1596300_dwg_23of35_V2_Structural.pdf

1. GENERAL

1.A. THIS PROJECT IS SUBJECT TO IBC 2018 SPECIAL INSPECTION REQUIREMENTS AND STRUCTURAL OBSERVATIONS FOR

SEISMIC RESISTANCE AS MODIFIED BY UFC 3-301-01 AND FOR PROGRESSIVE COLLAPSE RESISTANCE IN ACCORDANCE WITH APPENDIX H OF UFC 4-023-03 (ATC TOWER ONLY). THE STATEMENT AND SCHEDULE OF SPECIAL INSPECTIONS DEFINE THE SCOPE OF SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS AND ARE INCLUDED WITH

THE PROJECT SPECIFICATIONS.

1.B. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE PROVISIONS AND

REQUIREMENTS OF THE CONTRACT SPECIFICATIONS.

1.C. COORDINATE STRUCTURAL WORK WITH WORK SHOWN ON OTHER DRAWINGS.

1.D. CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. PROVIDE MEANS AND METHODS OF CONSTRUCTION

INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY BRACING TO MAINTAIN THE STRUCTURE IN A SAFE AND STABLE CONDITION AT ALL TIMES. UNDERTAKE MEASURES TO ENSURE SAFETY OF PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE. VISITS TO THE SITE BY THE CONTRACTING OFFICER'S REPRESENTATIVES DO NOT

RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY.

1.E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION MUST BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH THE APPROVAL OF THE CONTRACTING OFFICER. WHERE SECTIONS VARY, PROVIDE FOR SMOOTH TRANSITIONS BETWEEN

THEM, UNLESS NOTED OTHERWISE.

1.F. DESIGN OF THE ATC TOWER IS IN ACCORDANCE WITH THE ALTERNATE PATH AND ENHANCED LOCAL RESISTANCE METHODS OF UFC 4-023-03, 14 JULY 2009 WITH CHANGE 3, 1 NOVEMBER 2016. FUTURE ADDITIONS OR ALTERATIONS TO THIS STRUCTURE

MUST NOT JEOPARDIZE THE REQUIREMENTS FOR PROGRESSIVE COLLAPSE RESISTANCE.

2. DESIGN STANDARDS

2.A. THE INTERNATIONAL BUILDING CODE 2018 AS ADOPTED AND MODIFIED BY UFC LISTED BELOW IS THE PRINCIPAL CODE OF

RECORD.

2.B. ASCE/SEI 7, MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES, 2016.

2.C. UNIFIED FACILITIES CRITERIA:

1. UFC 1-200-01 (9 SEPTEMBER 2019 WITH CHANGE 1, 1 OCTOBER 2020) DoD BUILDING CODE.

2. UFC 3-301-01 (1 OCTOBER 2019) STRUCTURAL ENGINEERING.

3. UFC 4-010-01 (12 DECEMBER 2018 WITH CHANGE 1, 19 AUGUST 2020) DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS.

4. UFC 4-023-03 (14 JULY 2009 WITH CHANGE 3, 1 NOVEMBER 2016) DESIGN OF BUILDINGS TO RESIST PROGRESSIVE

COLLAPSE, ALTERNATE PATH AND ENHANCED LOCAL RESISTANCE METHODS (ATC TOWER ONLY).

5. UFC 4-133-01 (19 APRIL 2016 WITH CHANGE 2, 25 JUNE 2019) AIR TRAFFIC CONTROL AND AIR OPERATIONS FACILITIES.

2.D. ACI 318, AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014.

2.E. TMS 402-16, THE MASONRY SOCIETY BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, 2016.

2.F. ANSI/AISC 360-16, AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 2016.

2.G. SDI RDDM, STEEL DECK INSTITUTE ROOF DECK DESIGN MANUAL.

2.H SDI FDDM, STEEL DECK INSTITUTE FLOOR DECK DESIGN MANUAL.

2.I. SJI 100-15, 44TH EDITION STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL JOISTS.

2.J. AWS D1.1, AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE - STEEL, 2015.

2.K. AISI COLD-FORMED STEEL DESIGN MANUAL, 2017.

5. GEOTECHNICAL INFORMATION

5.A. SOURCE: THE INFORMATION PROVIDED IN THE FINAL REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL SURFACES, P-228 ATC TOWER AND AIR OPERATIONS FACILITY (G.E.T. PROJECT NUMBER JX18-103G) PREPARED BY GET SOLUTIONS, INC.

DATED MARCH 16, 2022 HAS BEEN USED FOR THE DESIGN OF THE FOUNDATIONS.

5.B. SITE PREPARATION

1. EXCAVATION, FILL, AND BACKFILL MUST BE IN ACCORDANCE WITH THE CONTRACT DRAWINGS AND SPECIFICATIONS, DIVISION 31. REFER TO CIVIL DOCUMENTS FOR OVER EXCAVATION REQUIREMENTS FOR BASE BID AND BID OPTIONS.

5.C. SOIL CHARACTERISTICS

1. NET ALLOWABLE SOIL BEARING SOIL PRESSURE (MTRACON AND AIR OPS BUILDINGS): 2500 PSF WITH SOIL

IMPROVEMENTS AS INDICATED IN THE CONTRACT DOCUMENTS.

2. UNIT WEIGHT: 110 PCF (CLAY) AND 120 PCF (SAND) MOIST.

3. WATER TABLE ELEVATION (NAVD88): APPROXIMATELY 16 TO 18 FT (AIR OPS), 14 TO 18 FT (MTRACON/ATCT).

5.D. LATERAL EARTH PRESSURE

1. AT-REST CONDITION, Ko: 0.74 (CLAY), Ko: 0.5 (SAND)

2. ACTIVE CONDITION, Ka: 0.59 (CLAY), Ka: 0.33 (SAND)

3. PASSIVE CONDITION, Kp: 1.70 (CLAY), Kp: 3.0 (SAND)

5.E FROST DEPTH: 0".

5.F CONCRETE-SOIL COEFFICIENT OF FRICTION: 0.35.

5.G MINIMUM STABILITY FACTORS OF SAFETY:

1. OVERTURNING: 1.5.

2. UPLIFT: 1.5.

3. SLIDING: 1.5.

5.H. PILE DESIGN PARAMETERS (ATCT AND ATC UTILITY STRUCTURE)

1. USE 12" SQUARE PRECAST/PRESTRESSED CONCRETE PILES COMPLYING WITH THE PRECAST CONCRETE INSTITUTE

MNL-116, AND THE FOLLOWING MATERIAL PROPERTIES:

a. BASE BID PILE TIP ELEVATION (NAVD88): -43.60 FT.

b. CONCRETE: f'c = 5,000 PSI (MINIMUM)

c. PRESTRESSING STEEL: ASTM A416, GRADE 270 SEVEN-WIRE STRESS RELIEVED OR LOW RELAXATION STRANDS.

d. REINFORCING STEEL: ASTM A615, GRADE 60.

e. SPIRAL TIES: ASTM A1064.

f. FREE-END PILE CAPACITY: MAX AXIAL GRAVITY LOAD = 170 KIPS (GRAVITY), 60 KIPS (UPLIFT); MAX INTERNAL SHEAR

= 7.8 KIPS; MAX INTERNAL MOMENT = 24.8 KIP-FT.

2. DESIGN PILES FOR THE FOLLOWING FACTORED LOAD COMBINATIONS WHERE P = CONCENTRIC AXIAL FORCE, M =

BENDING MOMENT AND V = SHEAR, IN THE PILE

a. 1.2D + L + 0.5Lr + 1.0W: P = 260 KIPS (GRAVITY), M = 29 KIP-FT, AND V = 9 KIPS.

b. 0.9D + 1.0W: P = 50 KIPS (UPLIFT), M = 29 KIP-FT, AND V = 9 KIPS.

c. LOCATION OF MAXIMUM INTERNAL MOMENT IS 6 FEET FROM HEAD OF PILE.

3. INSTALL PILES IN ACCORDANCE WITH SPECIFICATION SECTION 31 62 13.20.

3. DESIGN LOADS

3.A. RISK CATEGORY: II (AIR OPS BUILDING); IV (ATC TOWER AND MTRACON BUILDING)

3.B. LIVE LOADS

1. SLAB-ON-GRADE: 100 PSF, UNLESS WITHIN MECHANICAL ROOMS. SEE BELOW.

2. SUPPORTED FLOORS

a. ALL AREAS UNO: 100 PSF

b. ATC TOWER INTERIOR FLOORS: 150 PSF

c. ATC TOWER CATWALK: 60 PSF

d. MTRACON ANTENNA PLATFORM: 150 PSF

3. MECHANICAL ROOMS: 125 PSF

4. COLLATERAL LOAD: 15 PSF ON ROOF FRAMING TO ACCOUNT FOR SUSPENDED CEILINGS, DUCTWORK, PIPING INCLUDING

FIRE PROTECTION, LIGHTING, AND ELECTRICAL.

5. ROOF LOADS

a. LIVE LOAD (UNREDUCIBLE): 20 PSF.

b. ROOF SURFACES SUBJECT TO MAINTENANCE WORKERS: 300 POUND CONCENTRATED LOAD

6. FLOOR LIVE LOAD REDUCTION HAS BEEN UTILIZED FOR COLUMN AND FOUNDATION DESIGN OF OPERATIONS BUILDING.

FLOOR LIVE LOAD REDUCTION IS NOT PERMITTED FOR ATC TOWER.

3.C. EQUIPMENT LOADS

1. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 250 LBS.

2. IF EQUIPMENT FURNISHED IS HEAVIER THAN THE WEIGHTS INDICATED OR REQUIRES STRUCTURAL CHANGES FOR ANY

OTHER REASON, AT NO ADDITIONAL COST TO THE OWNER AND WITH NO INCREASE IN CONTRACT TIME, PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL STRUCTURAL WORK NECESSARY TO SUPPORT LOADS IN

ACCORDANCE WITH THE DESIGN STANDARDS LISTED ABOVE.

3. PROVIDE MOUNTINGS FOR OVERHEAD ARCHITECTURAL FEATURES, UTILITIES, AND OTHER FIXTURES WEIGHING 31 LBS OR MORE, EXCLUDING DISTRIBUTED SYSTEMS SUCH AS SUSPENDED CEILINGS OR PIPING NETWORKS THAT COLLECTIVELY EXCEED THAT WEIGHT, DESIGNED TO RESIST THE FOLLOWING FORCES APPLIED AT THE CENTER OF MASS.

a. DOWNWARD: 1.5 TIMES THE COMPONENT WEIGHT.

b. IN ANY HORIZONTAL DIRECTION: 0.5 TIMES THE COMPONENT WEIGHT.

3.D. SNOW LOADS

1. GROUND SNOW LOAD: 10 PSF.

2. FLAT-ROOF SNOW LOAD: 8.4 PSF TYPICAL (TO BE USED IN COMBINATION WITH SNOW DRIFT OR RAIN ON SNOW SURCHARGE

WHERE APPLICABLE), 10.1 PSF AT CATWALK (ATCT).

3. RAIN ON SNOW SURCHARGE: 5 PSF.

4. MINIMUM SNOW LOAD: 10 PSF, IMPORTANCE FACTOR 1.00 (RISK CATEGORY II); 12 PSF, IMPORTANCE FACTOR 1.20 (RISK

CATEGORY IV).

5. UNBALANCED SNOW LOAD: MTRACON BUILDING - ALONG MAIN RIDGE: 21.7 PSF EXTENDING 20.3 FEET BEYOND EACH

SIDE OF RIDGE. ABOVE ALL OF THE OVERBUILT ROOF POPUPS: 15 PSF FOR ENTIRE OVERBUILT AREA.

6. SNOW DRIFT LOAD: MTRACON BUILDING - BESIDE ANTENNA PLATFORM: DRIFT SURCHARGE ON MAIN ROOF OF 25.2

PSF AT PLATFORM EDGE TAPERING LINEARLY TO MINIMUM SNOW LOAD AT A DISTANCE OF 6.6 FEET FROM THE EDGE

OF PLATFORM.

3.E. RAIN LOADS

1. RAIN INTENSITY, i: 4.15 IN/HR (100-YEAR AVERAGE RECURRENCE INTERVAL, 60-MIN DURATION)

3.F WIND LOADS

1. BASIC DESIGN WIND SPEED: 139 MPH 3-SECOND GUST (RISK CATEGORY II); 153 MPH 3-SECOND GUST (RISK CATEGORY IV).

2. ALLOWABLE STRESS DESIGN WIND SPEED: 108 MPH 3-SECOND GUST (RISK CATEGORY II); 119 MPH 3-SECOND GUST

(RISK CATEGORY IV).

3. EXPOSURE CATEGORY: C.

4. INTERNAL PRESSURE COEFFICIENT: +/- 0.18.

5. ENCLOSURE CLASSIFICATION: ENCLOSED.

6. TOPOGRAPHIC FACTOR: 1.0.

7. REFER TO SHEET S-003, S-004 AND S-005 FOR DESIGN ULTIMATE COMPONENTS AND CLADDING WIND PRESSURES FOR

ROOFS AND WALLS.

3.G. SEISMIC LOADS

1. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: Ss = 0.095g, S1 = 0.048g.

2. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: Sds = 0.102g, Sd1 = 0.077g.

3. IMPORTANCE FACTOR: 1.00 (RISK CATEGORY II); 1.50 (RISK CATEGORY IV).

4. SITE CLASS: D

6. REINFORCED CONCRETE

6.A. CONCRETE: NORMAL WEIGHT WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI.

6.B. FORMWORK:

1. COORDINATE CONCRETE WORK WITH THE PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED

ITEMS.

2. ACCURATELY PLACE, SUPPORT AND SECURE EMBEDDED ITEM SUCH AS ANCHOR RODS AND WELD PLATES BEFORE PLACING CONCRETE TO PREVENT DISPLACEMENT OF EMBEDDED ITEM BEYOND PERMITTED TOLERANCES.

3. SLEEVE PIPING OR UTILITIES PASSING THROUGH CONCRETE TO MAINTAIN 1" CLEAR ALL AROUND, UNLESS NOTED OTHERWISE. (REFER TO OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. PROVIDE MEASURES TO ENSURE THAT

SLEEVES REMAIN FREE OF DEBRIS AND WATER DURING CONSTRUCTION.)

4. PROVIDE 3/4" CHAMFER STRIPS ON EDGES OF EXPOSED CONCRETE, UNLESS NOTED OTHERWISE.

6.C. REINFORCING STEEL:

1. BARS: ASTM A615 GRADE 60. SHOP FABRICATE BENT BARS AND BARS WITH HOOKS.

2. WELDED WIRE REINFORCEMENT: ASTM A1064, SHEET TYPE. DO NOT USE ROLL TYPE.

3. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE ACI SP-66, ACI 301

AND ACI 318, AND THE CONCRETE REINFORCING STEEL INSTITUTE CRSI MANUAL OF STANDARD PRACTICE.

4. USE THE FOLLOWING MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT:

a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3".

b. CONCRETE EXPOSED TO EARTH OR WEATHER: 2"

c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, JOISTS, AND WALLS:

#14 THRU #18: 1-1/2"

#11 AND SMALLER: 3/4"

BEAMS, COLUMNS, PEDESTALS, AND TENSION TIES

PRIMARY REINFORCEMENT, STIRRUPS, TIES, SPIRALS, AND HOOPS: 1-1/2"

5. UNLESS NOTED OTHERWISE, USE THE FOLLOWING EMBEDMENT AND LAP SPLICE LENGTHS FOR REINFORCING

STEEL BARS:

a. MINIMUM STRAIGHT EMBEDMENT LENGTHS:

#6 BARS AND SMALLER: 38 BAR DIAMETERS

#7 BARS AND LARGER: 48 BAR DIAMETERS

b. MINIMUM LAP SPLICE LENGTHS:

#6 BARS AND SMALLER: 50 BAR DIAMETERS

#7 BARS AND LARGER: 63 BAR DIAMETERS

c. MINIMUM STANDARD HOOK EMBEDMENT LENGTHS: 20 BAR DIAMETERS

7. REINFORCED MASONRY

7.A. MASONRY HAS BEEN DESIGNED FOR STRENGTH BASED ON THE STRENGTH DESIGN METHODOLOGY.

7.B. MASONRY:

1. UNITS: ASTM C90, MINIMUM NET AREA COMPRESSIVE STRENGTH = 2000 PSI.

2. WEIGHT CLASSIFICATION: MEDIUM WEIGHT

3. MORTAR: ASTM C270, TYPE M OR S, UNO.

4. AGGREGATE FOR MORTAR: ASTM C144. AGGREGATE FAILING TO COMPLY WITH THE ASTM C144 GRADATION REQUIREMENTS

MAY BE USED PROVIDED THE MORTAR CAN BE PREPARED TO COMPLY WITH THE ASTM C270 PROPERTY SPECIFICATION

REQUIREMENTS FOR LABORATORY PREPARED MORTAR.

5. MINIMUM SPECIFIED COMPRESSIVE STRENGTH: f'm = 2000 PSI.

7.C. REINFORCING STEEL:

1. BARS: ASTM A615 GRADE 60. SHOP FABRICATE BENT BARS AND BARS WITH HOOKS.

2. MINIMUM CLEAR DISTANCE TO ANY FACE OF MASONRY UNIT OR FORMED SURFACE: 1/2".

3. MINIMUM LAP SPLICE LENGTH:

a. BARS CENTERED IN 8" CMU: #4 - 15", #5 - 23", #6 - 43".

b. BARS EACH FACE IN 8" CMU: #4 - 24", #5 - 39", #6 - 74".

4. PROVIDE REINFORCING STEEL DOWELS WITH STANDARD 90 DEGREE HOOKS OF THE SAME SIZE AND SPACING AS VERTICAL

REINFORCING FROM THE SUPPORTING STRUCTURE.

7.D. GROUT:

1. PROPERTIES: COARSE GROUT PER ASTM C476, MINIMUM COMPRESSIVE STRENGTH = 2000 PSI, SLUMP = 8" TO 11".

2. FULLY GROUT CELLS BELOW GRADE, CELLS THAT CONTAIN REINFORCING STEEL AND CELLS THAT CONTAIN PLATES, BOLTS

OR OTHER EMBEDDED ITEMS. PROVIDE MASONRY UNITS WITH MINIMUM SPACE IN CELLS TO RECEIVE GROUT OF 3"x 3" AND

ALIGN THESE CELLS TO PROVIDE UNOBSTRUCTED OPENINGS.

7.E. REFER TO TYPICAL MASONRY CMU DETAILS ON S-512 FOR VERTICAL REINFORCEMENT AND BOND BEAM REINFORCEMENT SIZES, LOCATIONS AND PLACEMENT DETAILS.

7.F. DO NOT INSTALL CONTROL JOINTS IN REINFORCED CONCRETE MASONRY UNIT WALLS. REINFORCED CONCRETE MASONRY UNIT WALLS HAVE BEEN DESIGNED AND DETAILED IN ACCORDANCE WITH THE NATIONAL CONCRETE MASONRY ASSOCIATION (NCMA) TEK 10-3 ALTERNATIVE ENGINEERED METHOD TO LIMIT CRACK WIDTH WITHOUT THE USE OF CONTROL JOINTS. REFER TO

ARCHITECTURAL DRAWINGS FOR JOINTS IN MASONRY VENEER.

7.G. USE STANDARD LADDER TYPE HORIZONTAL JOINT REINFORCING AT EVERY OTHER COURSE (16 INCHES ON CENTER MAXIMUM SPACING). BEGIN AT TOP OF FIRST BLOCK COURSE. IN ADDITION, PROVIDE HORIZONTAL JOINT REINFORCING IN TWO JOINTS IMMEDIATELY ABOVE AND BELOW OPENINGS. EXTEND JOINT REINFORCING 2 FEET MINIMUM BEYOND THE OPENING JAMB ON

EACH SIDE OF THE OPENING.

7.H TOP CLIP SUPPORTS

a. WHERE TOP OF WALL IS NOT OTHERWISE LATERALLY SUPPORTED, PROVIDE ANGLES, BENT PLATES, OR DIAGONAL

BRACING PER TYPICAL DETAILS ON CONTRACT DRAWINGS, UNLESS NOTED OTHERWISE.

b. FULLY GROUT TWO CELLS UNDER EACH TOP CLIP, OR PROVIDE SOLID UNITS.

4. SERVICEABILITY LIMITS

4.A. FOUNDATION SETTLEMENT LIMIT: NOT TO EXCEED 1/2" DIFFERENTIAL OR 1" TOTAL.

4.B. ELEVATED FLOOR FRAMING DEFLECTION LIMIT: L/240 TOTAL LOAD, L/360 LIVE LOAD.

4.C. ROOF FRAMING DEFLECTION LIMIT:

1. SUPPORTING PLASTER CEILING: L/240 TOTAL LOAD, L/360 LIVE LOAD.

2. OTHERWISE: L/180 TOTAL LOAD, L/240 LIVE LOAD

4.D. WIND DRIFTS: H/480 BASED ON A 10-YEAR MRI DESIGN WIND SPEED.

4.E SEISMIC STORY DRIFT: 0.10 TIMES THE STORY HEIGHT USING THE APPLICABLE DEFLECTION AMPLIFICATION FACTOR WITHOUT

THE SEISMIC IMPORTANCE FACTOR.

4.F. TOTAL MAXIMUM INELASTIC RESPONSE SEISMIC DISPLACEMENTS: 3" CALCULATED USING THE APPLICABLE DEFLECTION

AMPLIFICATION FACTOR WITHOUT THE SEISMIC IMPORTANCE FACTOR AND WITH A REDUNDANCY FACTOR OF 1.0.

4.G. MASONRY VENEER OPENING SUPPORT DEFLECTION LIMIT AND OUT-OF-PLANE DEFLECTION LIMIT: L/600.

8. STRUCTURAL STEEL

8.A. STRUCTURAL STEEL FRAMING HAS BEEN DESIGNED FOR STRENGTH USING THE LOAD AND RESISTANCE FACTOR DESIGN (LRFD)

METHODOLOGY AND FOR STABILITY USING THE DIRECT ANALYSIS METHOD OF DESIGN.

8.B. COMPOSITE FLOOR FRAMING HAS BEEN DESIGNED BASED ON CONSTRUCTING THE FLOOR SYSTEMS WITHOUT USING

TEMPORARY SHORES.

8.C. PROVIDE MATERIALS CONFORMING WITH THE FOLLOWING, UNLESS NOTED OTHERWISE:

1. SHAPES (OTHER THAN W AND WT), PLATES AND THREADED RODS: ASTM A36, Fy = 36 KSI.

2. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI.

3. RECTANGULAR HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE C, Fy = 50 KSI.

4. ROUND HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE C, Fy = 46 KSI.

5. WELDING: AWS D1.1 USING E70 ELECTRODES.

6. HEADED STUDS: COLD-FINISHED STEEL CONFORMING TO ASTM A29, GRADES 1010 THROUGH 1020 OR AWS D1.1 TYPE B.

7. BOLTS: 3/4" DIAMETER ASTM F1852 TENSION CONTROL BOLTS, UNLESS NOTED OTHERWISE.

8. ANCHOR RODS: ASTM F1554 GRADE 36 UNLESS SPECIFICALLY NOTED AS GRADE 55.

9. POST-INSTALLED ANCHORS, UNLESS NOTED OTHERWISE:

a. ADHESIVE ANCHORS: ASTM A36 CARBON STEEL THREADED RODS WITH ASTM C881 TYPE IV GRADE 3 EPOXY

RESIN ADHESIVE.

b. MASONRY ANCHORS: ASTM A36 CARBON STEEL THREADED ROD WITH INJECTABLE HYBRID ADHESIVE INTO GROUT-

FILLED MASONRY CORES.

10. GROUT: CEMENTITIOUS NONSHRINK.

8.D. LOCATE ANCHOR RODS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN POSITION PRIOR TO AND WHILE PLACING

CONCRETE. PROTECT IN-PLACE ANCHOR RODS FROM CONSTRUCTION ACTIVITY. DO NOT INSERT ANCHOR RODS INTO FRESH OR PARTIALLY HARDENED CONCRETE. DO NOT SUBSTITUTE POST-INSTALLED ANCHORS FOR EMBEDDED ANCHOR RODS.

8.E. HOT-DIP GALVANIZE EXTERIOR EXPOSED STRUCTURAL STEEL FRAMING AFTER FABRICATION, INCLUDING LINTEL ASSEMBLIES.

8.F. SPLICE STEEL MEMBERS ONLY WHERE INDICATED.

9. STEEL JOISTS

9.A. DESIGN, FABRICATE AND ERECT STEEL JOISTS, BRIDGING, AND ACCESSORIES IN ACCORDANCE WITH STEEL JOIST INSTITUTE

STANDARDS AND SPECIFICATIONS.

9.B. PROVIDE JOIST BRIDGING CONFORMING TO SJI SPECIFICATIONS, INCLUDING ADDITIONAL BRIDGING REQUIRED FOR JOISTS

SUBJECTED TO UPLIFT LOADS AND FOR JOISTS SPANNING PERPENDICULAR TO ROOF SLOPES. PROVIDE CROSS-BRIDGING AT ENDS OF BRIDGING LINES, CHANGES IN JOIST DEPTH AND AT ROLLED STEEL SHAPES SPANNING PARALLEL TO JOISTS.

ANCHOR ENDS OF BRIDGING LINES TO BEAMS AND WALLS. DO NOT SUPPORT MECHANICAL, PIPING, CEILING OR OTHER LOADS

FROM BRIDGING.

9.C. K-SERIES JOIST SIZES SHOWN ARE BASED ON THE ALLOWABLE STRENGTH DESIGN (ASD) STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES FOR THE TABULATED SPAN, TOTAL SAFE UNIFORMLY DISTRIBUTED LOAD-CARRYING CAPACITIES AND THE UNIFORMLY DISTRIBUTED LIVE LOAD THAT WILL PRODUCE A JOIST DEFLECTION OF 1/360 OF THE SPAN. FURTHER DESIGN AND MODIFY JOISTS AS REQUIRED FOR THE GEOMETRY SHOWN AND ADDITIONAL DISTRIBUTED AND CONCENTRATED DEAD, LIVE, WIND (INCLUDING UPLIFT), AND OTHER LOADS INDICATED OR OTHERWISE PROVIDED BY EQUIPMENT VENDORS.

REFER TO WIND ISOMETRIC VIEW FOR WIND UPLIFT LOADS. FOR SNOW LOADING, SEE SECTION 3.D ON THIS SHEET.

OTHERWISE, REFER TO SHEET S-122 FOR MTRACON SPECIAL JOIST (SP) DEFINITIONS.

9.D. ALL SLOPING JOISTS MUST HAVE SLOPING JOIST SEATS IN ACCORDANCE WITH SJI SPECIFICATIONS.

9.E. DESIGN DLH-SERIES JOISTS FOR THE GEOMETRY AND LOADS INDICATED.

9.F. PROVIDE JOISTS CAPABLE OF SUPPORTING A 300 LB CONCENTRATED LOAD, WITHOUT REINFORCEMENT, AT ANY POINT ALONG

THE TOP OR BOTTOM CHORD IN ADDITION TO OTHER LOADS INDICATED OR SPECIFIED.

3. DESIGN LOADS

3.G. SEISMIC LOADS (CONTINUED)

5. SEISMIC DESIGN CATEGORY: B, AIR OPS BUILDING, C, MTRACON BUILDING AND ATC TOWER & UTILITY STRUCTURE.

6. LATERAL FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS (AIR OPS BUILDING, ATC

TOWER UTILITY STRUCTURE, AND MTRACON); STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

(ATC TOWER).

7. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

8. SEISMIC BASE SHEARS: 43 KIPS AT OPERATIONS BUILDING, 96 KIPS AT MTRACON BUILDING, 93 KIPS AT ATC TOWER, AND 18 KIPS AT ATC UTILITY STRUCTURE.

9. RESPONSE MODIFICATION COEFFICIENT: R = 2 (AIR OPS BUILDING AND ATC UTILITY STRUCTURE); R = 3 (ATC TOWER);

R = 2 (MTRACON BUILDING).

10. SEISMIC RESPONSE COEFFICIENT: Cs = 0.064 AT AIR OPS BUILDING, 0.076 AT MTRACON BUILDING, 0.037 AT ATC TOWER,

0.076 AT ATC UTILITY STRUCTURE.

6. REINFORCED CONCRETE (CONTINUED)

d. HORIZONTAL BARS HAVING MORE THAN 12" OF CONCRETE PLACED BELOW THEM ARE CONSIDERED TOP

REINFORCEMENT AND REQUIRE A MINIMUM STRAIGHT EMBEDMENT AND LAP SPLICE LENGTHS INCREASE BY NOT LESS THAN 30% OVER THE MINIMUM STRAIGHT EMBEDMENT LENGTHS AND MINIMUM LAP SPLICE LENGTHS

NOTED ABOVE.

e. HOOK EMBEDMENT IS THE MINIMUM STRAIGHT LINE DISTANCE FROM THE CRITICAL SECTION OF THE BAR TO

THE FARTHEST EDGE OF THE HOOK.

6.D. EPOXY GROUT: CONFORM TO ASTM C881, TYPE IV, GRADE 3, EXCEPT GEL TIMES. PROVIDE MINIMUM EMBEDMENT LENGTH

REQUIRED TO DEVELOP ULTIMATE STRENGTH OF BAR.

6.E. JOINTS:

1. LOCATE CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER JOINTS AS INDICATED OR SPECIFIED, OR OTHERWISE APPROVED BY THE CONTRACTING OFFICER.

2. CLEAN SURFACES OF HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS TO REMOVE LAITANCE AND EXPOSE

CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX. THOROUGHLY CLEAN AND WET SURFACE OF

CONSTRUCTION JOINTS JUST PRIOR TO DEPOSITING CONCRETE.

GENERAL 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 E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

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ID

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T L A

N T

IC

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A R

IN

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C O

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S I P

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N

N

O R

F O

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A

EJA

M C

A S

C H

E R

R Y

P O

IN

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C H

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R Y

P O

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AS NOTED

1317 EXECUTIVE BLVD.

SUITE 300

CHESAPEAKE, VA 23320

F Y

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CJC/KDB

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DSN

SAT-TO FORM SIGNED BY

DON ELLIOT 12/19/19

C

R e v it P ro je c ts

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/1 8/

WF-X.X WALL FOOTING MARK

SLAB-ON-GRADE JOINT

PLAN KEY NOTE:

X=N FOR FOUNDATION PLAN KEY NOTE

X=F FOR FLOOR FRAMING PLAN KEY NOTE

X=R FOR ROOF FRAMING PLAN KEY NOTE

Y=NOTE NUMBER

XY

TOF XX'-XX" TOP OF FOOTING ELEVATION FROM

REFERENCE ELEVATION 100'-0"

CHANGE IN ROOF/SLAB

SLOPE/ELEVATION

FD

FLOOR DRAIN

X:Y NOMINAL ROOF SLOPE:

X = RISE ROUNDED TO NEAREST

1/8" AND Y = RUN.

CF-X.X COLUMN FOOTING MARK

WX CMU WALL REINFORCING MARK

JOIST BEARING ELEVATION FROM

REFERENCE ELEVATION 100'-0"

FRAMED ROOF OPENING

JBE XXX'-XX"

ROOF DECK WARP LINE

JOIST BOTTOM CHORD EXTENSION AT COLUMN

CENTERLINE

BEAM TO COLUMN MOMENT CONNECTION

EQUIPMENT HOUSEKEEPING PAD

BELOW GRADE PIPES CROSSING

FOOTING

STEPPED FOOTING

SF

SUSPENDED MECHANICAL EQUIPMENT WHERE

XXXX LBS DENOTES EQUIPMENT WEIGHT IN

POUNDS

10k W24x55 (16) C=1" 10k

END REACTIONS

BEAM SIZE

# SHEAR STUDS

CAMBER

TRUSS BEARING ELEVATION FROM

REFERENCE ELEVATION 100'-0"

TBE XXX'-XX"

BEAM 4 ANGLE SHEAR SPLICE

CONNECTION

SBWxD STRAP BEAM MARK:

W = WIDTH

D = DEPTH

RIDGE / HIP

VALLEY

LIGHT GAUGE OVER-FRAMING AT ROOF

AA - ALUMINUM ASSOCIATION

AB - ANCHOR BOLT

ABT - ABOUT

ACI - AMERICAN CONCRETE

INSTITUTE

ADH - ADHESIVE

AGGR - AGGREGATE

AHR - ANCHOR

AISI - AMERICAN IRON AND

STEEL INSTITUTE

AIR OPS - AIRFIELD OPERATIONS FACILITY

AISC - AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AL - ALUMINUM

ALTN - ALTERNATE

ANSI - AMERICAN NATIONAL

STANDARDS INSTITUTE

APPROX - APPROXIMATE

ARCH - ARCHITECT

ASCE - AMERICAN SOCIETY OF

CIVIL ENGINEERS

ASTM - ASTM INTERNATIONAL

ATC - AIR TRAFFIC CONTROL

ATCT - AIR TRAFFIC CONTROL TOWER

AWS - AMERICAN WELDING SOCIETY

BC - BOLT CIRCLE

BETW - BETWEEN

BLDG - BUILDING

BM - BEAM

BO - BOTTOM OF

BOS - BOTTOM OF STEEL

BOT - BOTTOM

B/P - BASE OF PIER

BRG - BEARING

BRKT - BRACKET

CAP - CAPACITY

C/C - CENTER TO CENTER

CL - CENTER LINE

CF - CUBIC FEET

CFS - COLD-FORMED STEEL

CHKR - CHECKER

CIR - CIRCLE

CJ - CONSTRUCTION JOINT

CJP - COMPLETE JOINT PENETRATION

CLR - CLEAR

CLJ - CONTROL JOINT

CMU - CONCRETE MASONRY UNIT

CO - CONCRETE OPENING

COMP - COMPRESSION

CONC - CONCRETE

CONT - CONTINUOUS

CONTR - CONTRACT

COL - COLUMN

CONN - CONNECTION

COTR - CONTRACTING OFFICER

COR - CORNER

COORD - COORDINATE

CRSI - CONCRETE REINFORCING

STEEL INSTITUTE

CTR - CENTER

CTRD - CENTERED

CY - CUBIC YARD

DBL - DOUBLE

DET - DETAIL

DIAG - DIAGONAL

DIA - DIAMETER

DIM - DIMENSION

DK - DECKING

DL - DEAD LOAD

DN - DOWN

DoD - DEPARTMENT OF DEFENSE

DWL - DOWEL

DWG - DRAWING

E - EAST

EA - EACH

ED - EQUIPMENT DRAIN

EF - EACH FACE

EJ - EXPANSION JOINT

EL - ELEVATION

ELEC - ELECTRICAL

ELEV - ELEVATOR

EMBED - EMBEDMENT

EOD - EDGE OF DECK

EOR - ENGINEER OF RECORD

EQ - EQUAL

EQUIV - EQUIVALENT

EQ SP - EQUALLY SPACED

EQUIP - EQUIPMENT

EXIST - EXISTING

EXP - EXPANSION

EXT - EXTERIOR

EW - EACH WAY

FAB - FABRICATE

FD - FLOOR DRAIN

FDN - FOUNDATION

FIN - FINISH

FTG - FOOTING

FF - FAR FACE

FL - FLOOR

FLG - FLANGE

FS - FAR SIDE

FT - FEET

FUT - FUTURE

GA - GAGE

GALV - GALVANIZE

GB - GRADE BEAM

GC - GENERAL CONTRACTOR

GND - GROUND

GR - GRADE

GRTG - GRATING

H - SLAB THICKNESS

HEF - HORIZONTAL EACH

FACE

HEX - HEXAGON

HG - HIGH

HK - HOOK

HR - HANDRAIL

HPT - HIGH POINT

HORIZ - HORIZONTAL

HS - HIGH STRENGTH

HT - HEIGHT

IBC - INTERNATIONAL

BUILDING CODE

ID - INSIDE DIAMETER

IF - INSIDE FACE

IJ - ISOLATION JOINT

IN - INCHES

INTR - INTERIOR

INVT - INVERT

IR - INSIDE RADIUS

ISO - ISOMETRIC

JBE - JOIST BEARING ELEVATION

JST - JOIST

JT - JOINT

K - KIPS

KB - KNEE BRACE

KPL - KICK PLATE

KSI - KIPS PER

SQUARE INCH

L - ANGLE

LAD - LADDER

LB - POUND

LD - DEVELOPMENT LENGTH

LG - LONG

LL - LIVE LOAD

LLH - LONG LEG HORIZONTAL

LLO - LONG LEG OUTSTANDING

LLV - LONG LEG VERTICAL

LONG - LONGITUDINAL

LPT - LOW POINT

LNTL - LINTEL

LS - LAP SPLICE

MAS - MASONRY

MATL - MATERIAL

MAX - MAXIMUM

MC - MOMENT CONNECTION

MECH - MECHANICAL

MEZZ - MEZZANINE

MFR - MANUFACTURER

MH - MANHOLE

MIN - MINIMUM

MIL - THOUSANDTHS OF AN INCH

MISC - MISCELLANEOUS

MK - MARK

MO - MASONRY OPENING

MPH - MILES PER HOUR

MSL - MEAN SEA LEVEL

N - NORTH

NA - NOT APPLICABLE

NE - NORTHEAST

NF - NEAR FACE

NOM - NOMINAL

NW - NORTHWEST

NIC - NOT IN CONTRACT

NTS - NOT TO SCALE

NO - NUMBER

NS - NEAR SIDE

OC - ON CENTER

OD - OUTSIDE DIAMETER

OF - OUTSIDE FACE

OPNG - OPENING

OPP - OPPOSITE

OSHA - OCCUPATIONAL SAFETY

AND HEALTH ADMINISTRATION

OZ - OUNCE

PCF - POUNDS PER CUBIC FOOT

PED - PEDESTAL

PEJ - PREMOLDED EXPANSION JOINT

PEN - PENETRATE

PEMB - PRE-ENGINEERED METAL

BUILDING

PERP - PERPENDICULAR

PJNT - PROJECTION

PL - PLATE

PLF - POUNDS PER LINEAR FOOT

PLC - PLACES

PREFAB - PREFABRICATED

PS - PIPE SUPPORT

PSF - POUNDS PER SQUARE FOOT

PSI - POUNDS PER SQUARE INCH

PVC - POLYVINYL CHLORIDE

R - RISER

RAD - RADIUS

RD - ROOF DRAIN

REF - REFERENCE

REINF - REINFORCE

REQD - REQUIRED

REV - REVISION

RM - ROOM

S - SOUTH

SB - SHEAR BAR

SCHED - SCHEDULE

SE - SOUTHEAST

SECT - SECTION

SEI - STRUCTURAL ENGINEERING

INSTITUTE

SF - SWAY FRAME

- STEP FOOTING

SH - SHEET

SIM - SIMILAR

SJ - SLAB JOINT

SLO - SHORT LEG OUTSTANDING

SL - SLOPE

SLV - SLEEVE

SP - SPACE

SPEC - SPECIFICATION

SQ - SQUARE

SST - STAINLESS STEEL

STD - STANDARD

STL - STEEL

STIF - STIFFENER

STIR - STIRRUP

STR - STRAIGHT

STRL - STRUCTURAL

STRUC - STRUCTURE

SW - SOUTHWEST

SYMM - SYMMETRICAL

T - TON

TEMP - TEMPORARY

THK - THICK

THRU - THROUGH

THD - THREAD

T/ - TOP OF

TOB - TOP OF BOLT

T/C OR

TOC - TOP OF CONCRETE

TOF - TOP OF FOOTING

TOG - TOP OF GRATING

TOM - TOP OF MASONRY

T/STL OR

TOS - TOP OF STEEL

TOW - TOP OF WALL

T/P - TOP OF PIER

T&B - TOP AND BOTTOM

TRD - TREAD

TS - THICKENED SLAB

TYP - TYPICAL

UFC - UNIFIED FACILITIES

CRITERIA

UNO - UNLESS NOTED

OTHERWISE

UT - ULTRASONIC TESTING

VAR - VARIES

VERT - VERTICAL

VEF - VERTICAL EACH FACE

W - WEST

WD - WIDE

W/ - WITH

W/O - WITHOUT

WP - WORK POINT

WS - WATERSTOP

WT - WEIGHT

WWR - WELDED WIRE

REINFORCEMENT

WDT - WIDTH

@ - AT

& - AND

# - POUNDS OR NUMBER

% - PERCENT

SECTION, DETAIL, AND ELEVATION SYMBOL

IDENTIFIERS:

DRAWING SEQUENCE NUMBER INDICATES

WHERE TITLE IS LOCATED (MAY NOT BE

PRESENT IF CALLOUT AND TITLE ARE ON

THE SAME DRAWING)

LETTER AND NUMBER

DESIGNATOR FOR GRID COORDINATE

ONE OR TWO CHARACTER DISCIPLINE

DESIGNATOR (MAY NOT BE PRESENT IF

CALLOUT AND TITLE ARE ON DRAWINGS

WITHIN THE SAME DISCIPLINE)

SECTION CALLOUT EXAMPLE:

DETAIL CALLOUT EXAMPLE:

ELEVATION CALLOUT EXAMPLE:

NORTH ARROW EXAMPLE:

PLAN

NORTH

SECTION, DETAIL, AND ELEVATION TITLE EXAMPLE:

PLAN TITLE EXAMPLE:

A1

VIEW TITLE

1/8" = 1'-0"

A1

VIEW TITLE

1/8" = 1'-0"

A#

SIM

A-101

A#

SIM

A-101

A1

S-201

GRAPHIC SCALE EXAMPLE:

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

A1

S-201

PLAN

NORTH

SECTION NUMBER

SHEET WHERE DRAWN

SECTION NUMBER

SHEET WHERE DRAWN

SECTION NUMBER

SHEET WHERE DRAWN

11. COLD-FORMED METAL FRAMING

11.A. PROVIDE COLD-FORMED METAL FRAMING OF THE SIZE, GAGE, TYPE AND FINISH INDICATED IN ACCORDANCE WITH THE

AMERICAN IRON AND STEEL INSTITUTE (AISI), "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS" AND THE STEEL STUD MANUFACTURERS ASSOCIATIONS (SSMA).

11.B. SHAPE DESIGNATIONS: STUDS AND TRACKS PER SSMA PRODUCT TECHNICAL INFORMATION, INDICATING MEMBER DEPTH, STYLE, FLANGE WIDTH, AND MATERIAL THICKNESS.

11.C. FRAMING MEMBERS: FABRICATE COLD-FORMED FRAMING MEMBERS CONFORMING TO ASTM C955 FROM G90 GALVANIZED STRUCTURAL QUALITY SHEET STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MIL

AND THINNER MEMBERS AND 50 KSI FOR MEMBERS THICKER THAN 43 MIL.

11.D. MECHANICAL FASTENERS: CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-THREADING STEEL DRILL SCREWS WITH

LOW PROFILE HEADS BENEATH SHEATHING AND MANUFACTURER'S STANDARD HEADS ELSEWHERE.

11.E. WELDING: IN ACCORDANCE WITH AWS D1.1 OR D1.3, AS APPLICABLE.

12. COLD-FORMED STEEL TRUSSES

12.A. PROVIDE COLD-FORMED STEEL TRUSSES DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE

(AISI), "NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL FRAMING - TRUSS DESIGN CODE OF STANDARD PRACTICE FOR COLD-FORMED STEEL STRUCTURAL FRAMING" FOR ALL APPLICABLE LOADS BASED ON THE CRITERIA GIVEN UNDER

GENERAL NOTE 3 ON DRAWING S-001 AND AS SPECIFIED BELOW.

12.B. USE THE FOLLOWING SHAPES AND MATERIALS FOR TRUSS CHORD AND WEB COMPONENTS:

1. CHORDS MEMBERS: COLD-FORMED STEEL SHAPES FABRICATED FROM G90 GALVANIZED STRUCTURAL QUALITY

STEEL SHEET CONFORMING TO ASTM A653 WITH A MINIMUM YIELD STRENGTH OF 55 KSI AND A MINIMUM TENSILE STRENGTH OF 65 KSI. PROVIDE U-SHAPE CROSS SECTION THAT IS SYMMETRIC ABOUT THE PLANE OF THE TRUSS AND THAT WILL RECEIVE THE ENDS OF THE TUBE SHAPED WEB MEMBERS. USE MINIMUM 16 GAGE MATERIAL FOR

TOP CHORDS MEMBERS.

2. WEBS MEMBERS: COLD-FORMED STEEL SHAPES FABRICATED FROM ASTM A500 STEEL STRUCTURAL SQUARE OR RECTANGULAR TUBING WITH A MINIMUM YIELD STRENGTH OF 46 KSI AND A MINIMUM TENSILE STRENGTH OF 55 KSI.

12.C. FASTENERS: CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-THREADING STEEL DRILL SCREWS.

12.D. WELDING: IN ACCORDANCE WITH AWS D1.1 OR D1.3, AS APPLICABLE.

12.E. SEE DRAWING S-006 FOR ADDITIONAL COLD-FORMED STEEL ROOF TRUSS NOTES, SNOW DRIFT DIAGRAM, AND ROOF TRUSS

TRANSFER LOADS DIAGRAM.

9. STEEL JOISTS (CONTINUED)

9.G. ATTACH JOISTS TO SUPPORTING STRUCTURAL MEMBERS OR BEARING PLATES USING THE FOLLOWING WELDS OR 1/2"

DIAMETER ASTM A325-ST BOLT ON EACH SIDE OF THE JOIST SEAT, UNLESS NOTED OTHERWISE ON SHEETS OR IN THE SJI

SPECIFICATIONS:

1) K SERIES: 2-1/8" x 2-1/2" WELDS

2) LH SERIES 02-06: 2-3/16" x 2-1/2" WELDS

3) LH SERIES 07-17: 2-1/4" x 2-1/2" WELDS

9.H. DO NOT CHANGE JOIST DEPTH FROM THAT INDICATED, USE BOLTS LARGER THAN 1/2" DIAMETER FOR JOIST ATTACHMENT OR MAKE MODIFICATIONS TO JOISTS WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER

OF RECORD.

9.I. COMPLY WITH OSHA SAFETY STANDARDS FOR THE ERECTION OF STEEL JOISTS.

9.J. COORDINATE JOIST BEARING AND JOIST SEAT HEIGHTS TO PROVIDE FLAT AND CONTINUOUS DECK BEARING.

10. STEEL DECK

10.A DESIGN, FABRICATE, AND INSTALL STEEL DECK, ATTACHMENTS, AND ACCESSORIES IN ACCORDANCE WITH SDI MANUALS AND

AISI COLD-FORMED STEEL DESIGN MANUAL.

10.B ROOF DECK (AS NOTED ON THE DRAWINGS)

1. 1 1/2", 20 GAGE, WIDE RIB WITH Fy = 33 KSI (MTRACON BUILDING), Ip = .201 IN^4/FT, Sp=.234 IN3/FT, In = .222 IN4/FT, Smin = .247 IN3/FT, GALVANIZED G90.

2. 3", 20 GAUGE, DEEP RIB TYPE N WITH Fy=33 KSI (AIR OPS BUILDING), Ip = .848 IN4/FT, Sp = .501 IN3/FT, In = 1.079 IN4/FT, Sn = .552 IN3/FT, GALVANIZED G90.

10.C COMPOSITE FLOOR DECK

1. 1 1/2", 18 GAGE, WITH Fy = 33 KSI (ATCT), Ip = .272 IN4/FT, Sp = .311 IN3/FT, In = .295 IN4/FT, Sn = .324 IN3/FT, GALVANIZED G90.

2. 2", 20 GAGE, WITH Fy = 33 KSI (AIR OPS BUILDING), Ip = .409 IN4/FT, Sp = .341 IN3/FT, In = .406 IN4/FT, Sn = .346 IN3/FT, GALVANIZED G90.

10.D ATTACH ALL STEEL ROOF DECK AND ACCESSORIES TO THE SUPPORTING STEEL AS NOTED ON THE DRAWINGS.

10.E ALL STEEL DECK MUST CROSS A MINIMUM OF TWO SPANS. PROIVDE 2" MINIMUM LENGTH OF END LAPS FOR ROOF DECK AND

BEARING AT ALL SUPPORTS.

10.F SUPPORT ALL STEEL DECK AT EDGES OF OPENINGS AND AROUND COLUMNS. PROVIDE ADDITIONAL SUPPORT STEEL AS

REQUIRED AND FABRICATE SO THAT DECK RUNS CONTINOUSLY OVER MINOR OPENINGS. DO NOT CUT SUCH OPENINGS

UNTIL NEEDED BY OTHER TRADES.

10.G MINIMUM STEEL DECK ATTACHMENT:

1. AT EACH END AND AT INTERMEDIATE SUPPORTS: 5/8" DIAMETER PUDDLE WELDS, WELD PATTERN AS NOTED ON THE

DRAWINGS.

2. SIDE LAP CONNECTIONS: AS NOTED ON THE DRAWINGS

3. MAKE CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB FRAMING AT 12" ON CENTER MAXIMUM.

4. DO NOT SUBSTITUTE PNEUMATIC FASTENERS AND/OR SCREWS WHERE WELDS ARE SPECIFIED.

10.H DO NOT SUSPEND ANYTHING DIRECTLY FROM THE ROOF DECK OR FROM CONCRETE SLAB ON COMPOSITE FLOOR DECK

UNLESS APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.

GENERAL NOTES CONTINUED PLAN LEGEND

CALLOUT IDENTIFICATION

ABBREVIATIONS

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 E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

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N G

IN

E

E R

IN

G

C O

M M

A N

D

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T L A

N T

IC

M

A R

IN

E

C O

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S I P

T N

A V

A L

S T

A T

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N

N

O R

F O

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V

A

EJA

M C

A S

C H

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R Y

P O

IN

T

C H

E R

R Y

P O

IN

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N

C

AS NOTED

1317 EXECUTIVE BLVD.

SUITE 300

CHESAPEAKE, VA 23320

F Y

P

-2 A

T C

T O

W E

R A

N D

A

IR

O P

E R

A T

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N

S

DRAWFORM REVISION: 12 APRIL 2018

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

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IF

IE

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F

IL

E N

A M

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P

LO

T T

E D

CJC/KDB

NEK

DSN

SAT-TO FORM SIGNED BY

DON ELLIOT 12/19/19

C

R e v it P ro je c ts

\B L D

G -P

-1

-S

-O P

S -C e n tr a l_ c p y le b u rn s m c d .c o m

.r v t

/1

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:4

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A

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12801406

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1596300

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/1 8/

NOTE: REFER TO WIND ISOMETRIC - SOUTHEAST CORNER

FOR WIND ZONES NOT LABELED.

A

A USE A1 ZONE PRESSURES FOR FIELD OF

ROOF. APPLY PARAPET PRESSURES TO

WALLS SURROUNDING ROOF PER

SCHEDULE AND NOTES ON THIS SHEET.

NOTE: REFER TO WIND ISOMETRIC - NORTHWEST CORNER

FOR WIND ZONES NOT LABELED.

A

A

A

AA

A

A

A

1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.

2. WIND PRESSURES ARE ULTIMATE VALUES BASED ON AN ULTIMATE DESIGN

WIND SPEED. MULTIPLY PRESSURES BY 0.6 TO CONVERT TO NOMINAL

PRESSURES.

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

4. FOR ROOF JOIST DESIGN, CALCULATE THE NET WIND UPLIFT ON THE JOIST

BY SUBTRACTING 7 PSF FROM 0.6 TIMES THE COMPONENT AND CLADDING

PRESSURE.

5. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY

FROM THE SURFACES, RESPECTIVELY.

6. DESIGN COMPONENTS AND CLADDING FOR THE MAXIMUM POSITIVE AND

NEGATIVE WIND PRESSURES.

7. EFFECTIVE WIND AREA:

a. FOR ELEMENTS, THE EFFECTIVE WIND AREA IS THE SPAN LENGTH

MULTIPLIED BY AN EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN

ONE-THIRD THE SPAN LENGTH.

b. FOR FASTENERS, THE EFFECTIVE WIND AREA MUST NOT BE

GREATER THAN THE AREA THAT IS TRIBUTARY TO AN INDIVIDUAL

FASTENER.

c. A = 7 FT

8. LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE EFFECTIVE

AREAS.

9. OVERHANG LOAD IS APPLIED TO EITHER SIDE BUT NOT BOTH SIDES

SIMULTANEOUSLY.

10. AT PARAPETS, THE FIRST VALUE NOTED IS THE TOTAL WINDWARD DESIGN

PRESSURE AND THE SECOND VALUE NOTED IS THE TOTAL LEEWARD

DESIGN PRESSURE. THE SCHEDULED LOADS CONSIDER LOAD ON BOTH

SURFACES OF PARAPET. DO NOT APPLY WINDWARD AND LEEWARD

PRESSURES TO THE PARAPET SIMULTANEOUSLY.

WIND ISO DIAGRAM NOTES:

OVERHANG A

COMPONENTS & CLADDING SCHEDULE

WIND ZONE

EFFECTIVE WIND AREA

10 SF 20 SF 50 SF 100 SF 500 SF

A1 +36 -90 +28 -90 +24 -53 +20 -28 +20 -28

A2e +36 -90 +28 -90 +24 -53 +20 -28 +20 -28

A2eH +16 -103 +16 -103 +16 -78 +16 -62 +16 -62

A2n +36 -131 +28 -115 +24 -90 +20 -73 +20 -49

A2nH +16 -144 +16 -132 +16 -111 +16 -103 +16 -83

A2r +36 -131 +28 -115 +24 -90 +20 -73 +20 -49

A2rH +16 -144 +16 -132 +16 -111 +16 -103 +16 -83

A3e +36 -131 +28 -115 +24 -90 +20 -73 +20 -49

A3eH +16 -169 +16 -144 +16 -116 +16 -91 +16 -62

A3r +36 -156 +28 -135 +24 -102 +20 -82 +20 -82

A3rH +16 -194 +16 -165 +16 -124 +16 -95 +16 -95

A4 +49 -53 +47 -51 +45 -47 +41 -45 +36 -41

A5 +49 -65 +47 -61 +45 -55 +41 -51 +36 -41

P 205 114 182 108 145 100 122 91 118 77

C1

WIND ISOMETRIC - NORTHWEST CORNER

A2

WIND ISOMETRIC - SOUTHEAST CORNER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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A C

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SAT-TO FORM SIGNED BY

DON ELLIOT 12/19/19

C

R e v it P ro je c ts

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A4

A4

A4

A4

A4

A4

A4

A4

A4

A4 A4 A4

A4

A4

A4

A4

A4

A4

A4

A5

A5A5

A5A5

A5

A5

A5

A5

A5 A5

A5

A5 A5A5A5

A5

A5

A5A5 A5

A3e

A3e

A3r

A3r

A3e

A3r

A3r

A3e

A3e

A3r

A3e

A3e

A3r A3r

A3r A3e A3e

A3e

A3r

A3r

A3e

A3e

A3r A3r

A3e

A3e

A3e

A3e

A3r

A3e

A3eA3e

A2e

A2e

A2r

A2r

A2e

A2r

A2r

A2e

A2e

A2r

A2r

A2e

A2r

A2r

A2e

A2e

A2r A2r

A2e

A2e

A2r A2r

A2e

A2n

A2n

A2e

A2r

A2r

A2e

A2e

A2r

A2r

A2e

A2e

A2e A2e

A3e

A3e A3e

A3e

A1

A1

A1

A1 A1

A1

A1A1

A1

A3r

1" = 1'-0" A1

WIND ISO OVERHANG

A3r

A2n

A2n

A2e

A2n

A2n

A2n

A2n

A2n

A2n

A2n A2n

A1

A2e

A2e

A5

A5 A5

A5

A5 A5 A5

A5A5

A5

A5 A5

A1

P

A5 A4

A3r

A1

A1

A1

A1

A1

A1 A1

A2e

A1

A2n A2n A2e

A2eH A2rHA2nH

A3eH A3rH

A1

1" = 1'-0" B1

WIND ISO PARAPET

P

P

S Y

M D

E S

C R

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SEAL

NOTE: REFER TO WIND ISOMETRIC - SOUTHEAST CORNER

FOR WIND ZONES NOT LABELED.

TYP

A

TYP

A

TYP

0.6h

TYP

0.6h

TYP

0.6h

TYP

0.6h

TYP

0.2h

TYP

0.2h

NOTE: REFER TO WIND ISOMETRIC - NORTHWEST CORNER

FOR WIND ZONES NOT LABELED.

TYP

A

TYP

A

TYP0.6h

TYP0.6h

TYP

0.6h

TYP0.2h

TYP

0.6h

TYP

0.2h

1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.

2. WIND PRESSURES ARE ULTIMATE VALUES BASED ON AN ULTIMATE

DESIGN WIND SPEED. MULTIPLY PRESSURES BY 0.6 TO CONVERT TO

NOMINAL PRESSURES.

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

4. FOR ROOF JOIST DESIGN, CALCULATE THE NET WIND UPLIFT ON THE

JOIST BY SUBTRACTING 7 PSF FROM 0.6 TIMES THE COMPONENT AND

CLADDING PRESSURE.

5. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND

AWAY FROM THE SURFACES, RESPECTIVELY.

6. DESIGN COMPONENTS AND CLADDING FOR THE MAXIMUM POSITIVE

AND NEGATIVE WIND PRESSURES.

7. EFFECTIVE WIND AREA:

a. FOR ELEMENTS, THE EFFECTIVE WIND AREA IS THE SPAN

LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH THAT NEED NOT BE

LESS THAN ONE-THIRD THE SPAN LENGTH.

b. FOR FASTENERS, THE EFFECTIVE WIND AREA MUST NOT BE

GREATER THAN THE AREA THAT IS TRIBUTARY TO AN INDIVIDUAL

FASTENER.

c. A = 5.3 FT

d. h = 13.3 FT

8. LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE EFFECTIVE

AREAS.

9. OVERHANG LOAD IS APPLIED TO EITHER SIDE BUT NOT BOTH SIDES

SIMULTANEOUSLY.

WIND ISO DIAGRAM NOTES:

OVERHANG A

A2H A3H

A2H A3H

COMPONENTS & CLADDING SCHEDULE

WIND ZONE

EFFECTIVE WIND AREA

10 SF 20 SF 50 SF 100 SF 500 SF

A1 +21 -82 +20 -76 +18 -69 +17 -64 +17 -52

A1' +21 -47 +20 -47 +18 -47 +17 -47 +17 -32

A2 +21 -108 +20 -101 +18 -92 +17 -85 +17 -69

A2H +16 -108 +16 -99 +16 -86 +16 -77 +16 -56

A3 +21 -147 +20 -133 +18 -115 +17 -101 +17 -69

A3H +16 -147 +16 -131 +16 -109 +16 -93 +16 -56

A4 +47 -51 +45 -49 +42 -46 +40 -44 +36 -39

A5 +47 -63 +45 -59 +42 -53 +40 -49 +36 -39

B1

WIND ISOMETRIC - NORTHWEST CORNER

A3

WIND ISOMETRIC - SOUTHEAST CORNER

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.:

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SUITE 300

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CJC/KDB

NEK

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SAT-TO FORM SIGNED BY

DON ELLIOT 12/19/19

C

R e v it P ro je c ts

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NOT TO SCALE

A1

WIND ISO OVERHANG

A1'

A1'

A1'

A1

A1

A1

A1

A1

A1

A1

A1

A3

A3

A3

A3

A3 A2

A2

A2

A2

A2

A2

A2

A2

A1'

A1

A2

A2

A2

A2

A1

A1'

A4 A4

A4

A4

A4

A4

A4

A5

A5A5

A5

A5

A5 A5

A5 A5

A5

A3

A3

A3

A3

A3

A1'

A1'

A1'

A1'

A1'

A1

A1

A1

A1

A1

A1

A1

A1

A1

A2

A2

A2

A2

A2

A2

A2

A2

A2

A2

A2

A2

A2

A1

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A, TYP @

TOWER

AA, TYP @ UTILITY STRUCTURE

1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.

2. WIND PRESSURES ARE ULTIMATE PRESSURES BASED ON THE BASIC

DESIGN WIND SPEED. MULTIPLY PRESSURES BY 0.6 TO CONVERT TO

ALLOWABLE STRESS PRESSURES.

3. PLUS AND MINUS (+/-) SIGNS SIGNIFY PRESSURES ACTING

TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.

4. DESIGN COMPONENTS AND CLADDING FOR THE MAXIMUM

POSITIVE AND NEGATIVE WIND PRESSURES.

5. OVERHANG LOAD IS APPLIED TO EITHER TOP OR BOTTOM SURFACE,

BUT NOT SIMULTANEOUSLY ON BOTH.

6. EFFECTIVE WIND AREA:

a. FOR ELEMENTS, THE EFFECTIVE WIND AREA IS THE

SPAN LENGTH MULTIPLIED BY AN EFFECTIVE WIDTH

THAT NEED NOT BE LESS THAN ONE-THIRD THE

SPAN LENGTH.

b. FOR FASTENERS, THE EFFECTIVE WIND AREA

MUST NOT BE GREATER THAN THE AREA THAT IS

TRIBUTARY TO AN INDIVIDUAL FASTENER.

c. A = 3 FT

AA = 3.5 FT

7. LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE

EFFECTIVE WIND AREAS.

WIND ISO DIAGRAM NOTES:

GRID

OVERHANG DIM

SEE NOTE 5

T-2H T-3H

T-2H T-3H

B1

WIND ISOMETRIC - NORTHWEST CORNER

B2

WIND ISOMETRIC - SOUTHEAST CORNER

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 E

P A

R T

M E

N T

O F

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IN

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

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IN

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IN

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T A

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O L K

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P O

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AS NOTED

1317 EXECUTIVE BLVD.

SUITE 300

CHESAPEAKE, VA 23320

F Y

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CJC/KDB

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DSN

SAT-TO FORM SIGNED BY

DON ELLIOT 12/19/19

C

R e v it P ro je c ts

\B L D

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T5

U5 +53 -71 +51 -67 +48 -60 +45 -55 +40 -44 U4 +53 -58 +51 -55 +48 -52 +45 -50 +40 -44 U3 +40 -93 +34 -85 +27 -75 +22 -67 +22 -59 U2r +40 -117 +34 -105 +27 -90 +22 -78 +22 -67 U2e +40 -93 +34 -85 +27 -75 +22 -67 +22 -59 U1 +40 -69 +34 -69 +27 -60 +22 -53 +22 -53

T3H +16 -237 +16 -209 +16 -173 +16 -145 +16 -81 T2H +16 -170 +16 -154 +16 -134 +16 -118 +16 -81 T5 +80 -146 +80 -146 +74 -130 +69 -117 +58 -87 T4 +80 -80 +80 -80 +74 -76 +69 -72 +58 -65 T3 +16 -183 +16 -174 +16 -162 +16 -153 +16 -132 T2 +16 -183 +16 -174 +16 -162 +16 -153 +16 -132 T1 +16 -117 +16 -110 +16 -102 +16 -95 +16 -80

10 SF 20 SF 50 SF 100 SF 500 SF

WIND ZONE

EFFECTIVE WIND AREA

ATCT COMPONENTS & CLADDING SCHEDULE

ENTIRETY OF ATC TOWER BUMP OUT

WALLS MUST BE CLASSIFIED AS WIND

ZONE T5 UNLESS CONTRACTOR

SUBMITS ANALYSIS TO COTR FOR

REVIEW AND APPROVAL FOR

CLASSIFICATION OF PORTIONS OF

BUMP OUT WALLS AS WIND ZONE T4

SEE DWG QS-002 FOR

COMPONENTS & CLADDING

LOADS ON ATC TOWER CAB

ENTIRETY OF ATC TOWER

CATWALK AND SKIRTING

MUST BE CLASSIFIED AS

WIND ZONE T3H UNLESS

CONTRACTOR SUBMITS

ANALYSIS TO COTR FOR

REVIEW AND APPROVAL FOR

CLASSIFICATION OF

PORTIONS OF CATWALK AND

SKIRTING AS WIND ZONE T2H

T4T4

T5

U2e

U3

U2r

U3

U1

U4

T5

T4T4

T5

U3

U2r

U3

U1

U1

U2eU5

U4 U5

U3

U3

U5

NOT TO SCALE

B3

WIND ISOMETRIC OVERHANG

U2r

U2e

U5

U2r

U2e U3

U4

U2r

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08/1 2/22

1. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF ARCHITECTURAL PRECAST WALL PANELS. WALL PANELS ARE TO BE SANDWICH-TYPE WITH INNER- AND OUTER- CONCRETE WYTHES SANDWICHING INSULATION LAYER. SEE ARCHITECTURAL

DRAWINGS FOR THICKNESSES OF EACH LAYER.

2. DESIGN THE PANELS IN ACCORDANCE WITH THE DESIGN CODES & STANDARDS LISTED IN GENERAL NOTE 2 ON DRAWING S-001.

3. DESIGN THE PANELS FOR ALL APPLICABLE LOADS, INCLUDING BUT NOT LIMITED TO, SELF-WEIGHT OF PRECAST CONCRETE

WALL PANELS AND CONNECTIONS, TRANSPORTATION AND ERECTION LOADS, COMPONENTS & CLADDING WIND LOADS AS DEFINED ON DRAWING S-005, AND SEISMIC LOADS AS DETERMINED BY SEISMIC DESIGN CRITERIA DEFINED ON DRAWING S-001, NOTE 3.E.

4. ASSUMED PRECAST WALL PANEL SELF-WEIGHT USED FOR STEEL SUPERSTRUCTURE DESIGN IS 75.6 PSF INCREASED BY 10% FOR CONNECTION ALLOWANCE. IF ACTUAL WEIGHT OF DESIGNED PRECAST WALL PANEL DIFFERS BY +/- 10% FROM THIS ASSUMED SELF-WEIGHT, NOTIFY THE STRUCTURAL EOR TO CONFIRM ACCEPTABILITY OF SUPERSTRUCTURE PRIOR TO

FURNISHING WALL PANELS.

5. DESIGN ALL CONNECTIONS TO THE STEEL SUPERSTRUCTURE. SEE "TYPICAL PRECAST CONCRETE WALL PANEL SUPPORT PLAN" FOR LOCATIONS OF CONNECTIONS TO BE PROVIDED. CONNECTIONS MUST BE CONCENTRIC TO COLUMNS, SUCH THAT

LOADING DOES NOT APPLY TORSION TO COLUMNS.

6. CONNECTIONS DETAILED ON THIS SHEET ARE CONCEPTUAL ONLY. FINAL CONNECTION DESIGN IS RESPONSIBILITY OF

PRECAST DESIGNER.

7. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LAYOUT OF WALL PANELS IN ELEVATION, AS WELL AS REQUIRED OPENING

LOCATIONS FOR WINDOWS AND/OR LOUVERS.

8. STEEL SUPERSTRUCTURE HAS BEEN DESIGNED FOR A MAXIMUM INTERSTORY DRIFT OF H/480 BASED ON WIND PRESSURES ASSOCIATED WITH A 10-YEAR MEAN RECURRENCE INTERVAL WIND EVENT. DESIGN PRECAST WALL PANELS AND CONNECTIONS

TO TOLERATE THIS MAXIMUM INTERSTORY DRIFT.

9. TAKE INTO ACCOUNT THE TOLERANCES FOR BOTH THE PRECAST CONCRETE COMPONENTS AND THE STRUCTURE FOR DESIGN

OF CONNECTION HARDWARE.

PRECAST CONCRETE WALL PANEL CLADDING - NOTES:

GRID

2' - 0"

STEEL COLUMN

PRECAST WALL

PANEL, SOLID

ZONE AT EMBEDS

AS REQUIRED

STEEL EMBED PL

W/ STUD ANCHORS

STEEL PLATE

STEEL COLUMN

STEEL EMBED PL

W/ STUD ANCHORS

STEEL PLATE

3/4"

PRECAST WALL

PANEL, SOLID ZONE AT

EMBEDS AS REQUIRED

THREADED ROD

WITH NUTS &

WASHERS

SLOTTED INSERT

ANGLE WITH SLOT

EMBEDDED STEEL

PLATE WITH

HEADED STUDS

PLASTIC

HORSESHOE SHIMS

GRID

STEEL COLUMN

STEEL

COLUMN

PRECAST WALL

PANEL, SOLID

ZONE AT EMBEDS

AS REQUIRED

STEEL ANGLE W/

HEADED STUDS

SHIMS

STEEL

COLUMN

STEEL ANGLE W/

STIFFENERS AS

REQUIRED

SLOTTED INSERT

STRAP ANCHOR

GRID

2' - 0"

STEEL ANGLE W/

HEADED STUDS

PRECAST WALL

PANEL, SOLID

ZONE AT EMBEDS

AS REQUIRED

SLOTTED INSERT

STEEL PLATE

WITH SLOT

THREADED ROD W/

NUTS & WASHERS

SHIMS STEEL TUBE

2' - 0"

A

C

P A

N E

L H

E

IG

H T

V A

R

IE

S , S

E E

A R

C H

28' - 0"

2' - 0" 24' - 0" 2' - 0"

T Y

P

2'

0"

T Y

P

2'

0"

PRECAST CONCRETE

WALL PANEL, SEE

NOTES

: GRAVITY & LATERAL SUPPORT

: LATERAL SUPPORT ONLY

COLD-FORMED STEEL ROOF TRUSS NOTES:

1. CONTRACTOR IS RESPONSIBLE FOR DESIGN AND DETAIL OF ALL ROOF TRUSSES, OTHER ASSOCIATED COLD-FORMED STEEL FRAMING ELEMENTS INCLUDING INFILL FRAMING AND TEMPORARY AND PERMANENT BRACING BETWEEN TRUSSES AS REQUIRED, AND THEIR CONNECTIONS FOR ALL APPLICABLE LOADS BASED ON THE CRITERIA GIVEN UNDER GENERAL NOTE 3 ON DRAWING S-001, GENERAL NOTE 12 ON DRAWING S-002, AND AS SPECIFIED (SERVICE LOADS) ON DWGS S-005 & S-006.

2. TOP CHORD DEAD LOAD: 14 PSF.

3. TOP CHORD COLLATERAL LOAD: 5 PSF UNIFORM PLUS 300 LB. CONCENTRATED LOAD AT ANY POINT.

4. BOTTOM CHORD COLLATERAL LOAD: 16 PSF UNIFORM PLUS 300 LB. CONCENTRATED LOAD AT ANY POINT.

5. TREAT COLLATERAL LOADS AS DEAD LOAD FOR LOAD COMBINATIONS THAT RESULT IN NET DOWNWARD LOAD AND NEGLECT

COLLATERAL LODS FOR LOAD COMBINATIONS THAT RESULT IN NET UPLIFT.

6. DESIGN TRUSSES, OTHER ELEMENTS, AND THEIR CONNECTIONS FOR BALANCED AND UNBALANCED SNOW LOADS AND FOR

SNOW DRIFT IN ACCORDANCE WITH IBC 2018 AND ASCE 7-16. SEE SNOW DRIFT DIAGRAM ON THIS DWG.

7. DESIGN TRUSSES, OTHER ELEMENTS, AND THEIR CONNECTIONS AS COMPONENTS & CLADDING FOR WIND UPLIFT PRESSURES

BASED ON ACTUAL TRIBUTARY AREAS IN ACCORDANCE WITH IBC 2018 AND ASCE 7-16. SEE S-005 FOR WIND ISOMETRIC

DIAGRAMS AND COMPONENTS & CLADDING WIND PRESSURES.

8. DESIGN TRUSS TOP CHORD MEMBERS BETWEEN PANEL POINTS, OUTRIGGERS, ROOF DECK AND ROOF DECK ATTACHMENTS TO TRUSSES AND OTHER ELEMENTS AS COMPONENTS & CLADDING FOR NET WIND UPLIFT PRESSURES IN ACCORDANCE WITH IBC 2018 AND ASCE 7-16. SEE S-005 FOR WIND ISOMETRIC DIAGRAMS AND WIND PRESSURES.

9. DESIGN END GABLE TRUSS WEB MEMBERS AND INFILL FRAMING ELEMENTS BETWEEN TRUSSES THAT PROVIDE DIRECT LATERAL SUPPORT TO EXTERIOR WALLS, AS WELL AS THEIR CONNECTIONS, AS COMPONENTS & CLADDING FOR WIND

PRESSURES SHOWN ON S-005.

10. DESIGN END GABLE TRUSS WEB MEMBERS AND INFILL FRAMING ELEMENTS BETWEEN TRUSSES THAT PROVIDE DIRECT LATERAL SUPPORT TO INTERIOR WALL SHEATHING, AS WELL AS THEIR CONNECTIONS, FOR A UNIFORM LIVE LOAD OF 10 PSF

IN EITHER DIRECTION.

11. DESIGN AND DETAIL END GABLE TRUSSES, INFILL FRAMING AND/OR BRACING BETWEEN TRUSSES, AND THEIR CONNECTIONS TO TRANSFER REACTIONS FROM TOP OF CMU WALL INTO ROOF DECK AND TO TRANSFER DIAPHRAGM SHEARS (IN EITHER DIRECTION) AND CHORD FORCES (TENSION OR COMPRESSION) FROM ROOF DECK TO TOP OF CMU WALL AS INDICATED IN THE

TRANSFER LOADS DIAGRAM AND TABLE ON THIS DRAWING.

LOCATION

T/WALL OR

BEAM EL

114' - 0"

114' - 0"

114' - 0"

114' - 0"

114' - 0"

VARIES

114' - 0"

OUT-OF-PLANE REACTION AT T/WALL

INWARD (PLF) OUTWARD (PLF)

IN-PLANE REACTION AT T/WALL

DIAPHRAGM SHEAR (PLF) CHORD FORCE (LBS)

234 292

214 292

221 221

236 236

204 204

114' - 0"

114' - 0"

0204 204

204 204

C

FACE OF ATCT

PRECAST WALL PANEL

4'

6"

4' - 6"

17 PSF (DRIFT)

0 PSF (DRIFT)

17 PSF (DRIFT)

0 PSF (DRIFT)

2 ' - 9

8' - 7"

F.1

9'

- 0"

ROOF RIDGE LINE

FACE OF ROOF STEP AT

ATC UTILITY BUILDING

33 PSF (DRIFT)

0 PSF (DRIFT)

MAX DRIFT

TRANSITIONS FROM 33

PSF TO 0 PSF LINEARLY

HIGH

LOW

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 E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T L A

N T

IC

M

A R

IN

E

C O

R P

S I P

T N

A V

A L S

T A

T

IO

N

N O

R F

O L K

V

A

EJA

M C

A S

C H

E R

R Y

P O

IN

T

C H

E R

R Y

P O

IN

T

N

C

AS NOTED

1317 EXECUTIVE BLVD.

SUITE 300

CHESAPEAKE, VA 23320

F Y

P

-2 A

T C

T O

W E

R A

N D

A

IR

O P

E R

A T

IO

N

S

DRAWFORM REVISION: 12 APRIL 2018

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

F

IL

E N

A M

E

P

LO

T T

E D

CJC/KDB

NEK

DSN

SAT-TO FORM SIGNED BY

DON ELLIOT 12/19/19

C

R e v it P ro je c ts

\B L D

G -P

-1

-S

-A T

C -C e n tr a l_ d lm o rt o n b u rn s m c d .c o m

.r v t

/1

/2

:0

:3

A

M

S-006

A

TC

T

LO

A

D

IN

G D

IA

G

R A

M S

BBB

12801410

DLM JDB

1596300

1" = 1'-0"

PRECAST WALL PANEL CONNECTION - LATERAL

1" = 1'-0"

PRECAST WALL PANEL CONNECTION - CORNER

1" = 1'-0"

PRECAST WALL PANEL CONNECTION - GRAVITY & LATERAL

1/4" = 1'-0"

TYPICAL PRECAST CONCRETE WALL PANEL SUPPORT DIAGRAM

2' 4' 8'0'

1' 2'0' 6"

1' 2'0' 6"

1' 2'0' 6"

1/8" = 1'-0"

ROOF TRUSS TRANSFER LOADS DIAGRAM

1' 2'0' 6"

1/4" = 1'-0"

SNOW DRIFT DIAGRAM

2' 4' 8'0'

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

IS

S U

E D

F O

R B

ID

/1 8/

08/1 2/22

W1

W1

W1

W3

W3

W3

W3

W3

W1

W3

W1

C1 S-310

C2 S-310

C3

S-310

W1

W1

A1 S-310

C1

S-310

C1

S-310

C1

S-310

C1 S-310

C1

S-310

C2

S-310

C2

S-310

C1 S-310

HSS6X

6X

5/8

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/8

HSS6X

6X

5/1

HSS6X

6X

5/8

HSS6X

6X

5/1

HSS6X

6X

5/1

6 HSS6X

6X 5/1

HSS6X

6X

5/1

6 HSS6X

6X 5/1

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS6X

6X

5/8

HSS6X

6X

3/8

HSS6X

6X

3/8

HSS6X

6X

3/8

HSS6X

6X

3/8

HSS6X

6X

5/1

HSS6X

6X

5/8

HSS6X

6X

5/8

8'-8"

TYP

N1

TYP

N1

N2

'-4

W2

W2

W2

W2 W2

W2

W2

A1 S-311

A3 S-311

1 3 7 14138 1142

S

F

P

B

J

G

N

Q

R

M

C

H

I

93'-5 7/8"

K

L

A

5/

8"

E

D

CF4.0

CF7.0

CF6.0

CF6.0

CF7.0

CF4.0

CF6.0

CF8.0

CF9.0

CF7.0

CF9.0

CF8.0

CF7.0

CF7.0

CF5.0

CF5.0

CF8.0

CF6.0 CF6.0

CF4.0

WF 5.0

WF 3.0

W F

.0

W F

.0

WF 3.0

CF7.0

W F

.0

WF 3.0

WF 3.0

W F

.0

WF 3.0

W F

.0

WF 3.0

W F

.0

W F

.0

WF 3.0

W F

.0

9'-8 5/8"

2'-10 3/8"

7'-2 1/8" 5'-0 3/4"

2'-2 1/4"

8'-8 7/8"

4'-8 1/4" 5'-9 7/8"

14'-4 3/4" 6'-8 1/4" 4'-7 1/8" 15'-1 1/4" 102'-3 1/2"

'-1

7/ 8"

'-0

5' -2

/8

4'

-5

/2

6' -8

4'

-9

9' -7

/4

3' -7

/2

2' -2

/4

4' -8

8'

-8

/8

2' -2

/4

5' -0

/4

1' -8

/…