1624807DWGBLDGC1of1.pdf

PDF 9 MB Posted Sep 16, 2021

Attached to: P303, DESIGN-BID-BUILD, MARINE CORPS RESERVE CENTER, CAMP FRETTERD MD
Solicitation number: N4008021R6986
Issued by: Department of the Navy Naval Facilities Engineering Command

About this file

Written by GovTribe AI · Dec 28, 2023

This document package includes construction drawings and specifications for a federal construction project. The project consists of building a new single-story Marine Corps Reserve Center facility, vehicle maintenance facility, and organic storage shed at Camp Fretterd in Maryland. The Marine Corps Reserve Center will be a single-story building totaling 35,130 square feet, constructed with concrete slab foundation, concrete block and steel frame, brick exterior, and metal roof. It will include an armory, drill hall, lockers, showers, classrooms, fitness center, supply storage, offices, and a covered weapons cleaning area. The vehicle maintenance facility will be 10,968 square feet with vehicle bays, offices, and a carpentry shop, as well as an outdoor vehicle wash platform. The organic storage shed will be a 4,000 square foot single-story steel structure with metal siding and roof. The solicitation was issued by the Naval Facilities Engineering Command for design-bid-build construction.

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ISSUE FOR CONSTRUCTION

04/16/2021

CAMP FRETTERD

REISTERSTOWN, MARYLAND

VICINITY MAP

WASHINGTON NAVY YARD

P-303 MARINE CORPS RESERVE CENTER

ISSUE FOR CONSTRUCTION APRIL 16, 2021

NAVAL FACILITIES ENGINEERING COMMAND, WASHINGTON

WASHINGTON D.C.

BLDG - C

WORK ORDER # 1624797

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WASHINGTON NAVY YARD

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WASHINGTON NAVY YARD, DC

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CAMP FRETTERD

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REISTERSTOWN, MARYLAND

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APPLICABLE CODES

IBC INTERNATIONAL BUILDING CODE (2018)

NFPA 13 INSTALLATION OF SPRINKLER SYSTEMS 13 (2019)

NFPA 70 NATIONAL ELECTRICAL CODE (2020)

NFPA 72 NATIONAL FIRE ALARM AND SIGNALING CODE (2019)

NFPA 90A INSTALLATION OF AIR-CONDITIONG AND VENTILATING

SYSTEMS (2018)

NFPA 101 LIFE SAFETY CODE (2018)

UFC 1-200-01 DOD BLDG CODE (CHANGE 1, FEB 2018)

UFC 3-600-01 FIRE PROT ENGINEERING FOR FACILITIES (CHANGE 4,

FEBRUARY 2020)

UFC 4-021-01 DESIGN AND O&M: MASS NOTIFICATION SYSTEMS (JAN 2010)

FC 1-300-09N NAVY & MARINE CORPS DESIGN PROCEDURES (CHANGE 4

JUNE 2018)

TYPE OF CONSTRUCTION (IBC 601)

BUILDING ELEMENT CONSTRUCTION TYPE RATING

PRIMARY STRUCUTRAL FRAME IIB 0 HR

BEARING EXTERIOR WALL IIB 0 HR

BEARING INTERIOR WALL IIB 0 HR

NON-BEARING EXTERIOR WALL IIB 0 HR

NON-BEARNING INTERIOR WALL IIB 0 HR

FLOOR CONSTRUCTION IIB 0 HR

ROOF CONSTRUCTION IIB 0 HR

OCCUPANCY CLASSIFICATION

TRAINING CENTER (BLDG A) IBC NFPA101

ASSEMBLY, GROUP A-3 303.4 6.1.2

BUSINESS, GROUP B 304.1 6.1.11

STORAGE, GROUP S-1 311.2 6.1.13

ORGANIC STORAGE SHED (BLDG C)

STORAGE, GROUP S-1 311.2 6.1.13

OCCUPANCY SEPARATION (IBC 508)

TRAINING CENTER (BLDG A) SEPARATION RATING

NON-SEPARATED (GROUPS A/B/S-1) 0 HR

ORGANIC STORAGE SHED (BLDG C)

NON-SEPARATED (SINGLE OCCUPANCY) 0 HR

ALLOWABLE AREA (IBC 506)

TRAINING CENTER (BLDG A) IBC LIMITACTUAL

GROUP A-3 38,000 35,924

GROUP B 92,000 35,924

GROUP S-1 70,000 35,924

ORGANIC STORAGE SHED (BLDG C)

GROUP S-1 (UNSPRINKLERED) 17,500 4,000

ALLOWABLE HEIGHT (IBC 504)

OCCUPANCY IBC TABULAR HEIGHT

SPRINKLERED

(FT/STORIES)

PROVIDED

HEIGHT

(FT/STORIES)TRAINING CENTER (BLDG A)

GROUP A-3 75FT/3 STORIES 28'-4"(PEAK)/1 STORY

GROUP B 75FT/4 STORIES 28'-4"(PEAK)/1 STORY

GROUP S-1 75FT/3 STORIES 28'-4"(PEAK)/1 STORY

ORGANIC STORAGE SHED (BLDG C)

GROUP S-1 (UNSPRINKLERED) 55FT/3 STORIES 22'-8" (PEAK)/1 STORY

PROTECTION FROM HAZARDS

TRAINING CENTER (BLDG A)

AREA REQUIRED RATING CODE REF

STORAGE WAREHOUSE 1-HR FIRE OR SMOKE BARRIER NFPA 101: 8.7.1, 12.3.2.1.2 (1) ,

12.3.2.1.2 (2) & 38.3.2.1

CORRIDOR 0 HR NFPA 101: 12.3.6(2)

BUILDING SEPARATION (IBC 602)

OCCUPANCY

GROUP A >10FT 0 HRS

GROUP B >10FT 0 HRS

GROUP S-1 >10FT 0 HRS

FIRE SEPARATION

DISTANCE

REQUIRED EXTERIOR

WALL RATING

OPENING PROTECTION

COMPONENT DOOR/SHUTTER

ASSEMBLY

CODE REF

SMOKE 0 HR SMOKE DAMPER NFPA 101: 8.4.1

PARTITION (SELF-CLOSER) (TRANSFER OPENINGS)

DUCT

PENETRATION

OCCUPANT LOAD CALCS (NFPA 101/UFC)

BUILDING USE OCCUPANTS

BLDG A MIXED USE SEE DRAWING A-LS102

BLDG A (RESERVE CENTER) TOTAL 612

BLDG C STORAGE 500 4,000 8

BLDG C (STORAGE SHED) TOTAL 8

LOAD

FACTOR

AREA

ALL OCCUPANT LOAD FACTORS WERE OBTAINED FROM UFC 3-600-01 (10-3.1)

AND NFPA 101 (7.3.1.2).

OCCUPANT LOAD/EGRESS SUMMARY

BLDG OCCUPANTS RQD EXIT SEPARATION

(7.5.1.3.2 & 7.5.1.3.3)

RQD/PROVIDED EXITS

(NFPA 101 7.4.1.1)

TRAINING 612 3/5 1/3 DIAGONAL

CENTER

(BLDG A )

STORAGE SHED 8 1/2 1/2 DIAGONAL

(BLDG C )

TRAVEL DIST, CPOT, & DEAD-END LIMITS

OCCUPANCY CPOT (FT) TRAVEL DIST (FT)DEAD END (FT)

BUSINESS 100 50 300

ASSEMBLY 20/75* 20 250

STORAGE 100 100 400

FIRE SUPPRESSION REQUIREMENTS

BUILDING SPRINKLERS FIRE EXTINGUISHERSSTANDPIPE

TRAVEL DISTANCE, CPOT, & DEAD-END LIMITATIONS WERE OBTAINED FROM NFPA 101 (7.6).

* CPOT IS 75' IN ASSEMBLY OCCUPANCY LESS THAN 50 PEOPLE.

TRAINING

CENTER

(BLDG A )

PROVIDED NOT RQD

PER UFC

3-600-01

(9-10)

PROVIDED PER

NFPA 101

STORAGE

SHED

(BLDG C)

NOT RQD

PER UFC

3-600-01 (9-7.2)

NOT RQD

PER UFC

3-600-01

(9-10)

PROVIDED PER

NFPA 101

MINIMUM EGRESS WIDTH

COMPONENT REQUIREMENT NFPA 101WIDTH (IN)

EGRESS DOOR MINIMUM 32 7.2.1.2.3.2

CORRIDOR >50 OCC MINIMUM 44 12.2.3.8

CORRIDOR <50 OCC MINIMUM 36 7.3.4.1(2)

DOOR

CAPACITY

PER PERSON 0.2 TABLE 7.3.3.1

INTERIOR FINISHES (NFPA 101-10.2.2)

OCCUPANCY EXIT

ENCLOSURE

ROOMS & ENCLOSED SPACESCORRIDORS

BUSINESS NA

ASSEMBLY

TRAINING CENTER (BLDG A)

CLASS C (MIN.)

STORAGE

ORGANIC STORAGE SHED (BLDG C)

NA NA CLASS C (MIN.)

TRAINING CENTER (BLDG A)

ORGANIC STORAGE SHED

(BLDG C - UNSPRINKLERED)

STORAGE 50 50 200

FIRE ALARM/MASS NOTIFICATION REQ.

BUILDING FA/MNS COMPONENTS

TRAINING

CENTER

(BLDG A )

PROVIDED PULL STATIONS, SMOKE DETECTORS,

SPEAKERS, CLEAR ALERT STROBES, LED

TEXT SIGNS, LOCAL OPERATING CONSOLE,

ETC (SEE FA DWGS FOR INFORMATION)

STORAGE

SHED

(BLDG C)

NANOT RQD

PER UFC

3-600-01 OR

4-021-01

OCCUPANCY EXIT

ENCLOSURE

ROOMS & ENCLOSED SPACESCORRIDORS

ORGANIC STORAGE SHED (BLDG C)

NO SEPARATE HAZARD SPACES.

ISSUE FOR CONSTRUCTION

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62'

168'

108'

216'

55'

SEE BUILDING B/VEHICLE MAINTENANCE

FACILITY SERIES DRAWINGS FOR SITE

LIFE SAFETY PLAN

BUILDING C/

OSS STROAGE

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1 LIFE SAFETY - SITE PLAN

1. FIRE DEPARTMENT VEHICLE ACCESS.

2. FIRE DEPARTMENT MAIN ENTRANCE.

3. FIRE HYDRANT.

4. BUILDING EXIT DISCHARGE.

5. IMAGINARY LINE TO DETERMINE FIRE SEPARATION

DISTANCE.

NEW WORK KEYNOTES

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1 BUILDING C - LIFE SAFETY FLOOR PLAN

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ROOM/SPACE AREA (SQ.FT)

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FRAMING SIZE

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TOP OF FOUNDATION

COLUMN GRID MARK

BEAM TO HSS

COLUMN MOMENT

CONNECTION

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KEY NOTE

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TOC X' - X" TOP OF CONCRETE

TOS X' - X" TOP OF STEEL

TOM X' - X" TOP OF MASONRY

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

EPROJECT NO.:

DRAWFORM REVISION: 07 AUG 2018

AS NOTED

UNCLASSIFIED

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1624797

N40080-17-D-0018

SN/DP

THC

JTG

SP/EC CA CA

DES DRW CHK

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

ISSUE FOR CONSTRUCTION

04/16/21

S Y M

D E S C R

O N

D A

A P P R

S Y M

D E S C R

O N

D A

A P P R

PWD BETHESDA

04/16/21SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

A/E INFO

SEAL

C_S-001

G E N E R A L N O

13134081

GENERAL STRUCTURAL NOTES

1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUCTION WITH THE

DRAWINGS OF ALL OTHER DISCPLINES AND THE SPECIFICATIONS. THE

CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS

TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES AND

OTHER ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.

2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL

SAFETY PRECAUTIONS AND REGULATIONS DURING THE WORK. THE

STRUCTURAL ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS

TO SAFETY PRECAUTIONS AND PROGRAMS.

3. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED

STRUCTURE. THE CONTRACTOR SHALL 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. THE INVESTIGATION, DESIGN,

SAFETY, ADEQUACY AND INSPECTION OF ERECTION BRACING, SHORING,

TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

4. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE

METHODS, TECHNIQUES AND SEQUENCES OF PROCEDURES TO

PERFORM THE WORK. THE SUPERVISION OF THE WORK IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR.

5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF

CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN,

SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO

APPROVAL BY THE STRUCTURAL ENGINEER.

6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF

COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE

SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE

AND ERECTION IN ACCORDANCE WITH THE SUPPLIER'S INSTRUCTIONS

AND REQUIREMENTS.

7. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF

CONSTRUCTION SHALL NOT EXCEED THE SAFE LOAD-CARRYING

CAPACITY OF THE STRUCTURAL MEMBERS. THE LIVE LOADINGS USED

IN THE DESIGN OF THIS STRUCTURE ARE INDICATED IN THE "DESIGN

CRITERIA NOTES". DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL

STRUCTURAL FRAMING IS PROPERLY CONNECTED TOGETHER AND UNTIL

ALL TEMPORARY BRACING IS IN PLACE.

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

THESE STANDARDS, UNLESS OTHERWISE NOTED.

9. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED FOR REVIEW

PRIOR TO FABRICATION. ALL SHOP DRAWINGS SHALL BE REVIEWED BY

THE GENERAL CONTRACTOR BEFORE SUBMITTAL. THE REVIEW IS TO

BE FOR CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL

COMPLIANCE WITH THE RELEVANT CONTRACT DOCUMENTS. THE

REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE

RESPONSIBILITY TO REVIEW, CHECK AND COORDINATE THE SHOP

DRAWINGS PRIOR TO SUBMISSION. THE CONTRACTOR REMAINS SOLEY

RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE

PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER

SIZES, DETAILS, DIMENSIONS, ETC.

10. IN NO CASE SHALL REPRODUCTION OF THE CONTRACT DRAWINGS BE

USED AS SHOP DRAWINGS. AS A MINIMUM SUBMIT THE FOLLOWING

ITEMS IN ADDITION TO THOSE LISTED IN THE DELEGATED DESIGN

GENERAL NOTES:

A. CONCRETE MIX DESIGN

B. REINFORCING STEEL SHOP DRAWINGS

C. STRUCTURAL STEEL SHOP DRAWINGS AND CALCS

D. STRUCTURAL LIGHT GAUGE FRAMING SHOP DRAWINGS AND CALCS

E. METAL DECK SHOP DRAWINGS

11. IN ACCORDANCE WITH THE IBC, SPECIAL INSPECTIONS WILL BE

REQUIRED FOR THIS PROJECT. SPECIAL INSPECTIONS SHALL BE

PERFORMED IN ACCORDANCE WITH THE "SCHEDULE OF SPECIAL

INSPECTIONS". THE CONTRACTOR SHALL NOTIFY THE SPECIAL

INSPECTOR AT LEAST 48 HOURS IN ADVANCE FOR WORK THAT WILL

REQUIRE INSPECTION OR TESTING.

12. CONTRACTORS SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN

CONDITIONS WHICH MAY ADVERSELY AFFECT THE WORK OR COST

THEREOF.

FOUNDATION NOTES

1. THE FOUNDATION DESIGN IS BASED ON GEOTECHNICAL ENGINEERING

REPORT PREPARED BY ECS MID-ATLANTIC, LLC DATED MAY 31,2019.

2. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL OR

COMPACTED FILL CAPABLE OF SUPPORTING A NET ALLOWABLE BEARING

PRESSURE OF 3000 PSF. MINIMUM FOOTING EMBEDMENT DEPTH BELOW SLAB

OR FINISHED GRADE SHALL BE 30 INCHES. THIS ALLOWABLE BEARING

PRESSURE SHALL BE ACHIEVED USING THE METHOD OF DYNAMIC

COMPACTION OF THE SOIL.DYNAMIC COMPACTION IS A GROUND

IMPROVEMENT PROCESS FOR COMPACTING AND STRENGTHENING SOILS.

THE METHOD INVOLVES THE SYSTEMIC DROPPING OF HEAVY WEIGHTS IN A

PATTERN DESIGNED TO DENSIFY AND STRENGTHEN EXISTING SOIL

CONDITIONS. ALL FOUNDATION EXCAVATIONS SHALL BE EVALUATED BY THE

TESTING AGENCY PRIOR TO POURING FOUNDATION CONCRETE.

3. TOP OF FOOTING ELEVATION SHALL BE AS SHOWN ON THE DRAWINGS. IF

UNSUITABLE MATERIALS ARE ENCOUNTERED AT THE BASE OF A FOUNDATION

EXCAVATION, IT WILL BE NECESSARY TO LOWER THE BASE OF FOOTING

THROUGH THE UNSUITABLE MATERIALS OR TO UNDERCUT THE UNSUITABLE

SOILS AND TO RESTORE ORIGINAL BEARING LEVELS BY REPLACING

ENGINEERED FILL MATERIALS, OR LEAN CONCRETE.

4. ALL FOUNDATION CONCRETE SHALL OBTAIN A 28 DAY COMPRESSIVE

STRENGTH OF 4,000 PSI. ALL CONCRETE TO BE PERMANENTLY EXPOSED TO

WEATHER SHALL BE AIR ENTRAINED TO 5% (± 1%) WITH AN ADMIXTURE THAT

CONFORMS TO ASTM C 260.

5. ALL CONCRETE WORK SHALL CONFIRM TO THE REQUIREMENTS OF ACI 301,

"SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". HOT WEATHER

CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305, COLD WEATHER

CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306.

6. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GRADE 60.

7. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM COVER SHALL BE

PROVIDED FOR REINFORCEMENT:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH -3"

CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 THROUGH #18 BARS -2"

#5 BAR, W31 OR D31 WIRE, AND SMALLER -1-1/2"

8. ALL REINFORCING MARKED CONTINUOUS (CONT.) ON THE PLANS AND DETAILS

SHALL BE LAPPED PER SCHEDULE UNO.

9. PRIOR TO COMMENCING ANY FOUNDATION WORK, COORDINATE WORK WITH

ANY EXISTING UTILITIES. FOUNDATIONS SHALL BE LOWERED WHERE

REQUIRED TO AVOID UTILITIES.

10. UNLESS OTHERWISE NOTED, THE CENTERLINES OF COLUMN FOUNDATIONS

SHALL BE LOCATED ON COLUMN CENTERLINES.

11. EXCAVATION BRACING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

AT A MINIMU, EXCAVATION BRACING SHALL BE DESIGNED FOR LATERAL LOAD

RESULTING FORM AN EFP OF 60PCF AND A SURCHARGE OF 250 PSF

12. PLACE A 3" "MUDMAT" OF CONCRETE IN THE BOTTOM OF FOOTINGS THAT WILL

BE EXPOSED TO RAIN OR LEFT OPEN OVER NIGHT. MUDMAT TO MATCH

FOOTING CONCRETE MIX.

ABBREVIATIONS

ABBREVIATION DESCRIPTION

ADDL ADDITIONAL

ADJ ADJACENT

ALT ALTERNATE

APPRX APPROXIMATE

ARCH ARCHITECT OR ARCHITECTURAL

B/ BOTTOM OF

B/B BACK TO BACK

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRDG BRIDGING

BRG BEARING

BTWN BETWEEN

C COMPRESSION

C/C CENTER TO CENTER

CIP CAST-IN-PLACE

CL CENTER LINE

CLR CLEAR OR CLEARANCE

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMP COMPRESSION

CONC CONCRETE

CONN CONNECTION(S)

CONST CONSTRUCTION

CONT CONTINUOUS

db REINFORCING BAR DIAMETER

DBL DOUBLE

DEG DEGREE(S)

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM(S) DIMENSION(S)

DL DEAD LOAD

DWG(S) DRAWING(S)

DWL DOWEL(S)

EA EACH

ECC ECCENTRICITY

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

ENGR ENGINEER

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXP EXPANSION

EXST EXISTING

EXT EXTERIOR

F/F FACE TO FACE

FIN FINISH(ED)

FLR FLOOR

FND FOUNDATION

FP FIREPROOF(ING)

FS FAR SIDE

FTG FOOTING

GA GAGE, GAUGE

GALV GALVANIZED

GB GRADE BEAM

GEN GENERAL

GR GRADE

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HT HEIGHT

ID INSIDE DIAMETER

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

INTRM INTERMEDIATE

JST(S) JOIST(S)

JT JOINT

K KIPS (1,000 POUNDS)

KLF KIP PER LINEAR FOOT

KSF KIP PER SQUARE FOOT

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LW LIGHTWEIGHT

LWC LIGHTWEIGHT CONCRETE

M MOMENT

MATL MATERIAL

MAX MAXIMUM

MC MOMENT CONNECTION(S)

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL,

PLUMBING, FIRE PROTECTION

MEZZ MEZZANINE

MFR MANUFACTURER

ABBREVIATIONS

ABBREVIATION DESCRIPTION

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NW NORMAL WEIGHT

NWC NORMALWEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OPPOSITE HAND

OPNG(S) OPENING(S)

OPP OPPOSITE

OSL OUTSTANDING LEG

P/T POST-TENSIONED

PC PIECE

PCY POUNDS PER CUBIC YARD

PERP PERPENDICULAR

PG PLATE GIRDER

PL PLATE

PRC PRECAST

PRLL PARALLEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

RAD RADIUS

REF REFERENCE

REINF REINFORCE(D) (ING) OR (MENT)

REQD REQUIRED

SCHED SCHEDULE(D)

SDL SUPERIMPOSED DEAD LOAD

SECT SECTION

SER STRUCTURAL ENGINEER OF

RECORD

SF SQUARE FOOT (FEET)

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SP SPACE

SPEC(S) SPECIFICATION(S)

STD STANDARD

STL STEEL

STR STRUCTURE

STRCTL STRUCTURAL

SYM SYMMETRICAL

T TENSION

T&B TOP AND BOTTOM

T/ TOP OF

TEMP TEMPERATURE OR TEMPORARY

TEN TENSION

THK THICK OR THICKNESS

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

V SHEAR

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WD WOOD

WP WORK POINT

WPFG WATERPROOFING

WS WATERSTOP

WWR WELDED WIRE REINFORCEMENT

PLAN LEGEND

DELEGATED DESIGN

THE FOLLOWING ITEMS SHALL BE DESIGNED BY A SPECIALTY ENGINEER FOR

THE CONTRACTOR. DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO

THE ARCHITECT FOR REVIEW, SEALED AND SIGNED BY A PROJECT STATE

STRUCTURAL ENGINEER.

1. STRUCTURAL LIGHT GAUGE FRAMING SHOP DRAWINGS AND CALCS

2. OPEN WEB STEEL JOIST SHOP DRAWINGS AND CALCS

1. GENERAL IBC 2018 W/ UFC MODIFICATIONS

2. DESIGN LOADS ASCE 7-16

3. STEEL AISC 360-16

4. CONCRETE ACI 318-14

5. COLD FORMED STEEL AISI S100-16

6. FC1-300-09N, NAVY AND MARINE CORPS DESIGN PROCEDURES

7. UFC1-200-01, DOD BUILDING CODE (GENERAL BUILDING REQUIREMENTS

8. UFC1-300-02, UNIFIED FACILITIES GIDE SPECIFICATION(UFGS)

9. UFC3-220-01, GEOTECHNICAL ENGINEERING

10. UFC3-301-01, STRUCTURAL ENGINEERING

DESIGN CRITERIA NOTES

DESIGN CODES

1. RISK CATEGORY II

2. SUPER ROOF DEAD SS METAL ROOF 1.5 PSF

LOAD (TYP) 1/2" COVER BOARD 2 PSF

METAL DECK 2 PSF

SUSPENDED ALLOWANCE 6.5 PSF

TOTAL DEADL LOAD 12

3. ROOF LIVE LOAD 20 PSF (UNREDUC)

GROUND SNOW LOAD Pg 25 PSF Ce 0.9 Ct 1.2 Is 1.0 FLAT SNOW LOAD Pf 20 PSF

4. FLOOR LIVE LOAD 100 PSF (UNREDUC)

5. SEISMIC LOAD Ie 1.0

SITE CLASS C

Ss 0.145 S1 0.044 Sds 0.126 Sd1 0.044

SEISMIC DESIGN CAT A

LFRS STEEL SYSTEM NOT

DETAILED FOR SEISMIC

R=3

ANALYSIS PROCEEDURE ELF

SEISMIC BASE SHEAR N/S 5K

SEISMIC BASE SHEAR E/W 5K

6. WIND LOAD WIND SPEED 113 MPH

Iw 1.0

EXPOSURE C

Kd 0.85 Kz VARIES Kzt 1.0 GCpi +/-0.18

WIND BASE SHEAR N/S 10K

WIND BASE SHEAR E/W 25K

COMPONENTS AND CLADDING PRESSURES IN ACCORDANCE W/ ASCE 7-16

STRENGTH DESIGN BASED ON 50 YEAR MRI

DEFLECTION BASED ON 10YEAR MRI

DESIGN LOADS

SPECIAL INSPECTION/STRUCT OBS

1. SEE SPEC SECTION 01 45 35 FOR REQUIREMENTS AND FREQUENCY

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

EPROJECT NO.:

DRAWFORM REVISION: 07 AUG 2018

AS NOTED

UNCLASSIFIED

U N

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C O M M A N D

1624797

N40080-17-D-0018

SN/DP

THC

JTG

SP/EC CA CA

DES DRW CHK

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

ISSUE FOR CONSTRUCTION

04/16/21

S Y M

D E S C R

O N

D A

A P P R

S Y M

D E S C R

O N

D A

A P P R

PWD BETHESDA

04/16/21SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

A/E INFO

SEAL

C_S-002

G E N E R A L N O

13134082

CAST-IN-PLACE CONCRETE NOTES STRUCTURAL STEEL NOTES

1. CONCRETE MIXES SHALL BE DESIGNED PER ACI 301, USING PORTLAND

CEMENT CONFORMING TO ASTM C150 OR C595, AGGREGATE CONFORMING

TO ASTM C33, AND ADMIXTURES CONFORMING TO ASTM C260, C494, C618,

C989 AND C1017. CONCRETE SHALL BE READY-MIXED IN ACCORDANCE WITH

ASTM C94. USE CALCIUM NITRITE INHIBITOR ADMIXTURE FOR ALL COLUMNS,

WALLS AND ELEVATED SLABS AND BEAMS IN THE PARKING GARAGE AT AN

ADDITION RATE OF 2 GALLONS PER CUBIC YARD.

2. CONCRETE SHALL CONFORM TO THE FOLLOWING COMPRESSIVE STRENGTH

REQUIREMENTS:

CONCRETE MIN f'c (28 DAYS)

TYPICAL 4,000 PSI

FOUNDATION SEE FOUNDATION NOTES

SLABS ON GRADE SEE SLAB ON GRADE NOTES

3. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301,

"SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". HOT WEATHER

CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305.COLD WEATHER

CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306.

4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNO IN

DETAILS

5. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185.

6. ALL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR TO

POURING OF CONCRETE. DO NOT FIELD BEND BARS PARTIALLY EMBEDDED

IN HARDENED CONCRETE UNLESS SPECIFICALLY INDICATED OR APPROVED

BY THE ARCHITECT.

7. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER

SHALL BE PROVIDED FOR REINFORCEMENT:

CONCRETE EXPOSED TO EARTH OR WEATHER: - 3"

#6 THROUGH # 18 BARS - 2"

#5 BAR, W31 OR D31 WIRE & SMALLER - 1-1/2"

CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

ELEVATED SLABS - 3/4"

FOUNDATION CONCRETE (SEE "FOUNDATION NOTES")

8. BAR SUPPORTS AND HOLDING BARS SHALL BE PROVIDED FOR ALL

REINFORCING STEEL TO INSURE MINIMUM CONCRETE COVER. BAR

SUPPORTS SHALL BE PLASTIC TIPPED OR STAINLESS STEEL.

9. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE

CHAMFERED 3/4" UNLESS OTHERWISE NOTED.

10. IN ACCORDANCE WITH THE CODE, SPECIAL INSPECTIONS ARE REQUIRED

FOR THE CONCRETE WORK. THE OWNER WILL HIRE THE SPECIAL

INSPECTOR TO PERFORM ALL REQUIRED SPECIAL INSPECTIONS.

11. FORMWORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS OBTAINED AT

LEAST 70% OF ITS 28 DAY COMPRESSIVE STRENGTH. THE CONTRACTOR

SHALL PROVIDE ALL SHORING AND RESHORING.

12. THE FINISH TOLERANCE OF ALL SLABS SHALL BE IN ACCORDANCE WITH ACI

301, CLASS A. THE FINISH TOLERANCE OF ALL SLABS SHALL BE IN

ACCORDANCE WITH ACI 301, CLASS A.

1. STRUCTURAL STEEL CONSTRUCTION DETAILING, FABRICATION, AND

ERECTION SHALL CONFORM TO THE AIS "SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS".

2. UNLESS OTHERWISE NOTED, ALL MATERIALS SHALL BE IN ACORDANCE WITH

THE FOLLOWING ASTM SPECIFICATIONS:

MEMBER ASTM MIN. STRENGTH

STRUCTURAL TUBING A 500 (GRADE B) 46 KSI

W-SHAPES A992 50 KSI

OTHER ROLLED PLATES/SHAPES A 36 36 KSI

CONNECTION BOLTS A 325/A490 92 KSI

ANCHOR BOLTS F1554 36 KSI

3. CONNECTION NOTES:

A. WHERE REACTIONS ARE NOT SHOWN, DESIGN SHEAR CONNECTIONS

TO SUPPORT 80% OF THE MAXIMUM TOTAL LOAD AS DETERMINED BY

THE MAXIMUM TOTAL UNIFORM LOAD TABLES OF THE LATEST EDITION

OF THE AISC "MANUAL OF STEEL CONSTRUCTION - LRFD" FOR THE

BEAM SIZE, SPAN AND GRADE OF STEEL SPECIFIED.

ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 USING E70XX

ELECTRODES. UNLESS OTHERWISE NOTED, PROVIDE CONTINUOUS

MINIMUM SIZED FILLET WELDS PER AISC REQUIREMENTS. ALL FILLER

MATERIAL SHALL HAVE A MINIMUM YIELD STRENGTH OF 58 KSI

B. BOLTED CONNECTIONS SHALL BE DETAILED USING 3/4" TYPE N BOLTS

INSTALLED IN SNUG TIGHTENED JOINTS UNO.

C. BOLTED CONNECTIONS SHALL CONFORM TO THE PROVISIONS OF THE

RESERACH COUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATION

FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".

D. ALL WELDS SHALL BE MADE BY CERTIFIED WELDERS.

E. BOLTED CONNECTIONS OF MOMENT CONNECTIONS, TENSION

CONNECTIONS, COLLECTOR ELEEMNTS AND AND AS INDICATED SHALL

BE 1" DIA SLIP CRITICAL

4. HOLES IN STEEL SHALL BE DRILLED OR PUNCHED. BURNING OF HOLES AND

TORCH CUTTING AT THE SITE IS NOT PERMITTED.

5. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL SHALL BE SHOP

PAINTED WITH ONE COAT OF SSPC 15-68, TYPE 1 (RED OXIDE) PAINT.

6. UNLESS OTHERWISE NOTED, ALL STEEL PERMANENTLY EXPOSED TO THE

WEATHER SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A 123 OR A

153, AS APPLICABLE. SEE ARCH FOR LOCATIONS REQUIRING HIGH

PERFORMANCE PAINT. TOUCH UP ALL DAMAGE AND WELDS WITH COLD

GALVANIZE.

7. PROTECTIVE COATINGS DAMAGED DURING THE TRANSPORTING, ERECTING

AND FIELD WELDING PROCESS SHALL BE REPAIRED IN THE FIELD TO MATCH

THE SHOP APPLIED COATING.

8. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR

WRITTEN APPROVAL OF THE SEOR

9. CAMBER BEAMS WHERE INDICATED. WHERE NO CAMBER IS INDICATED,

BEAMS SHALL BE FABRICATED SO THAT AFTER ERECTION, ANY NATURAL

CAMBER IS UPWARDS

10. FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBTED WITHOUT

WRITTEN APPROVAL OF THE SEOR.

11. ALL COPES, HOLES, OPENINGS, AND MODIFICATIONS REQUIRED IN

STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER

TRADES SHALL BE INDICATED ON THE SHOP DRAWINGS AT TIME OF

SUBMITTAL FOR REVIEW.

12. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL STEEL AND

SHALL INDICATE COMPLETE CONNECTION INFORMATION, BOTH SHOP AND

FIELD.

13. FILL SOLID WITH NON-SHRINK GROUT UNDER ALL BASE AND BEARING

PLATES.

14. VISIBILE STRUCTURAL STEEL (BEAMS AND COLUMNS) TO HAVE MILL MARKS

REMOVED AND PIECE MARKS HIDDEN. SEE ARCH FOR LOCATIONS

1. ALL COLD-FORMED STEEL FRAMING MEMBERS, THEIR DESIGN,

FABRICATION, AND ERECTION SHALL CONFORM TO THE "SPECIFICATION

FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" OF

THE AISI.

2. ALL FRAMING MEMBERS SHALL BE FORMED FROM STEEL CONFORMING

TO ASTM A446 WITH A MINIMUM YIELD STRENGTH AS FOLLOWS:

12, 14 & 16 GAUGE MEMBERS: FY=50 KSI (GRADE D)

18 & 20 GAUGE MEMBERS: FY=33 KSI (GRADE A)

3. ALL FRAMING MEMBERS SHALL BE GALVANIZED WITH A G-90 COATING

MEETING THE REQUIREMENTS OF ASTM A 525.

4. MEMBERS SHALL BE THE MANUFACTURER'S STANDARD 'C' SHAPED

STUDS/ JOISTS OF THE DEPTH INDICATED ON THE ARCHITECTURAL

DRAWINGS. THE FLANGE WIDTH, AND GAGE SHALL BE FABRICATOR

DESIGNED IN STRICT ACCORDANCE WITH THE LOADING INDICATED IN THE

DESIGN CRITERIA NOTES GIVEN ON THIS SHEET AND THE OTHER

PERFORMANCE REQUIREMENTS OF THE SPECIFICATIONS

5. THE GAGE OF ALL TRACKS SHALL BE NO LIGHTER THAN THE FRAMING

BEING CONNECTED.

6. ALL WELDING SHALL BE IN CONFORMANCE WITH AMERICAN WELDING

SOCIETY SPECIFICATION D1.3. ALL WELDS SHALL BE TOUCHED UP WITH

ZINC RICH PAINT.

7. ALL STRUCTURAL MEMBERS SHALL BE PROPERLY CONNECTED TO EACH

OTHER AND TO THE SUPPORTING BACK-UP FRAMING. FASTENINGS

SHALL BE MADE WITH SELF TAPPING SCREWS OR WELDS OF SUFFICIENT

SIZE TO INSURE THE CONNECTION STRENGTH. UNLESS OTHERWISE

NOTED, CONNECT ALL INTERIOR STUDS BASED ON A 5 PSF HORIZONTAL

LOAD.

8. PROVIDE BRIDGING FOR STUDS AS REQUIRED AND AT A MAXIMUM

SPACING NOT TO EXCEED 6'-0" WHERE SHEATHING IS NOT APPLIED ON

BOTH SIDES.

9. PROVIDE THE MANUFACTURER'S STANDARD TRACK, CLIP ANGLES,

BRACING, REINFORCEMENTS, FASTENERS AND ACCESSORIES AS

RECOMMENDED BY THE MANUFACTURER FOR THE APPLICATION

INDICATED AND AS NEEDED TO PROVIDE A COMPLETE FRAMING SYSTEM.

UNLESS OTHERWISE NOTED, INSTALL THE METAL FRAMING SYSTEM IN

ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS AND

RECOMMENDATIONS.

10. THE CONTRACTOR SHALL SUBMIT THE FOLLOWING FOR APPROVAL:

A. SHOP DRAWINGS INCLUDING PRODUCT DATA, LAYOUT OF ALL LIGHT

GAGE METAL FRAMING INCLUDING ARRAGEMENT, DIMIENSIONS,

MATERIALS, CONNECTORS, ANCHORAGE, AND RELATION TO

ADJACENT WORK.

B. STRUCTURAL CALCULATIONS CONFIRMING MEMBER GAGE AND

FLANGE WIDTH MEETS OR EXCEEDS ALL PERFORMANCE CRITERIA

FOR ALL MEMBERS AND ALL CONNECTIONS NOT OTHERWISE

DETAILED ON THE DRAWINGS.

COLD-FORMED STEEL FRAMING NOTES

OPEN WEB STEEL JOISTS

1. STRUCTURAL STEEL JOIST AND JOIST GIRDER DESIGN, FABRICATION AND

ERECTION SHALL CONFORM TO THE STEEL JOIST INSTITUTE "STANDARD

SPECIFICATION AND LOAD TABLES". JOISTS AND JOIST GIRDERS SHALL BE

DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOADS, END

MOMENTS AND REACTIONS RESULTING FROM THE SPECIFIED END

MOMENTS WHERE INDICATED ON THE DRAWINGS.

2. JOIST BRIDGING SHALL BE PROVIDED AND INSTALLED IN ACCORDANCE

WITH SJI SPECIFICATIONS. BRIDGING SHALL BE INSTALLED AND ANCHORED

AT ENDS OF ALL BRIDGING RUNS TO WALLS OR STEEL FRAMES PRIOR TO

PLACEMENT OF ROOF DECK. PROVIDE BOLTED "X" BRIDGING IN

ACCORDANCE WITH OSHA STANDARDS.

3. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR THE NET UPLIFT

PRESSURE INDICATED (LRFD): 17 PSF (ZONE 1) AND 22 PSF (ZONE 2).

MANUFACTURER TO CALCULATED APPROPRIATE C&C PRESSURE AT

OUTRIGGERS AND OPEN AREAS PER ASCE 7. PROVIDE ADDITIONAL UPLIFT

BRIDGING AS REQUIRED.

4. CAMBER JOISTS IN ACCORDANCE WITH SJI SPECIFICATIONS.

5. JOISTS SHALL BE FASTENED TO SUPPORTING STEEL WITH A MINIMUM OF

1/8" FILLET WELD x 2" LONG EACH SIDE.

6. PROVIDE BOLTED CONNECTIONS AT SUPPORTS AND BOTTOM CHORD

STABILIZER PLATES AT COLUMNS IN ACCORDANCE WITH OSHA

STANDARDS.

7. CONCENTRATED LOADS SHALL BE PERMITTED TO BE ATTACHED TO JOISTS

AT JOIST PANEL POINTS ONLY. WHERE IT IS NECESSARY TO ATTACH A

CONCENTRATED LOAD TO THE JOIST BETWEEN PANEL POINTS THE JOIST

SHALL BE REINFORCED TO SUPPORT THE CONCENTRATED LOAD.

8. JOIST BOTTOM CHORD EXTENSIONS SHALL NOT BE WELDED TO STABILIZER

PLATES UNLESS SPECIFICALLY NOTED OTHERWISE.

9. JOIST SUPPLIER SHALL BE PREPARED TO SUBMIT CALCULATIONS FOR ALL

JOISTS AT ARCHITECT OR ENGINEER'S REQUEST. CALCULATIONS SHALL

INCLUDE LOAD DIAGRAMS FOR EACH MEMBER INDICATING UNIFORM AND

CONCENTRATED LOADS. PROVIDE ELEVATION OF EACH JOIST INDICATING

GEOMETRY, MEMBERS USED, AND CONNECTIONS.

1. ALL METAL DECK SHALL BE MANUFACTURED AND ERECTED IN

ACCORDANCE WITH THE LATEST EDITION OF THE "DESIGN MANUAL FOR

COMPOSITE DECKS, FORM DECKS AND ROOF DECKS" BY THE STEEL DECK

INSTITUTE (SDI).

2. SUBMIT DETAILED SHOP DRAWINGS PRIOR TO FABRICATION SHOWING

LAYOUT, TYPES OF METAL DECK UNITS, CONNECTION DETAILS,

ACCESSORIES AND OTHER RELATED ITEMS.

3. SEE C_S-502 FOR DECK SIZE AND ATTACHMENT REQUIREMENTS

4. ALL METAL DECK WELDING SHALL BE IN ACCORDANCE WITH AMERICAN

WELDING SOCIETY SPECIFICATION D1.3.

5. THE METAL DECKING SHALL NOT SUPPORT LIGHT FIXTURES, DUCTS AND

OTHER PERMANENT LOADS.

6. ALL ROOF SHALL BE GALVANIZED. ALL WELDS SHALL BE TOUCHED UP

WITH GALVANIZING REPAIR PAINT.

7. ROOF DECK SHALL BE INSTALLED IN LENGTHS TO PROVIDE 3

CONTINUOUS SPANS MINIMUM.

8. INSTALL ROOF DECK WITH A MINIMUM END BEARING LENGTH OF 1 1/2".

ROOF DECK NOTES

SLAB ON GRADE NOTES

1. PROVIDE PROVIDE 8" SOG W/ #3 AT 18" OC EA WAY SJ AT 15' OC MAX

OVER A 10 MIL POLYETHYLENE VAPOR RETARDER AND 4" OF CAPILLARY

WATER BARRIER. CONCRETE SHALL BE 4,000 PSI MIX. MAXIMUM SLUMP

FOR ALL SLABS SHALL BE 5 INCHES, USING TYPE II CEMENT.

1. ALL WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A185.

LAP ADJOINING PIECES AT LEAST ONE FULL MESH.

2. ALL POROUS FILL MATERIAL SHALL BE A CLEAN GRANULAR MATERIAL WITH

LESS THAN 5% PASSING THE NO. 200 SIEVE. POROUS FILL SHALL BE

COMPACTED TO 95% MAXIMUM DRY DENSITY PER ASTM D 698.

3. SLAB JOINTS SHALL BE FILLED WITH APPROVED MATERIAL. THIS SHOULD

TAKE PLACE AS LATE AS POSSIBLE, PREFERABLY 4 TO 6 WEEKS AFTER

THE SLAB HAS BEEN CAST. PRIOR TO FILLING, REMOVE ALL DEBRIS FROM

THE SLAB JOINTS.

4. UNLESS OTHERWISE APPROVED, ALL WELDED WIRE FABRIC SHALL BE

BLOCKED INTO THE POSITION INDICATED WITH PRECAST CONCRETE

BLOCKS HAVING A COMPRESSIVE STRENGTH EQUAL TO THAT OF THE SLAB

(4,000 PSI).

5. WALKWAYS AND OTHER EXTERIOR SLABS ARE NOT INDICATED ON THE

STRUCTURAL DRAWINGS. SEE THE SITE PLAN FOR LOCATIONS,

DIMENSIONS, ELEVATIONS, JOINTING DETAILS AND FINISH DETAILS.

6. SLABS TO BE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR

ENTRAINED TO 5% (± 1%) WITH AN ADMIXTURE THAT CONFORMS TO ASTM

C 260.

7. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI

301, "SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". HOT

WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305. COLD

WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306.

8. THE USE OF POLYPROPYLENE FIBERS (IN LIEU OF WELDED WIRE FABRIC)

IS PROHIBITED.

9. SEE THE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF

DRAINS.SLOPE SLAB TO DRAINS WHERE SHOWN.

10. THE FINISH TOLERANCE OF ALL SLABS SHALL BE IN ACCORDANCE WITH

THE "10 FOOT STRAIGHT-EDGE METHOD" IN ACI 117.

CA CB

CF45C

CF40CCF40C

CF45C

37' - 2"

B2 C_S-301

C_S-201 C3 C_S-201C4

C_S-201

B1 C_S-301

W10X30 W10X30

C_S-201

( -1' - 0" )

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

( -1' - 0" )

- 0

8" AIR ENTRAINED SOG

W/ #3 AT 18" OC EA WAY

SJ AT 15' OC MAX

C_S-501

B3 C_S-501

TYP

C1 C_S-502

TYP

FASTEN OH DOOR

JAMB DIRECTLY

TO SOG, BY STUD

SUPPLIER

CA CB

BF3

BF1

B2 C_S-301

37' - 2"

26K6

W18X40

26K6

W18X40

26K6

C_S-201 C3 C_S-201C4

C_S-201

1 1 /4"

B1 C_S-301

EOD

1' - 5 3/4"

EOD

1' - 5 3/4"

- 5

3/ 4"

- 5

3/ 4"

1. T/ STRUCTURAL SLAB EL 0'-0" (+691.6) UON THUS (X' - XX")

2. SEE C_5301 FOR TYPICAL SLAB DETAILS

3. T/ FOOTING -1'-0" UNO AS (-X' - XX")

4. CF# INDICATES COLUMN FOOTING, SEE THIS SHEET

5. SEE FOR TYPICAL BASE PLATE DETAIL

6. INDICATES DIRECTION OF DECK SPAN

7. INDICATES DECK TYPE "X": SEE AND FOR

DECK PROPERTIES AND ATTACHMENT REQUIREMENTS

8. T/ STEEL ELEVATIONS INDICATED AS [+X' - XX"] FROM THE REFERENCE

DATUM (0' - 0")

9. INDICATES SLIP CRITICAL CONNECTION, PROVIDE (4) 1" DIA SC BOLTS

AT EACH CONNECTION

10. SEE FOR TYPICAL HANGER ROD DETAIL, SEE MEP AND FP FOR

LOCATIONS, PROVIDE JOIST STIFF AS REQD PER

11. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING DRAWINGS:

GENERAL NOTES & ABBREVIATIONS C_S0 SERIES DRAWINGS

STRUCTURAL ELEVATIONS C_S2 SERIES DRAWINGS

STRUCTURAL SECTIONS C_S3 SERIES DRAWINGS

TYPICAL STRUCTURAL DETAILS C_S5 SERIES DRAWINGS

DX /C4 C_S-502 /B1 C_S-502

/C2 C_S-502

/A2 C_S-502 /B2 C_S-502

1 2 3 4 5

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

EPROJECT NO.:

DRAWFORM REVISION: 07 AUG 2018

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SP/EC CA CA

DES DRW CHK

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

ISSUE FOR CONSTRUCTION

04/16/21

S Y M

D E S C R

O N

D A

A P P R

S Y M

D E S C R

O N

D A

A P P R

PWD BETHESDA

04/16/21SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

A/E INFO

SEAL

C_S-101

F O U N D A

O N

A N D

R O O F

F R A M

13134083

1/8" = 1'-0"A3 FOUNDATION PLAN - OSS

PLAN NOTES

1/8" = 1'-0"A1 ROOF FRAMING PLAN - OSS

COLUMN FOOTING SCHEDULE - C

TYPE WIDTH LENGTH THICKNESS REINFORCEMENT NOTES

CF40C 4' - 0" 4' - 0" 18" (5) #5 EA WAY T & B

CF45C 5' - 0" 4' - 0" 18" (5) #5 EA WAY T & B

CF341C 3' - 0" 41' - 0" 18" (4) CONT #5 B; (6) CONT #5 T;

#4x2'-6" AT 12" OC T & B

TERMINATE LONG

BARS W/ STD HOOKS

PLAN

NORTH

PLAN

NORTH

LEVEL 0

0' - 0"

ROOF

26' - 9"

CACB

vv 18' - 0"

HSS8X8X1/4

BR1

W18X40

37' - 2"

B1 C_S-301

3/8" SHEAR TAB W/ (4) 1"

DIA SC BOLTS, TYP ALL

WF CONNECTIONS

LEVEL 0

0' - 0"

C3 C2

B2 C_S-301

32' - 6"

BR2

HSS8X8X1/4

W18X40

LEVEL 0

0' - 0" vv 18' - 0"

C3C2

B2 C_S-301

BR3

HSS8X8X1/4

W18X40

SLOT HSS AT ENDS

ERECTION BOLT

AS REQD

1" M

MIN

NOTES:

1. SLOT IN HSS SHALL NOT EXTEND MORE THAN 3" BEYOND END OF WELD.

2. HSS SLOT TO BE GUSSET THICKNESS + 1/8".

3. WELD SHOWN ACCOUNTS FOR GAP AT HSS SLOT.

COL, SEE PLAN AND SCHD

BASEPLATE GUSSET PLATE SCHEDULE

A 4

BOTH SIDES

1/4 L

PLATE THICKCONNECTION ID H L WELD A

BPG1

BPG2

3/8" 16" 12" 1/4" 12" 15" 1/4"

3/8"

1/4 H

GUSSET PL AT CL OF COL

AND BRACE, SEE SCHD

ERECTION BOLT

AS REQD

HSS BRACE SLOT ENDS

BEAM, SEE PLAN

COL, SEE PLAN

AND SCHD

GUSSET PL AT CL OF

BEAM AND BRACE, SEE EL

FOR MIN THICKNESS PL

MIN

1 "

MIN

7 "

NOTES:

1. SLOT IN HSS SHALL NOT EXTEND MORE THAN 3" BEYOND END OF WELD.

2. HSS SLOT TO BE GUSSET THICKNESS + 1/8".

3. WELD SHOWN ACCOUNTS FOR GAP AT HSS SLOT.

CL BEAM

A 6

BOTH SIDES

1/4 H

1/4 L

PLATE THICKCONNECTION ID H L WELD A

GUSSET PLATE SCHEDULE

BR1 3/8" 12" 2' - 0" 3/16

BR2 3/8" 11" 1' - 10" 3/16

BR3 3/8" 11" 2' - 2" 3/16

SUPPORTING EDGES

DO NOT CUT GUSSET WITHIN 1"

OF SHADED REGION; SHADED

REGION STARTS AT END OF

WELD AND CONTINUES TO END

OF BRACE AT 30° ANGLES

GUSSET PL,SEE BRACED

FRAME GENERAL NOTES

HSS BRACE, SEE EL

.00

0°

MIN1"

1 2 3 4 5

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1624797

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SN/DP

THC

JTG

SP/EC CA CA

DES DRW CHK

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

ISSUE FOR CONSTRUCTION

04/16/21

S Y M

D E S C R

O N

D A

A P P R

S Y M

D E S C R

O N

D A

A P P R

PWD BETHESDA

04/16/21SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

A/E INFO

SEAL

C_S-201

B R A C E D

F R A M E

V A

O N S

A N D

D E

13134084

1/8" = 1'-0"C1 BRACED FRAME ELEVATION - NORTH/SOUTH

1/8" = 1'-0"C3 BRACED FRAME ELEVATION - WEST

1/8" = 1'-0"C4 BRACED FRAME ELEVATION - EAST

NOT TO SCALEA1 BRACE CONNECTION AT BASEPLATE

NOT TO SCALEA3 BRACE CONNECTION DETAIL

NOT TO SCALEA4 GUSSET CUTTING CRITERIA

LEVEL 0

0' - 0"

CA CB

vv 18' - 0"

37' - 2"

8" STUD, BY SUPPLIER

DEFLECTION CONNECTION

TOP

C_S-502 B4

C_S-501

LEVEL 0

0' - 0"

C4C1 97' - 2"

C_S-501

2 SIM

ARCH

SEE

C_S-502 A1

1 2 3 4 5

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SN/DP

THC

JTG

SP/EC CA CA

DES DRW CHK

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

ISSUE FOR CONSTRUCTION

04/16/21

S Y M

D E S C R

O N

D A

A P P R

S Y M

D E S C R

O N

D A

A P P R

PWD BETHESDA

04/16/21SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

A/E INFO

SEAL

C_S-301

S E C

O N S

A N D

O P A R A M E

13134085

1/8" = 1'-0"B2 BUILDING SECTION

1/8" = 1'-0"B1 BUILDING SECTION

A1 ISOPARAMETRIC VIEW - FOR INFO ONLY A2 ISOPARAMETRIC VIEW - FOR INFO ONLY

THIS 3D VIEWS OF THE BUILDING ON THIS SHEET

ARE SHOWN AS A REPRESENTATION ONLY AND

SHALL NOT BE USED FOR CONSTRUCTION

INFORMATION OR DIMENSIONS

[REFER TO PLAN]

TOP OF SLAB

SUPPORTS FOR SLAB

REINF AT 3'-0" OC MAX

EACH WAY

CONCRETE SOG, SEE

PLAN

REINFORCEMENT,

SEE PLAN

VAPOR BARRIER,

SEE SPECS

E T

SOG SAWED (CONTRACTION) JOINT (SJ)

CONCRETE SOG

SLAB REINF

SAWCUT JOINT, DEPTH EQUAL

TO 1/4 OF SLAB THICKNESS

CUT EVERY OTHER

WIRE AT JOINT

NOTES:

1. IN LIEU OF SAWCUT JOINT, CONTRACTOR MAY USE TOOLED JOINT WHEN CONCRETE IS WET OR USE PREMOLDED PLASTIC, HARDBOARD, OR FIBERBOARD STRIPS PER MANUFACTURER'S RECOMMENDATIONS.

2. CONTRACTION JOINTS MUST RUN FULLY FROM EDGE OF SLAB OR JOINT TO OPPOSITE EDGE OF SLAB OR JOINT (I.E. NOT STOP SHORT).

3. SEE FOR INFORMATION NOT SHOWN HERE

4. SUBMIT SLAB POUR CJ LOCATION TO DOR FOR REVIEW

SOG CONSTRUCTION JOINT (CJ)

2"2"

8" 6" 6" 8"

NEW POURPREVIOUS POUR

2x4 CONT KEY

CONCRETE SOG

APPLY LIQUID CURING

COMPOUND TO ENTIRE FACE OF

PREVIOUS POUR TO PREVENT

BONDING

SLAB REINF

/D1 A_S-501

(2) #5 x4'-0" AT MID-DEPTH OF

SLAB; CTR ON CORNERS OF

ISOLATION JT WHERE NO

SLAB JT INTERSECTS

ISOLATION JT

SJ OR CJ

NON-KEYED

ISOLATION JT

BASE PL BELOW

MIN3"

NON-KEYED

ISOLATION JT

BASE PL BELOW

MIN

PERIMETER COLUMNCORNER COLUMN

NOTES:

1. POUR CONCRETE FILL AROUND COLUMN AFTER BASE PLATE HAS BEEN GROUTED.

COL, SEE PLAN

AND SCHD

COL, SEE PLAN

AND SCHD

SEE ARCH

WALL OPENING

- 0

#4 A

" O C

CLEAR

1' - 4"

1' - 0" TYPICAL

CONCRETE

SLAB-ON-GRADE

(1) #4 AT RE-ENTRANT

CORNER, MIDDLE OF SLAB,

EACH SIDE

WALL

(1) #4 CONTINUOUS

EDGE OF SLAB

45°

PLAN

MIN

3' - 0"

SIZE AND REINF

SEE FTG SCHD FOR

PROVIDE CONT 2x6 KEY

FULL WIDTH OF WALL

FTG OR PLACE

MONOLITHIC

EXTEND WALL FTG

REINF 3'-0" MIN INTO

COL FTG

SEE PLAN

T/FTG

NOTE:

WHERE BARS ARE IN THE SAME VERTICAL PLANE, SPACE BARS TO ENSURE CONSOLIDATION (BOTH WALL

FOOTING AND SPREAD FOOTING REINFORCEMENT TO BE PROVIDED IN SPREAD FOOTING)

NEW POURPREVIOUS POUR

WIDTH OF FOOTING

1 1/2" KEY FULL

(3) #5 x 4'-0" TOP CENTERED

ON JOINT IF NO CONT TOP

REINF

REINFORCEMENT

CONTINUOUS THRU JOINT4"4"

2" C

TIE BAR EACH SIDE OF

CONSTRUCTION JOINT

- 0

3' - 0"

1' - 6"

PLAN AT CORNER

1' - 6"1' - 6"

PLAN AT INTERSECTION

NOTE:

1. WHERE THREE OR MORE

BARS OCCUR, MIDDLE BAR(S)

SHALL BE TREATED AS INNER

FACE BAR.

2. TRANSVERSE BARS NOT

HOWN FOR CLARITY.

BARS, TYP

0" BETWEEN

TYPICAL FOOTING

REINFORCEMENT

EXTEND FTG

AROUND THE

SLEEVE

WALL FTG

S 1 A

- 0

" M

SLEEVE, 1" MIN CLR ALL

AROUND PIPES,

CONDUITS,

DUCTS, ETC

PIPE THRU

STEM WALL

NOTES:

1. FOR PIPES 3'-0" OR LESS BELOW BOTTOM OF FOOTING, PROVIDE SLEEVE AND CONCRETE AS SHOWN.

2. FOR PIPES BETWEEN 3'-0" AND 5'-0" BELOW BOTTOM OF FOOTING, STEP FOOTING SO THAT THE BOTTOM OF SLEEVE

IS 3'-0" MAX FROM BOTTOM OF FOOTING AS SHOWN ABOVE.

3. FOR PIPES 5'-0" OR MORE BELOW BOTTOM OF FOOTING, SLEEVES AND FOOTING EXTENSION ARE NOT REQUIRED.

CONC OR

MASONRY STEM

WALL

WALL FTG

SLEEVE

DIA "D" OF

SLEEVE

DIA "D" OF

FOR PIPES IN

THIS AREA, STEP

FTG SO THAT

PIPES PASS

THRU STEM WALL

MIN

N6"

N4"

#4 AT…

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File details come from the government source that posted it. Updated Sep 16, 2021.