W912QR20R0057Plans_Vol2-0000.pdf

PROJECT SEALS AND SIGNATURES

ARCHITECTURE HAZARDOUS

MATERIALS

STRUCTURAL CIVIL

FIRE PROTECTION/

LIFE SAFETY

PLUMBING &

MECHANICAL

ELECTRICAL

POWER & LIGHTING

TECHNOLOGY

US Army Corps of Engineers ®

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P2 NO.:

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LOUISVILLE DISTRICT

372494

11 MARCH 2020

FORT CAMPBELL, KY

FORT CAMPBELL MIDDLE SCHOOL

AM00029

VICINITY MAP LOCATION MAP

PROJECT LOCATION PROJECT LOCATION

WALLER, TODD & SADLER ARCHITECTS, INC.

ARCHITECTURE / INTERIOR DESIGN

FANNING HOWEY ASSOCIATES, INC.

PME ENGINEERS / A/V ENGINEERS

SPEIGHT, MARSHALL & FRANCIS, P.C.

STRUCTURAL ENGINEERS

KIMLEY HORN

CIVIL ENGINEERS

JENSEN HUGHES

FIRE AND LIFE SAFETY

GEOENVIRONMENTAL RESOURCES

HAZMAT

4500 MAIN STREET

VIRGINIA BEACH, VA 23462

(757) 213-8600

1909 CYPRESS AVENUE

VIRGINIA BEACH, VA 23451

(757) 417-0140

1228 PERIMETER PARKWAY, SUITE 201

VIRGINIA BEACH, VA 23454

(757) 427-1020

350 EAST NEW YORK STREET, SUITE 300

INDIANAPOLIS, IN 46204

(317) 848-0966

2712 SOUTHERN BOULEVARD, UNIT 101

VIRGINIA BEACH, VA 23452

(757) 463-3200

2712 COMMERCE DRIVE, SUITE 817

BALTIMORE, MD 21227

(410) 737-8677

FOODSERVICE CONSULTANTS STUDIO, INC

FOODSERVICE

3420 PUMP ROAD, #158

HENRICO, VA 23233

(804) 550-2090

ARIMS: 200A Disposition: Maintain for 15yrs after construction

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029 June 2020

W912QR20R0057

US Army Corps of Engineers ®

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INDEX OF DRAWINGS - VOLUME 2

SHEET # SHEET TITLE

S-145 HIGH ROOF FRAMING PLAN - AREA G

S-146 HIGH ROOF FRAMING PLAN - AREA H

S-147 HIGH ROOF FRAMING PLAN - AREA J

S-148 HIGH ROOF FRAMING PLAN - AREA K

S-201 FIREWALL PORTAL ELEVATION

S-202 FIREWALL PORTAL DETAILS

S-203 FIREWALL PORTAL DETAILS

S-301 FOUNDATION SECTIONS

S-302 FOUNDATION SECTIONS

S-303 FOUNDATION SECTIONS

S-304 FOUNDATION SECTIONS

S-311 FRAMING SECTIONS

S-312 FRAMING SECTIONS

S-313 FRAMING SECTIONS

S-314 FRAMING SECTIONS

S-315 FRAMING SECTIONS

S-316 FRAMING SECTIONS

S-317 FRAMING SECTIONS

S-318 FRAMING SECTIONS

S-319 FRAMING SECTIONS

S-321 FRAMING SECTIONS

S-322 FRAMING SECTIONS

S-323 FRAMING SECTIONS

S-324 FRAMING SECTIONS

S-325 FRAMING SECTIONS

S-402 OPERABLE PARTITION FRAMING PLAN - AREA G

S-403 OPERABLE PARTITION FRAMING PLAN - AREA H

S-404 OPERABLE PARTITION FRAMING PLAN - AREA K

S-405 GATHERING STAIR FRAMING PLAN - AREA F, SECTIONS AND DETAILS

S-501 TYPICAL DETAILS

S-502 TYPICAL DETAILS

S-503 TYPICAL DETAILS

S-504 TYPICAL DETAILS

S-505 TYPICAL DETAILS

S-506 TYPICAL DETAILS

S-507 TYPICAL DETAILS

S-508 TYPICAL DETAILS

S-509 TYPICAL DETAILS

S-510 TYPICAL DETAILS

S-511 TYPICAL DETAILS

S-512 TYPICAL DETAILS

S-513 SPECIAL CONNECTION DETAILS

AD100 OVERALL FIRST FLOOR PLAN - DEMOLITION

AD101 FIRST FLOOR PLAN - AREA A - DEMOLITION

AD102 FIRST FLOOR PLAN - AREA B - DEMOLITION

AD103 FIRST FLOOR PLAN - AREA C - DEMOLITION

AD104 FIRST FLOOR PLAN - AREA D - DEMOLITION

AD105 OVERALL MEZZANINE FLOOR PLAN - DEMOLITION

AD106 MEZZANINE FLOOR PLAN - AREA A - DEMOLITION

AD107 MEZZANINE FLOOR PLAN - AREA C - DEMOLITION

AD108 OVERALL ROOF PLAN - DEMOLITION

AD109 OVERALL EXTERIOR ELEVATIONS - DEMOLITION

AD110 DEMOLITION WALL SECTIONS

AD111 DEMOLITION WALL SECTIONS

AD112 DEMOLITION WALL SECTIONS

AD113 DEMOLITION WALL SECTIONS

AD114 DEMOLITION WALL SECTIONS

VOLUME 1 - TOTAL SHEETS: 115

INDEX OF DRAWINGS - VOLUME 2

SHEET # SHEET TITLE

G-001.1 COVER SHEET - VOLUME 2

G-002.1 INDEX OF DRAWINGS - VOLUME 2

S-001 STRUCTURAL NOTES

S-002 STRUCTURAL NOTES

S-003 STRUCTURAL NOTES AND ABBREVIATIONS

S-010 WALL REINFORCING PLAN - AREAS A, B, C AND D

S-011 WALL REINFORCING PLAN - AREAS E, F, G, H, J AND K

S-020 DIMENSION PLAN - OVERALL

S-021 DIMENSION PLAN - AREA A

S-022 DIMENSION PLAN - AREA B

S-023 DIMENSION PLAN - AREA C

S-024 DIMENSION PLAN - AREA D

S-025 DIMENSION PLAN - AREA E

S-026 DIMENSION PLAN - AREA F

S-027 DIMENSION PLAN - AREA G

S-028 DIMENSION PLAN - AREA H

S-029 DIMENSION PLAN - AREA J

S-030 DIMENSION PLAN - AREA K

S-040 FOUNDATION LOADING AND SUBGRADE IMPROVEMENT PLAN - AREAS A, B, C AND D

S-041 FOUNDATION LOADING AND SUBGRADE IMPROVEMENT PLAN - AREAS E, F, G, H, J AND K

S-050 ROOF SNOW LOADING PLAN

SD111 FOUNDATION PLAN - AREA A - DEMOLITION

SD112 FOUNDATION PLAN - AREA B - DEMOLITION

SD113 FOUNDATION PLAN - AREA C - DEMOLITION

SD114 FOUNDATION PLAN - AREA D - DEMOLITION

SD121 MEZZANINE FRAMING PLAN - AREAS A AND C - DEMOLITION

SD132 LOW ROOF FRAMING PLAN - AREA A - DEMOLITION

SD133 LOW ROOF FRAMING PLAN - AREA B - DEMOLITION

SD134 LOW ROOF FRAMING PLAN - AREA D - DEMOLITION

SD141 HIGH ROOF FRAMING PLAN - AREA C - DEMOLITION

S-110 FOUNDATION PLAN KEYNOTES AND LEGEND

S-111 FOUNDATION PLAN - AREA A

S-112 FOUNDATION PLAN - AREA B

S-113 FOUNDATION PLAN - AREA C

S-114 FOUNDATION PLAN - AREA D

S-115 FOUNDATION PLAN - AREA E

S-116 FOUNDATION PLAN - AREA F

S-117 FOUNDATION PLAN - AREA G

S-118 FOUNDATION PLAN - AREA H

S-119 FOUNDATION PLAN - AREA J

S-120 FOUNDATION PLAN - AREA K

S-121 FOUNDATION PLAN - SITE WALLS

S-122 FOUNDATION PLAN - BUS AND MAIN ENTRANCE CANOPIES

S-130 FRAMING PLAN KEYNOTES AND LEGENDS

S-131 LOW AND HIGH ROOF FRAMING PLANS - AREA A

S-132 LOW ROOF FRAMING PLAN - AREA B

S-133 SECOND FLOOR FRAMING PLAN - AREA C

S-134 LOW ROOF FRAMING PLAN - AREA D

S-135 SECOND FLOOR FRAMING PLAN - AREA E

S-136 SECOND FLOOR FRAMING PLAN - AREA F

S-137 SECOND FLOOR FRAMING PLAN - AREA G

S-138 SECOND FLOOR FRAMING PLAN - AREA H

S-139 SECOND FLOOR FRAMING PLAN - AREA J

S-140 SECOND FLOOR FRAMING PLAN - AREA K

S-141 HIGH ROOF FRAMING PLAN - AREA C

S-142 HIGH ROOF FRAMING PLAN - AREA D

S-143 HIGH ROOF FRAMING PLAN - AREA E

S-144 HIGH ROOF FRAMING PLAN - AREA F

ARIMS: 200A Disposition: Maintain for 15yrs after construction

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FOUNDATION NOTES:

FOUNDATIONS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE

WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT,

PREPARED BY TERRACON CONSULTANTS, INC., DATED AUGUST 20, 2018.

FOUNDATIONS HAVE BEEN DESIGNED FOR AN ALLOWABLE BEARING PRESSURE

PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS

SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER TO EXPLORE THE

EXTENT OF LOOSE, SOFT OR OTHERWISE UNSATISFACTORY SOIL MATERIAL AND

TO VERIFY DESIGN BEARING PRESSURE. THE GEOTECHNICAL ENGINEER WILL

PROVIDE DIRECTION FOR CORRECTIVE ACTION WHERE REQUIRED.

NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST WALLS UNLESS WALLS

ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY

CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.

CAST-IN-PLACE CONCRETE NOTES:

CAST-IN-PLACE CONCRETE FOR THIS STRUCTURE HAS BEEN DESIGNED IN

ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14) AND COMMENTARY

(ACI 318R-14)".

CONCRETE SHALL BE NORMAL WEIGHT AND SHALL OBTAIN 28 DAY COMPRESSIVE

STRENGTHS AS FOLLOWS:

REINFORCING MATERIALS SHALL BE AS FOLLOWS:

REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED.

WELDED WIRE FABRIC - ASTM A185, WELDED STEEL WIRE FABRIC. SHEET

TYPE - ROLLED TYPE NOT ACCEPTABLE.

ALL REINFORCING STEEL AND EMBEDDED ITEMS SHALL BE ACCURATELY PLACED

IN THE POSITIONS SHOWN AND ADEQUATELY TIED AND SUPPORTED BEFORE

CONCRETE IS PLACED TO PREVENT DISPLACEMENT BEYOND PERMITTED

TOLERANCES.

MINIMUM CONCRETE COVER FOR REINFORCING STEEL AS INDICATED ON THE

DRAWINGS SHALL GOVERN WHEN IN CONFLICT WITH ACI 318-14.

UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS:

LAP SPLICE LENGTHS SHALL COMPLY WITH 'CAST-IN-PLACE CONCRETE

REINFORCING BAR LAP SPLICE SCHEDULE' ON SHEET S-002

USE TENSION BAR LAP SPLICE LENGTHS

SPLICES MAY BE MADE WITH MECHANICAL SPLICES (AT CONTRACTOR'S

OPTION). MECHANICAL SPLICES SHALL BE:

SUBMITTED FOR REVIEW

STAGGERED A MINIMUM OF 24" ALONG THE LONGITUDINAL AXIS

OF ADJACENT BARS.

CONCRETE MASONRY NOTES:

CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MADE WITH

LIGHTWEIGHT AGGREGATE. THE COMPRESSIVE STRENGTH OF MASONRY, F'm, EXPRESSED AS FORCE PER UNIT OF NET CROSS-SECTIONAL AREA, SHALL BE

2,000 PSI AT 28 DAYS.

REINFORCING STEEL SHALL COMPLY WITH ASTM A615, GRADE 60. SHOP

FABRICATE REINFORCING BARS WHICH ARE SHOWN TO BE BENT OR HOOKED.

GROUT SHALL COMPLY WITH ASTM C476, AND SHALL BE PROPORTIONED TO

OBTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2,000 PSI.

MORTAR SHALL COMPLY WITH ASTM C270, TYPE S OR M. AGGREGATE FOR

MORTAR SHALL COMPLY WITH ASTM C144. AGGREGATE FAILING TO COMPLY

WITH ASTM C144 GRADATION REQUIREMENTS MAY BE USED PROVIDED THE

MORTAR CAN BE PREPARED TO COMPLY WITH THE AGGREGATE RATIO, WATER

RETENTION, AND COMPRESSIVE STRENGTH REQUIREMENTS OF THE PROPERTY

SPECIFICATIONS OF ASTM C270. USE TYPE M BELOW GRADE AND TYPE S ABOVE

GRADE (UNLESS CELLS ARE GROUTED SOLID).

VERTICAL REINFORCING BARS SHALL BE THE GIVEN SIZE AND SPACING SHOWN.

LAP REINFORCING AT ALL SPLICES AS FOLLOWS:

#4 - 25" #5 - 31"

REBAR DOWELS SHALL BE THE SAME SIZE AND SPACING AS VERTICAL

REINFORCING FROM FOUNDATION. DOWELS SHALL HAVE STANDARD ACI HOOKS.

DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS EXCEPT FOR

THE BOND BEAMS AT JOIST BEARING ELEVATIONS. HORIZONTAL BOND BEAMS

SHALL HAVE CONTINUOUS REINFORCING AS SHOWN IN THE SECTIONS AND

DETAILS.

HORIZONTAL JOINT REINFORCING SHALL BE STANDARD 9 GAGE LADDER TYPE IN

CMU WALLS AT 16" ON-CENTER. JOINT REINFORCING SHALL COMPLY WITH ASTM

A951 AND BE HOT-DIPPED GALVANIZED ACCORDING TO ASTM A153, CLASS B.

VERTICAL REINFORCING SHALL HAVE BAR POSITIONERS AT SPACING NOT TO

EXCEED 200 BAR DIAMETERS, AT GROUT LIFT HEIGHTS, OR BAR SPLICE

LOCATIONS, WHICHEVER IS LESS.

STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

STRUCTURAL STEEL W- AND WT-SHAPES - ASTM A992, Fy=50 KSI RECTANGULAR AND SQUARE HSS - ASTM A500, GRADE B, Fy=46 KSI

ANCHOR RODS - ASTM F1554, GRADE 36 (WELDABLE)

HEADED STUDS - ASTM A 108, GRADES 1015 THROUGH 1020, TYPE B, Fu=65 KSI

ALL OTHER STRUCTURAL STEEL SHAPES, PLATES AND BARS - ASTM A36,

Fy=36 KSI (UNLESS OTHERWISE NOTED)

THE SUPPORTED FLOORS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN

ACCORDANCE WITH THE AISC SPECIFICATIONS FOR UNSHORED PARTIAL

COMPOSITE CONSTRUCTION.

UNLESS OTHERWISE NOTED, ALL BEAM CONNECTIONS SHALL BE ACCORDING TO

"TYPICAL BOLTED WEB PLATE CONNECTION DETAILS" ON SHEET S-509 USING

ASTM A325 BOLTS.

HIGH STRENGTH BOLTS MAY BE TIGHTENED TO THE "SNUG TIGHT" CONDITION IN

LIEU OF FULL PRETENSIONING.

WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDING

CODE - STEEL". WELD ELECTRODES SHALL BE E70XX. CONTINUOUS 3/16"

FILLET WELDS ARE REQUIRED UNLESS OTHERWISE NOTED.

SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL

DRAWINGS FOR ADDITIONAL STEEL (IF ANY) NOT SHOWN ON THE STRUCTURAL

DRAWINGS.

UNLESS OTHERWISE NOTED, THE TOP OF ALL STEEL COLUMNS SHALL HAVE A

STEEL CAP PLATE. UNLESS OTHERWISE DETAILED OR NOTED, MINIMUM CAP

PLATE DIMENSIONS SHALL MATCH COLUMN WIDTH AND DEPTH, AND MINIMUM

THICKNESS OF CAP PLATE SHALL EQUAL COLUMN WEB THICKNESS (1/2" MIN).

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL CONFORM TO ASTM A123

OR ASTM A153. GALVANIZE AFTER FABRICATION WHERE PRACTICAL. REPAIR

DAMAGED GALVANIZED COATING USING ASTM A780 ZINC-RICH PAINT.

STEEL JOIST NOTES:

STEEL JOISTS SHALL CONFORM TO THE LATEST EDITION OF THE STEEL JOIST

INSTITUTE (SJI) STANDARD SPECIFICATIONS.

PREPARE AND SUBMIT FOR REVIEW SHOP DRAWINGS SHOWING THE LAYOUT OF

JOIST MEMBERS, SPECIAL CONNECTIONS, JOINING AND ACCESSORIES. INCLUDE

MARK, NUMBER, TYPE, LOCATION AND SPACING OF JOISTS AND BRIDGING.

THE JOIST MANUFACTURER SHALL BE RESPONSIBLE FOR CONTINUOUS JOIST

BRIDGING LINES SATISFYING THE REQUIREMENTS OF THE SJI SPECIFICATION

FOR THE TOP AND BOTTOM CHORDS OF ALL STEEL JOISTS, AS WELL AS ANY

ADDITIONAL BRIDGING / BRACING SHOWN ON THE DRAWINGS OR REQUIRED FOR

JOISTS SUBJECTED TO NET UPLIFT OR OTHER SPECIAL LOADS. ALL REQUIRED

JOIST BRIDGING SHALL BE CLEARLY INDICATED ON THE SHOP DRAWINGS.

CROSS-BRIDGING IS REQUIRED AT CHANGES OF JOIST DEPTHS AND AT ENDS OF

ALL BRIDGING LINES UNLESS SUCH ENDS ARE PROPERLY ANCHORED INTO

INTERSECTING INTERIOR OR END WALLS. ALL BRIDGING AND BRIDGING

ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE PLACING OF ANY

CONSTRUCTION LOADS ON THE JOISTS.

ROOF JOISTS SHALL BE DESIGNED FOR A NET UPLIFT LOAD OF 25 PSF. ONE-

THIRD STRESS INCREASE NOT PERMITTED FOR LOAD COMBINATIONS INVOLVING

WIND PER IBC SECTION 1605.3.1.1.

WHERE JOIST SPAN EQUALS 40 FEET OR GREATER JOIST SHALL BE ERECTION

BOLTED TO STEEL BEAM UNLESS PANELIZED JOIST ERECTION IS EMPLOYED.

GENERAL CONTRACTOR SHALL COORDINATE BOLT HOLE LOCATIONS REQUIRED

IN STRUCTURAL STEEL MEMBERS.

CONCENTRATED LOADS NOT LOCATED AT JOIST PANEL POINTS SHALL BE

REINFORCED PER 'TYPICAL DETAIL AT CONCENTRATED LOADS ON JOISTS'.

UNLESS OTHERWISE NOTED ON THE FRAMING PLANS, JOIST SEAT DEPTHS

SHALL BE AS FOLLOWS:

3-1/2" DEEP SEATS AT 'K' SERIES JOISTS (UNLESS OTHERWISE NOTED

1.

2.

3.

4.

5.

SLAB-ON-GRADE 3,500 PSI

SUPPORTED FLOOR SLABS 4,000 PSI

COLUMNS, PEDESTALS AND WALLS 4,000 PSI

FOOTINGS 3,000 PSI

GENERAL NOTES:

THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS

OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION, AND THE INTERNATIONAL

CRITERIA, AND AS FOLLOWS.

THE WORK UNDER THE FOLLOWING SPECIFICATION SECTIONS IS SUBJECT TO

SPECIAL INSPECTIONS AS DESCRIBED IN SECTION 1704 OF THE INTERNATIONAL

BUILDING CODE, 2015 EDITION.

312000 - EARTHWORK

033000 - CAST-IN-PLACE CONCRETE

042000 - UNIT MASONRY

051200 - STRUCTURAL STEEL

052100 - STEEL JOISTS

053100 - STEEL DECK

054000 - COLD-FORMED METAL FRAMING

THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY SHORING AND

BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER

ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL BRACING ARE IN PLACE.

BEFORE PROCEEDING WITH WORK WITHIN THE EXISTING STRUCTURE THE

CONTRACTOR SHALL BECOME FAMILIAR WITH THE EXISTING STRUCTURAL

CONDITIONS. THE SHORING AND BRACING SHOWN IS A PARTIAL AND SCHEMATIC

REPRESENTATION OF THAT REQUIRED. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR THE DESIGN AND ERECTION OF ALL SAFEGUARDS

NECESSARY TO PROTECT THE EXISTING STRUCTURE FROM DAMAGE.

THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, AND

OTHER REQUIREMENTS NECESSARY FOR THE PROPER CONSTRUCTION AND

ALIGNMENT OF THE NEW PORTIONS OF THE STRUCTURE TO THE EXISTING. THE

CONTRACTOR SHALL MAKE ALL MEASUREMENTS NECESSARY FOR FABRICATION

AND ERECTION OF STRUCTURAL MEMBERS.

THE PROJECT SPECIFICATIONS ARE NOT SUPERSEDED BY THE STRUCTURAL

NOTES BUT ARE INTENDED TO BE COMPLEMENTARY TO THEM. REFER TO THE

SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS IN EACH SECTION.

SPECIFIC NOTES AND SPECIFIC DETAILS ON THE DRAWINGS SHALL TAKE

PRECEDENCE OVER STRUCTURAL NOTES AND TYPICAL DETAILS.

CONSULTANTS' DRAWINGS, INCLUDING STRUCTURAL DRAWINGS, ARE

CONSIDERED SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. ANY

OMISSIONS OR CONFLICTS, INCLUDING DIMENSIONS, BETWEEN VARIOUS

ELEMENTS OF THE CONSULTANTS' DRAWINGS AND/OR SPECIFICATIONS SHALL

BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING

WITH THE WORK.

LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:

LIVE LOADS:

(PLUS 15 PSF PARTITION ALLOWANCE)

SNOW DESIGN DATA:

WIND DESIGN DATA:

COMPONENTS AND CLADDING DESIGN PRESSURES

SEISMIC DESIGN DATA:

MECHANICAL UNIT WEIGHTS AND LOCATIONS SHOWN ON THE PLANS ARE

APPROXIMATE. CONTRACTOR SHALL VERIFY LOCATIONS AND WEIGHTS SHOWN

AND REPORT DISCREPANCIES TO THE ARCHITECT.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

SLAB-ON-GRADE 100 PSF

CLASSROOMS 40 PSF

OFFICES 50 PSF

LOBBIES 100 PSF

80 PSFCORRIDORS ABOVE FIRST FLOOR

CORRIDORS ON FIRST FLOOR 100 PSF

STAIRWAYS 100 PSF

ROOF 20 PSF

STORAGE 125 PSF

MECHANICAL SPACE 150 PSF

15 PSFGROUND SNOW LOAD

EXPOSURE FACTOR 0.9

SNOW IMPORTANCE FACTOR 1.1

THERMAL FACTOR 1.0

ROOF SLOPE FACTOR 1.0

ULTIMATE WIND SPEED 120 MPH

WIND EXPOSURE C

BUILDING RISK CATEGORY III

INTERNAL PRESSURE COEFFICIENT ±0.18

(SEE COMPONENT AND CLADDING LEGEND ON SHEET S-002)

BUILDING RISK CATEGORY III

SEISMIC IMPORTANCE FACTOR 1.25

SS 0.49g S1 0.20g

SITE CLASS C

SDS 0.392g SD1 0.213g

SEISMIC DESIGN CATEGORY D

DESIGN BASE SHEAR 76 KIPS

SEISMIC RESPONSE COEFFICIENT 0.245

RESPONSE MODIFICATION FACTOR 2

A.

B.

C.

D.

GENERAL NOTES (CONTINUED):

CAPABLE OF RESISTING 125% OF THE TENSION CAPACITY OF THE

POSITIVE-CONNECTING TYPE COUPLERS

SPLICED BAR

1.

2.

3.

4.

5.

6.

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2.

3.

4.

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B.

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D.

A.

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BASIC SEISMIC-FORCE-RESISTING SYSTEM IS SPECIAL REINFORCED

MASONRY SHEAR WALLS AND SPECIAL REINFORCED CONCRETE

SHEARWALLS

FROST LINE DEPTH IS 22" BELOW GRADE. BOTTOM OF ALL EXTERIOR FOUNDATIONS

SHALL BE A MINIMUM OF 22" BELOW EXTERIOR FINISHED GRADE ELEVATION.

CONCRETE MASONRY FOR THIS STRUCTURE HAS BEEN DESIGNED IN

ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES" ACI 530-13 / ASCE 5-13 / TMS 402- 13.

CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO THE "SPECIFICATIONS

FOR MASONRY STRUCTURES" ACI 530.1-13 / ASCE 6-13 / TMS 602-13.

#6 - 52"

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UFC 1-200-01 (1 NOV 2018) GENERAL BUILDING REQUIREMENTS, WITH CHANGE 2

UFC 3-220-01 (1 NOV 2012) GEOTECHNICAL ENGINEERING

UFC 3-301-01 (1 NOV 2018) STRUCTURAL ENGINEERING, WITH CHANGE 4

UFC 3-310-04 (1 NOV 2018) SEISMIC DESIGN OF BUILDINGS, WITH CHANGE 1

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CONCRETE NOT OTHERWISE NOTED 3,000 PSIE.

IN ADDITION TO THE REFERENCES LISTED ABOVE, THE STRUCTURE HAS BEEN

DESIGNED IN ACCORDANCE WITH ASCE 7-10 'MINIMUM DESIGN LOADS FOR BUILDINGS

AND OTHER STRUCTURES'.

AT ALL CONDITIONS AT WHICH THE BELOW GRADE FOUNDATION WALL CONSISTS

OF CONCRETE MASONRY UNITS, GROUT ALL CELLS SOLID BELOW FINISHED FLOOR

AND GRADE ELEVATIONS.

FLAT ROOF SNOW LOAD 16.5 PSF

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COLD-FORMED METAL FRAMING NOTES:

ANALYSIS PROCEDURE SIMPLIFIED

OF 3,000 PSF IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE

GEOTECHNICAL REPORT. THE BEARING PRESSURE SHALL BE ACHIEVED BY UTILIZING

A STONE COLUMN AND / OR RAMMED AGGREGATE PIER AND SOIL IMPROVEMENT

SYSTEM CAPABLE OF PROVIDING THE DESIGN SOIL PRESSURE. SEE SHEET S-040

ON PLAN)

COLD-FORMED METAL FRAMING FOR THIS STRUCTURE SHALL BE DESIGNED IN

ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "COLD-

FORMED STEEL DESIGN MANUAL". THE CONTRACTOR SHALL SUBMIT SHOP

DRAWINGS PREPARED BY A PROFESSIONAL ENGINEER FOR THE DESIGN OF

COLD-FORMED METAL FRAMING, INCLUDING DESIGN LOADINGS AND REACTIONS

APPLIED TO THE SUPPORTING STRUCTURE.

COLD-FORMED METAL FRAMING (SIZES/GAGES) AND CONNECTIONS INDICATED

ON DRAWINGS ARE FOR PRICING PURPOSES ONLY. COLD-FORMED ENGINEER

SHALL DESIGN AND DETAIL MEMBERS AND THEIR CONNECTIONS.

COLD-FORMED METAL FRAMING MEMBERS SHALL BE FORMED OF CORROSION-

RESISTANT STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD

STRENGTH OF 33 KSI FOR TRACKS AND RUNNERS AND 33 KSI (50 KSI FOR 54 MILS

16 GAGE AND HEAVIER) FOR ALL OTHER MEMBERS.

WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING

CODE - SHEET STEEL".

COLD-FORMED METAL FRAMING MEMBER SIZES AND GAGES INDICATED ARE IN

ACCORDANCE WITH THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA)

NOMENCLATURE.

COLD-FORMED METAL FRAMING MEMBERS SHALL BE DESIGNED FOR THE LOADS

GIVEN IN THE GENERAL NOTES. THE DESIGN LOADS ARE UNFACTORED SERVICE

LOADS, ALL APPLICABLE FACTORS SHALL BE APPLIED.

MAXIMUM LATERAL DEFLECTION OF COLD-FORMED FRAMING MEMBERS SHALL BE

DETERMINED BY THE FOLLOWING TABLE:

COLD-FORMED METAL FRAMING MEMBERS SHALL BE DESIGNED FOR ALL

FRAMING CONDITIONS FOUND IN THE STRUCTURE, INCLUDING WALLS, CORNERS,

HEADERS, AND JAMBS. SOME CONDITIONS MAY REQUIRE MODIFICATION OF

COLD-FORMED FRAMING MEMBERS (SUCH AS NOTCHING OR REVISING SIZES) OR

MULTIPLE STUDS TO SUPPORT INCREASED LOADS. IT IS THE RESPONSIBILITY OF

THE CONTRACTOR TO COORDINATE ALL CONDITIONS AND DETAILS.

CROSS BRIDGING OR FULL-DEPTH BLOCKING IS REQUIRED AT WALL STUDS NOT

RECEIVING SHEATHING ON BOTH FACES. UNLESS OTHERWISE INDICATED, MAXIMUM

BRIDGING/BLOCKING SPACING SHALL BE 8'-0" o/c OR AT 1/3 POINTS OF MEMBER

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

SHEATHING WITH THE ARCHITECTURAL DRAWINGS.

COLD-FORMED METAL FRAMING CONNECTIONS TO THE STRUCTURE SHALL BE

DESIGNED FOR ALL FRAMING CONDITIONS. CONNECTIONS ARE SCHEMATICALLY

SHOWN ON THE STRUCTURAL DRAWINGS. IT IS THE RESPONSIBILITY OF THE

CONTRACTOR TO COORDINATE ALL CONNECTION CONDITIONS AND LOCATIONS.

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STUD USE L/y RATIO (LIMIT)

BACKING UP MASONRY L/600 (0.4 IN)

BACKING UP METAL PANEL L/360 (MANUF. RECOMMENDATION)

STRUCTURAL STEEL NOTES:

STRUCTURAL STEEL FOR THIS STRUCTURE HAS BEEN DESIGNED IN

ACCORDANCE WITH THE THIRTEENTH EDITION OF THE AMERICAN INSTITUTE OF

STEEL CONSTRUCTION (AISC 360-10) "STEEL CONSTRUCTION MANUAL" -

ALLOWABLE STRESS DESIGN.

1.

EXISTING BUILDING CODE, 2015 EDITION AS ADOPTED BY THE UNITED FACILITIES

UFC 4-010-01 (12 DEC 2018) DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGSE.

AND S-041 FOR FOUNDATION LOADS AND DESIGN CRITERIA.

SNOW DRIFT SEE SHEET S-050

US Army Corps of Engineers ®

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ARIMS: 200A Disposition: Maintain for 15yrs after construction

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ADHESIVE ANCHOR

CAPACITY SCHEDULE

STEEL DECK NOTES:

STEEL DECK SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN IRON

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

STEEL STRUCTURAL MEMBERS" AND THE STEEL DECK INSTITUTE (SDI), "DESIGN

MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS."

STEEL DECK UNITS SHALL COMPLY WITH THE FOLLOWING:

1-1/2" ROOF DECK SHALL BE 18 GAGE PAINTED TYPE B RIB DECK SPANNING

PERPENDICULAR TO SUPPORTS UNLESS OTHERWISE NOTED. ATTACH

DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" DIAMETER PUDDLE

WELDS AT EVERY RIB, INCLUDING RIBS WHERE SIDELAPS OCCUR. FASTEN

ADJACENT DECK UNITS WITH #10 SELF-TAPPING HEX HEAD SCREWS AT 1/10

POINTS BETWEEN SUPPORTS ALONG SIDELAPS AND FASTEN EDGEMOST

DECK PANEL TO STEEL FRAMING WITH 5/8" DIAMETER PUDDLE WELDS AT

SAME SPACING AS SIDELAP FASTENERS.

2" COMPOSITE DECK SHALL BE 20 GAGE GALVANIZED TYPE VLI

COMPOSITE FLOOR DECK SPANNING PERPENDICULAR TO SUPPORTS

UNLESS OTHERWISE NOTED. ATTACH DECK TO STRUCTURAL STEEL

SUPPORTS WITH 5/8" DIAMETER PUDDLE WELDS AT EVERY OTHER RIB

INCLUDING RIBS WHERE SIDELAPS OCCUR. FASTEN ADJACENT DECK

UNITS WITH #10 SELF-TAPPING HEX HEAD SCREWS AT 1/4 POINTS BETWEEN

SUPPORTS ALONG SIDELAPS AND FASTEN EDGEMOST DECK PANEL TO STEEL

FRAMING WITH 5/8" DIAMETER PUDDLE WELDS AT SAME SPACING AS

SIDELAP FASTENERS. ALL COMPOSITE DECK IS DESIGNED TO BE THREE

SPAN CONTINUOUS UNLESS OTHERWISE NOTED ON PLAN.

SHEAR CONNECTORS FOR COMPOSITE FLOOR SYSTEMS SHALL BE 3/4"

DIAMETER x 4" LONG HEADED STUDS, CONFORMING TO ASTM A 108, GRADES 1015 THROUGH 1020, TYPE B, Fu=65 KSI. HEADED STUDS SHALL BE AS SHOWN ON

PLANS AND DETAILS.

WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING

CODE - SHEET STEEL". FIELD WELDS SHALL BE WIRE BRUSHED AND PRIMED

PAINTED WITH ZINC RICH PAINT.

DECK OPENINGS MEASURING GREATER THAN 12" ON ANY SIDE SHALL HAVE

SUPPORTS ON ALL SIDES OF OPENING. SUPPORTS SHALL SPAN BETWEEN

ADJACENT BEAMS OR JOISTS ON TWO SIDES. UNLESS OTHERWISE NOTED OR

DETAILED ON THE DRAWINGS, USE 5x5x5/16" ANGLES FOR SPANS EXCEEDING 6'-0" AND 3x3x1/4" ANGLES FOR SPANS LESS THAN 6'-0". COORDINATE OPENING SIZES, LOCATIONS AND DETAILS WITH ARCHITECTURAL, MECHANICAL, PLUMBING AND

ELECTRICAL DRAWINGS.

PERMANENT SUSPENDED LOADS SUCH AS SUSPENDED CEILINGS, LIGHT

FIXTURES, DUCTS, OR OTHER UTILITIES, SHALL NOT BE SUPPORTED BY STEEL

ROOF DECK.

DURING STEEL DECK ERECTION AND ROOFING OPERATIONS DISTRIBUTE

CONSTRUCTION LOADS TO PREVENT DAMAGE TO DECK. CONCENTRATED

CONSTRUCTION LOADS OF 200 POUNDS OR LESS DISTRIBUTED OVER A 1'-0" WIDE

SECTION OF DECK SHALL NOT REQUIRE ANY FURTHER DISTRIBUTION. USE

WORKING PLATFORMS FOR CONCENTRATED CONSTRUCTION LOADS OF OVER

200 POUNDS, SUCH THAT THE RESULTING UNIFORM CONSTRUCTION LOAD ON

THE DECK DOES NOT EXCEED 50 PSF.

DURING POURING OF CONCRETE OVER FLOOR FORM DECKS TAKE CARE TO

AVOID EXCESSIVE CONCRETE HEAPING. POUR CONCRETE OVER BEAMS AND

SPREAD TO THE CENTER OF THE DECK.

PREPARE AND SUBMIT SHOP DRAWINGS FOR REVIEW SHOWING THE LAYOUT AND

TYPES OF DECK UNITS, ANCHORAGE DETAILS AND CONDITIONS REQUIRING

CLOSURE STRIPS, SUPPLEMENTARY FRAMING AND OTHER ACCESSORIES.

TOUCH-UP ALL SCARRED, ABRADED, AND RUST AREAS IN STEEL DECK WITH ZINC

RICH PAINT.

POST-INSTALLED ANCHOR NOTES:

POST-INSTALLED ADHESIVE ANCHORS SHALL BE CAPABLE OF WITHSTANDING

DESIGN LOADS INDICATED IN THE ADHESIVE ANCHOR CAPACITY SCHEDULE ON

ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON TECHNICAL DATA

PUBLISHED BY THE ANCHOR MANUFACTURER OR SUCH OTHER METHOD AS

APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. CONTRACTOR SHALL

PROVIDE CALCULATIONS DEMONSTRATING THAT THE CHOSEN ANCHOR IS

CAPABLE OF ACHIEVING THE PERFORMANCE VALUES INDICATED. PRODUCTS

SUBMITTED WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING

COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD

RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE

INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO

CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION

TEMPERATURE.

INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN

ANCHOR PACKAGING.

OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING A PROPERLY

TESTED AND APPROVED INSTALLATION METHOD.

THE CONTRACTOR SHALL ARRANGE A REPRESENTATIVE OF THE ANCHOR

MANUFACTURER TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL

ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD

MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S

PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT

ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL

ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED

ON THE DRAWINGS.

EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT

WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT

THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING

STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF

THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY

GPR, X-RAY, CHIPPING OR OTHER MEANS.

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COMPONENTS AND CLADDING DESIGN PRESSURES (PSF)

ROOF

ZONE

TRIBUTARY AREA (SQ. FT.)

WALL

ZONE

10 50 250

TRIBUTARY AREA (SQ. FT.)

10 50 250

+34.8 -46.4

+34.8 -37.7

+31.2 -39.2

+31.2 -34.1

+27.6 -32.1

+27.6 -30.5

+16.0 -96.0

+16.0 -63.8

+14.0 -57.7

+14.0 -48.0

+13.0 -41.2

+13.0 -41.2

+16.0 -38.0 +14.0 -35.8 +13.0 -34.8

NOTES:

PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD OR AWAY

FROM THE SURFACES, RESPECTIVELY.

WIDTH OF COEFFICIENT PRESSURE ZONE, a = 10 FEET. SEE 'COMPONENT AND

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2.

CLADDING LEGEND' ON THIS SHEET FOR LOCATIONS.

MINIMUM STEEL COMPOSITE DECK PROPERTIES SHALL BE AS FOLLOWS:1.

DESIGN THICKNESS = 0.0358 IN.

Ip = 0.409 IN4 / FT Sp = 0.341 IN3/FT In = 0.406 IN3/FT Sn = 0..346 IN3/FT Fy = 50 KSI

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2 1 2

COMPONENT AND CLADDING LEGEND

TYPICAL UNIT PLAN TYPICAL SIDE WALL

5 4 5

10' (TYP.) 10' (TYP.)

ALL WIND PRESSURES ARE ULTIMATE LOADS. FOR SERVICE LOAD PRESSURES,3.

MULTIPLY THE ABOVE VALUES BY 0.6 PER ASCE 7-10.

CAST-IN-PLACE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE

NOTES (THESE NOTES SHALL BE USED FOR ALL SPLICES UNLESS NOTED OTHERWISE ON DRAWINGS):

91"

101"

#10

#11

70"

78"

91"

101"

118"

131"

61"

67"

79"

87"

79"

87"

102"

114"

REGULAR

CLASS

f'c = 3,000 PSI

B

29"

22"

43"

72"

63"

36"

81"

A

#8

#9

#6

#7

55"

62"

33"

48"

#4

#5

#3

22"

28"

17"

Fy =

60 KSI

BAR

SIZE

TENSION BARS

BABABA

72"

81"

63"

43"

93"

105"

48"

54"

56"

81"

29"

42"

29"

36"

22"

19"38"

47" 24"

28" 15"

37"

62"

54"

70"

62"

70"

37"

54"

81"

91"

49"

71"

25"

19"

31"

25"

31"

19"

33"

41"

25"

REGULAR

CLASS

f'c = 4,000 PSI

TOP

CLASS

TOP

CLASS

39"

43"

30"

34"

23"

27"

15"

19"

12" f'c = ALL

COMPRESSION BARS

65"

73"

85"

94"

85"

94"

110"

122"

BABA

51"

58"

31"

45"

21"

26"

16"

40"

67"

59"

75"

67"

75"

40"

59"

87"

98"

52"

75"

27"

21"

34"

27"

34"

21"

36"

44"

26"

REGULAR

CLASS

f'c = 3,500 PSI

TOP

CLASS

TOP BARS ARE HORIZONTAL BARS, SPLICED SO THAT 12" OR MORE OF FRESH CONCRETE IS CAST IN THE MEMBER

CLASS A SPLICES MAY BE USED ONLY WHEN 50% OR LESS OF THE BARS ARE SPLICED WITHIN THE LAP SPLICE LENGTH.

CLASS B SPLICES SHALL BE USED FOR ALL SPLICES IN SLABS, BEAMS, JOISTS, WALLS, MOMENT RESISTING COLUMNS, THE BAR LAP SPLICE LENGTHS SHALL BE MULTIPLIED BY 1.5 WHEN EITHER OF THE FOLLOWING IS TRUE:

CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN ONE BAR DIAMETER, CLEAR COVER IS LESS THAN

ONE BAR DIAMETER AND STIRRUPS OR TIES ALONG THE LENGTH OF THE SPLICE ARE LESS THAN THE CODE MINIMUM.

CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN 2 BAR DIAMETERS AND CLEAR COVER IS LESS

THAN ONE BAR DIAMETER.

FOR ALL LIGHTWEIGHT CONCRETE, LAP LENGTHS SHALL BE MULTIPLIED BY 1.3.

TIES AND STIRRUPS SHALL NOT BE SPLICED UNLESS APPROVED BY THE ENGINEER OF RECORD. ROUND COLUMN

AND JAMB COLUMNS, UNLESS THEY MEET THE REQUIREMENTS OF NOTE #2 ABOVE.

BELOW THE REINFORCING BAR.

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B.

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A.

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1.

TIES MAY BE SPLICED USING CLASS A LAPS.

3” ROOF DECK MUST BE 20 GAGE PAINTED NA RIB DECK

SPANNING PERPENDICULAR TO SUPPORTS UNLESS OTHERWISE NOTED.

ATTACH DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8” DIAMETER

PUDDLE WELDS AT EVERY RIB, INCLUDING RIBS WHERE SIDELAPS OCCUR.

FASTEN ADJACENT DECK UNITS WITH #10 SELF-TAPPING HEX HEAD SCREWS

AT 1/4 POINTS BETWEEN SUPPORTS ALONG SIDELAPS AND FASTEN

EDGEMOST DECK PANEL TO STEEL FRAMING WITH 5/8” DIAMETER PUDDLE

WELDS AT SAME SPACING AS SIDELAP FASTENERS.

B.

WIND PRESSURES SHOWN ARE FOR AREAS 'E', 'G', 'H' AND 'K'.4.

20' 20'

10'

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D. 1" FORM DECK SHALL BE 22 GAGE GALVANIZED DECK SPANNING

PERPENDICULAR TO SUPPORTS UNLESS OTHERWISE NOTED. ATTACH DECK

TO STEEL SUPPORTS WITH #12 SELF-TAPPING HEX HEAD SCREWS AT EVERY

RIB, INCLUDING RIBS WHERE SIDELAPS OCCUR.

THIS SHEET. DESIGN VALUES INDICATED ARE WITHOUT REDUCTION FACTORS.

GROUT NEW AND EXISTING CMU WALLS 12" ALL AROUND ANCHOR.8.

ROD DIA. /

REBAR SIZE

ADHESIVE ANCHOR INTO CMU

3/4"

3/4"

5/8"

TENSION

5 5/8" 1,700 #

8" 1,490 #

1,435 #

1,350 #

6 1/2" 1,895 # 1,350 #

5/8" 8" 2,515 # 1,905 #

EMBEDMENT

DEPTH

ALLOWABLE LOADS

SHEAR

ROD DIA. /

REBAR SIZE

ADHESIVE ANCHOR INTO CONCRETE

3/4"

5/8" 3 1/4" 1,350 # 13,110 #

4" 1,310 # 19,370 #

1/2" 3" 1,300 # 8,235 #

EMBEDMENT

DEPTH

ULTIMATE STRENGTH

TENSION

#5 4 1,350 # 27,900 #

#4 6" 1,300 # 18,000 #

7,865 #

11,625 #

4,940 #

SHEAR

16,740 #

10,800 #

STEELBOND

IN TENSION

NOTES:

CRACKED CONCRETE

ANCHOR BOND STRENGTH IN CONCRETE MUST BE BASED ON

1.

MAXIMUM SHORT-TERM TEMPERATURE = 160°F

MAXIMUM LONG-TERM TEMPERATURE = 100°F3.

PERIODIC INSPECTION4.

THE FOLLOWING CRITERIA:

2.

US Army Corps of Engineers ®

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ARIMS: 200A Disposition: Maintain for 15yrs after construction

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STRUCTURAL TESTING:

THE FOLLOWING MATERIALS SHALL BE TESTED ACCORDING TO IBC SECTION

1704. ANY ITEMS FOUND TO BE DEFICIENT SHALL BE CORRECTED AND RE-

TESTED AT NO ADDITIONAL COST TO THE OWNER.

EARTHWORK: THE IN-PLACE DRY DENSITY OF COMPACTED FILL SHALL BE TESTED

FOR COMPLIANCE WITH THE GEOTECHNICAL REPORT. SEE THE GEOTECHNICAL

REPORT AND SPECIFICATIONS FOR THE FREQUENCY OF TESTING.

CONCRETE STRENGTH VERIFICATION AND TESTING: ALL CONCRETE SHALL BE

TESTED TO VERIFY STRENGTH, SLUMP, UNIT WEIGHT, AIR CONTENT AND

TEMPERATURE. SEE THE SPECIFICATIONS FOR TESTING CRITERIA, FREQUENCY,

AND ACCEPTABILITY CRITERIA.

STRUCTURAL MASONRY STRENGTH VERIFICATION AND TESTING: MASONRY

STRENGTH, F'm SHALL BE VERIFIED USING THE 'UNIT STRENGTH METHOD' PER IBC

CHAPTER 2105 AND AS FOLLOWS:

PRIOR TO CONSTRUCTION THE MASONRY UNITS AND GROUT SHALL BE

TESTED FOR COMPRESSIVE STRENGTH.

CERTIFICATES OF COMPLIANCE WITH STRENGTH REQUIREMENTS OF THE

MASONRY UNITS AND GROUT SHALL BE SUBMITTED BY THE MASONRY AND

GROUT SUPPLIERS.

DURING CONSTRUCTION THE MASONRY UNITS AND GROUT SHALL BE

TESTED FOR EVERY 5,000 SQUARE FEET OF MASONRY CONSTRUCTED.

PROPORTIONS OF MATERIALS IN MORTAR AND GROUT DELIVERED TO THE

SITE SHALL BE VERIFIED.

STRUCTURAL STEEL: WELDED CONNECTIONS SHALL BE TESTED FOR

COMPLIANCE WITH THE SPECIFICATIONS, AWS D.1.1 AND THE CONTRACT

DOCUMENTS. MINIMUM TESTING SHALL INCLUDE THE FOLLOWING:

ALL COMPLETE PENETRATION GROOVE WELDS SHALL BE TESTED

ACCORDING TO METHODS DESCRIBED IN THE SPECIFICATIONS.

A MINIMUM OF 50% OF PARTIAL PENETRATION GROOVE WELDS SHALL BE

TESTED ACCORDING TO METHODS DESCRIBED IN THE SPECIFICATIONS.

BASE METALS THICKER THAN 1-1/2" THAT ARE SUBJECT TO THROUGH

THICKNESS WELD SHRINKAGE STRAINS SHALL BE ULTRASONICALLY

TESTED FOR DISCONTINUITIES. TESTING SHALL BE PERFORMED DIRECTLY

BEHIND SUCH WELDS AND THREE INCHES ABOVE AND BELOW THE WELD

AFTER JOINT COMPLETION.

ALL DEFICIENT WELDS SHALL BE CORRECTED AND RE-TESTED AT NO

ADDITIONAL COST TO THE OWNER.

POST-INSTALLED ANCHORS, INCLUDING BUT NOT LIMITED TO EXPANSION

ANCHORS, ADHESIVE ANCHORS, AND LOW VELOCITY FASTENERS SHALL BE

TESTED ACCORDING TO THE RELEVANT ANCHOR CODE EVALUATION REPORTS.

SEE THE IBC AND OTHER CONSULTANTS' DRAWINGS FOR NON-STRUCTURAL

ITEMS REQUIRED TO BE TESTED.

1.

2.

3.

4.

5.

6.

7.

A.

B.

C.

D.

A.

B.

C.

D.

SPECIAL INSPECTIONS:

SPECIAL INSPECTIONS SHALL BE COMPLETED FOR THE FOLLOWING ELEMENTS

ACCORDING TO IBC SECTION 1704.

EARTHWORK SHALL BE SPECIAL INSPECTED AS FOLLOWS:

PRIOR TO PLACEMENT OF PREPARED FILL, QUALITY ASSURANCE AGENT

SHALL DETERMINE THE SITE HAS BEEN PREPARED ACCORDING TO THE

GEOTECHNICAL REPORT AND STONE IMPROVEMENT SPECIFICATIONS.

QUALITY ASSURANCE AGENT SHALL DETERMINE FILL MATERIAL AND LIFT

THICKNESSES COMPLY WITH GEOTECHNICAL REPORT

CONCRETE AND ELEMENTS EMBEDDED IN CONCRETE SHALL BE SPECIAL

INSPECTED PRIOR TO, AND DURING, PLACEMENT OF CONCRETE. SPECIAL

INSPECTIONS SHALL INCLUDE THE FOLLOWING:

PERIODIC INSPECTION:

REINFORCING STEEL SIZE AND PLACEMENT

VERIFY USE OF APPROVED MIX DESIGN

AFTER PLACEMENT TO ENSURE ADEQUATE CURING AND WEATHER

PROTECTION PROCEDURES

SURFACE PREPARATION AND DETAILS AT COLD JOINTS, INCLUDING

PLACEMENT OF KEYWAYS

INSPECTION OF CONCRETE FORMWORK, SHORING AND RESHORING

CONTINUOUS INSPECTION:

BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING

PLACEMENT OF CONCRETE

DURING PLACEMENT OF CONCRETE

STRUCTURAL MASONRY SHALL BE SPECIAL INSPECTED ACCORDING TO THE

FOLLOWING:

PERIODIC INSPECTION:

PROPORTIONS OF SITE-PREPARED MORTAR

CONSTRUCTION OF MORTAR JOINTS

SPECIFIED SIZE, LOCATION, GRADE AND TYPE OF REINFORCEMENT

SIZE AND LOCATION OF STRUCTURAL ELEMENTS

TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING DETAILS OF

ANCHORAGE OF MASONRY TO PRIMARY STRUCTURAL SYSTEM

CLEANLINESS OF GROUT SPACE

PROTECTION OF MASONRY DURING HOT AND COLD WEATHER

PLACEMENT.

CONTINUOUS INSPECTION:

PREPARATION OF ANY GROUT SPECIMENS, MORTAR SPECIMENS

AND/OR PRISMS

GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE COMPLIANCE

WITH CODE AND CONSTRUCTION DOCUMENT PROVISIONS.

STRUCTURAL STEEL FABRICATION AND ERECTION SHALL BE SPECIAL INSPECTED

AS FOLLOWS:

PERIODIC INSPECTION:

HIGH-STRENGTH BOLTS, NUTS AND WASHERS ACCORDING TO IBC

SECTION 1704.3.3

SINGLE-PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16"

FLOOR AND ROOF DECK WELDS

STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH

CONSTRUCTION DOCUMENTS INCLUDING MEMBER LOCATIONS,

CONNECTION DETAILS AND ANY OTHER BRACING AND STIFFENING

DETAILS

HEADED STUD WELDING, QUANTITY AND LOCATIONS

CONTINUOUS INSPECTION:

FILLET WELDS GREATER THAN 5/16" AND ALL MULTI-PASS WELDS

GROOVE WELDS, INCLUDING PARTIAL AND COMPLETE PENETRATION

WELDING OF PRIMARY MEMBERS OF MOMENT FRAMES AND THEIR

CONNECTIONS.

COLD-FORMED STEEL FRAMING (EXTERIOR CLADDING STUDS) SHALL BE SPECIAL

INSPECTED AS FOLLOWS:

PERIODIC INSPECTION:

SIZE, GRADE AND LAYOUT OF FRAMING MEMBERS

WELDING OPERATIONS

CONNECTION DETAILS SUCH AS SCREWING, BOLTING, ANCHORING,

BRACING AND HOLD DOWNS.

POST-INSTALLED ANCHORS, INCLUDING BUT NOT LIMITED TO EXPANSION

ANCHORS, ADHESIVE ANCHORS, AND LOW VELOCITY FASTENERS SHALL BE

SPECIAL INSPECTED ACCORDING TO THE RELEVANT ANCHOR CODE EVALUATION

REPORTS.

CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING THE

INSTALLATION OF POST-INSTALLED ANCHORS. SPECIAL INSPECTOR

SHALL VERIFY THE FOLLOWING:

ANCHOR SIZE AND STEEL GRADE

HOLE DIAMETER, LOCATION AND TYPE OF DRILL BIT

COMPLIANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING

HOLE AND ANCHOR CLEANLINESS, AND ADHESIVE APPLICATION

ANCHOR EMBEDMENT DEPTH.

SEE THE IBC AND OTHER CONSULTANTS' DRAWINGS FOR NON-STRUCTURAL

ITEMS REQUIRED TO BE SPECIAL INSPECTED.

1.

2.

3.

4.

5.

6.

7.

8.

A.

B.

A.

B.

A.

B.

A.

B.

A.

A.

1.

2.

3.

4.

5.

1.

2.

1.

2.

3.

4.

5.

6.

7.

1.

2.

1.

2.

3.

4.

5.

1.

2.

3.

1.

2.

3.

1.

2.

3.

4.

US Army Corps of Engineers ®

SHEET ID

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STRUCTURAL ABBREVIATION LIST:

WITH

PLUS/MINUS

CENTERLINE

ON CENTER

ANCHOR BOLT

ARCHITECT or ARCHITECTURAL

BOTTOM

BAR DIAMETER

BUILDING

BEAM

BRACING

BRIDGING

CENTER OF GRAVITY

CAST IN PLACE

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONTINUOUS

COORDINATE

DETAIL

DIAMETER

DRAWING

EACH FACE

EACH WAY

EACH

ELEVATION

ELECTRICAL

ELEVATOR or ELEVATION

EXISTING

EXPANSION

FACE OF

FIRST RISER

FINISH or FINISHED

FLOOR

FOOTING

HOLLOW CORE

HOOK

HORIZONTAL

JOIST BEARING ELEVATION

JOINT

KIPS

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LONG

LONG LEG HORIZONTAL

LONG LEG OUTSTANDING

MIDDLE OF SLAB

MIDDLE OF WALL

MANUFACTURER or

MATERIAL

MECHANICAL

METAL

PRECAST

PRE-STRESSED

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PLUMBING

RADIUS

REINFORCED or REINFORCING

REQUIRED

SLAB ON GRADE

STEPPED FOOTING

SECTION

SHEET

STANDARD

STIRRUP

STEEL

STRUCTURAL

TOP

TOP OF STEEL

TEMPERATURE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WORKING POINT

WELDED WIRE FABRIC

CMU

ELEV.

J.B.E.

K.S.F.

K.S.I.

MANUF.

PSF

PSI

REINF.

U.O.N.

VERT.

W.P.

W.W.F.

S.O.G.

S.F.

SECT.

SHT.

STD.

STIR.

STL.

STRUCT.

T.

T.O.S.

TEMP.

TYP.

M.O.S.

M.O.W.

MATL.

MECH.

MTL.

P.C.

P.S.

PLUMB.

R.

REQD.

FLR.

FTG.

H.C.

HK.

HORIZ.

JT.

K

LG.

LLH

LLO

DET.

DIA.

DWG.

E.F.

E.W.

EA.

EL.

ELEC.

EXIST.

EXP.

F.O.

F.R.

FIN.

B.

B.D.

BLDG.

BM.

BRCG.

BRDG.

C.G.

C.I.P.

CLR.

COL.

CONC.

CONT.

COORD.

w/ o/c

A.B.

ARCH.

MANUFACTURER'S

ACI

ASTM

AMERICAN CONCRETE INSTITUTE

AMERICAN SOCIETY FOR

TESTING AND MATERIALS

CANT. CANTILEVER

Pc PIECE

SCHED. SCHEDULE

GALV.

GD.

GALVANIZED

GRADE

DWL. DOWEL

ENG. ENGINEER

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

BTWN. BETWEEN

SIM. SIMILAR

SL. SLOPE

MAX.

MIN.

MAXIMUM

MINIMUM

N.T.S.

OPP.

NOT TO SCALE

OPPOSITE

D.

DBL.

DIAG.

DEEP or DEPTH

DOUBLE

DIAGONAL

EMB. EMBED or EMBEDMENT

W. WIDE or WIDTH

STIFF. STIFFENER

REF. REFERENCE

PROJ. PROJECTION

EQ. EQUAL

SPA. SPACE

B.E.J. BUILDING EXPANSION JOINT

G.C. GENERAL CONTRACTOR

F.L. FULL LENGTH

ga GAGE

ADJ. ADJACENT

BRG. BEARING

REVISIONREV.

C.J.P. COMPLETE JOINT PENETRATION

LSH

LSV

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

EQUIV. EQUIVALENT

LONG LEG VERTICALLLV

SHORT LEG OUTSTANDINGSLO

POWDER ACTUATED FASTENERPAF

STEEL JOIST INSTITUTES.J.I.

PRE-ENGINEERED BUILDINGP.E.B.

S.D.I. STEEL DECK INSTITUTEE.O. EDGE OF

CONN. CONNECT or CONNECTION

P.T. PRESSURE TREATED

MASONRYMAS.

STRUCTURAL STEEL

ARCHITECTURALLY EXPOSEDAESS

SEISMIC EXPANSION JOINTS.E.J.

A.R. ANCHOR ROD

DECK ASSEMBLY

SLOPED INTEGRAL ROOFS.I.R.D.A.

POST-TENSIONEDP/T

CL

INSULATED CONCRETE FORMICF

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

R

-0

A

FINISHED FIRST FLOOR

TOP OF FOOTING

SECOND FLOOR AND

LOW ROOF FRAMING

ROOF FRAMING

WALL REINFORCING SCHEDULE

WALL MARK

WALL COMPOSITION

B C D

#5 A

T

2" o/ c (V

E R

T

#5 A

T

6" o/ c E

A C

H F

A C

E

V E

R T

#5 A

T

2" o/ c (V

E R

T

#5 A

T

4" o/ c (V

E R

T

#5 A

T

8" o/ c (H

O R

IZ

8" CMU

(E A

C H

W Y

T H

E

E

TOP OF FOOTING

WALL MARK

WALL COMPOSITION

F G

#5 A

T

2" o/ c (V

E R

T

#5 A

T

2" o/ c (V

E R

T

#4 A

T

8" o/ c (V

E R

T

EXIST.

8"±

CMU

FINISHED FIRST FLOOR

SECOND FLOOR AND

LOW ROOF FRAMING

ROOF FRAMING

#5 A

T

8" o/ c E

A C

H F

A C

E

H O

R

IZ

8" CMU

EXPANSION

JOINT

8" ICF 12" ICF

#5 A

T

8" o/ c (H

O R

IZ

8" ICF

#5 A

T

8" o/ c (H

O R

IZ

#5 A

T

8" o/ c (H

O R

IZ

#5 A

T

8" o/ c (H

O R

IZ

BOND

BEAM

BOND

BEAM

8" CMU

BOND

BEAM

#4 A

T

8" o/ c (V

E R

T

N O

T E

F A

N D

G

EXIST.

8"±

CMU

H J

#6 A

T

"o /c

V

E R

T

10" CMU

N O

T E

G

WALL REINFORCING PLAN SCHEDULE NOTES:

A. FOR CONCRETE AND CONCRETE MASONRY NOTES SEE SHEET S-001.

B. FOR TYPICAL CONCRETE MASONRY VERTICAL WALL REINFORCING

DETAILS SEE SHEET S-504. FOR TYPICAL ICF WALL REINFORCING

DETAILS SEE SHEET S-505.

C. FOR PARTITION WALLS NOT INDICATED PROVIDE #4 AT 48"o/c.

D. UNLESS OTHERWISE NOTED, REINFORCING SHALL BE CENTERED IN

MIDDLE OF WALL.

E. SEE RELEVANT PLANS, SECTIONS, DETAILS, AND ELEVATIONS

THROUGHOUT THE DRAWINGS FOR ADDITIONAL VERTICAL WALL

REINFORCING REQUIREMENTS.

F. AT LOCATIONS INDICATED ON PLAN, WALL SHALL BE FULLY

GROUTED FULL HEIGHT OF THE WALL.

G. ADD NEW VERTICAL REINFORCEMENT TO EXISTING CMU WALL.

SEE SHEET S-511 FOR 'TYPICAL EXISITNG MASONRY VERTICAL

WALL REINFORCING DETAILS'.

H. REMOVE FACESHELLS AND REINFORCE WALLS FROM SIDE OF

WALL INDICATED BY THIS NOTE.

J. REMOVE FACESHELLS OF ENTIRE BLOCK AND REINFORCE

VERTICAL CELL PER 'AT EXPOSED TO VIEW CMU WALL DETAIL'

ON SHEET S-511.

K. REMOVE FACESHELLS AND REINFORCE VERTICAL CELL PER

'AT CONCEALED CMU WALL DETAILS' ON SHEET S-511.

L. REMOVE FACESHELLS OF ENTIRE BLOCK AND REINFORCE

ALL CELLS OF PILASTER TO REMAIN AFTER DEMOLITION WITH #

5 AT 8" ON-CENTER PER 'AT EXPOSED TO VIEW CMU

DETAIL' ON SHEET S-511.

M. REINFORCE 8" JAMB BETWEEN WINDOWS WITH 2 - #5 VERTICAL

FOR FULL HEIGHT OF WALL.

F O

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B

E

F

B

F E

E

A

E

E

G

GH

H

H

G

G

G

G

H

G

H

G

G

G

G

G

H

G

G

G

G

J

J

G

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

NOTES H

AND K

G

NOTES H

AND JNOTES H

AND J

NOTES H

AND K

NOTES H

AND J

NOTES H

AND K

NOTES H

AND K

NOTES H

AND K

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

NOTES H

AND J

C

C

NOTE L

N O

T E

L

SEE RELEVANT

FOUNDATION SECTION

FOR REINFORCING

NOTE M

NOTE M

US Army Corps of Engineers ®

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KEY PLAN

NOT TO SCALE

A

B

C

D

E

F

G

H

J

K

1/16" = 1'-0"

WALL REINFORCING PLAN -

AREAS A, B, C AND D

(FOR PLAN NOTES SEE THIS SHEET)

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

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A

A

C

C

C

C

A

C

C

A

A

A A

D

D

D

A A

A

A A A

A

C

A

A

A

A

C

C

C

C

A

C

C

A

C

C

C

E

A

A

A

A

A

A

AA

D

F

C

ABOVE

ELEVATOR

PIT WALLS

C C

C C

NOTE M

NOTE M

NOTE M

NOTE M

NOTE M

NOTE M

NOTE M

NOTE M

US Army Corps of Engineers ®

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A M

1/16" = 1'-0"

WALL REINFORCING PLAN - AREAS E, F, G, H, J AND K

(FOR PLAN NOTES AND LEGEND SEE SHEET S-010)

KEY PLAN

NOT TO SCALE

A

B

C

D

E

F

G

H

J

K

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

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N

M.3

L

9.8

9.8

J

G.3

H

M

D

D.7

F

E

6.4

L.4

K

E.7

5.24.5

B

A

5.9

G

5.3

A'

C

C.5

D.8

E.3

F.1

J.9

L.1

L.3

ED

EC

EB

EA

E1 E2 E3 E4

G.4

G.5

H.5

H.6

6.1

1.5

6.9 7.2 8.1

L.7

M.4

D.2

E.4

3.5 6.7

3.1 3.7

6.2

G.6

H.4

1.6

1.4

EA.8

EC.2

E0.1

L.2

US Army Corps of Engineers ®

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N O

RTA SUBMITTAL

F O

R T

C A

M P

B E

L L

M

ID

D L

E S

C H

O O

L

A M

1" = 20'-0"

DIMENSION PLAN - OVERALL

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

R

-0

5.24.5

BB

A

F O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

F O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

FOR CONTINUATION SEE SHEET S-022

5.3

A'

C

17'-11 3/8" 29'-9 3/8" 6'-5 5/8"

(TYP.)

F.O. BUILDING

(TYP. U.O.N.)

CL COLUMN

(TYP. U.O.N.)

'-8

/4

5"

F.O. EXIST. PRECAST

CONC. WALL

'-1

1"

F.O. EXIST.

PRECAST

CONC. WALL

TO REMAIN

'-5

/8

/8

'-2

/8

'-0

/8

70'-10 3/8"

F.O. ICF WALL

4 7/8"+/-

F.O. BUILDING

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

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D E

S

IG

N E

D B

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S U

B M

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B Y

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K E

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A N

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C O

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2 3 4 5 6 7 8 9 10

F

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D E

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IP

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S-021

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A

F O

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D A

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S A

D L E

R A

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H

IT

E C

T S

C

Y P

R E

S S

A V

E

V

IR

G

IN

IA

B

E A

C H

V

A

E H

I

S T

A F

F

J C

S /D

W S

M

A R

C H

A M

-3

-C W

T S

P R

O J E

C T

N O

RTA SUBMITTAL

F O

R T

C A

M P

B E

L L

M

ID

D L

E S

C H

O O

L

A M

1/8" = 1'-0"

DIMENSION PLAN - AREA A

KEY PLAN

NOT TO SCALE

A

B

C

D

E

F

G

H

J

K

DIMENSION PLAN KEYNOTES

NO. DESCRIPTION

501 FIELD VERIFY DIMENSIONS TO EXISTING STRUCTURE.

502 SEE THE ARCHITECTURAL AND CIVIL DRAWINGS FOR DIMENSIONS TO SITE

WALLS.

503 SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS TO EXISTING WALLS

AND COLUMNS.

504 SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. SEE THE

ARCHITECTURAL DRAWINGS FOR LOCATIONS OF MASONRY CONTROL JOINTS.

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

R

-0

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

FOR CONTINUATION SEE SHEET S-021

FOR CONTINUATION SEE SHEET S-023

5.3

C

C.5

D.8

E.3

F.1

1.5

D.2

E.4

(TYP.)

18'-1 5/16"+/- 12'-7 11/16"+/-

F.O. EXIST. PRECAST

CONC. WALL

1' -1

/2

CL COLUMN

(TYP. U.O.N.)

CL COLUMN AND EXIST.

9"+/- PRECAST CONC.

WALL TO BE DEMOLISHED

F.O. BUILDINGF.O. EXIST. PRECAST

CONC. WALL

'-9

/2

F.O. EXIST. PRECAST

CONC. WALL

1.6

7 1/2"+/-

1/

4"

EXIST. 9"+/- PRECAST CONC.

WALL TO BE DEMOLISHED

1.4

3/

END OF EXIST. 8"+/-

CMU WALL TO REMAIN

CL COLUMN AND

EXIST. 8"+/- CMU WALL

TO BE DEMOLISHED

'-1

7/

8"

'-0

/8

'-8

/4

F.O. EXIST. PRECAST

CONC. WALL

18'-7 3/8"+/-

5"

F.O. EXIST. PRECAST

CONC. WALL

F.O. EXIST.

PRECAST

CONC. WALL

TO REMAIN

4 7/8"+/-

F.O. BUILDING

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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S O

F E

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S U

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2 3 4 5 6 7 8 9 10

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M A

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D E

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IP

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S-022

D

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S

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L A

N

A R

E A

B

F O

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C A

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B E

L L

K

Y L

O U

IS

V

IL

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E D

IS

T

R

IC

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W A

L L E

R T

O D

D A

N D

S A

D L E

R A

R C

H

IT

E C

T S

C

Y P

R E

S S

A V

E

V

IR

G

IN

IA

B

E A

C H

V

A

E H

I

S T

A F

F

J C

S /D

W S

M

A R

C H

A M

-3

-C W

T S

P R

O J E

C T

N O

RTA SUBMITTAL

F O

R T

C A

M P

B E

L L

M

ID

D L

E S

C H

O O

L

A M

KEY PLAN

NOT TO SCALE

A

B

C

D

E

F

G

H

J

K

1/8" = 1'-0"

DIMENSION PLAN - AREA B

(FOR PLAN NOTES S-021)

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

R

-0

FOR CONTINUATION SEE SHEET S-022

FOR CONTINUATION SEE SHEET S-024

F O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

F.1

ED

EC

EB

EA

E1 E2 E3 E4

(TYP.)

1/

4"

1.4

CL COLUMN AND

EXIST. 8"+/- CMU WALL

TO BE DEMOLISHED

'-9

/8

'-0

'-0

21'-0"+/- 21'-0"+/- 10'-9 1/16"+/-

EA.8

EC.2

'-6

E0.1

8' -9

/8

10'-2 7/8"+/-

'-6

CL EXIST. COLUMN

AND F.O. WALL

CL EXIST. COLUMN

(TYP. U.O.N)

F.O. ICF

WALL

US Army Corps of Engineers ®

SHEET ID

U S

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M Y

C O

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S O

F E

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N E

D B

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S U

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B Y

S

IZ

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C H

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K E

D B

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A N

S I D

IS

S

U E

D A

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C O

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R A

C T

N O

P N

O

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2 3 4 5 6 7 8 9 10

F

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B

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D A

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M A

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D E

S C

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IP

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N

S-023

D

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S

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A R

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C

F O

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C A

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B E

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K

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O U

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V

IL

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E D

IS

T

R

IC

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W A

L L E

R T

O D

D A

N D

S A

D L E

R A

R C

H

IT

E C

T S

C

Y P

R E

S S

A V

E

V

IR

G

IN

IA

B

E A

C H

V

A

E H

I

S T

A F

F

J C

S /D

W S

M

A R

C H

A M

-3

-C W

T S

P R

O J E

C T

N O

RTA SUBMITTAL

F O

R T

C A

M P

B E

L L

M

ID

D L

E S

C H

O O

L

A M

KEY PLAN

NOT TO SCALE

A

B

C

D

E

F

G

H

J

K

1/8" = 1'-0"

DIMENSION PLAN - AREA C

(FOR PLAN NOTES S-021)

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

R

-0

FOR CONTINUATION SEE SHEET S-023

O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

L.1

L.3

ED

E1 E2 E3

3.53.1 3.7

'-0

'-4

/1 6"

'-0

'-4

/8

6'-10 1/2"+/- 11'-4" 52'-8" 11'-0" 13'-8" 101'-8" 17'-8"

'-4

F.O. EXIST.

CONC. WALL

F.O. BUILDING

(TYP. U.O.N.)

49'-1 1/8"

1 1/2"+/-F.O. BUILDING

L.2 4" 21'-2 1/16" 20'-5" 11'-8 1/8" 48'-11 3/16"

F.O. ICF

WALL

1' -0

/1

6"

31'-5 1/2"± 17'-1 1/8"± 14'-8 7/8"

CL COLUMN AND

PRECAST CONC.

WALL TO BE

REMOVED

'-0

'-4

F.O. ICF

WALL

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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S O

F E

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A W

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D E

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S U

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2 3 4 5 6 7 8 9 10

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IP

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S-024

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R

IC

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W A

L L E

R T

O D

D A

N D

S A

D L E

R A

R C

H

IT

E C

T S

C

Y P

R E

S S

A V

E

V

IR

G

IN

IA

B

E A

C H

V

A

E H

I

S T

A F

F

J C

S /D

W S

M

A R

C H

A M

-3

-C W

T S

P R

O J E

C T

N O

RTA SUBMITTAL

F O

R T

C A

M P

B E

L L

M

ID

D L

E S

C H

O O

L

A M

KEY PLAN

NOT TO SCALE

A

B

C

D

E

F

G

H

J

K

1/8" = 1'-0"

DIMENSION PLAN - AREA D

(FOR PLAN NOTES S-021)

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

R

-0

7 8

D

D.7

F

E

E.7

G

F O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

F O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

FOR CONTINUATION SEE SHEET S-026

'-0

92'-8"

'-9

/8

'-9

/8

33'-5" 23'-10" 35'-5"

1'-10 7/8"

12'-1 5/8"

2" B.E.J.

'-1

/8

'-8

'-4

F.O. BUILDING

(TYP. U.O.N.)

CL COLUMN

(TYP.)

'-1

/4

'-7

/8

8' -2

/8

'-7

/2

8' -7

'-4

/2

1'-5 5/8"

2" B.E.J.

10'-1"

10'-8"

1'-5 5/8"

1'-5 5/8"

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

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S

D R

A W

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D E

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N E

D B

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S U

B M

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B Y

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C H

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K E

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A N

S I D

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S

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D A

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C O

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N O

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2 3 4 5 6 7 8 9 10

F

E

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D E

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IP

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S-025

D

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F O

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L L E

R T

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D A

N D

S A

D L E

R A

R C

H

IT

E C

T S

C

Y P

R E

S S

A V

E

V

IR

G

IN

IA

B

E A

C H

V

A

E H

I

S T

A F

F

J C

S /D

W S

M

A R

C H

A M

-3

-C W

T S

P R

O J E

C T

N O

RTA SUBMITTAL

F O

R T

C A

M P

B E

L L

M

ID

D L

E S

C H

O O

L

A M

KEY PLAN

NOT TO SCALE

A

B

C

D

E

F

G

H

J

K

1/8" = 1'-0"

DIMENSION PLAN - AREA E

(FOR PLAN NOTES S-021)

ARIMS: 200A Disposition: Maintain for 15yrs after construction

W

2Q R

R

-0

7 8

H

6.4

K

5.9

G

FOR CONTINUATION SEE SHEET S-025

FOR CONTINUATION SEE SHEET S-027

F O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0

F O

R C

O N

T

IN

U A

T

IO

N S

E E

S H

E E

T S

-0 29G.4

G.5

H.5

H.6

6.1 6.9 8.16.76.2

G.6

H.4

5'-11 3/4" 4'-2 15/16" 19'-0 1/8" 31'-9 1/16" 1'-3 5/8" 2'-8"

23'-10" 5'-0 11/16"

'-0

'-1 0"

1'-5 1/4"

2" B.E.J.

6'-10 3/16" 10'-8 11/16"

104'-4"

'-3

/4

1'-5 5/8"

3'-11 5/8"

3'-4"

'-3

/4

'-7

/8

1'-5 5/8"

CL COLUMN (TYP.)