REINF WITH #5 AT

48" OC, GROUT WALL SOLID

1' - 4"

1.5" THICK (MIN) XPS

INSULATION, TYPE V PER

ASTM C578, ALLOWABLE

BEARING CAPACITY = 4,800

PSF

VAPOR BARRIER ON

AGGREGATE BED, TYP.

FOR PERIMETER

FOUNDATION DRAINS

REFER TO TYPICAL

DETAIL AND CIVIL

DWGS

2" THICK (MIN) XPS INSULATION, TYPE V PER ASTM

C578, ALLOWABLE BEARING CAPACITY = 4,800 PSF

UNDER CANOPY FOOTINGS AND WHERE PAVING

OCCURS ADJACENT TO BUILDING

4' - 1" MIN

EXTERIOR PAVING/GRADE,

REFER TO CIVIL DWGS

GALVANIZED #3 TIE AT 24" OC

PRECAST WALL PANEL,

REFER TO ARCH DWGS

EXTERIOR FOUNDATION

WALL SUPPORTING

PRECAST WALL PANEL.

REFER TO GENERAL NOTES

FOR REQUIREMENTS

FOR VERTICAL XPS

INSULATION BELOW GRADE,

REFER TO SECTION C1/S302.

COLUMN, REFER

TO FNDN PLAN

1/2" ISOLATION

JOINT MAT'L WITH

SEALANT, TYP

EXTERIOR 5,000 PSI CONCRETE

FOUNDATION SUPPORTING PRECAST

PANELS AT COLUMN WRAP. REINF

WITH GALVANIZED #3 AT 8" OC EACH

WAY. REINF OUTER FACE WITH

GALVANIZED #3 AT 8" OC EACH WAY

BELOW PANEL LEDGE. ENCASE

COLUMN BASE IN CONCRETE BELOW

GRADE.

EXTERIOR VENEER, REFER

TO ARCH DWGS

4" SLAB ON GRADE.

REFER TO PLAN

PRECAST WALL

PANEL, REFER

TO ARCH DWGS

6" CMU. REINFORCE WITH 1-#4 VERTICAL

AT 16" OC, GROUT CMU SOLID

WHERE EXTERIOR PAVING ABUTS EXTERIOR

WALL, PROVIDE UNDERDRAIN STONE BELOW

PAVING TO INSULATION LEVEL.

6" WIDE x 8" DEEP CMU BOND BEAM, REINF WITH 1-#5 CONT

( 0' - 0" )

( -1' - 0" )

GROUT CAVITY BEHIND

PRECAST SOLID BELOW

FINISHED FLOOR

2" MUD SLAB TO

INSTALL

HORIZONTAL

INSULATION LAYER

FOR COLUMN BASE PLATE

REFER TO COLUMN

SCHEDULE AND TYPICAL

DETAIL C1/S-501

WALL REINF:

#4 AT 8" OC HORIZONTAL

#5 AT 12" OC VERTICAL

DOWELS TO MATCH VERT

CMU WALL REINF.

2' - 0" 8"

5 3/8"

PAINT BASE PLATE AND ANCHORS

AND COLUMN BELOW TOP OF

PRECAST PANEL ELEVATION DOWN

TO TOP OF FOOTING WITH 2 COATS

OF BLACK ASPHALTIC PAINT.

FOOTING, REFER TO

PLAN AND SCHEDULE

FOR SIZE AND REINF

1/2" ISOLATION JOINT

MAT'L WITH SEALANT

SLAB ON GRADE,

REFER TO PLAN

8" CMU, REINF WITH #5 AT

16" OC, GROUT WALL SOLID

GALVANIZED #3 TIE AT

24" OC

1' - 4"

PRECAST WALL PANEL, REFER TO ARCH DWGS

1.5" THICK (MIN) XPS

INSULATION, TYPE V PER

ASTM C578, ALLOWABLE

BEARING CAPACITY = 4,800

PSF

VAPOR BARRIER ON

AGGREGATE BED, TYP.

EXTERIOR PAVING/GRADE

REFER TO CIVIL DWGS

FOR PERIMETER

FOUNDATION DRAINS

REFER TO TYPICAL

DETAIL AND CIVIL

DWGS

2" THICK (MIN) XPS

INSULATION, TYPE V PER

ASTM C578, ALLOWABLE

BEARING CAPACITY = 4,800

PSF WHERE PAVING

OCCURS ADJACENT TO

BUILDING

EXTERIOR 5,000 PSI CONCRETE FOUNDATION WALL

SUPPORTING PRECAST WALL PANEL. REINF WITH

GALVANIZED #3 AT 8" OC EACH WAY, REFER TO GENERAL

NOTES FOR ADDITIONAL REQUIREMENTS

2" MUD SLAB TO INSTALL

HORIZONTAL INSULATION LAYER

1' - 4"

5 3/8"

8"

WINDOW, REFER TO

ARCH DWGS

FOR VERTICAL XPS INSULATION

BELOW GRADE, REFER TO

SECTION C1/S-302.

10" WIDE CONT

BOND BEAM REINF

WITH 2 - #5 CONT

FOR PAVING STANDOFF FROM BUILDING

REFER TO ARCH AND CIVIL DRAWINGS.

0' - 0"

GROUT CAVITY BEHIND

PRECAST SOLID BELOW

FINISHED FLOOR

4' - 1" MIN

WALL REINF:

#4 AT 8" OC HORIZONTAL

#5 AT 12" OC VERTICAL

DOWELS TO MATCH VERT

CMU WALL REINF.

COLUMN FOOTING, FOR

SIZE AND REINFORCING

REFER TO FOUNDATION

PLAN

4' - 1" MIN4' - 1" MIN

EXTERIOR GRADE, REFER

TO CIVIL DWGS

COLUMN BY CANOPY MANUFACTURER

2" THICK (MIN) XPS INSULATION,

TYPE V PER ASTM C578,

ALLOWABLE BEARING CAPACITY

= 4,800 PSF

EXTERIOR PAVING/GRADE,

REFER TO CIVIL DWGS

FOR SUBBASE BELOW

EXTERIOR PAVING, REFER

TO CIVIL DWGS.

2" MUD SLAB TO INSTALL

HORIZONTAL INSULATION LAYER

EXTERIOR 5,000 PSI CONCRETE WRAP, REINF

WITH #4 AT 8" OC,VERT AND HORIZ, EACH FACE

FOR COLUMN BASE PLATE BY

CANOPY MANUFACTURER

SEALANT

SLOPE TOP OF WRAP FOR DRAINAGE

1/2" PREMOLDED JOINT FILLER

ANCHOR BOLTS SIZE, LAYOUT AND QUANTITY BY

CANOPY MANUFACTURER, ASTM F1554 GRADE 55 WITH

A MINIMUM OF 7" OF EXPOSED THREAD AND 23"

MINIMUM EMBEDMENT WITH 1-1/4" NUT AND WASHER

AS EMBEDMENT END.

B

FOOTING, REFER

TO PLAN AND

SCHEDULE FOR

SIZE AND REINF

1/2" ISOLATION

JOINT MAT'L

WITH SEALANT

SLAB ON GRADE,

REFER TO PLAN

8" CMU, REINF WITH

#5 AT 48" OC, GROUT

WALL SOLID

GALVANIZED #3 TIE

AT 24" OC

PRECAST WALL PANEL,

REFER TO ARCH DWGS

1.5" THICK (MIN) XPS INSULATION,

TYPE V PER ASTM C578,

ALLOWABLE BEARING CAPACITY =

4,800 PSF

VAPOR BARRIER ON

AGGREGATE BED, TYP.

EXTERIOR GRADE, REFER

TO CIVIL DWGS

FOR PERIMETER

FOUNDATION DRAINS

REFER TO TYPICAL DETAIL

C4/S-502 AND CIVIL DWGS

2" THICK (MIN) XPS INSULATION, TYPE V PER ASTM

C578, ALLOWABLE BEARING CAPACITY = 4,800 PSF

UNDER CANOPY FOOTINGS AND WHERE PAVING

OCCURS ADJACENT TO BUILDING

EXTERIOR PAVING/GRADE,

REFER TO CIVIL DWGS

EXTERIOR 5,000 PSI CONCRETE

FOUNDATION WALL SUPPORTING

PRECAST WALL PANEL. REINF WITH

GALVANIZED #3 AT 8" OC EACH WAY,

REFER TO GENERAL NOTES FOR

ADDITIONAL REQUIREMENTS

2" MUD SLAB TO INSTALL

HORIZONTAL INSULATION LAYER

EXTERIOR 5,000 PSI…