03_ROBOTICS.pdf

US Army Corps of Engineers ®

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D. TRUSS LOADS:

1. GABLE ROOF TRUSS TOP CHORD LOADS:

a. DEAD LOAD: 12 PSF

b. LIVE LOAD: 20 PSF

2. GABLE ROOF TRUSS BOTTOM CHORD LOADS:

A. DEAD LOAD: 20 PSF

B. LIVE LOAD: 10 PSF

3. UPLIFT: 20 PSF

E. SNOW LOAD DESIGN DATA:

1. GROUND SNOW LOAD, Pg: 35 PSF

2. FLAT ROOF SNOW LOAD, Pf: 30 PSF

3. MINIMUM SNOW LOAD, Pm: 22 PSF

4. TERRAIN CATEGORY: C

5. SNOW EXPOSURE FACTOR, Ce: 1.0

6. THERMAL FACTOR, Ct: 1.1

7. SNOW LOAD IMPORTANCE FACTOR, Is: 1.1

8. TEST AREA/FIELD OFFICE AREAS ROOF:

a. SLOPED ROOF SNOW LOAD, Ps: 30 PSF

b. UNBALANCED SNOW LOAD: 49 PSF

c. DRIFT HEIGHT: SEE 1S-004

d. DRIFT WIDTH: SEE 1S-004

9. CONTROL ROOM/FIRING RANGE ROOF:

a. SLIDING SNOW LOAD (IN ADDITION TO Pf): 297 LBF/FT

b. DRIFT ON LOWER ROOF: SEE 1S-004

F. WIND LOAD DESIGN DATA:

1. ULTIMATE DESIGN WIND SPEED, Vult: 120 MPH

2. NOMINAL DESIGN WIND SPEED, Vasd: 93 MPH

3. ENCLOSURE CLASSIFICATION: PARTIALLY ENCLOSED

4. EXPOSURE CATEGORY: C

5. WIND LOAD IMPORTANCE FACTOR, Iw: 1.00

6. INTERNAL PRESSURE COEFF. (GCpi): +/- 0.55

7. VELOCITY PRESSURE, qz: 28 PSF

G. SEISMIC DESIGN DATA:

1. SEISMIC IMPORTANCE FACTOR, Ie: 1.25

2. SITE CLASS: D (DENSE SOIL)

3. SEISMIC DESIGN CATEGORY: B

4. SHORT PERIOD SPECTRAL ACCELERATION: Ss= 0.24g

5. ONE SECOND SPECTRAL ACCELERATION: S1= 0.07g

6. DESIGN SPECTRAL ACCELERATION PARAMETERS:

a. SHORT PERIOD PARAMETER: SDS= 0.256g

b. ONE SECOND PARAMETER: SD1= 0.112g

7. ANALYSIS METHOD: EQUIVALENT LATERAL FORCE PROCEDURE

8. LATERAL FORCE RESISTING SYSTEM:

9. SEISMIC COEFFICIENTS:

a. RESPONSE MODIFICATION COEFFICIENT: R= 4

b. SEISMIC RESPONSE COEFFICIENT: Cs= 0.08

10. BASE SHEAR V= 310 KIPS

A. SOIL PROPERTIES FOR STRUCTURAL DESIGN:

1. NET ALLOWABLE BEARING PRESSURE: 3000 PSF

2. FROST DEPTH: 52 INCHES

I. BLAST DESIGN DATA:

INCIDENT PRESSURE: .5 PSI

NOTE:

THE BLAST PRESSURE INDICATED ABOVE PERTAINS TO THE DESIGN

OF WINDOWS AND DOORS AND THE ASSOCIATED FRAME CONNECTIONS

TO MEET MINIMUM DOD REQUIREMENTS. FACILITY IS WITHIN IBD OF

MUNITIONS DISASSEMBLY BUILDING.

J. FIRING RANGE LOADING CRITERIA:

BALLISTIC LEVEL: UL LEVEL 8

K. ROOF DEFLECTION CRITERIA (PER IBC):

1. TOTAL LOADS (DEAD + LIVE): L/240

2. LIVE LOAD ONLY: L/360

VI. CAST-IN-PLACE CONCRETE/REINFORCING STEEL

A. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL DEVELOP THE

FOLLOWING 28-DAY MINIMUM COMPRESSIVE STRENGTH (f'c):

1. FOOTINGS 4,500 PSI

2. STEM WALLS (WALLS BELOW GRADE) 4,500 PSI

3. EXTERIOR AND INTERIOR LOAD-BEARING WALLS 4,500 PSI

4. FLOOR SLABS 4,500 PSI

5. FIRING RANGE ROOF 5,000 PSI

6. ALL OTHER CONCRETE WORK UNO 4,000 PSI

B. MIX DESIGN SHALL BE DOCUMENTED IN ACCORDANCE WITH

SPECIFICATIONS AND ACI 301. MIX DESIGNS WHICH ARE SUBMITTED

WITHOUT THE REQUIRED DOCUMENTATION WILL BE REJECTED. FIELD

SLUMPS RECORDED AT THE JOB SITE SHALL NOT EXCEED THE SLUMP

ESTABLISHED FOR THE MIX DESIGN.

C. SUBMIT SHOP DRAWINGS INDICATING THE LOCATION OF ALL

CONSTRUCTION AND CONTROL JOINTS.

D. APPLY BONDING AGENT TO ALL SURFACES OF EXISTING CONCRETE PRIOR

TO PLACING NEW CONCRETE.

E. PROVIDE 3/4" BEVELS AT TOP EDGES AND CORNERS OF EXPOSED WALLS.

F. REINFORCEMENT BARS SHALL BE SECURELY HELD IN PROPER POSITION

WHILE PLACING CONCRETE.

G. CONCRETE CLEAR COVER FOR REINFORCING STEEL FROM FACE OF

CONCRETE:

1. WALLS, PEDESTALS: 2"

2. FOOTINGS: 3"

3. SLAB ON GRADE 3"

4. CONCRETE SLAB ROOF 2"

H. CONCRETE FINISH:

1. ROBOT FIRING TUNNEL FLOOR SLAB: HAND TROWELED FINISH

2. ROBOT TEST AREA FLOOR SLAB: HAND TROWELED FINISH

3. ALL OTHER FLOOR SLAB: HAND TROWELED FINISH

4. PAVING SLABS & SIDEWALKS: BROOM FINISH

5. WALL SURFACES: CLASS "A" FINSH

I. FORMWORK:

1. KEYS INDICATED ARE TO BE 2" X 4" NOMINAL CONTINUOUS, U.N.O.

2. OPENINGS FOR M/E/P TRADES: ALL HOLES FOR OTHER TRADES

WHICH MUST BE CUT OR FORMED AND WHICH ARE NOT SHOWN ON

THE STRUCTURAL DESIGN(S) DRAWINGS SHALL BE SUBMITTED TO

THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL.

J. SLAB & WALL OPENINGS: COORDINATE WITH MECHANICAL, PLUMBING, AND

ELECTRICAL TRADES. FIELD REQUIREMENTS NOT SHOWN ON STRUCTURAL

PLANS MUST BE APPROVED BY THE CONTRACTING OFFICER. ANY

STRENGTHENING OR ADDITIONAL REINFORCEMENT REQUIRED SHALL BE

FURNISHED BY THE CONTRACTOR WITHOUT ADDITIONAL COST TO THE

GOVERNMENT. PLUMBING SLOTS ARE TO BE FILLED WITH CONCRETE TO

SAME THICKNESS AS SLAB OR WALL AFTER PIPING HAS BEEN INSTALLED.

SEE TYPICAL PENETRATION DETAILS FOR REQUIREMENTS.

K. EMBEDDED PIPES OR CONDUIT: MAXIMUM DIAMETER - 1/3 X SLAB OR WALL

THICKNESS, SPACED MINIMUM OF 3 DIAMETERS ON CENTER.

L. GROUT: HIGH STRENGTH, NON-SHRINK STRUCTURAL GROUT. SEE SPECS.

M. REINFORCEMENT:

1. REINFORCING BARS: DEFORMED, GRADE 60, ASTM A615.

2. CORNER BARS: PROVIDE CORNER BARS SAME SIZE AND SPACING AS

HORIZONTAL REINFORCEMENT AT INTERSECTIONS OF ALL WALLS

AND WALL FOUNDATIONS.

3. SPLICES: CONTINUOUS REINF. BARS INCLUDING CORNER BARS SHALL

BE LAPPED THE LENGTH SHOWN IN THE DEVELOPMENT / LAP SPLICE

TABLE ON THE DESIGN DRAWINGS.

4. HOOKS INDICATED ARE ACI/CRSI STANDARD 90 DEG. OR 180 DEG.

HOOKS. BAR LENGTHS SHOWN ARE OUT-TO-OUT AND DO NOT

INCLUDE HOOK LENGTH.

N. CURING AND PROTECTION: SEE SPECS.

O. SLABS ON GRADE:

1. CONTROL JOINTS SHALL BE PLACED AS SHOWN ON PLANS. SLAB

CONSTRUCTION JOINTS MAY BE PLACED AT CONTROL JOINT

LOCATIONS. SEE CONTROL JOINT AND CONSTRUCTION JOINT

DETAILS.

2. FILL SAWED CONTROL JOINTS AND EXPANSION JOINTS IN SLABS

WITH JOINT SEALANT.

P. SPECIAL INSPECTION: REFER TO SPECIFICATIONS.

II. CODES AND STANDARDS

THE DESIGN SHOWN ON THESE DRAWINGS IS BASED ON THE FOLLOWING

CODES, SPECIFICATIONS, AND STANDARDS:

A. ACI 301-16 SPECIFICATIONS FOR STRUCTURAL CONCRETE

B. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE

C. ACI 530/530.1-13 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR

MASONRY STRUCTURES AND COMPANION

COMMENTARIES

D. AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

E. AISI S214-12 NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL

STRUCTURAL FRAMING-TRUSS DESIGN

F. AISI S240-15 NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL

STRUCTURAL FRAMING

G. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES

H. AWS D1.1, 2015 STRUCTURAL WELDING CODE- STEEL

I. DA PAM 385-64 AMMUNITION AND EXPLOSIVES SAFETY STANDARDS

J. DESR 6055.09, EDITION 1

K. ETL 11-18 SMALL ARMS RANGE DESIGN AND CONSTRUCTION

L. IBC 2015 INTERNATIONAL BUILDING CODE

M. PICATINNY ARSENAL GUIDE OF DESIGN REQUIREMENTS AND

PREFERENCES

N. UFC 3-301-01 STRUCTURAL ENGINEERING

O. UFC 3-310-04 SEISMIC DESIGN OF BUILDINGS

P. UFC 3-320-06A CONCRETE FLOOR SLABS ON GRADE SUBJECTED TO

HEAVY LOADS

Q. UFC 3-340-01 DESIGN AND ANALYSIS OF HARDENED STRUCTURES TO

CONVENTIONAL WEAPONS EFFECTS

R. UFC 3-340-02 STRUCTURES TO RESIST THE EFFECTS OF ACCIDENTAL

EXPLOSIONS

S. UFC 4-023-07 DESIGN TO RESIST DIRECT FIRE WEAPONS EFFECTS

V. EARTHWORK AND FOUNDATIONS

A. FOOTING ELEVATIONS GIVEN ON PLANS ARE TO BE CONSIDERED MINIMUM

DEPTHS. FURTHER EXCAVATION SHALL BE MADE AS REQUIRED TO

ACHIEVE THE SPECIFIED SAFE BEARING CAPACITIES. THE ENGINEER OF

RECORD SHALL BE NOTIFIED OF ANY CONDITIONS THAT REQUIRE

CHANGES IN FOOTING ELEVATIONS.

B. THE CONTRACTOR SHALL OBTAIN THE SERVICES OF A GEOTECHNICAL

ENGINEER LICENSED IN THE STATE OF NEW JERSEY WHO WILL BE

RESPONSIBLE FOR VERIFICATION OF THE MINIMUM ALLOWABLE SAFE

BEARING CAPACITY SPECIFIED ABOVE.

C. SUBGRADE UNDER BUILDING FOUNDATIONS: MINIMUM DENSITY 95% ASTM

D1557.

D. SUBGRADE UNDER SLABS-ON-GRADE: MINIMUM DENSITY 95% ASTM D1557.

E. GRANULAR SUBBASE UNDER SLAB-ON-GRADE: VAPOR BARRIER ON LAYER

OF CRUSHED STONE. A THIN LAYER OF APPROX. 1/2" OF FINE GRADED

MATERIAL SHALL BE ROLLED OR COMPACTED OVER THE CRUSHED STONE

TO PREVENT PUNCTURE OF THE VAPOR BARRIER. 1/2" LAYER SHALL BE

PART OF THE CRUSHED STONE THICKNESS.

I. GENERAL

A. THESE GENERAL NOTES PRESENT AND/OR SUMMARIZE KEY PROJECT

INFORMATION FOR THE READER'S CONVENIENCE. SEE ALSO INDIVIDUAL

PLAN NOTES AND PROJECT SPECIFICATIONS FOR FURTHER DETAILS AND

REQUIREMENTS.

B. NOT ALL EXISTING OR PROPOSED CONDITIONS OR UTILITIES ARE SHOWN

ON THE STRUCTURAL DRAWINGS. COORDINATE STRUCTURAL WORK WITH

THE WORK OF OTHER TRADES.

C. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, ELEVATIONS,

AND DIMENSIONS. DISCREPENCIES BETWEEN EXISTING CONDITIONS OR

BETWEEN THE DRAWINGS AND SPECIFICATIONS SHALL BE COMMUNICATED

TO THE CONTRACTING OFFICER. CHANGES REQUIRED DUE TO EXISTING

CONDITIONS SHALL BE SUBJECT TO APPROVAL PRIOR TO ANY

CONSTRUCTION.

D. THE CONTRACTOR SHALL SUBMIT ALL REQUIRED SHOP DRAWINGS FOR

APPROVAL PRIOR TO FABRICATION OR DELIVERY OF MATERIALS TO THE

SITE.

E. THE CONTRACTOR SHALL COORDINATE THE REQUIREMENTS OF THE

ARCHITECTURAL, STRUCTURAL, MECHANICAL, ELECTRICAL, FIRE

PROTECTION, AND PLUMBING DRAWINGS.

F. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE

AFTER THE BUILDING IS FULLY COMPLETED. IT IS THE CONTRACTOR'S

SOLE RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND

SEQUENCE, AND TO ENSURE THE SAFETY AND STABILITY OF THE BUILDING

AND ITS COMPONENT PARTS DURING ERECTION. ALL NECESSARY

TEMPORARY BRACING AND TIE-DOWNS REQUIRED TO STABILIZE AND

SUPPORT THE STRUCTURE DURING ALL CONSTRUCTION PHASES SHALL BE

FURNISHED AND INSTALLED BY THE CONTRACTOR. SUCH MATERIAL SHALL

REMAIN THE CONTRACTOR'S PROPERTY AFTER COMPLETION OF THE

PROJECT. IF REQUIRED, TEMPORARY BRACING AND TIE-DOWNS SHALL BE

DESIGNED BY A LICENSED ENGINEER EMPLOYED BY THE CONTRACTOR.

G. CONSTRUCTION LOADS IMPOSED ON STRUCTURAL MEMBERS SHALL NOT

EXCEED THE DESIGN CAPACITY OF THE STRUCTURE AT THE TIME SUCH

LOADS ARE IMPOSED.

H. ALL SECTIONS, DETAILS, MATERIALS, AND METHODS SHOWN AND/OR

NOTED ON ANY SHEET SHALL APPLY TO ALL OTHER SIMILAR LOCATIONS

U.N.O

I. ALL ELEVATIONS ARE REFERENCED TO FINISHED FLOOR EL. 0'-0". ALL

ELEVATIONS SHOWN ON PLANS ARE REFERENCED TO THE SITE ELEVATION

DATUM SHOWN ON FOUNDATION PLANS UNLESS NOTED OTHERWISE.

VIII. COLD-FORMED STEEL

A. THE TRUSS MANUFACTURER MAY VARY TRUSS TYPE, MEMBER SIZE AND

GAGE AS REQUIRED TO OBTAIN SPAN AND ROOF PITCH AS NOTED.

B. THE TRUSS MANUFACTURER SHALL EMPLOY A PROFESSIONAL

STRUCTURAL ENGINEER LICENSED IN THE STATE OF NEW JERSEY TO BE

RESPONSIBLE FOR THE DESIGN OF ALL ASPECTS OF THE TRUSSES

INCLUDING THE TRUSS CONNECTIONS AND ACCESSORIES. THE TRUSS

MANUFACTURER SHALL HAVE IN HIS POSSESSION THE DESIGN LOADS,

THE STRUCTURAL DRAWINGS, THE ARCHITECTURAL DRAWINGS, THE

MECHANICAL DRAWINGS AND THE TRUSS PLAN BEFORE THE TRUSS IS

DESIGNED.

C. MAXIMUM DEAD PLUS LIVE LOAD DEFLECTION OF THE TRUSSES SHALL BE

LIMITED TO L/240 OF THE TRUSS SPAN.

D. ALL TRUSS CLIPS SHALL BE DESIGNED TO RESIST UPLIFT LOADS.

E. THE TRUSS MANUFACTURER SHALL PROVIDE DESIGN TO INCLUDE

DRAWINGS AND CALCULATIONS FOR ALL REQUIRED TRUSS BRACING AND

SUBMIT FOR GOVERNMENT APPROVAL. DESIGN SHALL INCLUDE ALL TOP

CHORD, BOTTOM CHORD, AND WEB BRACING REQUIREMENTS.

F. PROVIDE SHOP DRAWINGS FOR APPROVAL FOR ALL TRUSSES INCLUDING

SIZES, LOCATIONS AND ALLOWABLE LOADS AS WELL AS CONNECTIONS

BETWEEN TRUSSES. TRUSS CONNECTOR PLATES SHALL BE DESIGNED

FOR AXIAL LOADS, ECCENTRICITY, AND NET SECTION OF METAL. SHOP

DRAWINGS SHALL HAVE BEEN SIGNED AND STAMPED BY A PROFESSIONAL

STRUCTURAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF NEW

JERSEY. SUBMIT CALCULATIONS WITH SHOP DRAWINGS. CALCULATIONS

ARE SUBMITTED FOR RECORD PURPOSES ONLY. OBTAIN

ACKNOWLEDGEMENT AND REVIEW BY ARCHITECT AND STRUCTURAL

ENGINEER OF RECORD OF CALCULATIONS PRIOR TO FABRICATING

TRUSSES.

G. CONTRACTOR SUBMITTED TRUSS DESIGN SHALL INCLUDE AT A MINIMUM:

1. DESCRIPTION OF DESIGN CRITERIA AND ALL DESIGN LOADS.

2. ENGINEERING ANALYSIS DEPICTING MEMBER STRESSES AND TRUSS

DEFLECTION.

3. TRUSS MEMBER TYPE, SIZES AND THICKNESSES, AND CONNECTIONS

AT TRUSS JOINTS.

4. TRUSS SUPPORT REACTIONS.

5. TOP CHORD, BOTTOM CHORD, AND WEB BRACING REQUIREMENTS.

6. TRUSS TO TRUSS CONNECTIONS.

7. TRUSS TO STRUCTURE (BEARING AND UPLIFT) CONNECTIONS.

8. FASTENINGS, WHICH SHALL BE MANUFACTURER RECOMMENDED

SELF-DRILLING SCREWS WITH CORROSION-RESISTANT PLATED

FINISH. FASTENERS SHALL BE OF SUFFICIENT SIZE AND NUMBER TO

ENSURE THE STRENGTH OF THE CONNECTION.

H. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER HANDLING AND

ERECTION OF THE TRUSSES AND FOR THE PROPER PERMANENT AND

TEMPORARY BRACING. THE CONTRACTOR SHALL ENSURE THAT THE

TRUSSES ARE NOT DAMAGED DURING ERECTION AND THAT THEY ARE

MAINTAINED IN ALIGNMENT BEFORE, DURING AND AFTER ERECTION. THE

TRUSSES SHALL BE HANDLED, BRACED AND ERECTED IN ACCORDANCE

WITH THE RECOMMENDATIONS OF THE TRUSS MANUFACTURER.

I. CHORD AND WEB MEMBERS: ASTM A1003 WITH MINIMUM YIELD STRENGTH

OF 50,000 PSI.

J. BRACING, BRIDGING, AND BLOCKING MEMBERS: ASTM A1003 WITH

MINIMUM YIELD STRENGTH OF 33,000 PSI.

VII. CONCRETE MASONRY

A. CONCRETE MASONRY UNITS: ASTM C90, NORMAL WEIGHT.

B. REQUIRED COMPRESSIVE MASONRY STRENGTH f'm = 1,500 PSI

C. MORTAR: ASTM C270 TYPE S (1,800 PSI).

D. GROUT: ASTM C476 (2,000 PSI). SEE SPECS FOR GROUTING POUR HEIGHT,

CLEAR CELL DIMENSIONS, AND CLEANOUT REQUIREMENTS.

E. MASONRY CEMENT SHALL NOT BE USED FOR REINFORCED CONCRETE

MASONRY CONSTRUCTION.

F. FURNISH AND CONSTRUCT MASONRY IN ACCORDANCE WITH

REQUIREMENTS OF THE CONTRACT DOCUMENTS. ALL MASONRY

CONSTRUCTION SHALL BE IN ACCORDANCE WITH "BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530/530.1-13).

G. SUBMIT SHOP DRAWINGS TO THE CONTRACTING OFFICER

REPRESENTATIVE FOR APPROVAL, SHOWING ALL MASONRY

REINFORCEMENT, ANCHORS, INSERTS, FLASHING, LINTELS, OPENINGS

AND OTHER MASONRY RELATED ITEMS.

IX. STRUCTURAL STEEL

A. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL CONFORM TO

THE FOLLOWING SPECIFICATIONS:

1. W AND WT SHAPES ASTM A992

2. STEEL CHANNELS, ANGLES, AND PLATES ASTM A36

3. STRUCTURAL STEEL TUBES AND HSS SECTIONS ASTM A500

GRADE B

a. ROUND HSS SHAPES Fy=42 KSI

b. SQUARE AND RECTANGULAR HSS SHAPES Fy=46 KSI

4. STEEL PIPE ASTM A53,

GRADE B Fy=35

KSI

B. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO

THE "AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ANSI/AISC

360".

C. WELDING OF STRUCTURAL STEEL SHALL CONFORM TO THE "STRUCTURAL

WELDING CODE", AWS D1.1. ELECTRODES MUST MEET E70XX SERIES

REQUIREMENTS, LOW HYDROGEN, WITH MINIMUM TENSILE STRESS OF

70,000 PSI.

D. ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNO.

E. UNLESS NOTED OTHERWISE, BOLTS SHALL CONFORM TO ASTM A325,

BEARING TYPE. WASHERS SHALL CONFORM TO ASTM F436 AND NUTS TO

ASTM A563.

F. STRUCTURAL STEEL CONNECTIONS SHALL BE OF THE TYPES SHOWN ON

THE DRAWINGS. DESIGN CALCULATIONS AND DETAILS OF ALL

CONNECTIONS NOT DETAILED HEREIN SHALL BE PREPARED, SIGNED AND

SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NEW

JERSEY.

III. STRUCTURAL DESIGN CRITERIA

A. GENERAL:

1. RISK CATEGORY: III

2. ATFP CRITERIA: LOW OCCUPANCY

B. ROOF AND FLOOR LIVE LOADS:

1. TEST AREA/FIELD OFFICE AREAS ROOF: 20 PSF

2. CONTROL ROOM/FIRING RANGE ROOF: 20 PSF

3. FIRING RANGE FLOOR: 500 PSF

4. CONTROL ROOM FLOOR: 250 PSF

5. TEST AREA:

a. FORKLIFT: 24,000 LB WEIGHT W/ 5,000 LB

CAPACITY

b. FULLY-LOADED PICK-UP TRUCK: 10,000 LB

c. MINIMUM UNIFORM LOAD: 250 PSF

6. PARTITION: 15 PSF

7. OFFICES: 50 PSF

8. CORRIDORS AND PUBLIC ROOMS: 100 PSF

9. STORAGE: 250 PSF

10. EQUIPMENT/MECHANICAL ROOMS: 125 PSF

11. LIBRARY: 150 PSF

C. ROOF AND FLOOR TOTAL DEAD LOADS:

1. GABLE ROOF WITH STANDING SEAM SYSTEM: 12 PSF

2. CONTROL ROOM/FIRING RANGE ROOF WITH STANDING SEAM

SYSTEM: 215 PSF

IV. TESTING AND INSPECTION:

A. FOUNDATIONS AND EARTHWORK: GEOTECHNICAL ENGINEER/TESTING

LABORATORY SHALL BE ENGAGED FOR QUALITY CONTROL AND

VERIFICATION. SEE SPECS. ALL OPEN FOUNDATION EXCAVATIONS SHALL

BE INSPECTED AND APPROVED BY THE CONTRACTOR'S LICENSED

GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT.

B. MATERIALS AND PROCEDURES: TESTING LABORATORY SHALL BE

ENGAGED FOR MATERIAL TESTING AND INSPECTION. SEE SPECS.

C. SPECIAL INSPECTOR: A SPECIAL INSPECTOR SHALL BE ENGAGED BY THE

CONTRACTOR TO INSPECT ELEMENTS AS REQUIRED. SEE SPECS.

F. EXCEPT FOR RETAINING WALLS, FOUNDATION WALLS HAVE NOT BEEN

DESIGNED TO RESIST LATERAL LOADS. BACKFILLING SHALL BE

PERFORMED SUCH THAT THE ELEVATION OF BACKFILL ON BOTH SIDES OF

THE FOUNDATION WALL IS ESSENTIALLY EQUAL (NOT TO EXCEED A

DIFFERENCE OF 2 FT) TO AVOID UNBALANCED LOADS.

G. GROUNDWATER LEVEL MAY BE ENCOUNTERED AT THE PROPOSED

FOUNDATION ELEVATIONS. NO FOOTINGS OR SLABS SHALL BE PLACED ON

OR AGAINST SUB-GRADE CONTAINING FREE WATER OR FROZEN SOILS.

SHOULD WATER ENTER A FOOTING EXCAVATION AFTER SUB-GRADE

APPROVAL, THE SUB-GRADE SHALL BE RE-INSPECTED BY THE TESTING

LABORATORY AFTER REMOVAL OF WATER. CONTRACTOR SHALL FURNISH

ALL REQUIRED DEWATERING EQUIPMENT TO MAINTAIN A DRY EXCAVATION

UNTIL BACKFILL IS COMPLETE.

H. REINFORCEMENT:

1. REINFORCING STEEL SHALL BE DEFORMED BARS IN CONFORMANCE

WITH ASTM A615, GRADE 60.

2. HORIZONTAL JOINT REINFORCEMENT: LADDER TYPE, AND HOT-

DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A153M. THE

WIRES SHALL HAVE A MINIMUM DIAMETER OF 3/16". THE JOINT

REINFORCEMENT SHALL BE LOCATED A MAXIMUM OF 16" ON CENTER

VERTICAL.

I. SPECIAL INSPECTION: REFER TO SPECIFICATIONS.

MAIN WIND FORCE RESISTING SYSTEM WIND PRESSURE - WIND NORMAL TO ROOF RIDGE

SURFACE q (psf) G qi = qh

(psf) Cp P (psf) for +GCpi P (psf) for -GCpi

WINDWARD WALL 27.80 0.85 29.10 0.80 2.90 34.91

LEEWARD WALL 29.10 0.85 29.10 -0.50 -28.38 3.64

SIDE WALLS 29.10 0.85 29.10 -0.70 -33.32 -1.31

WINDWARD ROOF 29.10 0.85 29.10 -0.03 -16.65 15.36

29.10 0.85 29.10 -0.47 -27.71 4.31

LEEWARD ROOF 29.10 0.85 29.10 -0.57 -30.08 1.93

Overhang Pressures q (psf) G Cp PRESSURE (psf)

WINDWARD ROOF OVERHANG 29.10 0.85 -0.80 -20.43

29.10 0.85 -0.80 -31.49

LEEWARD ROOF OVERHANG 29.10 0.85 -0.80 -33.87

MAIN WIND FORCE RESISTING SYSTEM WIND PRESSURE - WIND PARALLEL TO ROOF RIDGE

SURFACE q (psf) G qi = qh (psf) Cp P (psf) for +GCpi P (psf) for -GCpi

WINDWARD WALL 27.80 0.85 29.10 0.80 2.90 34.91

LEEWARD WALL 29.10 0.85 29.10 -0.21 -21.15 10.86

SIDE WALLS 29.10 0.85 29.10 -0.70 -33.32 -1.31

ROOF Horiz. Distance to windward edge

0 to h/2 29.10 0.85 29.10 -0.90 -38.27 -6.26

29.10 0.85 29.10 -0.18 -20.46 11.55 h/2 to h 29.10 0.85 29.10 -0.90 -38.27 -6.26

29.10 0.85 29.10 -0.18 -20.46 11.55 h to 2 h 29.10 0.85 29.10 -0.50 -28.38 3.64

29.10 0.85 29.10 -0.18 -20.46 11.55

>2h 29.10 0.85 29.10 -0.30 -23.43 8.59

29.10 0.85 29.10 -0.18 -20.46 11.55

OVERHANG PRESSURES

OVERHANG q (psf) G Cp PRESSURE (psf)

29.10 0.85 -0.80 -42.06

29.10 0.85 -0.80 -24.24

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XIII. WINDOW DESIGN CRITERIA:

EXTERIOR WINDOWS:

A. ALL EXTERIOR WINDOW GLAZING SHALL BE LAMINATED, FULLY-TEMPERED

GLASS WITH 4 SIDES ATTACHED AND MINIMUM GLAZING THICKNESS OF 1/2".

B. WINDOW FRAMES SHALL BE FIXED/NON-OPERABLE.

C. MINIMUM REQUIRED BITE DEPTH OF .4".

D. WINDOWS SHALL HAVE A "NO-BREAK" (HIGH LEVEL OF PROTECTION)

REQUIREMENT AT .5 PSI.

E. WINDOW FRAMES SHALL BE 6061-T6 ALUMINUM.

F. RELATIVE DISPLACEMENTS OF FRAME MEMBERS SHALL BE THE SMALLEST

OF 1/264TH OF ITS SPAN OR 1/8 INCH.

G. WINDOW MANUFACTURER SHALL DESIGN WINDOW IN ACCORDANCE WITH

ASTM F2248.

INTERIOR CONTROL ROOM WINDOWS:

A. UNDERWRITERS LABORATORY (UL) TESTED LISTED 8 BULLET RESISTANT

GLAZING, FRAME, AND CONNECTION TO WALL.

XII. DOOR DESIGN CRITERA:

A. OVERHEAD DOORS MUST BE DESIGNED BY MANUFACTURER WITH TETHER

SYSTEM TO PREVENT THEM FROM TRANSLATING INTO INHABITED SPACES.

B. ALL DOORS ADJACENT TO THE FIRING TUNNEL SHALL BE UNDERWRITERS

LABORATORY (UL) TESTED LISTED 8 BULLET RESISTANT.

C. ALL EXTERIOR DOORS AND ASSOCIATED FRAMES SHALL BE BLAST-

RESISTANT RATED FOR 1 PSI 100% REBOUND. MANUFACTURER SHALL

SUBMIT RECOMMENDED INSTALLATION PROCEDURE AND NON-CORROSIVE

ANCHORS TO CONCRETE WALLS FOR VERIFICATION BY THE STRUCTURAL

ENGINEER.

D. COORDINATE WITH CONCRETE WALL CONSTRUCTION FOR PLACEMENT OF

ANCHOR BOLTS.

X. ADHESIVE AND EXPANSION ANCHORS:

A. ADHESIVE ANCHORS SHALL CONSIST OF AN EQUAL TWO-COMPONENT

STRUCTURAL GRADE EPOXY INJECTION MATERIAL CONFORMING TO ASTM

C881. ROD MATERIAL SHALL BE GALVANIZED AND MEET MINIMUM MATERIAL

SPECIFICATIONS OF F1554 GRADE 36 OR APPROVED EQUAL.

B. REINFORCING BAR ANCHORS SHALL BE DEFORMED, GRADE 60, ASTM A615.

C. EXPANSION ANCHORS SHALL BE GALVANIZED, CARBON STEEL.

D. ANCHORAGE SYSTEMS SHALL BE APPROVED BY THE CONTRACTING

OFFICER.

E. INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S PRINTED

LITERATURE AND SHALL INCLUDE THE BRUSHING AND CLEANING OF

DRILLED HOLES WITH COMPRESSED AIR. INSTALLERS SHALL BE TRAINED

BY THE MANUFACTURER'S REPRESENTATIVE. EMBEDMENT DEPTH SHALL

BE AS INDICATED ON THE STRUCTURAL DRAWINGS.

F. SPECIAL INSPECTION: REFER TO SPECIFICATIONS.

XIV. ARMOR PLATE

A. FIRING TUNNEL STEEL BACKINGS SHALL BE MIN. 3/8" AR500 (ABRASION

RESISTANT) STEEL.

B. AR500 PLATE SHALL HAVE NOMINAL BRINELL HARDNESS OF 500.

XI. METAL ROOF DECK

A. METAL ROOF DECK DESIGN, FABRICATION, AND ERECTION SHALL CONFORM

TO THE AISI SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS AND THE STEEL DECK INSTITUTE'S DESIGN

REQUIREMENTS.

B. MATERIAL: ASTM A653 TYPE SS (33 KSI MIN. YIELD STRENGTH)

C. METAL ROOF DECK SHALL BE 1-1/2" TYPE B, GALVANIZED DECK WITH THE

MINIMUM METAL DECK SECTION PROPERTIES AS FOLLOWS:

1. DECK THICKNESS 18 GAGE

2. DEPTH 1-1/2"

3. Sp .318 in3/ft

4. Sn .327 in3/ft

5. Fy 33 ksi

D. INSTALLATION:

1. METAL DECK SHALL BE CONTINUOUS OVER A MINIMUM OF 3 SPANS.

2. METAL DECK SHALL BE FASTENED TO SUPPORTING TRUSS

STRUCTURE WITH #12 TEK SCREWS. COORDINATE WITH TRUSS

MANUFACTURER.

3. DECK ATTACHMENTS SHALL BE IN ACCORDANCE WITH SDI SPECS AND

SHALL BE ADEQUATELY SHOWN ON DECK SHOP DRAWINGS FOR

FIELD INSTALLATION. ANCHOR TO RESIST THE NET UPLIFT PRESSURE

AS SHOWN ON PLANS.

E. ALL METAL ROOF DECK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM

A653, G90 COATING.

F. ACCESSORIES AND ALL REQUIRED RIDGE, HIP, AND VALLEY PLATES

ATTACHED DIRECTLY TO STEEL DECK SHALL BE INCLUDED. GAGE TO

MATCH ROOF DECK.

G. SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL.

XV. MAIN WIND FORCE RESISTING SYSTEM WIND PRESSURES:

Location Effective Wind

Area (sf)

Zone 1 Zone 2 Zone 3

1 31.50 -43.50 31.50 -67.50 31.50 -94.50

R oo f

10 31.50 -43.50 31.50 -67.50 31.50 -94.50

20 30.00 -42.90 30.00 -63.00 30.00 -89.10

50 27.00 -41.10 27.00 -57.00 27.00 -81.90

100 25.50 -40.50 25.50 -52.50 25.50 -76.50

200 25.50 -40.50 25.50 -52.50 25.50 -76.50

500 25.50 -40.50 25.50 -52.50 25.50 -76.50

1000 25.50 -40.50 25.50 -52.50 25.50 -76.50

R oo f O ve rh an g

10 -82.50 -127.50

20 -82.50 -115.50

50 -82.50 -102.00

100 -82.50 -91.50

200 -82.50 -91.50

500 -82.50 -91.50

1000 -82.50 -91.50 Zone 4 Zone 5

W al l

1 46.50 -49.50 46.50 -58.50

10 46.50 -49.50 46.50 -58.50

20 45.00 -48.00 45.00 -55.50

50 42.00 -46.50 42.00 -51.00

100 41.10 -43.50 41.10 -48.00

200 40.50 -42.00 40.50 -45.00

500 37.50 -40.50 37.50 -40.50

1000 37.50 -40.50 37.50 -40.50

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XVI. WIND LOADING FOR COMPONENTS AND CLADDING:

NOTE: "a" = 5 FT

A. TEST AREA/ FIELD OFFICES PRESSURE (PSF): B. CONTROL ROOM/ FIRING TUNNEL PRESSURE (PSF):

NOTE: "a" = 3 FT

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CONT.

K KIP(S)

KB KNEE BRACE

KCF KIPS PER CUBIC FEET

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L LENGTH

LB POUND

ld DEVELOPMENT LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LW LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MCJ MASONRY CONTROL JOINT

MECH MECHANICAL(S)

M/E/P MECHANICAL, ELECTRICAL, & PLUMBING

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MP MASONRY PIER

NF NEAR FACE

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OPP HAND OPPOSITE HAND

PERM PERMANENT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PVMT PAVEMENT

RAD RADIUS OR RADII

RE: REFER TO

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

REV REVISION OR REVISE

RTU ROOF TOP UNIT

SC SLIP CRITICAL

SDI STEEL DECK INSTITUTE

SECT SECTION

SHT SHEET

SIM SIMILAR

SL SLOPE(D) OR SLOPING

SLV SLEEVE

SOG SLAB ON GRADE

SP SPACE(S)

SPA SPACES OR SPACING

SPEC SPECIFICATIONS

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

T THICKNESS

T&B TOP & BOTTOM

T&S TEMPERATURE & SHRINKAGE

T/ TOP OF

TEMP TEMPORARY

THD THREAD(ED)

THK THICKNESS

TRANS TRANSVERSE

TSF TONS PER SQUARE FEET

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W WIDTH

W/ WITH

W/O WITHOUT

W/L WIND LOAD

W/P WORKING POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

XVIII. ABBREVIATIONS:

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

AFF ABOVE FINISHED FLOOR

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCHITECT OR ARCHITECTURAL(S)

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

BPL BASE PLATE OR BEARING PLATE

B/ BOTTOM OF

BF BOTH FACES

BLDG BUILDING

BLK BLOCK

BM BEAM

BRG BEARING

BS BOTH SIDES

BT BENT

BTWN BETWEEN

CHAM CHAMFER

CIP CAST IN PLACE

CJ CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CRSI CONCRETE REINFORCING STEEL INSTITUTE

db BAR DIAMETER

DBL DOUBLE

DET DETAIL

DEPR DEPRESSION/DEPRESSED

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DWG DRAWING

DWL DOWEL

EA EACH

EF EACH FACE

EL ELEVATION

ELEC ELECTRICAL

EMBED EMBED(ED)(MENT)

ENGR ENGINEER

EOS EDGE OF SLAB

EOW EDGE OF WALL

EQ EQUAL

EQUIP EQUIPMENT

EST ESTIMATE(D)

EW EACH WAY

EXC EXCAVATE OR EXCAVATION

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FF FAR FACE

FIN FINISHED

FL FLOOR

FS FAR SIDE

FTG FOOTING

GA GAGE OR GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

HORIZ HORIZONTAL

HP HIGH POINT

HT HEIGHT

ID INSIDE DIAMETER

INCL INCLUDE(D)(ING), INCLUSIVE

INFO INFORMATION

INT INTERIOR

ISO JT ISOLATION JOINT

JST JOIST

JT JOINT

XVII. UNBALANCED SNOW LOAD DIAGRAM:

S

W

9 PSF

30 PSF

19 PSF

9 FT

GABLE ROOF

15 FT

30 PSF

297 LB/FT SLIDING

SNOW LOAD

MONOSLOPE ROOF

NOTE: NTS

S

CC

A A

95' - 5 1/4" 97' - 1 1/4"

BB

1"

1S-302

1S-302

1S-302

1S-302

1S-302

1S-302

1S-302

1S-302

1S-302

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

CONTINUOUS STRIP FOOTINGS

(TYP.)

NOTES:

1. FOOTINGS WERE DESIGNED FOR A NET ALLOWABLE BEARING PRESSURE OF

3,000 PSF.

2. TOP OF SLAB ON GRADE AT EL. 855.00' UNO. SEE CIVIL DRAWINGS FOR SITE

ELEVATIONS.

3. INSULATED CONCRETE WALL SYSTEM EXTENDS TO TOP OF STRIP FOOTINGS.

8'4' 16'0

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

1 INSULATED REINF. CONCRETE WALL W/ 10" THK CONCRETE

INTERIOR + 3" THK INSULATION + 4" THK EXTERIOR CONCRETE

2 INSULATED REINF. CONCRETE WALL W/ 12" THK CONCRETE

INTERIOR + 3" THK INSULATION + 4" THK EXTERIOR CONCRETE

3 22" THK REINF. CONCRETE WALL

KEY NOTES:

4 10" THK REINF. CONCRETE WALL

6 5'-6" WIDE STRIP FOOTING

7 7'-0" WIDE STRIP FOOTING

5 12" THK REINF. CONCRETE WALL

1 6

8 12" REINF. CONCRETE FDN. WALL & 4'-0" WIDE STRIP FOOTING

UNDER CMU WALL

9 FDN. WALL/FOOTING EXPANSION JOINT

1S-201

1S-202

1S-201

1S-202 1 3

CC

95' - 5 1/4"

1S-352

A A

1S-355

1S-355

94' - 11 1/4"

1S-355

96' - 7 1/4"

105' - 0"

1S-353

1S-353

1S-351

BB

1"

1S-301

6' - 4 1/2"

14' - 1"15' - 0 3/8"6' - 10 5/8" 13' - 11 1/4" 15' - 0 3/8" 15' - 0 3/8" 15' - 0 3/8"

1S-354

1S-354

6' - 4 1/2" 15' - 0" 16' - 1 1/8" 16' - 1 7/8" 12' - 1" 6' - 3 3/4"

/2

9'

5/

8"

/8

8' - 0 3/4" 13' - 3 1/4"

12' - 8 3/4" 12' - 8 3/4" 12' - 8 3/4" 12' - 8 3/4" 12' - 8 3/4" 12' - 8 3/4" 12' - 8 3/4" 12' - 8 3/4"

5' - 0" 5' - 0"13' - 3 3/8" 7' - 7 3/8"13' - 3 3/8" 8' - 0 1/8"

DOWELED

JT.

DOWELED

JT.

DOWELED

JT.

1S-302

DOWELED

JT.

REINFORCED CONCRETE BEARING / SHEAR WALL

CMU NON-LOAD BEARING WALL

WALL TYPE

NON-LOAD BEARING PARTITION WALL

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JW

D

J

U

LY

W

8-

XX

-X

-X

XX

X

O

PT

IO

N

AL

F

IE

LD

FI

R

ST

T

IT

LE

SE

C

O N

D T

IT

LE

RTA SUBMITTAL

E X

PL

O

SI

VE

O

RD

N A

NC

E

DI

SP

O

SA

L (E

O D )

TE

C H

NO

L O

G Y

FA

CI

L I

TY

R O

BO

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CS

E

XP

/F I E

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O

FF

IC

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FY

P

N#

1/8" = 1'-0"1 FLOOR PLAN

8" CMU WALL TYP. 10" REINFORCED CONCRETE SLAB ON GRADE

w/ #5 @ 12" E.W.O.C. 4,500 PSI CONCRETE F.F.E= 855'-0"

NOTES:

1. INSTALL 15 MIL VAPOR BARRIER UNDER SLAB. SEE DETAIL 1S-301

2. PROVIDE CONTROL JOINTS AND CONSTRUCTION JOINT IN PATTERN SHOWN.

3. COORDINATE DIMENSIONS, WALL OPENINGS, ELEVATIONS, SECTIONS, AND DETAILS

WITH ARCHITECTURAL DRAWINGS.

4. BULLET CONTAINMENT WALL TRAP ASSEMBLY MUST INCLUDE MIN. 3/8" THICK AR 500

STEEL BACK PLATE CLAD WITH ANTI-RICOCHET RUBBER TILE AND BALLISTIC RUBBER

BLOCKS SECURED IN PLACE. BULLET TRAP MUST BE CAPABLE OF CAPTURING

PROJECTILES UP TO 7.62mm NATO.

5. INSTALL BULLET CONTAINMENT WALL TRAP ASSEMBLY BY CONNECTING IT TO

REINFORCED CONCRETE WALL STRUCTURE. INSTALL PER MANUFACTURER'S

RECOMMENDATIONS AND WITHOUT CAUSING STRUCTURAL DAMAGE TO THE

CONCRETE WALL. SUBMIT PRODUCT AND INSTALLATION PROCEDURE FOR APPROVAL.

6. BULLET RESISTANT PROTECTIVE WALL ARMOR MUST PROTECT REINFORCED

CONCRETE WALLS FROM PROJECTILES UP TO 7.62mm NATO.

STABILITY TEST AREA

FIRING TUNNEL

ROBOT MAINTENANCEQUICK REACT.

STORAGE

OVERHEAD DOOR

OVERHEAD DOOR

OVERHEAD DOOR

8'4' 16'0

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

1 INSULATED REINF. CONCRETE WALL W/ 10" THK CONCRETE

INTERIOR + 3" THK INSULATION + 4" THK EXTERIOR CONCRETE

2 INSULATED REINF. CONCRETE WALL W/ 12" THK CONCRETE

INTERIOR + 3" THK INSULATION + 4" THK EXTERIOR CONCRETE

3 22" THK REINF. CONCRETE WALL

KEY NOTES:

4 10" THK REINF. CONCRETE WALL

12" REINFORCED CONCRETE SLAB ON

GRADE w/ #5 @ 12" E.W.O.C. 4,500 PSI

CONCRETE

F.F.E= 855'-0"

6 BALLISTIC-RESISTANT WINDOW (UL-8)

5 12" THK REINF. CONCRETE WALL

CJ CJ

CJ

CJ

CJ

CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C O

N

ST

. J T.

C J

C J

CJ

CJ

C J

C J

C J

C J

C J

C J

C J

C J

CJ

CJ

C J

C O

N

ST

JT

. C J

C J

7 BULLET CONTAINMENT WALL TRAP

8 BULLET RESISTANT PROTECTIVE WALL ARMOR

CJ

C J

CJ

C J

C O

N

ST

. J T.

C O

N

ST

JT

C J

C J

NOTES CONT:

7. INSTALL BULLET RESISTANT PROTECTIVE WALL ARMOR TO CONCRETE WALLS OF

FIRING TUNNEL AS INDICATED. INSTALL PER MANUFACTURER'S RECOMMENDATIONS

AND WITHOUT CAUSING STRUCTURAL DAMAGE TO THE CONCRETE WALLS. SUBMIT

PRODUCT AND INSTALLATION PROCEDURE FOR APPROVAL.

8. NO OPENINGS ARE PERMITTED WITHIN 1' OF TOP OF CONCRETE WALLS.

9. SHOW CONTROL JOINTS ON SUBMITTED SHOP DRAWINGS.

FD

FD FD

FD

FD

FDFD

FD

1S-201

1S-202

1S-201

1S-202 1 3

CC

A A

1S-355

1S-355

INDICATES THE SPAN DIRECTION OF THE STEEL DECK

4" /1

TO

P C

H O

R D

S

LO

PE

4"

/1

TO

P

C H

O R

D S

LO

PE

1" /1

S

LO

PE

METAL ROOF DECK WITH

STANDING SEAM SYSTEM

(SEE ARCH. DWGS)

STANDING SEAM ROOF

SYSTEM OVER CONCRETE

DECK

(SEE ARCH. DWGS)

BB

1S-500

1S-302

US Army Corps of Engineers ®

SHEET ID

U S

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O R

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D

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IG

N

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B

Y:

SU

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D B

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C H

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AN

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D

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SU

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AT

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C O

N

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AC

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N O

SO

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C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

1S-130

RO

O

F

FR

AM

IN

G P

L A N

PI

CA

TI

NN

Y

AR

S E

NA

L

NJ

NE

W

Y O

RK

D

I S

TR

IC

T

F

E D

ER

AL

P

LZ

N

E W Y

O

RK

, N Y

C O

N

TR

AC

TO

R N

AM

E

ST

R

EE

T

AD

D

R

ES

S C

IT

Y, S

TA

TE

Z

IP

ID

D

LT

D

LT

JW

D

J

U

LY

W

8-

XX

-X

-X

XX

X

O

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IO

N

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F

IE

LD

FI

R

ST

T

IT

LE

SE

C

O N

D T

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LE

RTA SUBMITTAL

E X

PL

O

SI

VE

O

RD

N A

NC

E

DI

SP

O

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L (E

O D )

TE

C H

NO

L O

G Y

FA

CI

L I

TY

R O

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E

XP

/F I E

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IC

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FY

P

N#

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

COLD FORMED STEEL COMMON

TRUSS @ 4' SPACING O.C. MAX TYP.

12" REINFORCED

CONCRETE

MONOSLOPE ROOF

SLAB

NOTES:

1. COORDINATE DIMENSIONS, WALL OPENINGS, ELEVATIONS, SECTIONS, AND

DETAILS WITH ARCHITECTURAL DRAWINGS.

2. PROVIDE CONTINUOUS LATERAL RESTRAINT AS REQUIRED BY TRUSS

MANUFACTURER.

3. BRACE FIRST AND LAST TRUSS TO CONCRETE GABLE WALL AS SHOWN.

4. SEISMIC SHEAR FORCE SHOWN IS NOT FACTORED AND DOES NOT INCLUDE

SEISMIC OVERSTRENGTH FACTOR.

EX

TE

N D

IN

TE

R

IO

R W

AL

L

TO

R

O O

F D

EC

K

G

AB

LE

E

N D

W

AL

L -E

XT

EN

D T

O R

O O

F D

EC

K

8'4' 16'0

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

G

AB

LE

E

N D

W

AL

L -E

XT

EN

D T

O R

O O

F D

EC

K

PROVIDE BOTTOM CHORD

BRACING AT 4'-6" O.C. MAX.

L8x8x3/4"L8x8x3/4"

L8x8x3/4" EACH SIDE

OF CONCRETE WALL

SHEAR FORCE, VEQ = .44 kip/ft (FOR TRUSS BLOCKING &

CONNECTION DESIGN)

SHEAR FORCE, VEQ = .77 kip/ft (FOR TRUSS BLOCKING &

CONNECTION DESIGN)

CC

BB

E

Q S

PA

C

ES

C

TRUSS BEARING

17' - 4"

B

CLR

CLR CLR

CLR

NOTE: CLR = CONTINUOUS

LATERAL RESTRAINT.

LOCATIONS AND DESIGN TO BE

DETERMINED BY TRUSS

MANUFACTURER.

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

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O R

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B

Y:

SU

BM

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D B

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SI

ZE

C H

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D

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C O

N

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AC

T

N O

SO

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N N

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2 3 4 5 6 7 8 9 10

F

E

D

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B

A

D

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D

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C R

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1S-140

TR

U S

S B R

AC

IN

G P

L A N

PI

CA

TI

NN

Y

AR

S E

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L

NJ

NE

W

Y O

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D

I S

TR

IC

T

F

E D

ER

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P

LZ

N

E W Y

O

RK

, N Y

C O

N

TR

AC

TO

R N

AM

E

ST

R

EE

T

AD

D

R

ES

S C

IT

Y, S

TA

TE

Z

IP

ID

D

LT

D

LT

JW

D

J

U

LY

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8-

XX

-X

-X

XX

X

O

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F

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FI

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IT

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SE

C

O N

D T

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RTA SUBMITTAL

E X

PL

O

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VE

O

RD

N A

NC

E

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O

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L (E

O D )

TE

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L O

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FA

CI

L I

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R O

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/F I E

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P

N#

1/8" = 1'-0"1 TRUSS BRACING LAYOUT PLAN

3/8" = 1'-0"2 TRUSS BRACING ELEVATION

NOTES:

1. BRACING LAYOUT PLAN AND ELEVATION ARE CONCEPTUAL AND INCLUDED ONLY TO SHOW DESIGNER'S RECOMMENDED MINIMUM BRACING.

ALL TRUSS BRACING, BLOCKING, AND BRIDGING SHALL BE DESIGNED BY THE TRUSS MANUFACTURER AND SUBMITTED FOR APPROVAL PRIOR

TO FABRICATION.

2. TRUSS MANUFACTURER SHALL DETERMINE WHICH WEB MEMBERS REQUIRE RESTRAINT TO RESIST BUCKLING AND SHALL DESIGN ADEQUATE

RESTRAINT.

3. REINFORCE INDIVIDUAL MEMBER WEBS AS REQUIRED.

4. TRUSS MANUFACTURER IS RESPONSIBLE TO DETERMINE WHICH WEB MEMBERS REQUIRE CONTINUOUS LATERAL RESTRAINT. CONTINUOUS

LATERAL RESTRAINT SHALL BE INSTALLED AT LOCATIONS AS REQUIRED BY TRUSS MANUFACTURER DRAWINGS.

5. INSTALL WEB DIAGONAL BRACING AT APPROXIMATELY 45 DEGREES TO THE CLR AND POSITION SO THAT IT CROSSES THE WEB IN CLOSE

PROXIMITY TO THE CLR. ATTACH THE DIAGONAL BRACE AS CLOSE TO THE TOP AND BOTTOM CHORDS AS POSSIBLE AND TO EACH WEB IT

CROSSES.

6. SEISMIC SHEAR FORCE SHOWN IS NOT FACTORED AND DOES NOT INCLUDE SEISMIC OVERSTRENGTH FACTOR.

BOTTOM CHORD BRACING (TYP.) CONTINUOUS BLOCKING AT

HEEL

CONTINUOUS BLOCKING AT HEEL

TRUSS WEB BRACING AND

CONNECTIONS BY TRUSS

MANUFACTURER (TYP.)

PROVIDE PERMANENT

BOTTOM CHORD BRACING

DESIGN AND SPACING BY

TRUSS MANUFACTURER

(TYP.)

END GABLE TRUSS

END GABLE TRUSS

BOTTOM CHORD

DIAGONAL BRACING

(TYP.)

INDICATES CONTINUOUS

PERMANENT VERTICAL

TRUSS "X" BRACING.

SHEAR FORCE, VEQ = .44 kip/ft (FOR TRUSS BLOCKING &

CONNECTION DESIGN)

SHEAR FORCE, VEQ = .77 kip/ft (FOR TRUSS BLOCKING & CONNECTION DESIGN)

FFE

0' - 0"

C

TRUSS BEARING

17' - 4"

AB

50' - 11" 28' - 6"

TY

P.

W

AL

L R

EI

N

F.

E

N

TI

R E

W

AL

L

#5

2"

O .C

.E .F

. E

AC

H W

AY

#5 EXTEND 24" E.F.

#5 EXTEND 24" E.F.

BOTH SIDES

#5 X 48" E.F. @ TOP

CORNERS

#5 EXTEND 24" E.F.

#5 EXTEND 24" E.F.

#5 X 48" E.F. @ TOP

CORNERS

#5 X 48" E.F. @ TOP

CORNERS

#5 EXTEND 24" E.F.

BOTH SIDES

#5 EXTEND 24" E.F.

#5 EXTEND 24"

E.F. @ BOTH

SIDES

#5 X 48" E.F. @

TOP CORNERS

#5 EXTEND 24" E.F.

#5 X 48" E.F. @

TOP CORNERS

#5 EXTEND 24 @

BOTH SIDES

#5 EXTEND 24" E.F.

@ BOTH SIDES

TY

P.

W

AL

L R

EI

N

F.

E

N

TI

R E

W

AL

L

#5

2"

O .C

.E .F

. E

AC

H W

AL

(1) #6 X 48" BENT

EACH FACE

(1) #6 ON

SLOPE (TYP.)

BOTH SIDES

EACH FACE

(3) #6 @ 6"

O.C. EACH

FACE

C J

C J

C J

C J

C J

12' - 2"

FFE

0' - 0"

C

TRUSS BEARING

17' - 4"

A B 28' - 6" 50' - 11"

TY

P.

R

EI

N F.

E N

TI

R

E W

AL

L

#5

2"

O .C

.E .W

E

AC

H F

AC

E

TY

P .

R

EI

N F .

E N

IT

R

E W

AL

L

#5

2"

O .C

.E .W

E

AC

H F

AC

E

(1) #6 X 48" BENT

EACH FACE

(1) #6 ON

SLOPE (TYP.)

BOTH SIDES

EACH FACE

(3) #6 @ 6" O.C.

EACH FACE

C J

C J

C J

C J

C J

C J

8' - 0"10' - 0"15' - 0"10' - 0"11' - 5"15' - 0"10' - 0"

US Army Corps of Engineers ®

SHEET ID

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AR

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O R

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O

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D R

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B

Y:

SU

BM

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D B

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SI

ZE

C H

EC

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D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

1S-201

E A

ST

/W

ES

T

EX

TE

RI

O R

W

AL

L

EL

EV

AT

IO

N

PI

CA

TI

NN

Y

AR

S E

NA

L

NJ

NE

W

Y O

RK

D

I S

TR

IC

T

F

E D

ER

AL

P

LZ

N

E W Y

O

RK

, N Y

C O

N

TR

AC

TO

R N

AM

E

ST

R

EE

T

AD

D

R

ES

S C

IT

Y, S

TA

TE

Z

IP

ID

D

LT

D

LT

JW

D

J

U

LY

W

8-

XX

-X

-X

XX

X

O

PT

IO

N

AL

F

IE

LD

FI

R

ST

T

IT

LE

SE

C

O N

D T

IT

LE

RTA SUBMITTAL

E X

PL

O

SI

VE

O

RD

N A

NC

E

DI

SP

O

SA

L (E

O D )

TE

C H

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L O

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FA

CI

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/F I E

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P

N#

3/16" = 1'-0"1 WEST EXTERIOR WALL ELEVATION

3/16" = 1'-0"2 EAST EXTERIOR WALL ELEVATION

CONCRETE

FRAMED GABLE

END WALL

CONCRETE FRAMED GABLE END WALL

8'4' 16'0

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

8'4' 16'0

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

NOTES:

1. SEE ARCH. DWGS FOR DOOR AND WINDOW OPENING DETAILS AND DIMENSIONS.

NOTE: NO OPENINGS PERMITTED ON

THIS ELEVATION

NOTES:

1. ELEVATION SHOWS REINF. FOR

INTERIOR STRUCTURAL CONCRETE

WALL ELEVATION.

2. REINF. FOR EXTERIOR 4" CONCRETE

W/ THERMOMASS SYSTEM OR

EQUAL NOT SHOWN.

3. CONTROL JOINTS SHOWN ARE FOR

STRUCTURAL SECTION OF

CONCRETE WALL. SEE ARCH.

DRAWINGS FOR LOCATIONS OF

CONCRETE VENEER CONTROL

JOINTS/REVEALS.

BOTTOM OF CONTROL

ROOM ROOF SLAB

NOTES:

1. ELEVATION SHOWS REINF. FOR

INTERIOR STRUCTURAL CONCRETE

WALL ELEVATION.

2. REINF. FOR EXTERIOR 4" CONCRETE

W/ THERMOMASS SYSTEM OR

EQUAL NOT SHOWN.

3. CONTROL JOINTS SHOWN ARE FOR

STRUCTURAL SECTION OF

CONCRETE WALL. SEE ARCH.

DRAWINGS FOR LOCATIONS OF

CONCRETE VENEER CONTROL

JOINTS/REVEALS.

95' - 5 1/4" 97' - 1 1/4"

#5 EXTEND 24"

E.F. BOTH SIDES

#5 EXTEND 24"

E.F.

#5 X 48" E.F. @

TOP CORNERS

#5 X 48" E.F. @

TOP CORNERS

#5 EXTEND

24" E.F.

#5 EXTEND 24"

E.F. BOTH SIDES

#5 X 48" E.F. @

EA. CORNER TYP.

#5 EXTEND 24"

E.F. TYP.

#5 EXTEND 24" E.F.

BOTH SIDES TYP.

#5 EXTEND 24" E.F.

#5 X 48" E.F. TOP

CORNERS

#5 EXTEND 24" E.F.

BOTH SIDES

TY

P.

W

AL

L R

EI

N

F.

E

N

TI

R E

W

AL

L

#5

2"

O .C

.E .F

. E

AC

H W

AY

TY

P.

W

AL

L R

EI

N

F.

E

N

TI

R E

W

AL

L

#5

2"

O .C

.E .F

. E

AC

H W

AY

C J

C J

C J

C J

C J

C J

C J

C J

C J

10' - 0"21' - 3"21' - 3"21' - 3"21' - 3"10' - 0"22' - 0"

FFE

0' - 0"

3 2 1 97' - 1 1/4" 95' - 5 1/4"

#5 EXTEND

24" E.F.

#5 EXTEND

24" E.F.

#5 EXTEND 24" E.F.

BOTH SIDES

#5 X 48" E.F.

@ TOP

CORNERS

#5 EXTEND 24" E.F.

BOTH SIDES

#5 EXTEND 24"

E.F.

#5 EXTEND 24"

E.F. TOP &

BOT. TYP.

#5 EXTEND 24" E.F.

BOTH SIDES TYP.

#5 X 48" E.F. EA.

CORNER TYP.

#5 EXTEND 24" E.F.

BOTH SIDES

#5 X 48" E.F.

@ TOP

CORNERS

#5 EXTEND 24" E.F.

BOTH SIDES TYP.

#5 EXTEND 24"

E.F. TOP &

BOT. TYP. #5 X 48" E.F. @ TOP &

BOT. CORNERS TYP.

TY

P.

W

AL

L R

EI

N

F.

E

N

TI

R E

W

AL

L

#5

2"

O .C

.E .F

. E

AC

H W

AYC

J

C J

C J C

J

C J C

J

C J

C J

C J

10' - 0"

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

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F

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G

IN

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S

D R

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N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

1S-202

NO

RT

H/ S O

UT

H

EX

T E

RI

O

R W

AL

L

EL

E V

AT

IO

N

PI

CA

TI

NN

Y

AR

S E

NA

L

NJ

NE

W

Y O

RK

D

I S

TR

IC

T

F

E D

ER

AL

P

LZ

N

E W Y

O

RK

, N Y

C O

N

TR

AC

TO

R N

AM

E

ST

R

EE

T

AD

D

R

ES

S C

IT

Y, S

TA

TE

Z

IP

ID

D

LT

D

LT

JW

D

J

U

LY

W

8-

XX

-X

-X

XX

X

O

PT

IO

N

AL

F

IE

LD

FI

R

ST

T

IT

LE

SE

C

O N

D T

IT

LE

RTA SUBMITTAL

E X

PL

O

SI

VE

O

RD

N A

NC

E

DI

SP

O

SA

L (E

O D )

TE

C H

NO

L O

G Y

FA

CI

L I

TY

R O

BO

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E

XP

/F I E

LD

O

FF

IC

E

FY

P

N#

1/8" = 1'-0"1 SOUTH EXTERIOR WALL ELEVATION

1/8" = 1'-0"2 NORTH EXTERIOR WALL ELEVATION

8'4' 16'0

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

NOTES:

1. SEE ARCH. DWGS FOR DOOR AND WINDOW OPENING DETAILS.

FIRING TUNNEL/CONTROL

ROOM ROOF

NOTES:

1. ELEVATION SHOWS REINF. FOR

INTERIOR STRUCTURAL CONCRETE

WALL ELEVATION.

2. REINF. FOR EXTERIOR 4" CONCRETE

W/ THERMOMASS SYSTEM OR

EQUAL NOT SHOWN.

3. CONTROL JOINTS SHOWN ARE FOR

STRUCTURAL SECTION OF

CONCRETE WALL. SEE ARCH.

DRAWINGS FOR LOCATIONS OF

CONCRETE VENEER CONTROL

JOINTS/REVEALS.

NOTES:

1. ELEVATION SHOWS REINF. FOR

INTERIOR STRUCTURAL CONCRETE

WALL ELEVATION.

2. REINF. FOR EXTERIOR 4" CONCRETE

W/ THERMOMASS SYSTEM OR

EQUAL NOT SHOWN.

3. CONTROL JOINTS SHOWN ARE FOR

STRUCTURAL SECTION OF

CONCRETE WALL. SEE ARCH.

DRAWINGS FOR LOCATIONS OF

CONCRETE VENEER CONTROL

JOINTS/REVEALS.

SEE LAP SPLICE SCHEDULE

REBAR (SEE PLAN)

T (S

EE

P

LA

N

1/

T C

LR

15 MIL

VAPOR RETARDER

TYP.

1' MIN. DRAINAGE LAYER

MIN. 95% COMPACTION

STRUCTURAL GRANULAR FILL

AS REQ'D IN SPECIFICATIONS

T (S

EE

P

LA

N

) 1/

T C

LR

15 MIL

VAPOR RETARDER

TYP.

1' MIN. DRAINAGE LAYER

MIN. 95% COMPACTION

STRUCTURAL GRANULAR FILL

AS REQ'D IN SPECIFICATIONS

1/

T

1/4" SAWED JT. FILLED W/ JT.

SEALER

SLAB REINFORCEMENT

0' - 2" EACH SIDE

CUT EVERY OTHER BAR (KEEP 2"

CLR OF JOINT)

T (S

EE

P

LA

N

1/

T C

LR

15 MIL

VAPOR RETARDER

TYP.

1' MIN. DRAINAGE LAYER

MIN. 95% COMPACTION

STRUCTURAL GRANULAR FILL

AS REQ'D IN SPECIFICATIONS

1/4" SAWED JT.

FILLED W/ JT. SEALER

SLAB REINFORCEMENT

1-1/4" SMOOTH, ROUND DOWELS @ 12" O.C.

0' - 9"0' - 9"

T/

T/

(2) #4 x 4'-0" ADDITIONAL AT ALL RE-

ENTRANT CORNERS NOT ALIGNED W/

CONTROL JOINT

RE-ENTRANT CORNER

EDGE OF SLAB

WALL JAMB BEYOND

PROVIDE 1/2" EXP. JT.

MATERIAL

15 MIL. VAPOR

RETARDER TYP.

SE

E

PL

AN

F O

R T

T

YP

. R

EI

N

F.

T

0' - 6"

0'

1/

2"

0' - 6"

1'

0"

1" CLR

US Army Corps of Engineers ®

SHEET ID

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P

N#

1" = 1'-0"1 TYP. SLAB ON GRADE SECTION

1" = 1'-0"2

TYP. SLAB ON GRADE CONTROL JOINT

DETAIL

1" = 1'-0"3

TYP. SLAB ON GRADE CONSTRUCTION

JOINT

1" = 1'-0"7 FLOOR SLAB RE-ENTRANT CORNER

1" = 1'-0"6

TYP. SLAB ON GRADE @ INTERIOR DOOR

OPENING

STEM WALL / FDN.

SEE PLAN FOR SLAB

REINF. &

THICKNESS

1" = 1'-0"5

TYP. SLAB ON GRADE @ EXTERIOR

WALL/FOUNDATION

PROVIDE 1/2" EXP. JT. MATERIAL

EXTERIOR WALL

CONCRETE

VENEER/INSUL. AS

INDICATED ON PLAN

#5 @ 12" O.C.

(1) #5 CONT.

1'6" 2'0

SCALE: 1" = 1'-0"

3/4" = 1'-0"4 SLAB ON GRADE AT EXTERIOR OPENING

DOOR OPENING

(CONC. WALL, BEYOND

#5 ACROSS

DOORWAY

W/ HOOK

ADDITIONAL REINF.

@ DOORWAY

CONC. SLAB,

SEE PLAN

1" EXP. JT.

MATERIAL

ROUGHENED CONST.

JT.

EXTERIOR

PAVING,

REFER TO

CIVIL

ADDITIONAL

REINF. @

DOORWAY

1" = 1'-0"8 PLAN VIEW AT DOORWAY

#5 X 4'-0" LONG @ 12" O.C. W/

5" HOOK 1" CLEAR TOP BARS

#5 @ 12" O.C. BOTTOM BAR

#5 ACROSS DOOR

OPENING TOP

AND BOTTOM

FOUNDATION

WALL, SEE PLAN

1/2" EXP. JT. MAT'L

1' MIN. DRAINAGE

LAYER

#4 BOTTOM BAR @

HAUNCH

#5 ACROSS

DOORWAY

15 MIL VAPOR

RETARDER TYP.

1/2" EXP. JT.

MATERIAL

WATERPROOFING

MEMBRANE

TOF

-4' - 0"

#5 @ 12" O.C.E.W.#5 @ 12" O.C.E.W

#5 @ 12" O.C.E.W

#6 @ 10" O.C. w/ STD. HOOK

#6 @ 10" O.C.E.W.

#6 @ 10" O.C.

B

2'

0"

7' - 0"

ROUGHENED CONST. JT.

1' - 10"

4' - 0"

2'

0"

TOF

-4' - 0"

5' - 6"

SEE PLAN

VARIES

2'

0"

DOWEL TO

MATCH SIZE &

SPACING OF

WALL REINF.

TYP. CMU WALL

REINF.

SLAB ON

GRADE REINF.

NOT SHOWN

(SEE PLAN)

1'

0"

0'

3"

US Army Corps of Engineers ®

SHEET ID

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XP

/F I E

LD

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FF

IC

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FY

P

N#

3/4" = 1'-0"1 EXTERIOR WALL FOOTING DETAIL

3" INSULATION

FORMED INTO CONCRETE

4" CAST-IN-PLACE

EXTERIOR FINISH CONRETE

WATERPROOFING

MEMBRANE @ ALL

EXTERIOR WALL

FDNS.

CAST-IN-PLACE CONCRETE

SEE PLAN FOR THICKNESS

#6 REINFORCEMENT DOWELS @ 12"

O.C.

WALL REINFORCEMENT

#5 @ 12" O.C., E.W., E.F.

UNO, OR AS REQUIRED AT

OPENINGS

WYTHE TIE @

MANUFACTURER

REC. SPACING

#6 BAR @ 10" O.C.E.W

#6 BAR @ 10" O.C.

W/ STANDARD HOOK

SLAB ON GRADE (SEE PLAN)

PROVIDE 1/2" EXPANSION JOINT

MATERIAL

@ SLAB/WALL INTERFACE

ROUGHENED CONST. JT.

PERIMETER DRAIN

SEE CIVIL

DRAWINGS FOR

DETAILS.

#6 BAR @ 10" O.C.

3/4" = 1'-0"2

WALL FOOTING DETAIL SOUTH OF TEST

AREA

2'1' 4'0

SCALE: 3/4" = 1'-0"

#6 DOWEL W/ HOOK @ 12"

O.C.

#6 DOWEL W/ HOOK

@ 12" O.C.

PROVIDE 1/2" EXPANSION JOINT MATERIAL

@ SLAB/WALL INTERFACE

SLAB ON GRADE (SEE PLAN) SLAB ON GRADE (SEE PLAN)

3/4" = 1'-0"4 TYPICAL CMU FOUNDATION DETAIL

SLAB ON GRADE (SEE PLAN

FOR THICKNESS AND REINF.)

DOWEL TO MATCH WALL REINF. SIZE

& SPACING

TYP. MASONRY WALL REINF.

EXTERIOR

IMPROVEMENTS AS

REQ'D BY CIVIL DWGS

FOUNDATION NOTES:

1. FOOTING ELEVATIONS SHOWN ARE MINIMUM DEPTHS BELOW GRADE.

ELEVATIONS ARE SUBJECT TO CHANGE BASED ON RECOMMENDATIONS

OF GEOTECHICAL ENGINEER.

2. FOOTINGS SHALL BE PLACED ONLY ON 3' MIN. STRUCTURAL GRANULAR

FILL UNDERLAID BY SOILS DEEMED SATISFACTORY BY GEOTECHNICAL

ENGINEER AND MEETING THE REQUIREMENTS OF THE SPECIFICATIONS.

ADEQUATE BEARING CAPACITY SHALL BE VERIFIED BY GEOTECHNICAL

ENGINEER PRIOR TO PLACEMENT OF FOOTINGS.

3. PLACE STRUCTURAL GRANULAR FILL MATERIAL AS REQUIRED ON SITE

PLANS AND IN SPECIFICATIONS PRIOR TO PLACEMENT OF FOOTINGS AND

FLOOR SLAB.

EXTERIOR INSULATED CONCRETE WALL SYSTEM NOTES:

1. EXTERIOR WALL SYSTEM MUST BE VERTICALLY CAST INSULATED

REINFORCED CONCRETE. CONCRETE MUST BE PLACED ON BOTH SIDES

OF INSULATION. CONNECTORS MUST BE DESIGNED FOR VERTICALLY

CAST CONCRETE AND WILL LOCATE THE INSULATION WITHIN THE WALL,

ALLOWING BOTH CONCRETE LAYERS TO BE PLACED AT SPECIFIED

THICKNESSES.

2. CONNECTORS MUST HAVE THE FOLLOWING PROPERTIES:

A. MATERIAL: FIBER COMPOSITE, NON-

CONDUCTIVE AND NON-CORROSIVE

B. MINIMUM TENSILE STRENGTH:120 KSI

C. FLEXURAL STRENGTH: 120 KSI

D. COMPRESSIVE STRENGTH: 67.4 KSI

E. SHEAR STRENGTH: 58 KSI

F. SPACING: PER MANUFACTURER'S

RECOMMENDATIONS

G. COMPONENTS: MANUFACTURER MUST PROVIDE

ALL REQUIRED SYSTEM

COMPONENTS SUCH AS COLLARS

AND/OR RETAINER RINGS.

H. COEFFICIENT OF THERMAL EXPANSION: 3.9X10-6 IN/IN/°F, NOMINAL

3. PROVIDE WALL CONTROL JOINTS AT SPACING RECOMMENDED BY

MANUFACTURER OF WALL SYSTEM CONNECTORS (INTERIOR AND

EXTERIOR WALL SECTIONS). SUBMIT JOINT LOCATIONS FOR APPROVAL.

#3 @ 16" O.C.E.W.

EXTERIOR FACE

3/4" = 1'-0"3

INTERIOR REINF. CONCRETE WALL

FOOTING DETAIL

SLAB ON GRADE (SEE PLAN)

#6 BAR @ 10" O.C.

W/ STANDARD HOOK

#6 BAR @ 10" O.C.

#6 REINFORCEMENT DOWELS @ 12"

O.C.

ROUGHENED CONST. JT.

WALL REINFORCEMENT

#5 @ 12" O.C., E.W., E.F.

UNO, OR AS REQUIRED AT

OPENINGS

PROVIDE 1/2" EXPANSION JOINT MATERIAL

@ SLAB/WALL INTERFACE

#6 @ 10" O.C., E.W.

#5 @ 12" O.C. E.W. E.F.

#5 @ 12" O.C. E.F.

#6 @ 10" O.C. E.W.

PROVIDE 1/2" EXPANSION

JOINT MATERIAL

@ SLAB/FDN. WALL

INTERFACE

ROUGHENED

CONST. JT.

3/4" = 1'-0"5 TYP. CMU WALL ON SLAB

MIN. TUNNEL OH

CLEARANCE

12' - 0"

TOF

-4' - 0"

C

TRUSS BEARING

17' - 4"

A

1S-302

T/ GRADE

-0' - 6"

1S-302

1S-501

B

1S-356

M

IN

. C

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AR

AN

C E

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IC

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P

N#

1/4" = 1'-0"1S-351

INTERIOR FRAMING SECTION 11

0 2' 4' 8'

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

STANDARD HEEL

TRUSS W/ NO

OVERHANG

SEE PLAN FOR REINFORCEMENT

SEE PLAN FOR

REINFORCEMENT

#5 @ 12" O.C.E.W.E.F.

TYP.

#3 @ 16" O.C.E.W.

(EXTERIOR CONCRETE

VENEER) TYP.

#3 @ 16" O.C.E.W.

(EXTERIOR CONCRETE

VENEER) TYP.

#5 @ 12" O.C.E.W.E.F.

TYP.

#5 @ 12" O.C.E.W.

NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR INSULATION DETAILS.

2. ADDITIONAL CONCRETE REINFORCEMENT IS REQUIRED AT WALL OPENINGS.

#7 @ 12" O.C.E.W.

EACH FACE

SEE PLAN FOR

REINFORCEMENT

#7 HOOK @ 12"

O.C. EACH FACE

#7 HOOK @ 12"

O.C.

#7 HOOK @

12" O.C.

C

TRUSS BEARING

17' - 4"

B

L8X8X3/4 CONT.

SUPPORT ANGLE

#5 EXTEND 24" E.F.

@ BOTH SIDES

#5 EXTEND 24" E.F.

#5 X 48" E.F. @ TOP

CORNERS

METAL ROOF

DECK

(3) #6 @ 6" O.C.

EACH FACE

C J

C J

C J

US Army Corps of Engineers ®

SHEET ID

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P

N#

1/4" = 1'-0"1 INTERIOR FRAMING SECTION 2

0 2' 4' 8'

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

INTERIOR CONCRETE

WALL FRAMED UP TO

ROOF DECK

#5 @ 12" O.C.E.W.E.F

TYP. REINF.

ENTIRE WALL

(1) #6 X 48" BENT

EACH FACE

(1) #6 ON SLOPE (TYP.)

EACH FACE BOTH

SIDES

PROVIDE BOTTOM CHORD BRACING

6' - 4"

7'

4"

FFE

0' - 0"

3 2 1

6' - 4"

7'

4"

3' - 4"

7'

4"

US Army Corps of Engineers ®

SHEET ID

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/F I E

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1/8" = 1'-0"1 INTERIOR FRAMING SECTION 3

1/8" = 1'-0"2 INTERIOR FRAMING SECTION 4

MASONRY PARTITION WALLS

BRACED AT TRUSS BOTTOM

CHORDS (TYP.)

MASONRY PARTITION WALLS

BRACED AT TRUSS BOTTOM

CHORDS

(TYP.)

8'4' 16'0

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

L8x8x3/4 CONT.

EACH SIDE OF WALL

L8x8x3/4 CONT.L8x8x3/4 CONT.

NOTES:

1. ADD ADDITIONAL #5 BAR AT EACH SIDE OF OPENING IN CMU WALL

(TYP. ALL OPENINGS IN ALL CMU WALL). EXTEND BARS 24" PAST

OPENING.

#5 EXTEND 24" E.F.

@ BOTH SIDES

#5 EXTEND 24" E.F.

#5 X 48" E.F. @ TOP

CORNERS

METAL ROOF

CONCRETE ROOF

TY

P.

W

AL

L R

EI

N

F.

E

N

TI

R E

W

AL

L

#5

2"

O .C

.E .W

.E .F

C J

C J

C J

C J

C J

C J

FFE

0' - 0"

#5 EXTEND 24" E.F.

@ BOTH SIDES

#5 X 48" E.F. @ CORNERS

#5 EXTEND 24" E.F. @

TOP & BOT.

#5 EXTEND 24" E.F.

@ BOTH SIDES

#5 EXTEND 24" E.F.

#5 X 48" E.F. @

TOP CORNERS

METAL ROOF

CONCRETE ROOF

TY

P.

W

AL

L R

EI

N

F.

E

N

TI

R E

W

AL

L

#5

2"

O .C

.E .W

.E .F

C J

C J

C J

C J

C J

20' - 0" 22' - 0" 22' - 0" 9' - 0"

UL8 RATED CONNECTION OF

WINDOW FRAME TO WALL BY

MANUFACTURER

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E M

AR

K

D

ES

C R

IP

TI

O N

1S-354

BU

IL

DI

N G

S

EC

TI

O

N S

PI

CA

TI

NN

Y

AR

S E

NA

L

NJ

NE

W

Y O

RK

D

I S

T…