1614700dwg16of22STRUCTURAL.pdf

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

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DRAWFORM REVISION: 25 AUGUST 2020

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CHIEF ENG/ARCH

FIRE PROTECTION

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Approved by Jeffrey Hoyt, PWD ME, via Email

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03/09/2023

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.

CVIS BUILDING AND CANOPIES:

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.

VISITORS CONTROL CENTER ADDITION:

STRUCTURE IS A HEATED STRUCTURE. FOUNDATIONS MUST BEAR A MINIMUM OF 4'-0" BELOW FINAL GRADE PER UFC 3-301-01, B-2.3. 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:

CONCRETE SURFACES CAST AGAINST SOIL: 3"

CONCRETE SURFACES EXPOSED TO EARTH OR WEATHER:

1-1/2" FOR #5 BARS AND SMALLER;

2” FOR #6 BARS AND LARGER

INTERIOR CONCRETE SURFACES:

3/4" FOR SLABS;

1-1/2” FOR BEAMS & COLUMNS

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.

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12880994

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

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: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

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KBFECS ECS

02/08/23

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

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R O

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M E

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CRH/LAF

1614700

N40085-19-D-9008 T008

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03/09/2023

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) NOTES:

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 NOTES:

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 NOTES:

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 [ROOF RAFTERS, FLOOR JOISTS,

LOAD BEARING WALLS, EXTERIOR NON LOADBEARING WALLS, CLADDING, SOFFITS, AND

CONNECTIONS].

4. DESIGN MEMBERS FOR ALL FRAMING CONDITIONS, INCLUDING WALLS, CORNERS,

HEADERS, AND JAMBS. SOME CONDITIONS MAY REQUIRE MODIFICATION TO THE

MEMBERS (SUCH AS NOTCHING OR REVISING SIZES, OR MULTIPLE STUDS TO SUPPORT

INCREASED LOADS. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF

ALL DETAILS AND CONDITIONS.

5. SUBMIT SHOP DRAWINGS PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN

THE STATE OF MAINE FOR THE DESIGN, INCLUDING DESIGN LOADINGS AND REACTIONS

APPLIED TO THE SUPPORTING STRUCTURE.

6. UNLESS OTHERWISE NOTED, GALVANIZE ALL COLD-FORMED METAL FRAMING AND

CONNECTIONS IN ACCORDANCE WITH ASTM A653.

7. 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.

8. WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, “STRUCTURAL WELDING CODE –

SHEET STEEL”.

9. PROVIDE MECHANICAL BRIDGING OR FULL DEPTH BLOCKING AT 8’-0” ON CENTER OR AT

1/3 POINTS OF THE MEMBER SPAN, WHICHEVER IS LESS.

10. 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.

ROUGH CARPENTRY NOTES:

1. ROUGH CARPENTRY MUST COMPLY WITH THE NATIONAL FOREST PRODUCTS ASSOCIATION

(NFPA) “NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION”.

2. UNLESS OTHERWISE NOTED, ALL NAILING MUST BE IN ACCORDANCE WITH THE “FASTENING

SCHEDULE” SHOWN IN TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE.

3. ALL WOOD FRAMING MUST MEET THE REQUIREMENTS OF PS 20 “AMERICAN SOFTWOOD LUMBER

STANDARD” AND THE FOLLOWING MINIMUM REQUIREMENTS:

MOISTURE CONTENT - SEASONED, WITH 19% MAXIMUM MOISTURE CONTENT

GRADE – NO.2

SPECIES – SOUTHERN PINE GRADED UNDER SPIB RULES

4. ALL LAMINATED VENEER LUMBER MUST COMPLY WITH THE FOLLOWING:

MICROLAM LVL - 1.9E, MANUFACTURED BY TRUSSJOIST OR APPROVED EQUAL

TIMBERSTRAND LSL – 1.7E MANUFACTURED BY TRUSSJOIST OR APPROVED EQUAL

PARALLAM PSL - 2.0E, MANUFACTURED BY TRUSSJOIST OR APPROVED EQUAL.

5. CONSTRUCTION PANELS MUST COMPLY WITH PS1 “U.S. PRODUCT STANDARD FOR

CONSTRUCTION AND INDUSTRIAL PLYWOOD” FOR PLYWOOD CONSTRUCTION PANELS AND THE

FOLLOWING:

EXTERIOR WALL AND SHEARWALL SHEATHING: 15/32 APA RATED SHEATHING,

EXPOSURE 1 DURABILITY CLASSIFICATION

ROOF SHEATHING – 5/8"APA RATED SHEATHING, EXTERIOR EXPOSURE DURABILITY

CLASSIFICATION

6. STAGGER ALL END JOINTS FOR SHEATHING 4'-0". ALL ROOF SHEATHING MUST BE PLACED

PERPENDICULAR TO THE DIRECTION OF THE SUPPORTING MEMBER. ALL END JOINTS MUST BE

MADE ON SUPPORTING MEMBERS.

7. ALL SHEATHING MUST BE NAILED AS FOLLOWS:

ROOF SHEATHING - 10d NAILS AT 6” OC EDGE NAILING AND 12” OC FIELD NAILING WALL SHEATHING - 10d NAILS AT 4" OC EDGE NAILING AND 6" OC FIELD NAILING

8. STORE LUMBER AND PLYWOOD ON LEVEL RACKS AND KEEP FREE OF GROUND TO AVOID

WARPING. STACK TO INSURE PROPER VENTILATION AND DRAINAGE.

9. PRESSURE TREAT ALL WOOD MEMBERS PERMANENTLY EXPOSED TO WEATHER, SILL PLATES

AROUND THE BUILDING PERIMETER, OR ANY WOOD IN CONTACT WITH CONCRETE OR MASONRY IN

ACCORDANCE WITH THE SPECIFICATIONS.

10. ERECT FLOOR JOISTS WITH CROWN SIDE UP AT 16 INCHES ON CENTER UNLESS INDICATED

OTHERWISE.

11. PROVIDE JOIST BRIDGING, BRACING, ETC. AS REQUIRED BY THE SPECIFICATIONS. IN ADDITION, CROSS BRIDGING OR FULL DEPTH BLOCKING IS REQUIRED AT FLOOR JOISTS AND ROOF

RAFTERS NOT RECEIVING CEILING SHEATHING AND AT WALL STUDS NOT RECEIVING SHEATHING

ON BOTH FACES. UNLESS OTHERWISE NOTED, CROSS BRIDGING MUST BE SIMPSON TBC (OR

EQUIVALENT). MAXIMUM BRIDGING/BLOCKING SPACING MUST BE AT 8’-0” O.C. OR AT 1/3 POINTS

OF MEMBER SPAN WHICHEVER IS LESS. COORDINATE EXTENTS OF WALL AND CEILING

SHEATHING WITH ARCHITECTURAL DRAWINGS.

12. COORDINATE JOIST LOCATIONS WITH PLUMBING, MECHANICAL AND ARCHITECTURAL

REQUIREMENTS PRIOR TO INSTALLATION.

13. PROVIDE METAL FRAMING CONNECTORS OF SIZE TO FIT MEMBERS AND OF SUFFICIENT

STRENGTH TO DEVELOP THE FULL STRENGTH OF THE SUPPORTED MEMBER, COMPLETE WITH

SPECIAL NAILS AS REQUIRED.

14. AT A MINIMUM, PROVIDE GALVANIZED METAL FRAMING CONNECTORS IN ACCORDANCE WITH

ASTM A653, GRADE A (STRUCTURAL QUALITY). GALVANIZE METAL FRAMING CONNECTORS IN

CONTACT WITH PRESSURE TREATED WOOD IN ACCORDANCE WITH ASTM A 653 WITH A G185

COATING.

15. STEEL PLATE CONNECTORS MUST COMPLY WITH ASTM A36 SPECIFICATIONS. BOLTS

CONNECTING TO WOOD MEMBERS MUST COMPLY WITH ASTM A307 AND MUST BE ¾” DIAMETER

UNLESS OTHERWISE NOTED.

16. METAL FASTENERS (NAILS, BOLTS, SCREWS, ETC.) IN CONTACT WITH PRESSURE TREATED

WOOD MUST BE GALVANIZED PER ASTM A-153 WITH G185 COATING.

17. WHERE MULTIPLE FRAMING MEMBERS ARE INDICATED, SCAB CONTINGENT MEMBERS TOGETHER WITH 16d NAILS AT 12” ON CENTER, ALTERNATING AT 2 INCHES FROM EACH EDGE, UNLESS

OTHERWISE NOTED.

18. CENTER DOUBLE JOISTS UNDER ALL PARTITIONS WHICH RUN PARALLEL TO JOISTS, AND ALL

CONCENTRATED LOADS FROM FLOORS ABOVE. INSTALL MULTIPLE STUDS WHERE INDICATED

ON PLANS.

19. UNLESS OTHERWISE NOTED, ATTACH BLOCKING TO STEEL FRAMING WITH 3/16” DIAMETER

POWDER ACTUATED FASTENERS AT 24” OC OR ½” Ø BOLTS AT 48” OC STAGGER FASTENERS

TO ALTERNATE SIDES OF BEAM WEB.

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

INTERPOLATE BETWEEN AREAS INDICATED.

CORNER ZONES EQUAL 3 FEET.

REFER TO SKETCH BELOW FOR ZONE DEFINITIONS.

AREA

(SF)

A<10

A≥100

ROOF ZONES WALL ZONES

VISITOR CONTROL CENTER - COMPONENTS AND CLADDING WIND PRESSURES (PSF) (ULTIMATE LEVEL)

+16.0 -36.9

-27.7

2r, 2n, 3e

+16.0 -58.8

-34.6

3r

+16.0 -83.0

-43.5

+25.9 -28.1

+22.0 -24.2

+25.9 -34.7

+22.0 -26.9

3e 2n

3e 2n

2e 2e1

ZONES

2n

2n

3e

3e

3r

3r

3r

3r

2r 2r

OVERHANG ZONES

1, 2e

+16.0 -43.9

+16.0 -41.3

2n, 2r

+16.0 -65.8

+16.0 -50.9+16.0 +16.0 +16.0

3e 3r

+16.0 +16.0-79.0 -84.0

+16.0 -43.6 +16.0 -50.5

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

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

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

OBTAIN NOMINAL PRESSURES.

INTERPOLATE BETWEEN AREAS INDICATED.

CORNER ZONES EQUAL 3.4 FEET.

REFER TO SKETCH BELOW FOR ZONE DEFINITIONS.

ZONES

AREA

(SF)

≤ 11.6

≥ 11.6 ≤ 46.2

ROOF ZONES

CANOPIES - COMPONENTS AND CLADDING

WIND PRESSURES (PSF) (ULTIMATE LEVEL)

+23.5 -21.6

-21.6

+36.3 -33.4

-33.4

-43.2

-33.4+23.5 +36.3

> 46.2 +23.5

+47.0

+36.3

+23.5+23.5-21.6 -21.6 -21.6

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

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B

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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KBFECS ECS

02/08/23

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

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CRH/LAF

1614700

N40085-19-D-9008 T008

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S -0

03/09/2023

DESIGN CRITERIA NOTES:

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. CONCENTRATED LIVE LOADS:

FLOOR: 2000# CONCENTRATED LOAD OVER 2.5 FT X 2.5 FT AREA

CONCENTRATED LIVE LOAD IS NOT CONCURRENT WITH UNIFORM LIVE LOAD

4. 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

5. 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

VISITORS CONTROL CENTER ADDITION, CVIS 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.

6. 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

CANOPIES:

BASIC SEISMIC FORCE RESISTING SYSTEM: STRUCTURAL STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R=3

SEISMIC RESPONSE COEFFICIENT, Cs = 0.078

CVIS BUILDING:

BASIC SEISMIC FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY WALLS

RESPONSE MODIFICATION FACTOR, R=2

SEISMIC RESPONSE COEFFICIENT, Cs = 0.049

VISITORS CONTROL CENTER ADDITION:

BASIC SEISMIC FORCE RESISTING SYSTEM: LIGHT FRAME WOOD WALLS WITH

STRUCTURAL WOOD SHEAR PANELS

RESPONSE MODIFICATION FACTOR, R=6.5

SEISMIC RESPONSE COEFFICIENT, Cs = 0.036

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

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C1

S-301

EXISTING CONSTRUCTION NEW CONSTRUCTION

W F

2.

WF2.0

WF2.0

SF

SF

CJ

CJ

C J

C J

C J

A1

S-301

( -4' - 0" )

4'

0"

4'

4'

5'

6"

6'

2"

1"

6'

( -4' - 0" )

4'

5'

6"

6'

2"

6'

V E

R

IF

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IN

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, T

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1"

40'-0"42' - 7" ±

C3

S-301 C2

S-301

C1

S-301 A1

S-301

OPP

HAND

EXISTING SLAB

ON GRADE

C2

S-301

C1

S-301

1 2

A

5'

1/

2"

13' - 5"17' - 6 1/2"

A4

S-301

C4

( -6' - 10" )

CF4.0 CF4.0

( -6' - 10" )

C4

SAWCUT AND DEMOLISH

EXISTING SLAB AS REQUIRED TO

INSTALL NEW PLUMBING/

UTILITY LINES. REFER TO

TYPICAL NEW TO EXISTING SLAB

DETAIL ON S-501. REFER TO

MEP DRAWINGS FOR UNDER

SLAB UTILITIES.

FOR FOUNDATION DRAIN AT NEW

FOOTING. REFER TO SECTIONS

AND TYPICAL DETAIL C4/S-502

FOR FOUNDATION DRAIN AT

NEW FOOTING. REFER TO

SECTIONS AND TYPICAL

DETAIL C4/S-502

1' - 0"

1'

0"

1' - 0"

C4

S-301

C4

S-301

SIM

FOR DEMOLITION OF

EXISTING VAULT LOAD

BEARING WALLS REFER

TO PLANS AND NOTES

ON SHEET AD101

EXISTING VAULT

SLAB ON GRADE

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

FLOOR ELEVATION = 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 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. UNLESS OTHERWISE NOTED THUS (-_____) ON PLAN, TOP OF ALL WALL

FOOTINGS MUST BE AT ELEVATION -4’-0”, 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 ON SHEET S-501.

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

9. FOR GENERAL NOTES REFER TO SHEET S-001 THRU S-003.

10. BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING

STRUCTURE, THE CONTRACTOR MUST BECOME FAMILIAR WITH THE

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. CONTRACTOR MUST SHORE AND

SUPPORT EXISTING COMPONENTS OF THE BUILDING TO REMAIN THAT

MAY BE AFFECTED BY DEMOLITION.

EXTERIOR EQUIPMENT PAD DETAIL. REFER TO TYPICAL DETAIL A1/S-503.

INTERIOR EQUIPMENT PAD DETAIL. REFER TO TYPICAL DETAIL B1/S-503.

8" HIGH CONCRETE PEDESTAL. REFER TO SECTION A4/S-301.

6" SLAB ON GRADE. REINFORCE WITH #4 AT 12" OC EACH WAY PLACED 1"

CLEAR FROM TOP OF SLAB. TURNDOWN SLAB ON TO TOP OF PIERS.

PROVIDE TURNDOWN EDGE AROUND EXTERIOR PERIMETER OF SLAB.

REINFORCING BOTTOM OF TURN DOWN WITH 3 - #4 CONT WITH #3 AT 24"

TRANSVERSE.

EXTERIOR FACE OF FOUNDATION WALL

EXTERIOR FACE OF EXISTING FOUNDATION WALL

NEW WALL OPENING FOR DOOR IN EXISTING WALL. COORDINATE SIZE AND

LOCATION WITH ARCHITECTURAL DRAWINGS TO ACCOMMODATE DOOR AND

FRAME. MODIFY/REPAIR EXISTING CONCRETE SLAB/FINISH AT DOOR TO

ACCOMMODATE DOOR SILL CONDITION.

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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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

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E N

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TR

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KMRKBF KBF

02/08/23

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

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CRH/LAF

1614700

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S -1

03/09/2023

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

FOUNDATION AND SLAB ON GRADE PLAN -

VISITOR CONTROL CENTER

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

GRAPHIC SCALE:

PLAN

NORTH

FOUNDATION PLAN NOTES

COLUMN, BASE PLATE AND ANCHOR ROD SCHEDULE

MARK COLUMN SIZE

BASE PLATE DIMENSIONS HEADED ANCHOR BOLTS COL TO BASE PLATE

WELD NOTESWIDTH LENGTH THICKNESS NUMBER DIAMETER EMBEDMENT

C4 HSS6X6X5/16 12" 12" 3/4" 4 3/4" Ø 12" 1/4" FILLET, ALL AROUND REFER TO TYP DETAIL C1/S-501

COLUMN FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCING STEELWIDTH LENGTH DEPTH

CF4.0 4' - 0" 4' - 0" 1' - 0" (5)-#4 EACH DIRECTION BOTTOM

WALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTH

WF2.0 2' - 0" 1' - 0" (3) #4 CONTINUOUS BOTTOM WITH #4 TIES AT 4'-0" ON CENTER

FOUNDATION PLAN KEY NOTES

S Y

M D

E S

C R

IP

TI

O N

D A

TE

A

P P

R

215 358

12880997

A

B C D E

C1

S-302

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0

CF9.0CF9.0

CF9.0

20' - 8" 7' - 4" 38' - 4" 25' - 4"

9'

0"

32' - 4"

WF2.5

WF2.5

WF2.5

W F

2.

W F

2.

23' - 4"

C2

S-302

C1

S-303

C3

C1

C3

C3 C3

C3 C3

C3 C3

C2

C2

C2

C2

C2 C2

CJ

CJ

C J

C J

C J

A1

S-303

A2

S-303

W F

3.

W F

3.

W F

3.

W F

3.

W F

3.

W F

2.

C3

S-304

CJ

CJ

C J

CJ

CJ

CJ

CJ

C

J C J

( -3' - 6" )( -4' - 0" )

( -4' - 0" )

( -3' - 6" )

( -4' - 0" )

( -3' - 6" )

( -3' - 6" ) ( -3' - 6" )

( -3' - 6" )( -3' - 6" )

( -3' - 6" )( -3' - 6" )

( -3' - 6" ) ( -3' - 6" )

( -4' - 2" )

( -4' - 2" )

4'

2"

4'

2"

4'

2"

CF5.0

( -3' - 10" )

W F

2.

W F

2.

WF2.0

WF2.0

W F

2.

W F

2.

CJ

9' - 0"

4'

8" 8'

4"

4' - 2"

C1

S-302

1' - 4" 1' - 4"20' - 8"

8' - 4"

4'

0"

8"

7'

0"

A3

S-302

C2

S-302

C2

S-302

C3

S-303

C4

S-302

( -4' - 2" )

4'

8"

4'

2"

4'

2"

4'

2"

4'

8"

4'

8"

4'

8"

A4

S-303

C1

S-304

4' - 8"

2'

2" 8'

0"

CJ

A1

S-302

C1

S-302

A1

S-304

A3

S-304

CJ

C4

S-302 C4

S-302

TYP

TYP

C4A

S-302

8"

6"

6"

6"

1' - 4"

1' - 4"

1'

4"

1'

4"

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

ELEVATION = 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 THIS SHEET 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 D3/S-501.

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

9. FOR GENERAL NOTES REFER TO SHEET S-001 THRU S-003.

A

B C D E

20' - 8" 7' - 4" 38' - 4" 25' - 4"

9'

0"

T Y

P 4'

1"

TYP

4' - 1"

TYP

4' - 1"

T Y

P 4'

1"

TYP

4' - 1"

HATCHED AREAS SHOWN

ON THIS PLAN INDICATES 2"

THICK HORIZONTAL XPS

INSULATION UNDER

FOOTINGS,TYP

EXTERIOR EQUIPMENT PAD DETAIL. REFER TO TYPICAL DETAIL A1/S-503.

INTERIOR EQUIPMENT PAD DETAIL. REFER TO TYPICAL DETAIL B1/S-503.

PRECAST PANEL BELOW (0'-0") BEARING ELEVATION = (-2'-2")

PRECAST PANEL BELOW (0'-0") BEARING ELEVATION = (-1'-9")

PRECAST PANEL BELOW (0'-0") BEARING ELEVATION = (-0'-9")

UPPER PRECAST PANEL TO BEAR AT ELEVATION = (+1-0"). LOWER PRECAST

PANEL TO BEAR AT ELEVATION = (0'-0")

FOR SLAB REINFORCING AT DOOR SILLS REFER TO B2/S-501

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

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IN

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S Y

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S C

O M

M A

N D

DRAWFORM REVISION: 25 AUGUST 2020

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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ID

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2_ P

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IS

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_R

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S-102

P -3

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TE

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S E

C U

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IT

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F O

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LA

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IN

S P

E C

T

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TA

T

IO

N

, P O

V A

N D

C V

IS

C

A N

O P

IE

S

KBFECS ECS

02/08/23

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

P

R O

V E

M E

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CRH/LAF

1614700

N40085-19-D-9008 T008

C U

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DSN

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S -1

03/09/2023

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

FOUNDATION AND FLOOR PLAN -

INSPECTION STATION

FOUNDATION PLAN NOTES

WALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTH

WF2.0 2' - 0" 1' - 0" (3) #4 CONTINUOUS BOTTOM WITH #4 TIES AT 4'-0" ON CENTER

WF2.5 2' - 6" 1' - 0" (4)-#4 CONTINUOUS BOTTOM WITH #4 TIES AT 4'-0" ON CENTER

WF3.0 3' - 0" 1' - 0" (4)-#5 CONTINUOUS BOTTOM WITH #4 TIES AT 4'-0" ON CENTER

COLUMN FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCING STEELWIDTH LENGTH DEPTH

CF5.0 5' - 0" 5' - 0" 1' - 4" (7)-#4 EACH DIRECTION, TOP AND BOTTOM

CF9.0 9' - 0" 9' - 0" 1' - 8" (8)-#7 EACH DIRECTION, TOP AND BOTTOM

COLUMN, BASE PLATE AND ANCHOR ROD SCHEDULE

MARK COLUMN SIZE

BASE PLATE DIMENSIONS HEADED ANCHOR BOLTS

COL TO BASE PLATE WELD NOTESWIDTH (W) LENGTH (L) THICKNESS (T) NUMBER DIAMETER EMBEDMENT

C1 HSS6X6X5/16 12" 12" 3/4" 4 3/4" 12" 1/4" FILLET, ALL AROUND REFER TO TYP DETAIL C1/S-501

C2 HSS14X14X1/2 22" 22" 1-1/4" 4 1-1/4" 12" 3/8" FILLET, ALL AROUND REFER TO TYP DETAIL C1/S-501

C3 HSS14X14X5/8 22" 22" 1-1/2" 4 1-1/2" 12" 1/2" FILLET, ALL AROUND REFER TO TYP DETAIL C1/S-501

0' 6' 12' 18' 3/32" =1'-0"

PLAN

NORTH

SCALE: 3/32" = 1'-0"

FOUNDATION HORIZONTAL INSULATION

PLAN - INSPECTION STATION

PLAN

NORTH

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

GRAPHIC SCALE:

FOUNDATION PLAN KEY NOTES

S Y

M D

E S

C R

IP

TI

O N

D A

TE

A

P P

R

216 358

12880998

V E

R

IF

Y

IN

F

IE

LD

, T

O M

A T

C H

E X

S

IT

I N G

42' - 7 1/2" ± 40' - 0 1/2"

C1

S-310

RIDGE RIDGE

MODIFY EXISTING WALL TO

INSTALL NEW HEADER AT

NEW WINDOW OPENING

B4

S-310

A1

S-310

C1

S-310

EXISTING CONSTRUCTION NEW CONSTRUCTION

REMOVE EXISTING

CONCRETE FRAMED

CEILING SLAB. FOR

ADDITION DEMOLITION

REFER TO ARCH DWGS.

A2

S-310EXISTING ROOF

CONSTRUCTION

NEW ROOF

CONSTRUCTION

[+ 9' - 6" ±] GC VERIFY AND MATCH EXISTING

[+ 9' - 6" ±] GC VERIFY AND MATCH EXISTING

T R

U S

S T

'-0

O

C

1 2

A

HSS10X4X1/4

(+ 9' - 4 1/2" )

(3

2x

(3

2x

C2

S-310

A1

S-310

TRUSS T2

@ 2'-0" OC

NEW ROOF

CONSTRUCTION

R

ID

G E

VALL

EY

VALLEY

C3

S-310

B1

S-310

HSS10x4 MUST BEAR ON

TOP OF STEEL COLUMN,

EACH END. ATTACH

(3)-2x12 TO FACE OF HSS10x4 WITH

WELDABLE FRAMING

CONNECTOR.

B1

S-310

13' - 5"

8 8

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

ELEVATION = 0’-0”.

2. THE TERM TRUSS BEARING ELEVATION INDICATES TOP OF WALL TOP PLATE

SUPPORTING TRUSSES. TRUSS BEARING ELEVATIONS ARE INDICATED THUS

[+______] ON PLAN.

3. ROOF CONSTRUCTION IS 5/8” APA RATED SHEATHING SUPPORTED ON PRE-

ENGINEERED TRUSSES BEARING ON WOOD STUD BEARING WALLS.

4. FOR LOCATION AND DIMENSIONS OF ROOF OPENINGS REFER TO

ARCHITECTURAL AND MECHANICAL DRAWINGS.

5. LINTELS ARE INDICATED THUS: ( ) ON PLAN. FOR LINTEL

SCHEDULE REFER TO D3/S-503. FOR EXACT LOCATION AND ADDITIONAL

DETAILS, REFER TO ARCHITECTURAL DRAWINGS.

6. UNLESS OTHERWISE SHOWN PROVIDE ANGLE 2x FRAMING AROUND ALL MECHANICAL AND ARCHITECTURAL ROOF OPENINGS GREATER THAN 12" x 12".

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

8. FOR GENERAL NOTES REFER TO SHEET S-001 THRU S-003.

9. BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING STRUCTURE, THE

CONTRACTOR MUST BECOME FAMILIAR WITH THE 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. CONTRACTOR MUST SHORE AND

SUPPORT EXISTING COMPONENTS OF THE BUILDING TO REMAIN THAT MAY BE

AFFECTED BY DEMOLITION.

10.FOR WOOD TRUSS DIAGRAMS AND NOTES REFER TO SHEET S-510.

3 - 2x6 GANGED STUDS WITHIN EXISTING WALL CAVITY AT BEAM BEAMING.

TRUSS OVERFRAMING AT 2'-0" OC

GALVANIZED STEEL 16 GAUGE CONTINUOUS VALLEY PLATE AT ROOF VALLEYS

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

EXTERIOR FACE OF EXISTING FOUNDATION WALL BELOW

EXTERIOR FACE OF EXISTING WALL SHEATHING

EXTERIOR FACE OF WALL SHEATHING

NEW WALL OPENING FOR DOOR IN EXISTING WALL. PROVIDE LINTEL PER TYPICAL

DETAILS. COORDINATE SIZE AND LOCATION WITH ARCHITECTURAL DRAWINGS TO

ACCOMMODATE DOOR AND FRAME.

EXISTING WALL OPENING

EXISTING WALL OPENING. GC MODIFY OPENING TO ACCOMMODATE NEW DOOR

AND FRAME AS REQUIRED.

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

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IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

DRAWFORM REVISION: 25 AUGUST 2020

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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_0

2/

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2_ P

7C ut le r_ V

C _S

T R

C _R

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S-103

P -3

P

E R

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TE

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S E

C U

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F R

A M

IN

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P

LA

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O N

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T E

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KMRKBF KBF

02/08/23

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

P

R O

V E

M E

N

TS

CRH/LAF

1614700

N40085-19-D-9008 T008

C U

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CWJ

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S -1

03/09/2023

PLAN

NORTH

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

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

ROOF FRAMING PLAN - VISITOR CONTROL

CENTER

ROOF FRAMING PLAN NOTES

ROOF FRAMING PLAN KEY NOTES

S Y

M D

E S

C R

IP

TI

O N

D A

TE

A

P P

R

217 358

12880999

B C D E

9'

0"

20' - 8" 7' - 4" 38' - 4" 25' - 4"

B1

S-312

91' - 8"

R

ID

G E

RIDGE

VALL

EY

VALLEY

C1

S-311

C2

S-311

C1

S-311

S-104 A4

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

H S

S

X 8X

1/

3'

1"

HSS8X6X1/4

(+ 10' - 8" )

A1

S-312

T R

U S

S T

T R

U S

S T

TRUSS T8

A1

S-311

A2

S-311 TRUSS T5

'-8

'-8

[+10'-8"]

[+10'-8"]H S

S 8X

6X 1/

0'

8"

C2

S-311

B1

S-312

B1

S-312

B1

S-312

BP1

BP2

20' - 8"

29' - 8"

9' - 0"

7' - 5 7/8"8'

4"

9' - 8"

5'

4"

8' - 0"

8'

4"8'

4"

8' - 0"

8"

8"

A4

S-311

A4

S-311

A4

S-311

B3

S-311

5 5

B1

S-312

B1

S-312

B1

S-312

B1

S-312

B1

S-312

B1

S-312

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

ELEVATION = 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 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 ANGLE 4” x 4” x 3/8” 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 DETAILS,

C1/S-503. FOR EXACT LOCATION SEE ARCHITECTURAL AND MECHANICAL

DRAWINGS.

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

11. FOR GENERAL NOTES REFER TO SHEET S-001 THRU S-003.

12. FOR COLD FORMED TRUSS DIAGRAMS AND NOTES REFER TO SHEETS S-511

AND S-512.

C3

S-311

C4

S-311

DECK

SPAN

8' - 0"

6'

4"

7' - 5 7/8"

EXTERIOR

WALL

C3

S-311

5/

8"

5 5/8"

5/

8"

5 5/8"

B4

S-311

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

COMPOSITE DECK, TOTAL THICKNESS = 0'-4"

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.

FOR CONNECTION OF HSS BEAM TO COLUMN REFER TO

INTERIOR FACE OF CMU WALL

5 /A1 S-312

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: 25 AUGUST 2020

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

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P L

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S ec ur ity

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IN

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P

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S

P E

C

TI

O N

S

TA

TI

O

N

KBFECS ECS

02/08/23

Approved by Jeffrey Hoyt, PWD ME, via Email

IM

P

R O

V E

M E

N

TS

CRH/LAF

1614700

N40085-19-D-9008 T008

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EJA

CWJ

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ID

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O R

E

S -1

03/09/2023

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

BUILDING ROOF FRAMING PLAN -

INSPECTION STATION

ROOF FRAMING PLAN NOTES

1/4" = 1'-0"S-104

SECURE ROOM CONCRETE CEILING SLAB FRAMING PLANA4

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

GRAPHIC SCALE:

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

PLAN

NORTH

ROOF FRAMING PLAN KEY NOTES

S Y

M D

E S

C R

IP

TI

O N

D A

TE

A

P P

R

218 358

12881000

B D E

B1

S-312

20' - 8"

91' - 8"

W

X

0'

8"

W

X

0'

8"

W

X

0'

8"

W

X

0'

8"

W18X50 (+ 20' - 8" )

W18X50

(+ 20' - 8" )

W18X50 (+ 20' - 8" )

W18X50 (+ 20' - 8" )

W

X

0'

8"

W18X50

(+ 20' - 8" )

W

X

0'

8"

W

X

0'

8"

W18X50

(+ 20' - 8" )

W

X

0'

8"

W

X

0'

8"

W18X50 (+ 20' - 8" )

W

X

0'

8"

R

ID

G E

R

ID

G E

TRUSS T6

TRUSS T7

W18X40 (+ 20' - 8" )

3'

0"

B3

S-312

1' - 10"

5' - 8" 5' - 8" 5' - 8"

1' - 10"

3'

0"

1' - 10"

5' - 8" 5' - 8" 5' - 8"

1' - 10"

W18X40 (+ 20' - 8" )

2' - 8"

5' - 0" 5' - 0" 5' - 0" 5' - 0"

2' - 8"

2' - 6"2' - 6"

HSS6X6X1/4

(+ 19' - 8 1/8" )

HSS6X6X1/4

(+ 19' - 8 1/8" )

W18X40 (+ 20' - 8" )

3'

0"

HSS6X6X1/4

(+ 19' - 8 1/8" )

W18X40 (+ 20' - 8" )

2' - 6" 2' - 6" 2' - 6"

2' - 8"

5' - 0" 5' - 0" 5' - 0" 5' - 0"

2' - 8"

2' - 6"

3'

0"

B1

S-312

B1

S-312

B1

S-312

B3

S-312

B3

S-312

B3

S-312

45' - 8" 25' - 4"

HSS6X6X1/4

(+ 19' - 8 1/8" )

B1

S-312

B1

S-312

B1

S-312

B1

S-312

B1

S-312

B1

S-312

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

SUPPORTED ON COLD FORMED METAL TRUSSES AT 4'-0" OC MAX ON STEEL

BEAMS.

4. FOR LOCATION AND DIMENSIONS OF ROOF OPENINGS SEE ARCHITECTURAL

AND MECHANICAL DRAWINGS.

5. UNLESS OTHERWISE SHOWN PROVIDE 600S162-54 FRAMING AROUND ALL

MECHANICAL AND ARCHITECTURAL ROOF OPENINGS.

6. FOR COLUMN SIZE SEE FOUNDATION PLAN.

7. FOR GENERAL NOTES REFER TO SHEET S-001 THRU S-003.

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

9. FOR COLD FORMED TRUSS DIAGRAMS AND NOTES REFER TO SHEET S-511.

BEAM OVER TOP OF COLUMN MOMENT CONNECTION. REFER TO TYPICAL

DETAIL S-502.

W8x28 (TOP OF STEEL = BOTTOM OF W18)

FACE OF…