2_STRUCT_IFC_Signed.pdf

SATISFACTORY TO

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DRAWFORM REVISION: 12 APRIL 2018

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BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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AS NOTED

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IFC SUBMISSION

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13137280

EC/AJT EC/AJT

JFH/WM

1610688

S-001

1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH

THE DRAWINGS OF ALL OTHER DISCIPLINES 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

SOLELY 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

D. METAL DECK SHOP DRAWINGS

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

CONDITIONS WHICH MAY ADVERSELY AFFECT THE WORK OR COST

THEREOF.

GENERAL STRUCTURAL NOTES

1. GENERAL IBC 2018 W/ UFC MODIFICATIONS

2. DESIGN LOADS ASCE 7-16

3. STEEL AISC 360-16

4. CONCRETE ACI 318-14

5. MASONRY TMS 402-16

6. COLD FORMED STEEL AISI S100-16

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

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

9. UFC1-300-02, UNIFIED FACILITIES GUIDE SPECIFICATION(UFGS)

10. UFC3-220-01, GEOTECHNICAL ENGINEERING

11. UFC3-301-01, STRUCTURAL ENGINEERING

DESIGN CRITERIA NOTES

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

FIO FOR INFORMATION ONLY

FIN FINISH(ED)

FLR FLOOR

FND FOUNDATION

FP FIREPROOF(ING)

FS FAR SIDE

FTG FOOTING

GA GAGE, GAUGE

GALV GALVANIZED

GB GRADE BEAM

GBL GABLE

GEN GENERAL

GR GRADE

HD HEADED

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

KNL KENNEL

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

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

UNO UNLESS NOTED OTHERWISE

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)

SCM STEEL CONSTRUCTION MANUAL

SDL SUPERIMPOSED DEAD LOAD

SECT SECTION

SER/SEOR 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

UNO UNLESS NOTED OTHERWISE

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

ABBREVIATIONS

1. THE FOUNDATION DESIGN IS BASED ON GEOTECHNICAL ENGINEERING

REPORT PREPARED BY NAVFAC.

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

COMPACTED FILL CAPABLE OF SUPPORTING A NET ALLOWABLE BEARING

PRESSURE OF 2000 PSF. ALL FOUNDATION EXCAVATIONS SHALL BE

EVALUATED BY THE GEOTECHNICAL TESTING AGENCY PRIOR TO PLACING

FOUNDATION CONCRETE.

3. IF UNSUITABLE MATERIALS ARE ENCOUNTERED AT THE BASE OF A

FOUNDATION EXCAVATION, IT WILL BE NECESSARY TO UNDERCUT THE

UNSUITABLE SOILS AND TO RESTORE ORIGINAL BEARING LEVELS BY

REPLACING WITH SELECT MATERIAL, OR LEAN CONCRETE.

4. THE SURFACE OF THE EXPOSED SUBGRADE MUST BE INSPECTED BY

PROBING OR TESTING TO CHECK FOR POCKETS OF SOFT OR UNSUITABLE

MATERIAL BY A GEOTECHNICAL ENGINEER. REMOVE ORGANICS, PAVEMENT,

ROOTS, DEBRIS, AND OTHERWISE UNSUITABLE MATERIAL IN COMPLICANCE

WITH THE SPECIFICATIONS. REMOVE UNSUITABLE SOIL BENEATH

FOUNDATIONS AND PAVEMENT BY OVEREXCAVATING, TO A MINIMUM DEPTH

OF 12 INCHES, AND UP TO 24 INCHES, AS REQUIRED TO REMOVE THE

UNSUITABLE MATERIAL. THE WIDTH OF OVER EXCAVATION MUST BE 5 FEET

OUTSIDE THE LIMITS OF THE FOUNDATION OR PAVEMENT. OVEREXCAVATION

TO A DEPTH OF 2.5 FEET BELOW SHALLOW FOUNDATION BEARING

ELEVATION IS REQUIRED IN A LIMITED AREA IN THE MAIN KENNEL

STRUCTURE. REFER TO SPECIFICATION 31 23 00.00 20, PARAGRAPH 3.4.

OBTAIN DIRECTION FROM THE CONTRACTING OFFICER IF OVEREXCAVATION

BEYOND THESE DEPTHS IS REQUIRED.

5. PROVIDE INSPECTIONS AND FIELD DENSITY TESTS IN ACCORDANCE WITH

THE SPECIFICATIONS.

6. MINIMUM BOTTOM OF FOOTING DEPTH BELOW TOP OF SLAB OR FINISHED

GRADE SHALL BE 26 INCHES. TOP OF FOOTING ELEVATION SHALL BE AS

SHOWN ON THE DRAWINGS.

7. 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 IN ACCORDANCE WITH THE

SPECIFICATIONS.

8. 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.

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

10. 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"

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

DETAILS SHALL BE LAPPED PER SCHEDULE UNO.

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

ANY EXISTING UTILITIES. LOWER FOUNDATIONS TO AVOID UTILITIES.

13. UNLESS OTHERWISE NOTED, THE CENTERLINES OF COLUMN FOUNDATIONS

SHALL BE LOCATED ON COLUMN CENTERLINES.

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

AT A MINIMUM, EXCAVATION BRACING SHALL BE DESIGNED FOR LATERAL

LOAD RESULTING FROM AN EFP OF 60PCF AND A SURCHARGE OF 250 PSF.

15. PLACE A 3" "MUDMAT" OF CONCRETE IN THE BOTTOM OF FOOTING

EXCAVATIONS THAT WILL BE EXPOSED TO RAIN OR LEFT OPEN OVER NIGHT.

MUDMAT TO MATCH FOOTING CONCRETE MIX.

16. SEE BB SERIES DRAWINGS FOR BORINGS LOGS AND GEOTECHNICAL

LABORATORY DATA.

FOUNDATION NOTES

DESIGN CODES

1. RISK CATEGORY II

2. SUPER ROOF DEAD SS METAL ROOF 1.5 PSF

LOAD (TYP) 6" POLYISO INSULATION 1.5 PSF

1/2" COVER BOARD 2 PSF

METAL DECK 2 PSF

SUSPENDED ALLOWANCE 7 PSF (6 PSF MASS)

SPRINKER ALLOWANCE 6 PSF (3 PSF MASS)

TOTAL SUPER DEAD LOAD 20 PSF* (16 PSF* MASS)

*ADD 5 PSF AT OVERBUILD

SUPER ROOF DEAD SS METAL ROOF 1.5 PSF

LOAD (SHED AND 1/2" COVER BOARD 2 PSF

BREEZEWAY) METAL DECK 2 PSF

SUSPENDED ALLOWANCE 3.5 PSF

TOTAL SUPER DEAD LOAD 9 PSF

3. ROOF LIVE LOAD 20 PSF (REDUCEABLE)

GROUND SNOW LOAD Pg 25 PSF Ce 0.9 Ct (TYP/SHED/BREEZEWAY) 1.0/1.2/1.2 Is 1.0 FLAT SNOW LOAD Pf 20 PSF W/ DRIFT PROV.

4. FLOOR LIVE LOAD 100 PSF (UNREDUC)

MECH ROOMS 125 PSF (UNREDUC)

CAT WALK 40 PSF (UNREDUC)

5. SEISMIC LOAD Ie 1.0

SITE CLASS D

Ss 0.130 S1 0.043 Sds 0.138 Sd1 0.068

SEISMIC DESIGN CAT B

LFRS (TYP) INTEMEDIATE REINF

MASONRY SHEAR WALL

R=3 1/2; Cs=0.039

LFRS (ADMIN) LIGHT-GAUGE USING

FLAT STRAPS

R=4; Cs=0.035

LFRS (BREEZEWAY) ORDINARY CANTI COLS

R=1 1/4; Cs=0.110

ANALYSIS PROCEEDURE ELF

SEISMIC DIAPH SHEAR NS EW

BLDG A - ADMIN 5K 5K

BREEZEWAY 3K 3K

BLDG B1 - KENNEL 1 9K 9K

BLDG B2 & B3 - KENNEL 2&3 15K 13K

BLDG C - STORAGE 2K 2K

BLDG D - QUARANTINE 2K 2K

6. WIND LOAD WIND SPEED 111 MPH

Iw 1.0

EXPOSURE C

Kd 0.85 Kz VARIES Kzt 1.0 GCpi +/-0.18

WIND DIAPH SHEAR NS EW

ADMIN 47K 19K

BREEZEWAY 5K 2K

KENNEL 1 19K 24K

KENNEL 2&3 47K 58K

QUARANTINE 8K 7K

STORAGE 9K 7K

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

STRENGTH DESIGN BASED ON 50 YEAR MRI

DEFLECTION BASED ON 10 YEAR MRI

DESIGN LOADS

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. BELOW LISTED ITEMS ARE NOT ALL INCLUSIVE ITEMS

FOR DELEGATED DESIGN.

1. STRUCTURAL LIGHT GAUGE FRAMING SHOP DRAWINGS AND CALCS

A. LOAD BEARING LIGHT GAUGE FRAMING

B. CAT WALK FRAMING

C. BULKHEADS

2. LIGHT GAUGE METAL TRUSS SHOP DRAWINGS AND CALCS

A. INCLUDE TRUSSES, GABLE TRUSSES, CONNECTIONS TO SUPPORTING

ELEMENT, DRAG TRUSSES, TRUSS BLOCKING, AND PERMANENT

BRACING

3. MANUFACTURED STAIRS AND LADDERS

SPECIAL INSPECTION AND STRUCT OBS

1. SPECIAL INSPECTIONS WILL BE REQUIRED FOR THIS PROJECT. SPECIAL

INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH SPEC

SECTION 01 45 35 AND IBC CHAPTER 17.

2. STRUCTURAL OBSERVATIONS ARE REQUIRED FOR THIS PROJECT. THE

CONTRACTOR MUST PROVIDE NOTIFICATION TO THE STRUCTURAL

ENGINEER OF RECORD 14 DAYS PRIOR TO THE FOLLOWING POINTS OF

CONSTRUCTION TO ALLOW FOR STRUCTURAL OBSERVATION (FOR EACH

BUILDING):

A. FOUNDATIONS PRIOR TO POURING CONCRETE

B. STRAP SHEAR WALLS PRIOR TO CLOSING WALLS

C. AFTER ROOF TRUSS ERECTION PRIOR TO DECK INSTALLATION

D. AFTER INSTALLATION OF TRUSS BLOCKING AND DRAGS

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SATISFACTORY TO

APPROVED

ACTIVITY

DATE

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

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G S

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TE

M S

C O

M M

AN

D

DRAWFORM REVISION: 12 APRIL 2018

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L

FA

C

IL

IT

IE

S E

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IN

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MP

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AS NOTED

JTG

CDA

IFC SUBMISSION

09/02/2021

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CDA

13137281

EC/AJT EC/AJT

JFH/WM

1610688

S-002

CAST-IN-PLACE CONCRETE NOTES

1. CONCRETE SHALL BE 4,000 PSI MIX. MAXIMUM SLUMP FOR ALL SLABS

SHALL BE 5 INCHES, USING TYPE II CEMENT UNO ON PLAN.

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

LAP ADJOINING PIECES AT LEAST ONE FULL MESH.

3. 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.

4. 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.

5. 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).

6. 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.

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

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

C 260.

8. 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.

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

IS PROHIBITED IN BUILDING B AND C.

10. SEE THE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF

DRAINS.SLOPE SLAB TO DRAINS WHERE SHOWN.

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

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

12. SEE S-501 FOR TYPICAL SLAB JOINT DETAILS

13. SEE S-501 FOR TYPICAL RE-ENTRANT CORNER REINFORCEMENT

SLAB ON GRADE 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.

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.

13. SEE S-501 FOR TYPICAL REBAR BENDS AND LAP SPLICE SCHEDULE

1. MASONRY CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF

THE "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1)" PUBLISHED

BY THE AMERICAN CONCRETE INSTITUTE, DETROIT, MICHIGAN.

2. HOLLOW LOAD-BEARING MASONRY UNITS SHALL CONFORM TO ASTM C 90

GRADE N-1 AND BE MADE WITH LIGHTWEIGHT AGGREGATE. THE MINIMUM

PRISM COMPRESSIVE STRENGTH (f'm) SHALL BE 2,000 PSI AT AN AGE OF 28

DAYS, AS DETERMINED BY THE UNIT STRENGTH METHOD OF ACI 530.1.

3. MORTAR SHALL CONFORM TO ASTM C 270, TYPE S. ALL MORTAR SHALL

MEET THE "PRPORTION SPECIFICATION" OF ASTM C 270 AND BE MADE WITH

PORTLAND CEMENT/ LIME (NON AIR-ENTRAINED) WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1,800 PSI.

4. COURSE MASONRY GROUT SHALL CONFORM TO ASTM C476 WITH MAXIMUM

AGGREGATE SIE OF 3/8". MINIMUM COMPRESSIVE STRENGTH SHALL BE

2,000 PSI AT 28 DAYS. PROVIDE GROUT CLEAN OUTS WHERE GROUT POUR

EXCEEDS 5'-0".

5. CONCRETE MASONRY QUALITY CONTROL:

WORK IN PROGRESS SHALL BE INSPECTED FOR CONFORMANCE WITH

SPECIFIED MATERIALS AND THAT WORKMASHIP AND CONSTRUCTION IS IN

COMPLIANCE WITH PLANS, SPECIFICATIONS, AND INDUSTRY STANDARDS.

A. MORTAR: INSPECT PROPORTIONING OF MORTARS IN ACCORDANCE

WITH ASTM C780. VERIFY ALL MATERIALS ARE AS APPROVED FOR

THE PROJECT.

B. GROUT: TEST 3"x3" PRISMS IN ACCORDANCE WITH ASTM C1019/ TEST

(2) PRISMS FOR EAC 30 CUBIC YARDS OR FRACTION THEREOF

PLACED EACH DAY AND WHEN MIX PROPORTIONS ARE CHANGED.

6. UNLESS OTHERWISE INDICATED, ALL WALLS SHALL BE LAID IN RUNNING

BOND. BOND CORNERS AND INTERSECTIONS OF LOAD-BEARING WALLS.

7. PROVIDE VERTICAL REINFORCING BARS OF THE GIVEN SIZE AND SPACING

AS INDICATED. PROVIDE BARS AT ALL WALL CORNERS, INTERSECTIONS

AND OPENING EDGES.

8. PROVIDE REBAR DOWELS FROM FOUNDATIONS TO MATCH VERTICAL

REINFORCING SIZE AND SPACING. DOWELS SHALL HAVE STANDARD 90

DEGREE HOOKS AND LAP WITH FIRST LIFT OF REINFORCING.

9. PROVIDE HORIZONTAL BOND BEAMS WITH CONTINUOUS REINFORCING AS

INDICATED. DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL

JOINTS EXCEPT FOR THE BOND BEAMS AT BEARING ELEVATIONS.

10. PROVIDE STANDARD 9 GAUGE HORIZONTAL JOINT REINFORCING AT 16" ON

CENTER IN ALL WALLS. PROVIDE TRUSS TYPE JOINT REINFORCING FOR

ALL CONCRETE MASONRY. UNLESS OTHERWISE NOTED, STOP ALL

HORIZONTAL JOINT REINFORCING AT CONTROL JOINTS. NOT REQUIRED

WHERE BOND BEAMS ARE USED MAX 48" OC VERTICALLY.

11. PROVIDE STANDARD 9 GAUGE HORIZONTAL JOINT REINFORCING AT 8" ON

CENTER AND GROUT SOLID BELOW GRADE. PROVIDE TRUSS TYPE JOINT

REINFORCING FOR ALL CONCRETE MASONRY. UNLESS OTHERWISE NOTED,

STOP ALL HORIZONTAL JOINT REINFORCING AT CONTROL JOINTS.

12. PROVIDE BOND BEAM LINTELS ABOVE ALL WALL OPENINGS PER TYPICAL

DETAILS ON THE STRUCTURAL DRAWINGS. SEE THE ARCHITECTURAL

DRAWINGS FOR LOCATIONS OF ALL DOOR AND WINDOW OPENINGS.

13. THE MASONRY CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY

WALL BRACING DURING CONSTRUCTION.

MASONRY NOTES

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 S-531 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

1. STRUCTURAL STEEL CONSTRUCTION DETAILING, FABRICATION, AND

ERECTION SHALL CONFORM TO THE AISC "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. 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 ELEMNTS 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. SEE S-512 FOR LOOSE LINTEL SCHEDULE

STRUCTURAL STEEL NOTES

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. L/600 MAX DEFLECTION AT BRICK VENEER

11. 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.

12. GC COORDINATE CATWALK AND BULKHEAD DESIGN WITH LIGHT GUAGE

AND TRUSS SUPPLIERS

COLD-FORMED STEEL FRAMING NOTES

1. LIGHT GAGE METAL TRUSSES (INCLUDING GABLE ENDS), ALL TEMPORARY

AND PERMANENT BRACING, TRUSS BLOCKING, AND ALL CONNECTIONS OF

TRUSSES TO SUPPORTING STRUCTURE AND EACHOTHER SHALL BE

DESIGNED AND SUBMITTED FOR REVIEW.

2. STRUCTURAL CALCULATIONS SHALL BE SUBMITTED FOR EACH TYPE OF

TRUSS AND ALL CONNECTIONS.

3. SHOP DRAWINGS FOR METAL TRUSSES SHALL BE SUBMITTED FOR

REVIEW. SHOP DRAWINGS SHALL INDICATE EACH TRUSS LAYOUT, ALL

MEMBER SIZES, MATERIAL PROPERTIES, CONNECTION, AND ALL

TEMPORARY AND PERMANENT BRACING REQUIRED.

4. SHOP DRAWINGS AND CALCULATION SHALL BE SEALED BY A PROJECT

STATE STRUCTURAL ENGINEER WHO IS RESPONSIBLE FOR THE DESIGN.

5. DESIGN LOADS (SEE DESIGN CRITERIA FOR NOTES LOADS NOT SHOWN

HERE):

ROOF TRUSS:

TOP CHORD SUPER DEAD LOAD,TYP 8 PSF

TOP CHORD SUPER DEAD LOAD, AT OVERBUILD 13 PSF

BOTTOM CHORD DEAD LOAD, TYP 10 PSF

BOTTOM CHORD DEAD LOAD, AT CATWALK 20 PSF

TOP CHORD LIVE LOAD 20 PSF

BOTTOM CHORD LIVE LOAD, AT CATWALK 40 PSF

(REDUCEABLE)

SNOW LOAD 20 PSF W/ DRIFT PROV

6. DESIGN TRUSSES FOR MAXIMUM LIVE LOAD DEFLECTION = L/360

7. LATERAL LOADS SHOWN ARE ULTIMATE.

8. DESIGN BOTTOM CHORD FOR 250# POINT LOAD (LIVE) ANYWHERE

BETWEEN PANEL POINTS

9. TOP CHORD AND TRUSS BLOCKING MIN 50 KSI STEEL

10. TOP CHORD AND TRUSS BLOCKING MIN 18 GA UNO

11. BOTTOM CHORD MATERIAL AS REQUIRED FOR CONNECTIONS, SEE

ELEVATIONS AND DETAILS

LIGHT GAUGE METAL TRUSS

1. ALL SHEATHING SHALL BE PLYWOOD. ALL PLYWOOD SHEATHING,

DIAPHRAGMS SHALL CONFORM TO US PRODUCT STANDARD PS-1-07 WITH

EXTERIOR GLUE.

2. SHEATHING SHEETS SHALL BE LAID WITH LONG DIMENSION

PERPENDICULAR TO THE SUPPORTING FRAMING. (2' MIN LENGTH)

3. PLYWOOD FLOOR SHEATHING SHALL BE: 23/32" CDX (INDEX 48/24) AND

SHALL BE FASTENED WITH SCREWS AT 6" OC EDGE AND 12" OC FIELD. SEE

DETAIL FOR SCREW SIZE.

WOOD SHEATHING

1. SEE SPEC SECTION 05 05 20.00 27

2. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED

ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR OR EQUIVALENT.

A. ANCHORAGE TO CONCRETE

a. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED

CONCRETE USE:

• HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HIT-Z

ROD PER ICC ESR-3187.

• HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW

DRILL BIT (TE-CD OR TE-YD) AND VC 150/300 VACUUM (VC

150 OR VC 300) SYSTEM WITH HAS-E THREADED ROD

PER ICC ESR-3187

b. MEDIUM DUTY MECHANICAL ANCHORS FOR CRACKED AND

UNCRACKED CONCRETE USE:

• HILTI KWIK HUS-EZ AND KWIK HUS EZ-1 SCREW

ANCHORS PER ICC ESR-3027

• HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC

ESR-1917

• HILTI KWIK-BOLT 3 EXPANSION ANCHORS (UNCRACKED

CONCRETE ONLY) PER ICC ESR-2302

B. REBAR DOWELING INTO CONCRETE

a. ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED

CONCRETE USE:

• HILTI HY-200 SAFE SET SYSTEM WITH HILTI HOLLOW

DRILL BIT (TE-CD OR TE-YD) AND VC150/300 VACUUM

(VC105 OR VC 300) SYSTEM WITH CONTINUOUSLY

DEFORMED REBAR PER ICC ESR-3187

C. ANCHORAGE TO SOLID GROUTED MASONRY

a. ADHESIVE ANCHORS USE:

• HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING

SYSTEM PER ICC ESR-4143

• STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E

CONTINUOUSLY THREADED ROD OR CONTINUOUSLY

DEFORMED STEEL REBAR

b. MECHANICAL ANCHORS USE:

• HILTI KWIK BOLT-3 EXPANSION ANCHORS PER ICC

ESR-1385

D. ANCHORAGE TO HOLLOW / MULTI-WYTHE MASONRY

a. ADHESIVE ANCHORS USE:

• HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING

SYSTEM PER ICC ESR-4144

• STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E

CONTINUOUSLY THREADED ROD OR CONTINUOUSLY

DEFORMED STEEL REBAR

• THE APPROPRIATE SIZE SCREEN TUBE SHALL BE USED

PER ADHESIVE MANUFACTURER'S RECOMMENDATION

3. ALL ANCHOR BASE PLATES, PRESSURE TREATED WOOD SILLS, OR

EXTERIOR APPLICATIONS SHALL BE GALVANIZED OR STAINLESS STEEL.

4. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE

APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD

PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS

DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF

ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT.

SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR

SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR

SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND

AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS.

ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-

SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE.

5. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS

INCLUDED IN THE ANCHOR PACKAGING.

6. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S

REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL

OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL

ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION

THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS

ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.

7. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT

ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE.

INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE

CLEARANCES INDICATED ON DRAWINGS.

8. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY

CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. EXISTING REBAR AND

STANDS MUST NOT BE CUT OR DAMAGED. UNLESS NOTED ON THE

DRAWINGS THAT THE BARS CAN BE CUT. THE CONTRACTOR SHALL

REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE

TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE CONCRETE

ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING OR OTHER

MEANS.

POST INSTALLED ANCHORS

1. SEE ARCHITECTURAL DRAWINGS FOR STEEL STAIR AND LADDER LOCATIONS

AND DIMENSIONS.

2. STEEL STAIR/LADDER STRUCTURE AND CONNECTIONS TO THE BUILDING

STRUCTURE SHALL BE DESIGNED BY A PROJECT STATE STRUCTURAL

ENGINEER. DESIGN STAIRS FOR UNIFORM LOADS AND CONCENTRATED

LOADS IN ACCORDANCE WITH THE REQUIREMENTS OF THE UFC AND

SECTION 1607.

3. RAILINGS, POSTS AND THEIR CONNECTIONS SHALL BE DESIGNED FOR

UNIFORM AND CONCENTRATED LOADS IN ACCORDANCE WITH THE

REQUIREMENTS OF THE UFCE AND SECTION 1607.7.4.

4. SUBMIT SHOP DRAWINGS FOR STAIRS INDICATING ALL STAIR MEMBER

SIZES, CONNECTIONS AND CONNECTIONS TO THE BUILDING STRUCTURE.

SHOP DRAWINGS SHALL INDICATE STAIR TREAD AND LANDING CONCRETE

FILL THICKNESS AND REINFORCING REQUIREMENTS.

5. CONTRACTOR SHALL COORDINATE STAIR OPENING DIMENSIONS AND

CONNECTION MATERIAL EMBEDDED IN THE BUILDING STRUCTURE WITH THE

STAIR MANUFACTURER.

6. GC COORD MISC BLOCKING REQUIREMENTS WITH TRUSS AND METAL STUD

PROVIDERS/

MANUFACTURED STEEL STAIRS/LADDERS

SY

M

DE

S C

RI

PT

I O N

DA

TE

UP

QCQA

Q3

Q1

Q2

QB

F G H J

A

B EC D

1.8

2.1

Q2.9

QB.9

KA KB

K1

K2

K3

K4

K3.1

K3.9

K5

K6

KC

KD

KA.4

K

A3

C3

A1

A1

A3

C3

A3

A3

A3

C3

C1

TYP

EXT EQUIP

C3

C3

S3

S2

SA SB

S1

4 SIDES

1' - 6" MIN

EA

W

AY

SE

E

AR

CH

A_S-101

A_S-102

D_S-101

D_S-102

B_S-101

B_S-101

B_S-102

B_S-103

C_S-101

C_S-102

S-100

S-100

S-100

"IGLOO"

10000#

3" 3"

1/2" PJF ALL SIDES

AT SIDEWALK

ALL SIDES

3" CLR

2' - 0" MIN DEPTH OF COMPACTED

FILL

BENEATH CONC PAD, REMOVE AND

REPLACE RESIDUAL SOIL AS REQD;

EXTEND FILL 4' - 0" MIN BEYOND

PAD,

ALL SIDES

#5 AT 10" OC EA WAY,

T&Bw/ ELEC EQUIP AND IGLOO SUPPLIER REQS

COORD DIMS

COORD BLOCK OUT AND

CONDUIT REQUIREMENTS

w/ ELEC EQUIP, DO NOT

CUT FDN REINF AT

CONDUIT OR BLOCK OUTS

2'

- 2

6"

SIDEWALK OR GRADE,

SEE CIVIL

1/2" PJF ALL SIDES,

NOT REQD AT

GRADE

2'-0" MIN DEPTH OF COMPACTED FILL

BENEATH CONC PAD; REMOVE AND

REPLACE RESIDUAL SOIL AS REQD;

EXTEND FILL 4'-0" MIN BEYOND PAD,

ALL SIDES

MECH EQUIP REQUIREMENTS

COORD SLAB DIMS w/

MI

N6"

2' -2

8"

(4) #5 CONT ALL SIDES

w/ CORNER BARS AT

SLAB CORNERS

#5 AT 16" OC,

ALL SIDES

3'-0"

#5 AT 16" OC EA

WAY MID-DEPTH OF

SLAB

2 MAX

11' - 0" 1' - 0"

SIDEWALK OR

GRADE, SEE CIVIL

1. SEE ARCH AND CIVIL FOR ACTUAL BUILDING LOCATIONS

2. SEE MECH AND ELECT FOR EXTERIOR EQUIPMENT LOCATIONS,

PROVDE PAD PER C1/S-100 TYP, PROVIDE GENERATOR AND "IGLOO"

FOUNDATION PER C3/S-100

3. GC TO COORD SIZE OF PADS WITH SELECTED EQUIPMENT. DO NOT

UNDERMINE BUILDING FOUNDATIONS

4. "IGLOO" TO BE MECHANICALLY FASTENED TO PAD, ANCHORAGE BY

PROVIDER

OVERALL PLAN NOTES

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

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

EP

AR

TM

EN

T

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TH

E

N

AV

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AV

AL

F

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IN

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IN

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M S

C O

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AN

D

DRAWFORM REVISION: 12 APRIL 2018

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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AS NOTED

JTG

CDA

IFC SUBMISSION

09/02/2021

M

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13137282

EC/AJT EC/AJT

JFH/WM

1610688

S-100

1/16" = 1'-0"A1 OVERALL PLAN

PLAN

NORTH

3/4" = 1'-0"C3 GENERATOR AND "IGLOO" FOUNDATION

3/4" = 1'-0"C1 EXTERIOR MECHANICAL EQUIPMENT PAD

SY

M

DE

S C

RI

PT

I O N

DA

TE

A

B EC D

4" SOG w/ 6x6-W2.1xW2.1 WWF

4" GRAVEL BASE

15 MIL VAPOR BARRIER

FFE 257.0' (0'-0")

18' MAX CJ SPACING

B4 S-503

C1 S-503

HSS4X4X1/4

HSS4X4X1/4CF2.5

HSS4X4X1/4

GB

1.5

GB1.5

GB

1.5

GB1.5

GB

1.5

GB

1.5

GB1.5

GB

1.5

GB1.5

SW

0"

6"

7'

- 9

3/ 4"

SW

8'

- 0

0 3

/4"

SW

8'

- 0

9"

0" 3'

- 0

2'

- 0

SW

0"

SW2

8' - 0" 8' - 5 3/4"

7' - 7 3/4"

SW2

8' - 0" 34' - 0"

SW1

7' - 0" 12' - 10 1/4" 14' - 3 3/4"

4' - 0"

SW2

8' - 0" 44' - 9"

SW2

8' - 0" 33' - 6 1/2"

SW2

8' - 0" 4' - 0"

SW

8'

- 0

1'

- 0

5'

- 0

8'

- 2 1/

2"

5"

8'

- 0

1'

- 0

B4 S-503

B4 S-503

B4 S-503

C2 S-503

C4 S-503

C4 S-503

C4 S-503

CU-1

525#

TYP 4

SIDES

7 1 /2"

5" 8'

- 2 1/

2"

0"

3'

- 0

110' - 3 1/2"

10' - 0" 27' - 6" 21' - 3" 51' - 6 1/2"

FASTEN B/ LADDER

TO SOG W/ (2) 1/2"

DIA SS EXP ANCHOR

(2" EMBED)

FD FD

FD FD

FD

C3 S-501

- - - - - - - - - - - - - - - - - - - - - - - - - - - - TYP

EQUIP

A1 S-504

B2 S-503

TYP

DOOR

RE-ENTRANT BARS

TYP, SEE /A3 S-501

FD

FD

FD

1. T/ STRUCTURAL SLAB EL 0'-0" UON THUS (X' - XX"), COORD W/ CIVIL

2. INDICATES A SLAB STEP, SEE AND ARCH

FOR STEP THICKNESS

3. STRUCTURAL SLAB IS 4" THICK CONCRETE SLAB ON GRADE W/

WWF6X6 - W1.4xW1.4 UNO ON PLAN, SEE A_S501 FOR TYPICAL SLAB

DETAILS

4. T/ FOOTING -2'-0" UNO AS (-X' - XX")

5. INDICATES FOOTING STEP, SEE

6. CF# INDICATES COLUMN FOOTING, SEE SCHEDULE ON

7. GB# INDICATES GRADE BEAM, SEE SCHEDULE ON , T/

GRADE BEAM -0'-8" UNO

8. SW# INDICATES STRAPPED BRACE WALL, SEE SCHEDULE ON S521

9. SEE ELEVATIONS AND WALL SCHEDULE ON S-521

10. FD INDICATES FLOOR DRAIN, SEE ARCH AND PLUMBING FOR

REQUIRED SLOPES, CLEAN OUTS NOT SHOWN FOR CLARITY

11. INDICATES NON-STRUCTURAL MASONRY, SEE ARCH FOR

THICKNESS, LOCATIONS, AND HEIGHTS, SEE

12. SEE FOR TYPICAL HOUSEKEEPING PAD DETAIL, SEE MEP

AND FP FOR LOCATIONS

13. SEE ARCH AND MEP FOR LOCATION OF UTILITIES UNDER FOOTINGS,

SEE

14. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING

DRAWINGS:

GENERAL NOTES & ABBREVIATIONS S0 SERIES DRAWINGS

STRUCTURAL ELEVATIONS S2 SERIES DRAWINGS

STRUCTURAL SECTIONS S3 SERIES DRAWINGS

TYPICAL FOUNDATION DETAILS S50 SERIES DRAWINGS

TYPICAL MASONRY DETAILS S51 SERIES DERAWINGS

TYPICAL LIGHT GAUGE DETAILS S52 SERIES DRAWINGS

TYPICAL FRAMING DETAILS S53 SERIES DRAWINGS

ISO VIEWS S9 SERIES DRAWINGS

FOUNDATION PLAN NOTES

S

/C3 S-501

/B3 S-501

/B1 S-502

/C2 S-502 /C1 S-502

/A1 S-504

/B2 S-502

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

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

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

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C O

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DRAWFORM REVISION: 12 APRIL 2018

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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L

FA

C

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IN

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N

A N

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O N

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MP

S

PR

IN

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, M

AR

YL

AN

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AS NOTED

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CDA

IFC SUBMISSION

09/02/2021

M

IL

IT

A

R Y

W O

R K

IN

G

D O

G K

E N

N E

L

FO

UN

DA

TI

O N

PL

AN

AD

M

IN

CDA

13137283

EC/AJT EC/AJT

JFH/WM

1610688

A_S-101

1/8" = 1'-0"A1 FOUNDATION PLAN - ADMIN

PLAN

NORTH

SY

M

DE

S C

RI

PT

I O N

DA

TE

1. INDICATES DIRECTION OF DECK SPAN

2. INDICATES DECK TYPE "X": SEE AND

FOR DECK PROPERTIES AND ATTACHMENT REQUIREMENTS

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

DATUM (0' - 0"), TRUSS BEARING +10' - 0" TYP UNO

4. "X"T# INDICATES "LOCATION" LIGHT GAUGE TRUSS TYPE "#", SEE

TRUSS ELEVATIONS ON S21 SERIES, A: ADMIN, B: BREEZWAY, K:

KENNEL, Q: QUARANTINE, S: STORAGE

5. SEE AND FOR TYP ROOF PENETRATION DETAILS

6. SEE A_S-531 FOR TYPICAL STEEL CONNECTION DETAILS

7. ALL CONNECTIONS TO BE SLIP CRITICAL, SEE DETAILS

8. SEE S-211, S-212, AND S-213 FOR TYPICAL TRUSS ELEVATIONS

9. SEE CATWALK ENLARGED PLANS FOR SUSPENDED WALLS, INCLUDE

ADDITIONAL 100 PLF DEAD WALL SELF WEIGHT IN TRUSS DESIGN AS

REQD

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

FOR LOCATIONS

11. FLEXIBLE CONNECTIONS REQUIRED THROUGH ALL EXPANSION JOINTS,

COORD W/ ARCH, MEP, AND FP.

12. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING

DRAWINGS:

GENERAL NOTES & ABBREVIATIONS S0 SERIES DRAWINGS

MASONRY ELEVATIONS S20 SERIES DRAWINGS

TRUSS ELEVATIONS S21 SERIES DRAWINGS

STRUCTURAL SECTIONS S3 SERIES DRAWINGS

TYPICAL FOUNDATION DETAILS S50 SERIES DRAWINGS

TYPICAL MASONRY DETAILS S51 SERIES DERAWINGS

TYPICAL LIGHT GAUGE DETAILS S52 SERIES DRAWINGS

TYPICAL FRAMING DETAILS S53 SERIES DRAWINGS

ISO VIEWS S9 SERIES DRAWINGS

FRAMING PLAN NOTES

X /C1 S-531 /C2 S-531

/A4 S-531

/D2 S-533

/B4 S-531

A

B EC D

W 8X

W8X31

D1

D1

D1

D1

B1 S-532

C2 S-532

B1

S-532

C2 S-532

C1 S-532

OUTRIGGER @ 48" OC MAX

DEPTH TO MATCH TOP CHORD

OF TRUSSES

BY TRUSS SUPPLIER TYP.

BLOCKING AT 48" OC MAX

DEPTH TO MATCH TOP

CHORD OF TRUSSES

BY TRUSS SUPPLIER TYP.

AT2

AXIAL LOAD (W) = 7.5K

AT1

A = 10.5K

AX

IA

L L

OA

D (W

K

AX

IA

L L

OA

D (W

K

C4 S-532

AHU-1

(BELOW)

C3

AT3

AT 48" O.C. MAX

AT1 AT 48" O.C. MAX

2' - 0"

AT2 AT 48" O.C. MAX AT1 AT 48" O.C. MAX

EJ BELOW,

SEE BREEZEWAY

PLAN

110' - 3 1/2"

10' - 0" 27' - 6" 21' - 3" 51' - 6 1/2"

7 1 /2"

5" 8'

- 2 1/

2"

0"

3'

- 0

A1 S-531

MAX TYP

4' - 0"

S-102

B1 S-521

B1 S-521

AHU-1

1600#

D2

TR

US

S

TR

US

S

TR

US

S

TR

US

S

TR

US

S

PROVIDE BLOCKING

PARALLEL TO THESE (2)

TRUSSES, FASTEN TO

TRUSS AND PLYWOOD AT

6" OC, COORD W/ TRUSS

SUPPLIER

LIGHT GAUGE KICKER TO

ROOF W/ BLOCKING SIM

GABLE ENDS, BY STUD

PROVIDER, DESIGN FOR

500# LIVE LOAD AT

PLYWOOD ELEVATION,

(2) PLACES

SUSPENDED OR

BUTTOM SUPPORTED

ACOUSTICAL

PARTITION, BY STUD

SUPPLIER, COORD W/

TRUSS SUPPLIER,

PROVIDE BLOCKING OR

CONT TRACK AT ALL

EDGES

COORD STIFFS AT

TRUSS CHORD AS

REQD, TYP

INFILL STUDS W/

WIRE FENCING AT

EXPOSED EDGES,

SEE ARCH FOR

FENCE HEIGHT

3 5/8" JOISTS AT 16"

OC MAX, BY STUD

SUPPLIER

BLOCKING ALIGNED W/

LADDER ATTACHMENT,

FASTEN TO PLYWOOD

AT 6" OC

FASTEN LADDER TO

SPANDREL JOIST (16 GA

MIN)

W/ ARCH AND SELECTED EQUIP, TYP

COORD DIMS AND LOCATION

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

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

EP

AR

TM

EN

T

O F

TH

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AV

Y N

AV

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DRAWFORM REVISION: 12 APRIL 2018

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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TO

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A N

D C

O N

ST

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O R

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C

THC

JO

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BA

SE

A

ND

RE

W S

CA

MP

S

PR

IN

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, M

AR

YL

AN

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AS NOTED

JTG

CDA

IFC SUBMISSION

09/02/2021

M

IL

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A

R Y

W O

R K

IN

G

D O

G K

E N

N E

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RO

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FR

AM

IN

G P

LA

N

-A

DM

IN

CDA

13137284

EC/AJT EC/AJT

JFH/WM

1610688

A_S-102

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

1/4" = 1'-0"C3 CATWALK FRAMING PLAN - ADMIN ATTIC

PLAN

NORTH

SY

M

DE

S C

RI

PT

I O N

DA

TE

F G H J

1.8

2.1

K

0"

40' - 0"

10' - 0" 10' - 0" 10' - 0" 10' - 0"

SEE ARCH

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

CF4050

CF4050

CF4050

CF4050

CF4050

CF4050

CF4050

CF4050

CF4050

CF4050

B1 S-503

( -1' - 2" ) ( -1' - 2" ) ( -1' - 2" ) ( -1' - 2" ) ( -1' - 2" )

( -1' - 2" ) ( -1' - 2" ) ( -1' - 2" ) ( -1' - 2" ) ( -1' - 2" )

TYP

BP2 BP2 BP2 BP2 BP2

BP2 BP2 BP2 BP2 BP2 10

0"

F G H J

1.8

2.1

K

ROOF LINE ABOVE

D1

D1

BT

HSS8X4X1/4 HSS8X4X1/4 HSS8X4X1/4 HSS8X4X1/4

HSS8X4X1/4HSS8X4X1/4HSS8X4X1/4HSS8X4X1/4

40' - 0"

10' - 0" 10' - 0" 10' - 0" 10' - 0"

0"BT

A =2

K W

BT

A= 2K

W

BT

A= 2K

W

BT

A= 2K

W

BT

A =2

K W

A3 S-532

A3 S-532

A2 S-532

B2 S-532

6'

- 9

3/ 4"

1" EJ

(FROM FACE OF

METAL PANEL)

1" EJA2

S-531

1. T/ STRUCTURAL SLAB EL 0'-0" UON THUS (X' - XX"). COORD W/ CIVIL

2. INDICATES A SLAB STEP, SEE AND ARCH

FOR STEP THICKNESS

3. SEE PLAN FOR SLAB THICKNESS, SEE S501 FOR TYPICAL SLAB DETAILS

4. T/ FOOTING -2'-0" UNO AS (-X' - XX")

5. INDICATES FOOTING STEP, SEE

6. CF# INDICATES COLUMN FOOTING, SEE SCHEDULE ON

7. WF# INDICATES WALL FOOTING, WF2.5 TYP UNO, SEE SCHEDULE ON

S-502

8. MW# INDICATES MASONRY WALL, SEE SCHEDULE ON S-511, MW1 UNO

9. SEE S-201 FOR MASONRY WALL ELEVATIONS

10. FD INDICATES FLOOR DRAIN, SEE ARCH AND PLUMBING FOR

REQUIRED SLOPES, CLEAN OUTS NOT SHOWN FOR CLARITY

11. MP* INDICATES MASONRY PIER TYPE "*", SEE

12. BP* INDICATES BASEPLATE TYPE "*", SEE , BP1 TYP UNO ON

PLAN

13. FD* INDICATES FLOOR DRAIN, SEE ARCH AND PLUMBING FOR

REQUIRED SLOPES

14. INDICATES TRENCH DRAIN, SEE AND

15. INDIATES NON LOAD BEARING MASONRY, SEE ARCH FOR

THICKNESS, LOCATIONS, AND HEIGHTS, SEE

16. SEE FOR TYPICAL HOUSEKEEPING PAD DETAIL, SEE MEP

AND FP FOR LOCATIONS

17. SEE ARCH AND MEP FOR LOCATION OF UTILITIES UNDER FOOTINGS,

SEE

18. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING

DRAWINGS:

GENERAL NOTES & ABBREVIATIONS S0 SERIES DRAWINGS

MASONRY ELEVATIONS S20 SERIES DRAWINGS

TRUSS ELEVATIONS S21 SERIES DRAWINGS

STRUCTURAL SECTIONS S3 SERIES DRAWINGS

TYPICAL FOUNDATION DETAILS S50 SERIES DRAWINGS

TYPICAL MASONRY DETAILS S51 SERIES DERAWINGS

TYPICAL LIGHT GAUGE DETAILS S52 SERIES DRAWINGS

TYPICAL FRAMING DETAILS S53 SERIES DRAWINGS

ISO VIEWS S9 SERIES DRAWINGS

FOUNDATION PLAN NOTES

S

/C3 S-501

/B3 S-501

/B1 S-502

/B1 S-504

/C1 S-502

/B4 S-501 /C4 S-504

/A1 S-504

/B2 S-502

1. INDICATES DIRECTION OF DECK SPAN

2. INDICATES DECK TYPE "X": SEE AND

FOR DECK PROPERTIES AND ATTACHMENT REQUIREMENTS

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

DATUM (0' - 0"), TRUSS BEARING +10' - 0" TYP UNO

4. "X"T# INDICATES "LOCATION" LIGHT GAUGE TRUSS TYPE "#", SEE

TRUSS ELEVATIONS ON S21 SERIES, A: ADMIN, B: BREEZWAY, K:

KENNEL, Q: QUARANTINE, S: STORAGE

5. SEE AND FOR TYP ROOF PENETRATION DETAILS

6. SEE A_S-531 FOR TYPICAL STEEL CONNECTION DETAILS

7. ALL CONNECTIONS TO BE SLIP CRITICAL, SEE DETAILS

8. SEE S-211, S-212, AND S-213 FOR TYPICAL TRUSS ELEVATIONS

9. SEE CATWALK ENLARGED PLANS FOR SUSPENDED WALLS, INCLUDE

ADDITIONAL 100 PLF DEAD WALL SELF WEIGHT IN TRUSS DESIGN AS

REQD

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

FOR LOCATIONS

11. FLEXIBLE CONNECTIONS REQUIRED THROUGH ALL EXPANSION JOINTS,

COORD W/ ARCH, MEP, AND FP.

12. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING

DRAWINGS:

GENERAL NOTES & ABBREVIATIONS S0 SERIES DRAWINGS

MASONRY ELEVATIONS S20 SERIES DRAWINGS

TRUSS ELEVATIONS S21 SERIES DRAWINGS

STRUCTURAL SECTIONS S3 SERIES DRAWINGS

TYPICAL FOUNDATION DETAILS S50 SERIES DRAWINGS

TYPICAL MASONRY DETAILS S51 SERIES DERAWINGS

TYPICAL LIGHT GAUGE DETAILS S52 SERIES DRAWINGS

TYPICAL FRAMING DETAILS S53 SERIES DRAWINGS

ISO VIEWS S9 SERIES DRAWINGS

FRAMING PLAN NOTES

X /C1 S-531 /C2 S-531

/A4 S-531

/D2 S-533

/B4 S-531

1. THE 3D REPRESENTATIONS ARE FOR GENERAL INFORMATION

ONLY AND DO NOT REPRESENT A COMPLETE AND DETAILED

REPRESENTATION OF THE STRUCTURE. REFER TO APPLICABLE

PLANS, DETAILS, SECTIONS AND MISCELLANEOUS DETAILS FOR

MORE DETAILED INFORMATION NOT SHOWN IN THE 3D

REPRESENTATIONS.

ISOPARAMETRIC VIEW - FIO

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

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

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G S

YS

TE

M S

C O

M M

AN

D

DRAWFORM REVISION: 12 APRIL 2018

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L

FA

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S

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TE

M

S C

O M

M A

N D

W A

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TO

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N

A N

D C

O N

ST

R

U C

TI

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N C

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AS

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IN

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TO

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C

THC

JO

IN

T

BA

SE

A

ND

RE

W S

CA

MP

S

PR

IN

GS

, M

AR

YL

AN

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AS NOTED

JTG

CDA

IFC SUBMISSION

09/02/2021

M

IL

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A

R Y

W O

R K

IN

G

D O

G K

E N

N E

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FO

UN

DA

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O N

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FR

AM

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G P

LA

NS

BR

EE

ZE

W

AY

CDA

13137285

EC/AJT EC/AJT

JFH/WM

1610688

B_S-101

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

1/8" = 1'-0"C3 ROOF FRAMING PLAN - BREEZEWAY

A1 ISOPARAMETRIC VIEW - FIO - BREEZEWAY

PLAN

NORTH

PLAN

NORTH

SY

M

DE

S C

RI

PT

I O N

DA

TE

A4 S-301

1.8

2.1

KA KB

K1

K2

K3

K4

K3.1

K3.9

K5

K6

KC

KD

KA.4

0"

8"

0"

7'

- 6

8"

7'

- 6

1'

- 2

4"

1'

- 2

K

52' - 0"

2"

0"

WF2.5B3

S-504

TYP AT

DOOR

A1 S-503

A2 S-503

A2 S-503

A2 S-503

S-201 D2

S-201B2

6" MIN SOG w/ #3 AT 18" OC EA

WAY AND 4" GRAVEL BASE 15

MIL VAPOR BARRIER FFE 257.0'

(0'-0"), SLOPE SLAB TO DRAINS,

SUBMIT CJ/CONC POUR PLAN

TO SEOR, OUTDOOR KENNEL

SLAB AIR ENTRAINED

A4 S-301

A4 S-301

A1 S-503

C1 S-504

C1 S-504

12' - 7"

CU-4

600#

CU-2

600#

CU-2

600#

CU-5

100#

AHU-5

24' - 0" 10' - 8" 8' - 0"

S-201A2

TYP

GBL

34' - 8"

OH

TYP KNL

TYP

KNL

S-201B2

S-201 D2

OH

TO

C

J

0"

MW2

MW2

MW

SE

E

EL

EV

MW

SE

E

EL

EV

A2 S-503

C1 S-504

C1

S-504

C1 S-504

C1

S-504

EJ

2"

4"

A2 S-503

C1 S-504

WF4.0

WF4.0

RE-ENTRANT BARS

TYP, SEE /A3 S-501

2' - 0"

C3 S-501

FD FD

FD

FD

FD FD

FD

FD

FD

FD

2' -0

A4 S-503

A4 S-503

A4 S-503

A4 S-503

A4 S-503

A4 S-503

A2 S-503

A4 S-301

1. T/ STRUCTURAL SLAB EL 0'-0" UON THUS (X' - XX"). COORD W/ CIVIL

2. INDICATES A SLAB STEP, SEE AND ARCH

FOR STEP THICKNESS

3. SEE PLAN FOR SLAB THICKNESS, SEE S501 FOR TYPICAL SLAB DETAILS

4. T/ FOOTING -2'-0" UNO AS (-X' - XX")

5. INDICATES FOOTING STEP, SEE

6. CF# INDICATES COLUMN FOOTING, SEE SCHEDULE ON

7. WF# INDICATES WALL FOOTING, WF2.5 TYP UNO, SEE SCHEDULE ON

S-502

8. MW# INDICATES MASONRY WALL, SEE SCHEDULE ON S-511, MW1 UNO

9. SEE S-201 FOR MASONRY WALL ELEVATIONS

10. FD INDICATES FLOOR DRAIN, SEE ARCH AND PLUMBING FOR

REQUIRED SLOPES, CLEAN OUTS NOT SHOWN FOR CLARITY

11. MP* INDICATES MASONRY PIER TYPE "*", SEE

12. BP* INDICATES BASEPLATE TYPE "*", SEE , BP1 TYP UNO ON

PLAN

13. FD* INDICATES FLOOR DRAIN, SEE ARCH AND PLUMBING FOR

REQUIRED SLOPES

14. INDICATES TRENCH DRAIN, SEE AND

15. INDIATES NON LOAD BEARING MASONRY, SEE ARCH FOR

THICKNESS, LOCATIONS, AND HEIGHTS, SEE

16. SEE FOR TYPICAL HOUSEKEEPING PAD DETAIL, SEE MEP

AND FP FOR LOCATIONS

17. SEE ARCH AND MEP FOR LOCATION OF UTILITIES UNDER FOOTINGS,

SEE

18. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING

DRAWINGS:

GENERAL NOTES & ABBREVIATIONS S0 SERIES DRAWINGS

MASONRY ELEVATIONS S20 SERIES DRAWINGS

TRUSS ELEVATIONS S21 SERIES DRAWINGS

STRUCTURAL SECTIONS S3 SERIES DRAWINGS

TYPICAL FOUNDATION DETAILS S50 SERIES DRAWINGS

TYPICAL MASONRY DETAILS S51 SERIES DERAWINGS

TYPICAL LIGHT GAUGE DETAILS S52 SERIES DRAWINGS

TYPICAL FRAMING DETAILS S53 SERIES DRAWINGS

ISO VIEWS S9 SERIES DRAWINGS

FOUNDATION PLAN NOTES

S

/C3 S-501

/B3 S-501

/B1 S-502

/B1 S-504

/C1 S-502

/B4 S-501 /C4 S-504

/A1 S-504

/B2 S-502

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

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

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G S

YS

TE

M S

C O

M M

AN

D

DRAWFORM REVISION: 12 APRIL 2018

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L

FA

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S

YS

TE

M

S C

O M

M A

N D

W A

S H

IN

G

TO

N

D

ES

IG

N

A N

D C

O N

ST

R

U C

TI

O

N C

O R

E W

AS

H

IN

G

TO

N

D

C

THC

JO

IN

T

BA

SE

A

ND

RE

W S

CA

MP

S

PR

IN

GS

, M

AR

YL

AN

D

AS NOTED

JTG

CDA

IFC SUBMISSION

09/02/2021

M

IL

IT

A

R Y

W O

R K

IN

G

D O

G K

E N

N E

L

FO

UN

DA

TI

O N

PL

AN

KE

NN

EL

S

CDA

13137286

EC/AJT EC/AJT

JFH/WM

1610688

B_S-102

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

PLAN

NORTH

SY

M

DE

S C

RI

PT

I O N

DA

TE

A4 S-301

KA KB

K1

K2

K3

K4

K3.1

K3.9

K5

K6

KC

KD

KA.4

D1

D1

D1

UN

O

KT

1 A

T

" O C

0"

D1

D1D1

KT3

KT4

KT2

A=21K W

KT4

KT3

KT2

A=21K W

KT

1 A

T

" O C

0"

OVERBUID BY TRUSS SUPPLIER

HATCH INDICATES

OVERBUILD

BY TRUSS

SUPPLIER, ROOF

DECK TO RUN

CONTINUOUS

BELOW OVERBUILD

D1

D1

W8X24

KT6 A = 8K W - GABLE

KT6 A = 8K W - GABLE

UNO

KT1 AT 48" OC = 44' - 0"

KT

6 A

8K

W

GA

BL

E

KT

A2 S-532

A2 S-532

A2 S-532

A2 S-532

A2 S-532

KT7

A=8K

7' - 11" EJ

1"

A4 S-512

A4 S-512

A4 S-512

A4 S-301

A4 S-301

24' - 0" 10' - 8" 8' - 0"

34' - 8"

0"

8"

0"

7'

- 6

8"

7'

- 6

52' - 0"

1'

- 2

4"

1'

- 2

AHU-2

(BELOW)

AHU-3

(BELOW)

AHU-4

(BELOW)

B4 S-301

D1

D3

S-212

C3

KT1AT

KT1AT

KT1AT

KT1AT

KT1AT

KT

1A

T

KT

1A

T

KT

1A

T

KT

1A

T

KT

1A

T

REMAINDER

KT1AT

KT1AT

KT1AT

KT1AT

KT1AT

D3 SIM

SEE ARCH

SIM

SEE ARCH

D3

KT

5 A

T

2'

- 0

"W

X5

C2 S-513

C2 S-513

TYP

OUTDOOR

KENNEL

C2 S-513

TYP

OUTDOOR

KENNEL

C2 S-513

TYP

OUTDOOR

KENNEL

EJ BELOW,

SEE BREEZEWAY

PLAN

C2 S-532

CONT 16GA PL

FASTEND TO CONT

BLOCKING AT 6" OC,

BLOCKING BY

TRUSS SUPPLIER

TYP

AT GBL

KT

5 A

T

2'

- 0

S-103

S-103

S-103

1. INDICATES DIRECTION OF DECK SPAN

2. INDICATES DECK TYPE "X": SEE AND

FOR DECK PROPERTIES AND ATTACHMENT REQUIREMENTS

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

DATUM (0' - 0"), TRUSS BEARING +10' - 0" TYP UNO

4. "X"T# INDICATES "LOCATION" LIGHT GAUGE TRUSS TYPE "#", SEE

TRUSS ELEVATIONS ON S21 SERIES, A: ADMIN, B: BREEZWAY, K:

KENNEL, Q: QUARANTINE, S: STORAGE

5. SEE AND FOR TYP ROOF PENETRATION DETAILS

6. SEE A_S-531 FOR TYPICAL STEEL CONNECTION DETAILS

7. ALL CONNECTIONS TO BE SLIP CRITICAL, SEE DETAILS

8. SEE S-211, S-212, AND S-213 FOR TYPICAL TRUSS ELEVATIONS

9. SEE CATWALK ENLARGED PLANS FOR SUSPENDED WALLS, INCLUDE

ADDITIONAL 100 PLF DEAD WALL SELF WEIGHT IN TRUSS DESIGN AS

REQD

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

FOR LOCATIONS

11. FLEXIBLE CONNECTIONS REQUIRED THROUGH ALL EXPANSION JOINTS,

COORD W/ ARCH, MEP, AND FP.

12. FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING

DRAWINGS:

GENERAL NOTES & ABBREVIATIONS S0 SERIES DRAWINGS

MASONRY ELEVATIONS S20 SERIES DRAWINGS

TRUSS ELEVATIONS S21 SERIES DRAWINGS

STRUCTURAL SECTIONS S3 SERIES DRAWINGS

TYPICAL FOUNDATION DETAILS S50 SERIES DRAWINGS

TYPICAL MASONRY DETAILS S51 SERIES DERAWINGS

TYPICAL LIGHT GAUGE DETAILS S52 SERIES DRAWINGS

TYPICAL FRAMING DETAILS S53 SERIES DRAWINGS

ISO VIEWS S9 SERIES DRAWINGS

FRAMING PLAN NOTES

X /C1 S-531 /C2 S-531

/A4 S-531

/D2 S-533

/B4 S-531

D2

AHU…