W912QR20R0044_Plans-0002.pdf

INV =261.67

PLAYGROUND AREA

LOUISIANA AVE.

P A

T R

IC

K A

V E

STEAM PIT

ASSUMED

STEAM PIT

ASSUMED

INV = 247.22

INV = 247.32

INV = 247.32

INV = 247.50

INV = 259.23

INV = 261.83

5 INV = 267.91

INV = 268.18

INV = 269.56

INV = 270.79

INV = 271.14

INV = 271.96

INV = 271.97

INV = 272.18

INV = 272.19

INV = 272.79

INV = 272.80

INV = 272.80

INV = 272.97

INV = 272.97

INV = 273.11

INV = 273.12

INV = 273.28

INV = 273.42

INV = 273.43

S D

INV = 273.48

INV = 273.67

RIM EL = 273.73

8"FLOWLINE

INV = 273.97

C

INV = 274.57

INV = 274.74

POLE

WOOD

RIM EL = 275.46

PP#_

TYPE: GUM

SIZE: 12

W

INV = 276.50

INV = 276.50

TYPE: GUM

SIZE: 12

PP#_

S

D

RIM EL = 276.62

W

RIM EL = 276.79

INV = 277.00

W

RIM EL = 277.32

ID: DS1801

SQUARE GRATE

W

W

RIM EL = 278.03

W

RIM EL = 278.20

W

RIM EL = 278.63

W

RIM EL = 279.00

W

WW

W

RIM EL = 279.49

LIGHT POLE

ALUMINUM

W

W

AIR CONDITIONER

W

W

BOTTOM= 262.58'

AIR CONDITIONER

W

W

FFE=281.47

TYPE: OAK

SIZE: 14"

= 277.63

RIM EL

RIM EL = 278.46

INVERT IN CENTER

C

S

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26.25'

23.33'

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1 98765432

®of Engineers

US Army Corps

U .S

A R

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CERTIFIED FINAL

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GENERAL SHEET NOTES

LEGEND

ITEM REMOVAL AS NOTED

LINEAR REMOVAL AS NOTED

SHEET KEYNOTES

AREAS TO BE REMOVED AS NOTED

PAVEMENT TO BE REMOVED

23. POTENTIAL ABANDONED UTILITY; REMOVE AS ENCOUNTERED

DETAIL D8, SHEET CU501 FOR REMOVAL LIMITS

22. REMOVE PAVEMENT FOR DEMOLITION OF UTILITIES; SEE

DETAIL D8, SHEET CU501 FOR REMOVAL LIMITS

21. REMOVE PAVEMENT FOR NEW UTILITY INSTALLATION; SEE

20. REMOVE ABANDONED STEAM PIT; ASSUME 14' DEPTH

19. REMOVE ABANDONED STEAM PIT; ASSUME 5' DEPTH

18. PROTECT EXISTING FACILITY SIGN

17. CUT AND CAP PIPE AT VALVE; SEE DETAIL C8 SHEET CU501

16. REMOVE GAS SERVICE LINE

15. PROTECT BURIED UTILITIES

14. REMOVE STORM PIPE

13. REMOVE CATCH BASIN

12. PROTECT MANHOLE

11. REMOVE ABANDONED STEAM MANHOLE

10. REMOVE GAS METER

9. REMOVE UTILITY POLE

8. REMOVE LIGHT POLE

7. REMOVE AIR CONDITIONER AND BRICK SCREEN WALL

6. REMOVE CURB AND GUTTER

5. REMOVE SIDEWALK TO SUBGRADE

4. REMOVE ASPHALT PAVEMENT SECTION TO SUBGRADE

3. REMOVE TREE; SEE SPECIFICATION SECTION 31 11 00

LOCATION TO PROVIDE A CLEAN TIE-IN.

2. SAWCUT EXISTING ASPHALT ALONG NEW ENTRANCE

ASSOCIATED FEATURES

1. REMOVE BUILDING, STAIRS, LOADING DOCK AND ALL

CONSTRUCTION

SPECIFICATION SECTION 02 83 13.00 06 LEAD IN

LEAD IN CONSTRUCTION STANDARD 29 CFR1926.62. SEE

AND MUST BE HANDLED IN ACCORDANCE WITH THE OSHA

7. ALL PAINTED SURFACES ARE ASSUMED TO CONTAIN LEAD

SECTION 02 82 00 ASBESTOS REMEDIATION.

TO BE HANDLED IN ACCORDANCE WITH SPECIFICATION

6. ALL ASBESTOS CONTAINING MATERIALS (ACM) ARE REQUIRED

CAP VOID USING QUICK SETTING HYDRAULIC CEMENT.

5. WHERE PIPES ARE REMOVED FROM EXISTING MANHOLES,

31 00 00.00 06 EARTHWORK.

PLACED AND COMPACTED FILL PER SPECIFICATION

EDGE SHALL BE REMOVED AND REPLACED WITH PROPERLY

PLANNED BUILDING AND EXTENDING 5' BEYOND THE BUILDING

4. THE UPPER 5' OF EXISTING FILL DIRECTLY BELOW THE

CONSTRUCTION.

AND RELOCATION WILL BE COMPLETED BY OTHERS PRIOR TO

3. REQUIRED SANITARY SEWER AND WATER LINE DEMOLITION

AND CONSTRUCTION.

FOR DEMOLITION SHALL BE PROTECTED DURING DEMOLITION

2. EXISTING UTILITIES AND SITE STRUCTURES NOT IDENTIFIED

UTILITIES.

SHALL BE RESPONSIBLE TO VERIFY ALL EXISTING

1. PRIOR TO ANY AND ALL CONSTRUCTION, CONTRACTOR

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PLAYGROUND AREA

LOUISIANA AVE.

P A

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PP#_

PP#_

W

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.5

39.22'14.25'

6'

12'5'12'

.5

9'

.5

.5

9'

15.67'

24.93'

.7

18.93'

.5

25.34'

.7

49.6'

.3

.3

58.73'

61.05'

.2

10'

6'

6'

25'

3.27' 2.27'

9.45' 10.41'

R

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20'

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5' R

5'

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46'

R

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2'

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5' R

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16.25'

13.67'

31.81'

25'

28.97'

.8

30.26'

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Sta. 0+00.00

POB

Sta. 1+78.32

POE

S ta .0

P O

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P O

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CL POV LOT

Sta. 0+00.00

POB

Sta. 0+83.61

POE

ENTRANCE

CL WEST

TYP.

TYP.

TYP.

TYP.

TYP.

NEW BUILDING 3744

BUILDING 3745

LOOP

CL ACCESS

SUBMERGED GRAVEL

WETLAND; SEE CG101

11111111

A

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2A 2B

2C

2D 2E

2F

2G

2H

2I

2J

2K

2L 2M

GENERAL SHEET NOTES

SHEET KEYNOTES

LEGEND

UNLESS OTHERWISE NOTED.

3. SPOT COORDINATES ARE TO THE EDGE OF PAVEMENT

NOTED.

ARE TO THE EDGE OF PAVEMENT UNLESS OTHERWISE

2. ALL DIMENSIONS ARE IN US SURVEY FEET. DIMENSIONS

1. SEE VA101 FOR CONTRACTOR WORK LIMITS

SIGN; USE AS NOTED

ASPHALT PAVEMENT

CONCRETE PAVEMENT; USE AS NOTED

REQUIREMENTS

SHEET CU501 FOR PAVING LIMITS AND BACKFILLING

EXISTING; SEE SHEET SHEET CD101 AND DETAIL D8

16. REPLACE PAVEMENT. MATCH SECTION AND GRADE OF

15. OXYGEN STORAGE AREA; SEE ARCHITECTURAL PLANS

14. CONCRETE PAVEMENT; SEE STRUCTURAL DRAWINGS

13. DUMPSTER PAD; SEE DETAIL A2, SHEET CS502

DETAIL C4, SHEET CS501

12. PARALLEL HANDICAP ACCESSIBLE RAMP; SEE

11. BOLLARD; SEE DETAIL C9, SHEET CS502

A5, SHEET CS502

10. REINFORCED CONCRETE PAD; SEE DETAIL

F4, SHEET CS502

9. TIE-IN TO EXISTING PAVEMENT; SEE DETAIL

F6, SHEET CS502

8. NO PARKING AREA STRIPING; SEE DETAIL

SHEET CS502

7. PARKING SPACE STRIPING; SEE DETAIL F9,

SHEET CS501

6. RESERVED ADA PARKING SIGN; SEE DETAIL A2,

A7, SHEET CS501

5. HANDICAP ACCESSIBLE PARKING; SEE DETAIL

SEE DETAIL B2, SHEET CS502

4. PLAIN CONCRETE SIDEWALK, WIDTH AS SHOWN

RAMP; SEE DETAIL A4, SHEET CS501

3. PERPENDICULAR HANDICAP ACCESSIBLE

2. CURB AND GUTTER; SEE DETAIL B7, SHEET CS502

1. ASPHALT PAVEMENT; SEE DETAIL A8, SHEET CS502

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BLDG

FROM

SECTION 1

NOTES:

FINISHED GRADE

BUILDING WALL

FOOTING

TRANSITIONAL COUPLING

MANUFACTURER'S STANDARD

CLEANOUT

FINISHED GRADE

OR APPROVED EQUAL)

FRAME (NEENAH R-1974-A

CAST IRON COVER AND

CONCRETE BASE

6" THICK (MIN.)

6" 45° PVC BEND

12" X 6" 45° PVC WYE

4" DIA. PVC PIPE

4" X 6" PVC ENLARGER

2 EACH 6" 45° PVC ELBOWS

6" 45° PVC BEND

PVC WYE

12" X 6" 45°

6" 45° PVC BEND

ROOF DRAIN PIPE

6" DIA. PVC

PVC WYE

12" X 6" 45°

PIPE

STORM DRAIN

12" DIA. PVC

AS PIPE SERVED

TO BE SAME SIZE

DIA. PVC PIPE

(2) 45° PVC BENDS

DRAIN LINES AS INDICATED.

STORM DRAIN LINES AND AT EACH 90 DEGREE TURN IN STORM

1. STORM DRAIN CLEANOUTS SHALL BE INSTALLED AT THE END OF

0.6% MIN.

A6

ROOF DRAIN LEADER

NTS

DOWNSPOUT

CAST IRON DOWNSPOUT SHOE

1 2 4 5 67893 10

NTS

E6

ROOF DRAIN CLEANOUT

STORM DRAIN PIPE

12" DIA. SCH. 80 PVC

ROOF DRAIN PIPE

6" DIA. SCH. 80 PVC

STORM DRAIN PIPE

12" DIA. SCH. 80 PVC

ROOF DRAIN PIPE

6" DIA. SCH. 80 PVC

PLAN

NTS

A3

MARYLAND TYPE G ENDWALL

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6" PIPE

TO SANITARY

SEWER

INCREASER

FINISHED

PAVEMENT

12" 12"

2'-0"x2'-0"

CONCRETE PAD

4" THICK

BUILDING WASTE

PVC PIPE

(2'-0" SECTION)

6" PVC

4" PVC

4" PVC

(1/16 BEND)

IRON BODY

FERRULE

WITH PVC

SCREW PLUG

PVC BRANCH

PIPE

MANHOLE

NTS

A8

CLEANOUT DETAIL

NTS

A5

MANHOLE CONNECTION

1 2 4 5 67893 10

NTS

C8

UTILITY PIPE CAPPING

NTS

D8

UTILITY TRENCH

NOTES:

1. ALLOWS FOR CHANGE OF DIRECTION

AND CHANGE OF DEPTH AT CLEANOUT.

2. CLEANOUT LOCATED A MINIMUM OF 3'-0"

FROM THE BUILDING.

NTS

B5

SERVICE LINE MANHOLE CONNECTION

PIPE CONNECTIONS TO BE SEALED

WITH NON-SHRINK GROUT TO MAKE

A WATERTIGHT CONNECTION

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STOP

STOP

SPEED

LOUISIANA AVE.

'-0

40' - 0" 40' - 0" 40' - 0"

SIZE: 1.5" DIAMETER

TYPE: CERCIS CANADENSIS-

EASTERN REDBUD

SIZE: 12" DIAMETER

TYPE: GUM

SIZE: 14" DIAMETER

TYPE: OAK

SIZE: 1.75" DIAMETER

TYPE: TILIA CORDATA -

LITTLELEAF LINDEN

SIZE: 1.75" DIAMETER

TYPE: TILIA CORDATA -

LITTLELEAF LINDEN

SIZE: 2" DIAMETER

TYPE: GLEDITISA TRIACANTHOS

VAR INERMIS - THORNLESS

HONEYLOCUST

LANDSCAPE LEGEND

EXISTING TREE TO REMAIN

EXISTING TREE TO BE DEMOLISHED

NEW TREE TO BE PLANTED

US Army Corps of Engineers ®

SHEET ID

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GENERAL NOTES

1. GENERAL NOTES SHALL APPLY UNLESS NOTED OTHERWISE IN THE CONTRACT

DOCUMENTS, INCLUDING PLANS, DETAILS, OR SPECIFICATIONS. USE TYPICAL

DETAILS WHERE APPLICABLE. SEE SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS.

2. USE THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DISCIPLINES.

COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED TO, THE

REQUIREMENTS FOR SLEEVES, INSERTS, HOLES, HANGERS, AND ANCHORS.

3. DO NOT SCALE THE DRAWINGS.

4. VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO CONSTRUCTION. REPORT

DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE

CONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE

AFFECTED.

5. DURING THE BIDDING PHASE, THE CONTRACTOR SHALL SUBMIT A REQUEST FOR

INTERPRETATIONS OF CONFLICTS OR DISCREPANCIES. IF NO REQUEST IS MADE,

ALL PROVISIONS WILL BE ASSUMED TO BE INCLUDED IN THE BID. THE CONTRACTING

OFFICER SHALL DETERMINE WHICH PROVISION GOVERNS AND THE CONTRACTOR

SHALL PERFORM THE WORK AT NO ADDITIONAL COST TO THE GOVERNMENT.

6. NOTIFY THE CONTRACTING OFFICER OF ANY DISCREPANCIES ON THE STRUCTURAL

DRAWINGS OR BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS

(ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, ETC.) PRIOR TO

PROCEEDING WITH CONSTRUCTION.

7. DETAILS NOT SPECIFICALLY INDICATED SHALL BE SIMILAR TO DETAILS SHOWN FOR

SIMILAR CONDITIONS.

8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE SAFETY OF PERSONS

AND PROPERTY DURING CONSTRUCTION.

9. SLABS ON GRADE ARE DESIGNED PER THE DESIGN CRITERIA LISTED ON THE

DRAWINGS. THE CONTRACTOR SHALL PROVIDE SIGNED AND STAMPED

CALCULATIONS FOR LOADS THAT OCCUR DURING CONSTRUCTION EXCEEDING THOSE

LISTED ON THE DRAWINGS. THE CONTRACTOR SHALL SUBMIT SIGNED AND STAMPED

CALCULATIONS FOR CONSTRUCTION LOADS PRIOR TO COMMENCEMENT OF WORK.

10. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR MEANS AND METHODS TO

CONSTRUCT THE STRUCTURE, INCLUDING, BUT NOT LIMITED TO, VERIFICATION OF

LOAD CAPACITY OF THE STRUCTURE, NEW OR EXISTING, TO SUPPORT CONSTRUCTION

ACTIVITIES, EQUIPMENT, ETC. AND LIMITING THE AMOUNT OF CONSTRUCTION LOAD

IMPOSED ON THE STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT EXCEED

THE DESIGN CAPACITY OF THE FRAMING AT THE TIME THE LOADS ARE IMPOSED.

DAMAGE TO THE STRUCTURE CAUSED BY CONSTRUCTION ACTIVITIES SHALL BE

CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE GOVERNMENT.

TEMPORARY CONSTRUCTION MATERIAL SHALL REMAIN THE PROPERTY OF THE

CONTRACTOR AFTER COMPLETION OF THE PROJECT.

11. THE STRUCTURE IS DESIGNED ONLY TO FUNCTION AS A UNIT UPON COMPLETION OF

CONSTRUCTION. THE STRUCTURE IS DEPENDENT UPON DIAPHRAGM ACTION OF THE

ROOF DECK AND THE DIAPHRAGM ATTACHMENT TO THE FRAMES FOR STABILITY

AND RESISTANCE TO WIND FORCES. PROVIDE ALL BRACING REQUIRED TO PROPERLY

CONSTRUCT THE BUILDING UNTIL THE STRUCTURE IS COMPLETE AND CAPABLE OF

PROVIDING LATERAL STABILITY.

12. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS.

SHOP DRAWINGS SHALL BE CHECKED, APPROVED, AND STAMPED BY THE

CONTRACTOR PRIOR TO SUBMISSION.

13. NON-STRUCTURAL ELEMENTS OF THE BUILDING (ARCHITECTURAL FINISHES, MASONRY

VENEER AND ASSOCIATED TIES, INSULATION, SHEATHING, DUCTWORK, PIPING, ETC.)

ARE TYPICALLY NOT SHOWN ON THE STRUCTURAL DRAWINGS. WHERE NON-

STRUCTURAL ELEMENTS ARE SHOWN ON THE STRUCTURAL DRAWINGS, THEY ARE

SHOWN FOR REFERENCE AND DESIGN INTENT ONLY. NON-STRUCTURAL ELEMENTS

SHALL BE CONSTRUCTED AS SHOWN ON THE OTHER DISCIPLINE DRAWINGS.

14. ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS ARE IDEALIZED. ELEVATIONS ARE

BASED ON DECK THICKNESS AND SLOPES SHOWN ON DRAWINGS.

15. WALL OPENINGS AND TERMINATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE

FOR REFERENCE ONLY. WALL TERMINATIONS AND OPENING JAMBS, HEADS, AND SILLS

SHALL BE CONSTRUCTED PER THE ARCHITECTURAL DRAWINGS.

16. DO NOT PENETRATE STRUCTURAL MEMBERS WITH PIPES, CONDUIT, OR OTHER NON-

STRUCTURAL COMPONENTS UNLESS APPROVED BY THE CONTRACTING OFFICER OR

NOTED OTHERWISE.

17. USE MOST RECENT VERSION OF REFERENCED AMERICAN SOCIETY FOR TESTING AND

MATERIALS (ASTM) STANDARD UNLESS NOTED OTHERWISE IN THE REFERENCED

UFC, IBC, OR SPECIFICATIONS.

DESIGN CRITERIA

1. IN ACCORDANCE WITH IBC 2015 AND ASCE 7-10 AS MODIFIED BY UFC 1-200-01 AND

UFC 3-301-01.

2. DEAD LOADS: ACTUAL MATERIAL WEIGHTS PLUS ALLOWANCES.

3. LIVE LOADS

ROOF 20 PSF

FLOOR 100 PSF

MECH STORAGE 125 PSF

NOTE: LIVE LOAD REDUCTION WAS NOT USED FOR THE DESIGN OF THIS STRUCTURE

4. SNOW LOADS

GROUND SNOW LOAD Pg = 25 PSF IMPORTANCE FACTOR Is = 1.0 SNOW EXPOSURE FACTOR Ce = 0.9

THERMAL FACTOR

MAIN BUILDING Ct = 1.1 CANOPIES Ct = 1.2

ROOF SLOPE FACTOR Cs = 1.0 FLAT-ROOF SNOW LOAD (Pf = 0.7CeCtIsPg ≥ I Pg)

MAIN BUILDING Pf = 20 PSF CANOPIES Pf = 20 PSF

SLOPED-ROOF SNOW LOAD (Ps = CsPf) MAIN BUILDING Ps = 20 PSF CANOPIES Ps = 20 PSF

UNBALANCED SNOW SEE SHEET S-004

5. WIND LOADS

ULTIMATE WIND SPEED Vult = 115 MPH NOMINAL DESIGN WIND SPEED Vall = 89 MPH

RISK CATEGORY CATEGORY = II

WIND EXPOSURE CATEGORY CATEGORY = C

GUST EFFECT FACTOR FACTOR = 0.85

INTERNAL PRESSURE COEFFICIENTS

MAIN BUILDING GCpi = ± 0.18 CANOPIES GCpi = ± 0

WIND COMPONENTS AND CLADDING SEE SHEET S-004

6. SEISMIC LOADS

LOCATION PRINCE GEORGE,

MARYLAND

RISK CATEGORY CATEGORY= II

MAPPED SHORT PERIOD RESPONSE ACCELERATION Ss = 0.117g MAPPED 1 SECOND PERIOD RESPONSE ACCELERATION S1 = 0.050g

SITE CLASS CLASS = E

DESIGN SHORT PERIOD SPECTRAL RESPONSE COEF. Sds = 0.195 DESIGN 1 SECOND PERIOD SPECTRAL RESPONSE COEF. Sd1 = 0.117

SEISMIC DESIGN CATEGORY CATEGORY = B

BASIC SEISMIC-FORCE-RESISTING-SYSTEM:

STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR

SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR R = 3.0

SEISMIC RESPONSE COEFFICIENT Cs = 0.065 DESIGN BASE SHEAR V = 55 kips

ANALYSIS PROCEDURE

EQUIVALENT LATERAL FORCE METHOD

7. ENVIRONMENTAL SEVERITY CLASSIFICATION C3

8. DIAPHRAGM DESIGN

ROOF FLEXIBLE

FOUNDATION NOTES

1. THE FOUNDATIONS ARE DESIGNED BASED ON RECOMMENDATIONS INCLUDED IN

THE GEOTECHNICAL INVESTIGATION REPORT PREPARED BY THE US ARMY CORPS

OF ENGINEERS, LOUISVILLE DISTRICT, DATED FEB 2020.

2. THE CONTRACTOR SHALL RETAIN A GEOTECHNICAL ENGINEER LICENSED IN THE

STATE OF MARYLAND TO PROVIDE OBSERVATION AND TESTING SERVICES DURING

THE GRADING AND FOUNDATION PHASE OF CONSTRUCTION PER THE EARTHWORK

SPECIFICATIONS. INSPECTING AND TESTING REPORTS SHALL BE SUBMITTED TO THE

GOVERNMENT FOR REVIEW.

3. ALL EXISTING GRADE BEAMS AND SHALLOW FOUNDATION SHALL BE REMOVED IN

THEIR ENTIRETY. THE UPPER 5 FEET OF SOIL DIRECTLY BELOW THE PLANNED

BUILDING AND EXTENDING 5 FEET BEYOND THE BUILDING EDGE SHALL BE REMOVED

AND REPLACED WITH CONTROLLED STRUCTURAL FILL PER 31 00 00.00 06

EARTHWORK SPECIFICATION. EXISTING DRILLED SHAFTS SHALL BE CUTOFF TO A

DEPTH OF 5 FEET BELOW THE FINISHED FLOOR ELEVATION IN A MANNER THAT DOES

NOT RESULT IN UNACCEPTABLE DISTURBANCE TO THE SURROUNDING SOILS PER

THE CONTRACTING OFFICER, UNLESS THE DISTURBED SOILS ARE RECOMPACTED

PER 31 00 00.00 06 EARTHWORK SPECIFICATION.

4. INTERIOR SLABS ON GRADE SHALL BE PLACED OVER A 15 MIL VAPOR BARRIER OVER

A 6" MINIMUM THICKNESS CAPILLARY BREAK AGGREGATE BLANKET.

5. DO NOT ALLOW AGGREGATE BLANKET BELOW FLOOR SLAB TO BECOME SATURATED

DURING CONSTRUCTION. PREVENT WATER INFILTRATION INTO SUBGRADE.

6. SURFACE RUNOFF SHALL BE DIRECTED AWAY FROM FOUNDATION EXCAVATIONS

AND IS NOT PERMITTED TO POND WITHIN THE BUILDING FOOTPRINT.

7. LOWER THE PERCHED GROUNDWATER BY AN ACCEPTABLE DEWATERING SYSTEM.

THE GROUNDWATER LEVEL SHALL BE MAINTAINED CONTINUOUSLY A MINIMUM OF

2'-0" BELOW THE EXCAVATION WHEN EXCAVATIONS APPROACH THE GROUND

WATER LEVEL.

8. PREPARE SUBGRADE FOR SLABS ON GRADE PER THE EARTHWORK

SPECIFICATIONS.

9. CONDUIT SHALL BE LOCATED BELOW THE BOTTOM OF SLABS ON GRADE UNO.

ENCASE UNDERSLAB CONDUIT WITH FLOWABLE FILL (LEAN CONCRETE) UP TO THE

BOTTOM OF SLAB ELEVATION.

10. COORDINATE UNDERGROUND UTILITIES PRIOR TO THE START OF FOUNDATION

EXCAVATIONS. COORDINATE WITH UTILITY COMPANIES FOR ANY SHUT-OFF

REQUIREMENTS OF ACTIVE LINES.

11. OPEN FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE

LICENSED GEOTECHNICAL ENGINEER RETAINED BY THE CONTRACTOR PRIOR TO

PLACING CONCRETE.

12. EARTH-FORMED FOOTINGS ARE NOT ALLOWED.

13. PLACE FOUNDATION CONCRETE ON THE SAME DAY OF THE FOUNDATION

EXCAVATIONS. LEAN CONCRETE (500 PSI) MUD MAT SHALL BE PLACED OVER THE

PREPARED BEARING MATERIALS IF EXCAVATION MUST REMAIN OPEN DURING

INCLEMENT WEATHER OR OVERNIGHT. PROTECT FOUNDATION EXCAVATIONS FROM

STANDING WATER AND COLLAPSE.

14. THE MINIMUM DEPTH TO THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE 36 INCHES

BELOW FINISHED FLOOR.

15. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADE.

16. SEE ARCHITECTURAL AND CIVIL/SITE DRAWINGS FOR CONTOUR AND LAYOUT OF

SIDEWALKS AND PAVEMENT. SLOPE EXTERIOR CONCRETE AWAY FROM BUILDING

PER THE CIVIL/SITE DRAWINGS.

DRILLED SHAFT NOTES

1. ELEVATIONS NOTED ARE TO APPROXIMATE BOTTOM OF DRILLED SHAFT

FOUNDATIONS. DEPTHS ARE FOR BASE BID PURPOSES ONLY. ACTUAL DEPTH

BEARING MAY VARY BASED ON LOCAL SITE CONDITIONS.

2. FINAL BEARING ELEVATION SHALL BE ADJUSTED TO MEET THE FOLLOWING

CRITERIA:

A. STRATA AT BOTTOM OF DRILLED SHAFT SHALL HAVE A BEARING

CAPACITY OF 3,000 PSF. IF BEARING STRATA VARIES BY MORE THAN 2'-0"

FROM PLAN ELEVATION, NOTIFY CONTRACTING OFFICER PRIOR TO

PLACING CONCRETE.

B. DRILLED SHAFT DEPTHS SPECIFIED ON DRAWINGS S-102 AND S-103 ARE

FOR BIDDING PUROSES. DRILLED SHAFTS SHALL BE EXTENDED TO A

DEPTH REQUIRED TO ACHIEVE THE SPECIFIED BEARING CAPACITY.

BEARING CAPACITY SHALL BE VERIFIED BY THE CONTRACTORS

GEOTECHNICAL ENGINEER. IF REQUIRED DEPTH DEVIATES FROM THE

VALUES SPECIFIED ON DRAWINGS S-102 AND S-103 BY MORE THAN 30%

NOTIFY CONTRACTING OFFICER PRIOR TO PROCEEDING WITH

INSTALLATION. DRILLED SHAFTS SHALL BE PROPERLY SEATED INTO

NATURAL UNDISTURBED SANDS AND SO THAT SIDE WALLS ARE FREE

FROM SOIL INCLUSIONS OR VOIDS, AND VERIFIED BY THE CONTRACTOR'S

GEOTECHNICAL ENGINEER PER SPECIFICATION 31 63 29.

3. ALL DRILLED SHAFTS SHALL BE INSTALL PER THE CONTRACTORS APPROVED

DRILLED SHAFT INSTALLATION PLAN.

4. ALL DRILLED SHAFTS SHALL BE FILLED WITH 4,000 PSI CONCRETE (28 DAY

STRENGTH). NO CONCRETE SHALL BE PLACED UNTIL THE DRILLED SHAFT HAS

BEEN INSPECTED AND APPROVED. AN ACCURATE VOLUME CHECK OF

CONCRETE PLACED IN EACH DRILLED SHAFT SHALL BE MADE BY THE

CONTRACTOR AS A CHECK TO VERIFY THE FINAL DIMENSIONS OF THE DRILLED

SHAFT. CONCRETE SHALL BE PLACED THE SAME DAY AS THE FINAL CLEANOUT

OF THE EXCAVATION.

5. CENTERLINES OF ALL DRILLED SHAFTS SHALL BE CHECKED FOR CONFORMANCE

TO SPECIFICATION PRIOR TO PLACING CONCRETE. ANY DEVIATION FROM THE

ACCEPTABLE INSTALLATION TOLERANCES SHALL BE REPORTED TO THE

CONTRACTING OFFICER AND NO CONCRETE SHALL BE PLACED UNTIL

AUTHORIZED BY THE CONTRACTING OFFICER. ANY CORRECTIVE MEASURES

REQUIRED BECAUSE OF MISALIGNMENT BEYOND THE PERMISSIBLE TOLERANCE

IS THE RESPONSIBILITY OF THE CONTRACTOR.

6. THE LOCATION OF EXISTING SEWER AND UNDERGROUND UTILITIES SHALL BE

VERIFIED PRIOR TO THE DRILLING OF DRILLED SHAFTS. IF EXISTING UTILITIES ARE

TO REMAIN IN PLACE, PROVIDE PROTECTION DURING DRILLED SHAFT

OPERATIONS. IF NEW DRILLED SHAFTS AS SHOWN ON PLAN WILL ENCROACH

UPON THOSE EXISTING STRUCTURES, THE CONTRACTOR SHALL CONTACT THE

CONTRACTING OFFICER FOR DIRECTION PRIOR TO PLACING DRILLED SHAFTS.

7. LOCATION OF EXISTING FOUNDATIONS AS SHOWN ON THE DRAWINGS ARE

APPROXIMATE. FIELD VERIFY. SEE GEOTECHNICAL REPORT AND CIVIL DRAWINGS

FOR DEMOLITION AND ADDITIONAL DETAILS.

8. IF GROUND WATER IS ENCOUNTERED DURING DRILLED SHAFT CONSTRUCTION,

CASE AND DEWATER SHAFTS PRIOR TO INSPECTION AND CONCRETE

PLACEMENT, OR ALLOW THE WATER TO STABILIZE AND TREMIE CONCRETE IN-

PLACE MAINTAINING A MINIMUM OF 5 FEET OF HEAD ABOVE THE TREMIE BOTTOM

AND GROUDWATER ELEVATION.

9. ELEVATIONS SHOWN ON PLAN ARE APPROXIMATE BEARING ELEVATIONS (NOT

TOP OF ROCK) WITH THE DEPTH OF THE EMBEDMENT INCLUDED. ADEQUATE

BEARING MAY BE AT LOWER ELEVATIONS (AS DETERMINED BY THE

GEOTECHNICAL ENGINEER). THE CONTRACTOR WILL NOT BE COMPENSATED

FOR UNNECESSARY EXCAVATION OF ADEQUATE BEARING MATERIAL TO ACHIEVE

ELEVATIONS SHOWN ON THE PLAN. ADJUSTMENTS TO PAYMENT WILL BE MADE

FROM THE BASE BID LUMP SUM BASED ON UNIT PRICES. UNIT PRICES FOR

ADDITIVE AND DEDUCTIVE ADJUSTMENTS SHALL BE THE SAME.

STRUCTURAL CONCRETE

1. STRUCTURAL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE

AMERICAN CONCRETE INSTITUTE (ACI) 2014 "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" (ACI 318), 2014 "SPECIFICATIONS FOR STRUCTURAL

CONCRETE" (ACI 303), AND 2004 "ACI DETAILING MANUAL" (ACI SP-66).

2. CAST-IN-PLACE CONCRETE FOR SLAB ON GRADE AND FOUNDATION GRADE BEAMS

SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 4,000 PSI.

CAST-IN-PLACE CONCRETE FOR DRILLED SHAFT FOUNDATIONS SHALL ATTAIN A

MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 4,000 PSI.

3. CONCRETE DENSITY SHALL BE NORMAL WEIGHT FOR FOUNDATIONS AND SLAB ON

GRADE (SOG).

4. CONCRETE REINFORCEMENT SHALL BE STEEL DEFORMED BARS CONFORMING TO

ASTM A615, GRADE 60, EXCEPT WHERE WELDING REINFORCEMENT IS INDICATED.

WELDED REINFORCEMENT SHALL CONFORM TO ASTM A706, GRADE 60.

5. SHOP FABRICATE BENDS AND HOOKS. DO NOT FIELD BEND.

6. PROVIDE SUPPORTS FOR REINFORCEMENT AS NEEDED. WELDED WIRE

REINFORCEMENT SHALL BE SUPPORTED AT 2'-0" ON CENTER, EACH DIRECTION

MINIMUM. PROVIDE PLASTIC, PLASTIC-COATED (NOT PLASTIC TIPPED), OR STAINLESS

STEEL CHAIRS FOR CONCRETE EXPOSED TO VIEW.

7. CONCRETE REINFORCEMENT FOR SLABS ON GRADE SHALL BE LOCATED IN THE

MIDDLE THIRD OF THE SLAB UNLESS NOTED OTHERWISE AND BE POSITIVELY AND

CONTINUOUSLY SUPPORTED. SUPPORT SHALL BE MAINTAINED PRIOR TO AND

DURING CONCRETE PLACEMENT.

8. CONCRETE REINFORCEMENT SHALL BE CONTINUOUS. SPLICES SHALL BE MADE BY

LAPPING WITH CLASS B LAPS PER ACI 318.

9. BEND HORIZONTAL WALL AND FOOTING AND GRADE BEAM REINFORCEMENT 1'-0"

AROUND CORNERS OR PROVIDE CORNER BARS WITH 2'-0" LAP.

10. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE IN ACCORDANCE WITH

ACI 318 AND UFC 3-301-01:

A. CONCRETE CAST AGAINST EARTH

1. SLAB-ON-GRADE

W31 OR D31 WIRE, AND SMALLER 1.5"

2. OTHER 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER 3"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER

1. SLABS, JOISTS, AND WALLS

#11 BAR AND SMALLER 1"

2. BEAMS, COLUMNS, PEDESTALS, AND TENSION TIES 2"

11. PROVIDE STANDARD HOOKS WITH 90 DEGREE BENDS AND EXTEND A MINIMUM OF 12

BAR DIAMETERS IN LENGTH. STIRRUPS, TIES, AND 180 & 135 DEGREE HOOKS SHALL

CONFORM TO ACI 318.

12. PROVIDE 1/2" THICK JOINT FILLER MATERIAL WHERE SLABS ON GRADE ABUT

CONCRETE, MASONRY, OR STEEL VERTICAL SURFACES.

13. EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED AND

SECURELY MAINTAINED IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

14. SPREAD CONCRETE REINFORCEMENT AT SLEEVES, ANCHORS, RECESSES AND

OTHER EMBEDDED ITEMS WHERE BAR SPACING WILL NOT EXCEED 1.5 TIMES THE

NORMAL SPACING. DO NOT CUT REINFORCEMENT TO FACILITATE PLACEMENT OF

EMBEDDED ITEMS.

#3

1. FOR CLASS 'A' SPLICE (PERMITTED ONLY WHEN NOT MORE THAN HALF THE

BARS SPLICED & SPLICES STAGGERED BY THE DISTANCE OF SPLICE LENGTH),

USE SAME AS ' Ld' = TENSION DEVELOPMENT LENGTH TABLE.

2. TOP BARS ARE DEFINED AS ANY HORIZONTAL BAR WITH MORE THAN 12" OF

FRESH CONCRETE CAST BELOW THE SPLICED BARS.

3. INCREASE LAP LENGTHS AS FOLLOWS (INCREASES ARE ACCUMULATIVE):

A. BAR SPACING LESS THAN 2 BAR DIAMETERS +50%

B. LIGHTWEIGHT CONCRETE +35%

C. EPOXY-COATED TOP BARS +20%

D. EPOXY-COATED OTHER BARS +50%

(GRADE 60 UNCOATED BARS - NORMAL WEIGHT CONCRETE)

TENSION LAP SPLICES - CLASS B

BAR SIZE

#4

#5

#6

#7

#8

#9

#10

#11 f'c= 3,000 psi f'c= 4,000 psi f'c= 5,000 psi

1'-10" 1'-7" 1'-6" 1'-5"

2'-5" 2'-1" 2'-0" 1'-11"

3'-0" 2'-7" 2'-6" 2'-4"

3'-7" 3'-1" 2'-11" 2'-10"

5'-3" 4'-6" 4'-3" 4'-1"

6'-0" 5'-2" 4'-11" 4'-8"

6'-9" 5'-10" 5'-6" 5'-3"

7'-6" 6'-6" 6'-1" 5'-9"

8'-2" 7'-1" 6'-8" 6'-4"

15. PROVIDE 3/4" CHAMFER AT EXPOSED CONCRETE EDGES OR WHERE CHAMFER

INDICATED.

16. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE. COAT

ALUMINUM WITH COATING CONFORMING TO ASTM D1187, ASPHALT-BASE

EMULSION, TO PREVENT ALUMINUM-CONCRETE REACTION AND ELECTROLYTIC

ACTION BETWEEN ALUMINUM AND STEEL.

17. PROVIDE FOUNDATION DOWELS FOR WALLS, PIERS, AND COLUMNS. MATCH SIZE

AND SPACING OF VERTICAL STEEL.

18. PRIOR TO PLACEMENT OF CONCRETE, SUBMIT JOINT LAYOUTS TO THE

CONTRACTING OFFICER FOR APPROVAL. CONSTRUCTION JOINTS SHALL BE

POSITIONED TO PREVENT CHANGE IN STRUCTURAL DESIGN REQUIREMENTS.

LOCATE CONSTRUCTION JOINTS IN CONCRETE FLOORS SO LESS THAN 10,000 SF

OF CONCRETE IS POURED IN A SINGLE POUR AND THE MAXIMUM LENGTH OF

POUR DOES NOT EXCEED 100'-0". RATIO OF LENGTH TO WIDTH OF PANELS SHALL

NOT EXCEED 1.5.

19. SEAL THE VAPOR BARRIER OR WATERPROOFING SYSTEM TO PIPES AND

CONDUITS AT ALL PENETRATIONS THROUGH FLOOR SLABS AND FOUNDATION

WALLS.

20. SEE ARCHITECTURAL DRAWINGS FOR TYPE AND LOCATION OF FLOOR FINISHES,

FLOOR DEPRESSIONS, AND CURBS.

21. SEE MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS FOR ADDITIONAL

SLAB PENETRATIONS, INSERTS, AND EMBEDDED ITEMS.

22. EXPOSED CONCRETE SUBJECTED TO FREEZE/THAW SHALL HAVE CEMENT

CONTENT OF 6 SACKS PER YARD MINIMUM, WATER/CEMENT RATIO OF 0.40

MAXIMUM, AND ENTRAINED AIR OF 6% ± 1%.

23. LAP SPLICES:

A. LAP COMPRESSION SPLICES 30 BAR DIAMETERS OF LARGER BAR.

B. LAP TENSION SPLICES PER THE FOLLOWING TABLE AND MODIFY LENGTHS

AS NOTED:

f'c= 4,500 psi

STRUCTURAL STEEL

1. STRUCTURAL STEEL DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) 2010 "SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS" (AISC 360) AND 2010 "CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (AISC 303).

2. MATERIALS AND SHAPES.

a. WIDE FLANGE SHAPES SHALL BE ASTM A992, GRADE 50.

b. MISCELLANEOUS SHAPES, CHANNELS, ANGLES, AND PLATES SHALL BE

ASTM A36.

c. STRUCTURAL STEEL TUBING SHALL BE ASTM A500, GRADE B.

d. WELDING ELECTRODES SHALL BE E70XX EXCEPT WHERE OTHER ELECTRODES

ARE REQUIRED FOR COMPATIBILITY WITH MATERIAL BEING WELDED.

e. ANCHOR RODS SHALL BE ASTM F1554 GR. 36.

f. HEADED STUD ANCHORS (HSA) SHALL BE ASTM A108.

3. STEEL CONNECTIONS SHALL BE BOLTED OR WELDED AS INDICATED.

a. BOLTED CONNECTIONS SHALL CONFORM WITH THE RESEARCH COUNCIL ON

STRUCTURAL CONNECTIONS (RCSC) "SPECIFICATION FOR STRUCTURAL JOINTS

USING HIGH-STRENGTH BOLTS."

b. USE ASTM A325-SC, CLASS A BOLTED CONNECTIONS WITH HARDENED WASHERS

FOR MOMENT CONNECTIONS AND TENSION-ONLY CONNECTIONS (HANGERS).

c. USE FULLY PRE-TENSIONED ASTM A325-N BOLTED CONNECTIONS WITH

HARDENED WASHERS FOR CONNECTIONS UNLESS NOTED OTHERWISE.

d. USE HARDENED WASHERS FOR OVERSIZED AND SHORT-SLOTTED HOLES. USE

5/16" THICK A36 PLATE WASHERS FOR LONG-SLOTTED HOLES.

e. USE 3/4" DIAMETER (ø) BOLTS.

f. USE STANDARD SIZE BOLT HOLES. SHORT SLOTS PERPENDICULAR TO LOAD

MAY BE USED FOR BEAM END SHEAR CONNECTIONS.

g. PROVIDE MINIMUM EDGE DISTANCE AND BOLT SPACING PER AISC 360.

h. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF 2 BOLTS.

i. STRUCTURAL STEEL WELDING SHALL CONFORM WITH THE AMERICAN WELDING

SOCIETY (AWS) 2010 STRUCTURAL WELDING CODE - STEEL (AWS D1.1).

j. WHERE WELD SIZE IS NOT SHOWN, USE MINIMUM WELD SIZE PER AISC 360 AND

AWS D1.1. WHERE WELD LENGTH IS NOT SHOWN, USE CONTINUOUS WELDS.

k. WELDING SHALL BE PERFORMED BY OPERATORS CERTIFIED BY AWS IN

PERFORMING THE TYPE OF WORK INDICATED.

l. COLUMN BASES & SPLICED ENDS SHALL BE MILLED OR SAW CUT TO PROVIDE

FULL BEARING.

m. USE CONNECTIONS PER TYPICAL DETAILS WHERE APPLICABLE.

n. DEVELOP ONE-HALF OF THE TOTAL UNIFORM LOAD CAPACITY OF THE BEAM

WHERE TYPICAL DETAILS ARE NOT PROVIDED.

o. CONTRACTOR SHALL DESIGN CONNECTIONS NOT DETAILED. USE STANDARD

SHEAR CONNECTIONS IN THE AISC STEEL CONSTRUCTION MANUAL WHERE

POSSIBLE.

p. ANGLE OR PLATE CONNECTOR LENGTH FOR BEAM END CONNECTIONS SHALL

BE LARGER THAN 1/2 OF THE T DISTANCE OF THE BEAM WEB.

4. DO NOT FIELD CUT OR MODIFY STRUCTURAL STEEL FOR WORK OF

OTHER TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE

CONTRACTING OFFICER.

5. WHERE CAMBER IS NOT INDICATED FOR BEAMS, ORIENT BEAMS SO

RESIDUAL MILL CAMBER IS UPWARDS.

6. GALVANIZING: HOT DIP GALVANIZE STEEL EXPOSED TO WEATHER.

GALVANIZE PER ASTM A-123 FOR ROLLED, PRESSED, OR FORGED

SHAPES AND PLATES, ASTM A-153 FOR HARDWARE ITEMS, AND ASTM

A-386 FOR ASSEMBLED STEEL PRODUCTS. RELIEF ANGLES AND SHELF

ANGLES FOR MASONRY SHALL BE GALVANIZED. BOLTS EXPOSED TO

WEATHER OR BOLTS FOR STEEL EXPOSED TO WEATHER SHALL BE

HOT DIP GALVANIZED.

7. SURFACE PREPARATION: SEE SPECIFICATIONS.

8. PRIME PAINTING: AFTER MATERIAL HAS BEEN PROPERLY CLEANED

AND TREATED, APPLY SHOP PRIME COAT, EXCEPT SURFACES

EMBEDDED INTO CONCRETE, RECEIVING FIELD WELDING, RECEIVING

SPRAY-APPLIED FIREPROOFING, OR FAYING SURFACES OF PLIES

WITH SLIP CRITICAL BOLTS. TOUCH-UP PRIMER AT SITE.

MINIMUM DRY FILM THICKNESS SHALL BE 1.5 MIL.

9. DECK EDGE SUPPORT STEEL SHALL BE CONTINUOUS. SPLICE

SUPPORT STEEL WITH PARTIAL PENETRATION SQUARE GROOVE

WELD (BUTT JOINT) WITH 3/16" EFFECTIVE THROAT ON ONE SIDE OF

EACH LEG, MINIMUM UNO. SEE DETAIL .

10. HANGING LOADS BY OTHER TRADES, SUCH AS STAIRS, PIPES, DUCT,

ETC., SHALL APPLY VERTICAL ONLY LOADS AND NOT APPLY TORQUE

OR HORIZONTAL LOADS TO THE STRUCTURAL STEEL. HANGING

LOADS SHALL BE CENTERED ON THE MEMBER SO THAT THE LOAD

PASSES THROUGH THE SHEAR CENTER OF THE STEEL.

/1 S-522

US Army Corps of Engineers ®

SHEET ID

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S-001

AES

G

EN

ER

AL

S

TR

U C

TU

R

AL

N

O

TE

S

J.

B

U

SH

K.

J

O H

N

SO

N

D . S

M

IT

H

M

AR

K D

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C

R

IP

TI

O

N D

AT

E

AM

D T

J U L

W

2Q R

R

_P la ns -0

19' - 2" ± 19' - 0" ± 19' - 2" ±

18' - 4" ± 17' - 9" ± 18' - 11" ± 18' - 4" ± 18' - 4" ±

1'

0"

1'

0"

1'

0"

19' - 2" ± 19' - 0" ± 19' - 2" ± 18' - 4" ± 18' - 4" ± 18' - 4" ± 18' - 4" ± 18' - 4" ±

8'

8"

18' - 0" ± 18' - 1" ± 18' - 11" ± 18' - 4" ± 18' - 4" ±

18' - 11" ± 18' - 4" ± 18' - 4" ±

0"

92' - 8" ±

1' - 0" ± 56' - 4" ± 1' - 0" ±

S-003

EXISTING REINF

CONC GRADE

BEAM

EXISTING CONC

DRILLED SHAFT

FOUNDATION

MAX EXISTING

CONC BELL

APPROXIMATE

OUTLINE OF NEW

BUILDING FOOTPRINT

1' - 0" ± 35' - 2" ±

1'

0"

1'

0"

0"

1'

0"

8'

0"

28' - 0" ± 1' - 0" ± 6' - 0" ± 1' - 0" ± 28' - 0" ± 1' - 0" ±

65' - 0" ±

4'

6"

EXISTING REINF

CONC SPREAD

FOOTING

29' - 0" ± 6' - 8" ± 28' - 4" ±

EXISTING CMU

STEM WALL AND

WALL FOOTING

EXISTING

ORIGINAL

EXISTING

ADDITION

7' - 0" ±

54' - 8" ± 1' - 0" ±10" ±

8"

1'

0"

8" ± 8"

FIRST FLOOR

0' - 0"

5'

0"

EXCAVATE AND DEMO EXISTING

FOUNDATIONS 5'-0"± BELOW FINISH

FLOOR AND EXTENDING 5'-0" BEYOND

THE PLANNED BUILDING EDGE AND

REPLACE WITH STRUCTURAL FILL

SEE GEOTECHNICAL REPORT

T/EX PILE

-4' - 6"

EXISTING CONC

DRILLED SHAFT

FOUNDATION

EXISTING CMU

STEM WALL AND

WALL FOOTING

US Army Corps of Engineers ®

SHEET ID

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AREA "A" AREA "B"

KEY PLAN

7/23/2020 10:43:07 AM

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S-003

AES

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D . S

M

IT

H

3/32" = 1'-0"1 DEMOLITION PLAN - FOR REFERENCE ONLY

3/16" = 1'-0"2 EAST ELEVATION - FOR REFERENCE ONLY

1. DIMENSIONS ARE OBTAINED FROM AS BUILTS AND

SHALL BE FIELD VERIFIED BY THE CONTRACTOR.

2. SEE CIVIL DRAWINGS FOR LOCATION OF PROPOSED

STRUCTURE IN REFERENCE TO EXISTING FOUNDATIONS.

3. ALL EXISTING GRADE BEAMS AND SHALLOW FOUNDATION

SHALL BE REMOVED IN THEIR ENTIRETY. THE UPPER 5

FEET OF SOIL DIRECTLY BELOW THE PLANNED BUILDING

AND EXTENDING 5 FEET BEYOND THE BUILDING EDGE

SHALL BE REMOVED AND REPLACED WITH CONTROLLED

STRUCTURAL FILL PER 31 00 00.00 06 EARTHWORK

SPECIFICATION. EXISTING DRILLED SHAFTS SHALL BE

CUTOFF TO A DEPTH OF 5 FEET BELOW THE FINISHED

FLOOR ELEVATION IN A MANNER THAT DOES NOT RESULT

IN UNACCEPTABLE DISTURBANCE TO THE SURROUNDING

SOILS PER THE CONTRACTING OFFICER, UNLESS THE

DISTURBED SOILS ARE RECOMPACTED PER 31 00 00.00 06

EARTHWORK SPECIFICATION.

DEMO NOTES

M

AR

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C

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O

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_P la ns -0

SYMMETRICAL

ABOUT DRAIN

FLOOR DRAIN - SEE

ARCH & MECH DWGS

UPSET DRAIN IF REQ

FOR FLOOR FINISH

MIN UNO

2' - 0" RADIUS x 1/2" DEEP

SLOPE OR PER PATTERN

SHOWN ON PLAN SHEETS

T

3/4"øx10" SMOOTH DOWEL

BAR @ 12" OC

LUBRICATE ONE END OR

SET FIRST PLACEMENT END

IN APPROVED PLASTIC

INSERT

APPLY CURING COMPOUND

TO SLAB EDGE IMMEDIATELY

AFTER FORM IS REMOVED.

1/8"xT/4" CONTINUOUS SAW CUT

(1" MIN) OR STRIP INSERT W/ JT.

FILLER & ELASTOMERIC

SEALANT.

NOTES:

1. SAW CUT JOINTS WITH EARLY ENTRY SAW AS SOON AS THE SLAB CAN SUPPORT THE WEIGHT OF THE SAW CUTTING EQUIPMENT AND CUTTING DOES NOT DAMAGE THE SLAB.

2. INSTALL JOINTS INDICATED ON PLANS UNO. SUBMIT PROPOSED ALTERNATE LOCATIONS OR ADDITIONAL JOINTS NOT SHOWN TO THE CONTRACTING OFFICER FOR APPROVAL.

PROPOSED ALTERNATE LOCATIONS MAY BE REJECTED. MAX JOINT SPACING SHALL BE 24 x SLAB THICKNESS. MAX POUR LENGTH SHALL BE 100'-0" BETWEEN CONSTRUCTION JOINTS. RATIO OF LENGTH TO WIDTH SHALL NOT EXCEED 1.5. TOTAL AREA OF POUR SHALL NOT EXCEED 10,000 SF BETWEEN CONSTRUCTION JOINTS.

3. DISCONTINUE REINFORCEMENT AT CONSTRUCTION JOINTS.

1ST PLACEMENT2ND PLACEMENT

SE

E

PL

AN

T 6"

INDUCED CRACK

1" M

IN

T/

3/16" MAX

1/8" MIN 1/8" x T/4" CONTINUOUS SAW CUT

(1" MIN) OR STRIP INSERT W/ JT

FILLER & ELASTOMERIC SEALANT

PROVIDE 15 MIL VAPOR

BARRIER DIRECTLY

BELOW SLAB TYP

SLAB ON GRADE

SEE PLAN FOR THICKNESS

AND REINFORCING

6" GRANULAR BASE / CAPILLARY

WATER BARRIER TYP

SEE EARTHWORK SPECIFICATIONS

WWR OR REINF

BAR PER PLAN

TYP

0' - 2" CLR

1/ x T

M

AX

BO

T/

R

EI

N F

1/ x T

M

IN

CONSTRUCTION JOINT SAWN CONTROL JOINT SLAB ON GRADE

FOUNDATION

WALL

2"

4"

2'

- 0

(2) #4 x 4'-0"

IN TOP 1/3 OF SLAB

1/2" EXP JOINT

W/ SEALANT UNO

1' - 0"

CLR

1"

CLR

1"

2'

- 0

FOUNDATION WALL

1" C

LR

FLEXIBLE CLOSED

CELL FOAM PLANK

FULL DEPTH OF SLAB

(2) #4 TOP & BOT

1" CLR FROM TOP

2" CLR FROM BOT

TYP

DOUBLE DOOR

INTERIOR

SLAB

PAVEMENT

FOUNDATION WALL

2" C

LR

FLEXIBLE CLOSED

CELL FOAM PLANK

FULL DEPTH OF SLAB

#4 TOP & BOT

1 1/2" CLR FROM TOP

2 1/2" CLR FROM BOT

PERSONNEL DOOR

INTERIOR

SLAB

PAVEMENT

CLR

1"

CLR1"

#4 TOP & BOT

1" CLR FROM TOP

2" CLR FROM BOT

2'

- 0

CJ

C J

(2) #4 x 4'-0"

CENTER IN SLAB

2" 2"

2' - 0" TYP

SEE PLAN FOR SLAB

THICKNESS T

D < 2"

D

T

ADDITIONAL #4 CONT

+ #4 x 3'-0" DIAGONAL

CORNER BARS

OPTIONAL DOWELED

CONSTRUCTION JOINT

T/CONCRETE

ELEV - SEE PLAN

OR TYP PIER DET

BASE PLATE

SEE TYP DETAILS

"T

EM

BE

D M

EN

T

" M

IN

2" 2"

(2) HEAVY HEX NUTS

ASTM A563

SNUG-TIGHT

ANCHOR ROD

SEE ANCHOR ROD

OR COLUMN SCHEDULES

BA

SE

P L

TH

K

PE

R

T

YP

D

ET

S

PE

R

S C

H

ED

U

LE

"G " G

R O

U T

TH

IC

KN

ES

S

"M " M

IN

P

R O

JE

C

TI

O

N

OVERSIZED HOLE

PER SCHEDULE

HEAVY HEX NUT & PL WASHER "T"x"W"x"W"

TOP & BOT/BASE PL PER SCHEDULE

BOT LEVELING NUT & PL WASHER MAY BE

REPLACED WITH SHIM PACK AT CONTRACTOR'S OPTION

ANCHOR ROD SCHEDULE

ANCHOR

DIA

3/4"

HOLE DIA

1 5/16"

WASHER

WIDTH

"W"

WASHER

THK

"T"

2" 1/4"

GROUT

THK

"G"

MIN

PROJ-

ECTION

"M"

2" 3"

FINISHED FLOOR

ELEV - SEE PLAN

2"

B/CONCRETE

ELEV - SEE PLAN

4" M

IN

1" 1 13/16" 3" 3/8" 2" 3"

LE

N

G

TH

TH

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EA

D12 " M

IN

M

IL

L

FI

N

IS

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BO

T/

C O

L

BASE PLATE

NOTES

1. GROUT SHALL BE 8,000 PSI NON-SHRINK, NON-

METALLIC GROUT.

2. LEVELING SHIM, PLATE, AND GROUT MAY BE

SUBSTITUTED FOR LEVELING NUT AT

CONTRACTOR'S OPTION.

3. ANCHOR RODS SHALL BE ASTM F1554 ROD

WITH NUTS AND WASHERS AS SHOWN.

4. BASE PLATE TYPE A HAS A THICKNESS OF 1".

5. SEE TYP DET FOR ANCHOR ROD EDGE

DISTANCE.

EM

BE

D M

EN

T

FINISHED FLOOR

AT CANOPIES ONLY APPLY

ASPHALTIC COATING TO

STEEL BELOW GRADE

1/4x3x3 PLATE WASHER

AND NUT (2 PER ROD)

3/4"ø ANCHOR RODS

STEEL COLUMN

SEE PLAN

T/

PI

ER

C

AP

1/4

1/4

TY

P

2"

TYP

2"

7" 7"

7" 7"

NUT

TYPE A/5 S-502

CONCRETE PIER CAP

PER PLAN

BASE PL TYPE B

EQ EQ

STEEL COLUMN

SEE PLAN

1/4

BP TO WF

COL

BASE PLATE

TY

P

2"

TYP

2"

7" 7"

7" 7"

NOTES

1. GROUT SHALL BE 8,000 PSI NON-SHRINK, NON-

METALLIC GROUT.

2. LEVELING SHIM, PLATE, AND GROUT MAY BE

SUBSTITUTED FOR LEVELING NUT AT

CONTRACTOR'S OPTION.

3. ANCHOR RODS SHALL BE ASTM F1554 ROD

WITH NUTS AND WASHERS AS SHOWN.

4. BASE PLATE TYPE B HAS A THICKNESS OF 1".

5. SEE TYP DET FOR ANCHOR ROD EDGE

DISTANCE.

/5 S-502

1"ø ANCHOR RODS

TYPE B

EM

BE

D M

EN

T

" M

IN

US Army Corps of Engineers ®

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7/23/2020 10:43:21 AM

C:\Users\h2eddkmj\Documents\481544_Revit2018_S_AES_h2eddkmj.rvt

S-502

AES

TY

PI

C

AL

F O

U N

D

AT

IO

N

D

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AI

LS

J.

B

U

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K.

J

O H

N

SO

N

D . S

M

IT

H

NOT TO SCALE

7 TYPICAL FLOOR DRAIN DETAIL

NOT TO SCALE

1 TYPICAL SLAB ON GRADE CONSTRUCTION JOINT DETAIL

NOT TO SCALE

TYPICAL REENTRANT CORNER

REINFORCING DETAIL

NOT TO SCALE

2 TYPICAL SLAB AT DOOR OPENING DETAIL

NOT TO SCALE

8 TYPICAL DISCONTINUOUS CJ DETAIL

NOT TO SCALE

9 TYPICAL SOG STEP DETAIL

NOT TO SCALE

5 TYPICAL ANCHOR ROD DETAIL

NOT TO SCALE

3 TYPICAL STEEL COLUMN BASE PLATE DETAIL

NOT TO SCALE

TYPICAL BRACED FRAME COLUMN BASE

PLATE W/OUT BRACE DETAIL

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AM

D T

J U L

W

2Q R

R

_P la ns -0

VS

OS

OS

OS

OS

OS

OSOS

OS

OSOS

OS

OS

OSOS

OS

OS

OS

TEXT

TEXT

CO

CO

VS VS VS VS

OS

OS

OS

OS

OS

TEXT

TEXT

GFEDC.6C.2CBA

102 103 104 105

124 123

110109

100A

2.7

3.1

3.5

9' - 0" 9' - 0" 9' - 0" 9' - 0" 10' - 0"

9' - 0"

9' - 0" 9' - 0"

9' - 0"

9' - 0"

10' - 0" 10' - 0" 9' - 0"

9' - 0" 9' - 0" 9' - 0" 9' - 0"

9' - 0" 9' - 0"

9' - 0"

EXP

EXP

EXP

2.6

8' - 0"

12" BULKHEAD

9' - 0"

12' - 2" 13' - 8 1/2"

13' - 8 1/2"

3.2

A-541

Sim

A-541

Sim

EXIT SIGN LOCATION

GWB CEILING

RECESSED CAN LIGHT FIXTURE

SUPPLY DIFFUSER

RETURN GRILLE

2x2 LAY-IN ACOUSTICAL CEILING

FLUORECENT LIGHT FIXTURE

EMERGENCY LIGHT FIXTURE

WALL MOUNTED FLUORECENT

LIGHT FIXTURE

OS OCCUPANCY SENSOR

L DAYLIGHTING SENSOR

EXP / EXPOSED

CEILING LEGEND

EXT. METAL SOFFIT

SPOT ELEVATION

VS VACANCY SENSOR

PROJECTION SCREEN

MOVABLE WALL TRACK

US Army Corps of Engineers ®

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D R

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2 3 4 5 6 7 8 9 10

F

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C

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CERTIFIED FINAL

PN

A

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AREA "A" AREA "B"

KEY PLAN

7/27/2020 1:34:23 PM

C:\Users\h2eddrah\Documents\481544_Revit2018_A_AES_h2eddrah.rvt

A-131

AES

R

EF

LE

C

TE

D

C

EI

LI

N

G P

LA

N

"A

M . B

AR

R

Y

B.

A

LL

EN

J.

S

C H

EN

KE

N

FE

LD

ER

W

8-

XX

-X

-X

XX

X

FI

LE

N U

M

BE

R

1/8" = 1'-0"1 REFLECTED CEILING PLAN "A"

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

AM

D T

J U L

W

2Q R

R

_P la ns -0

OS

OS

TE

XT

TE

XT

VS

OS

VS

OS

KJH.6H.1HG

A-302

A-301

A-302

2.7

3.1

3.5

9' - 0"

10' - 0"

9' - 0"

9' - 0" 9' - 0"

9' - 0"

EXP

EXP

EXP

A-301

A-302

2.6

12' - 8"

13' - 8 1/2"

13' - 8 1/2"

13' - 8 1/2"

A-302

A-418

L

3.2

12' - 2"

A-802

4' - 0"

EXIT SIGN LOCATION

GWB CEILING

RECESSED CAN LIGHT FIXTURE

SUPPLY DIFFUSER

RETURN GRILLE

2x2 LAY-IN ACOUSTICAL CEILING

FLUORECENT LIGHT FIXTURE

EMERGENCY LIGHT FIXTURE

WALL MOUNTED FLUORECENT

LIGHT FIXTURE

OS OCCUPANCY SENSOR

L DAYLIGHTING SENSOR

EXP / EXPOSED

CEILING LEGEND

EXT. METAL SOFFIT

SPOT ELEVATION

VS VACANCY SENSOR

PROJECTION SCREEN

MOVABLE WALL TRACK

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

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R

S

D R

AW

N

B Y:

D

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IG

N

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B

Y:

SU

BM

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D B

Y:

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C H

EC

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D B

Y:

AN

SI

'D

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SU

E D

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C O

N

TR

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2 3 4 5 6 7 8 9 10

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CERTIFIED FINAL

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JX

F2

FY

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AREA "A" AREA "B"

KEY PLAN

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AES

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G P

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N

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AR

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B.

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8-

XX

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-X

XX

X

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BE

R

1/8" = 1'-0"1 REFLECTED CEILING PLAN "B"

M

AR

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2Q R

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_P la ns -0

FIRST FLOOR

0"

T.O. WALL

14' - 0"

T.O. ROOF

25' - 8 1/2"

D C.6 C.2 C B A

A-302

A-302

SNOW GUARD (X6)

STANDING SEAM METAL

ROOF OVER 7"

VENTILATED NAILBASE

(X6)

SNOW GUARD (X6)

7"X7" PREFINISHED

METAL GUTTER (X5)

PREFINISHED VENTED

METAL FASCIA (X7)

BRICK VENEER, THREE

ROWS SOLDIER COURSE

(X2)

BRICK VENEER (X1)

SOLDIER COURSE

ABOVE WINDOW, 1/2"

OFFSET (X2)

BRICK VENEER, TWO

COURSE ACCENT BAND,

1/2" OFFSET (X2)

BRICK VENEER (X1)

ALUMINUM WINDOW,

FIXED, TYP.(X8)

CASTSTONE WINDOW

SILL (X3)

4" X 6" DOWNSPOUT (X5)

TO CAST IRON

DOWNSPOUT BOOT (X5)

RIDGE VENT (X6)

SNOW GUARD (X6)

STANDING SEAM METAL

ROOF OVER 7"

VENTILATED NAILBASE

(X6)

ALUMINUM STOREFRONT

DOORS AND FRAME (X9)

BEJBEJBEJBEJ

RIDGE VENT (X6)

BRAKE METAL COLUMN

COVER (X7)

BRAKE METAL COLUMN

COVER (X7)

US Army Corps of Engineers ®

SHEET ID

U S

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7/24/2020 12:38:57 PM

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A-202

AES

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8-

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GENERAL NOTES - ELEVATIONS

1 CONTRACTOR TO COORDINATE PENETRATIONS WITH MEP

DRAWINGS AND SHALL FIELD VERIFY EXACT LOCATION &

SIZE OF PENETRATIONS.

2 BRICK EXPANSION JOINTS (BEJ) SHALL BE PROVIDED AT

22'-0" O.C. MAX. CONTROL JOINTS (CJ) SHALL BE PROVIDE

AT 10'-0" O.C. MAX.

3 BASIS OF DESIGN ( BOD ) IS INTENDED TO ESTABLISH

COLOR, PATTERN AND TEXTURE ONLY. THEY ARE NOT

INTENDENT TO LIMIT SELECTION FORM OTHER SUPPLIER.

WHEN ALTERNATE SELECTIONS ARE SUBMITTED, THE

SUBMITTAL SHALL INCLUDE COLOR SAMPLES OF

MATERIALS LISTED FOR COMPARISON.

4 ALL DOWNSPOUTS (DS) ARE TO TERMINATE IN TO A CAST

IRON DOWNSPOUT BOOT.

EXTERIOR FINISH SCHEDULE

MARK COMPONENT BASIS OF DESIGN ( BOD ) FINISH DESCRIPTION

X1 MODULAR BRICK VENEER, 3-5/8" D X 2-1/4" H X 7-5/8" L RED BRICK - MATCH HQ BLDG

ADJACENT TO THE NORTH

COLOR: CAROLINA CERAMICS, CHESTNUT BLEND 0808 WIRE CUT BRICK

X2 MODULAR BRICK VENEER, 3-5/8" D X 2-1/4" H X 7-5/8" L RED BRICK - SHADE DARKER THAN

FIELD BRICK X1

COLOR: RED BRICK - SHADE DARKER THAN FIELD BRICK X1

X3 PRECAST CONCRETE WINDOW SILLS PRECAST SUPPLIER - PROVIDE

SAMPLE

COLOR: DARK BUFF

X4 MORTAR BRIXMENT COLOR: BRIXMENT FLAMINGO 380 MIXED WITH YELLOW SAND ( ANNE ARUNDEL GOLD ) 3/8"

TOOLED CONCAVE JOINT

X5 GUTTERS AND DOWNSPOUT FED SPEC 595B COLOR: 20045

X6 STANDING SEAM METAL ROOF AND RIDGE VENT AND SNOW GUARDS VALSPAR COLOR: 437TR2440 FLUOROTHANE II SR MEDIUM BRONZE (FLOUROTHANE REQUIRED FOR

SSMR PANELS ONLY)

X7 PREFINISHED METAL TRIM AND FLASHING AND BRAKE METALS FED SPEC 595B COLOR: 20045

X8 ALUMINUM WINDOW UNITS KAWNEER COLOR: #40 ANODIZE, MEDIUM TINT

X9 ALUMINUM FRAMED ENTRANCES AND STOREFRONTS KAWNEER COLOR: #40 ANODIZE, MEDIUM TINT X10 HOLLOW METAL DOOR AND FRAME AND COILING OVERHEAD DOOR DARK BRONZE - MATCH ALUM

STOREFRONT

COLOR: DARK BRONZE TO MATCH ALUM STOREFRONT

X11 MECH. YARD FENCE DARK BRONZE - MATCH ALUM

STOREFRONT

COLOR: DARK BRONZE TO MATCH ALUM STOREFRONT

X12 BOLLARD DARK BRONZE - MATCH ALUM

STOREFRONT

COLOR: DARK BRONZE (GLOSS) TO MATCH ALUM STOREFRONT WITH ONE BAND OF

REFLECTIVE TAPE 6" FROM THE TOP

1/4" = 1'-0"A-201

1 ENLARGED NORTH ELEVATION

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FINISH

FLOOR

FRAME TYPE A

HOLLOW METAL

FRAME TYPE B

HOLLOW METAL

FRAME TYPE C

HOLLOW METAL

FRAME TYPE D

HOLLOW METAL

FRAME TYPE E

GL-3

HOLLOW METAL

FRAME TYPE F1

GL-3

ALUMINUM

FRAME TYPE G1

GL-3

HOLLOW METAL

FRAME TYPE H

GL-3

ALUMINUM

FRAME TYPE J

GL-1

ALUMINUM

9'

4"

9'

0"

9'

0"

7'

0"

7'

0"

7'

0"

FRAME TYPE F2

GL-1

ALUMINUM

2"

2" 2"

PER SCHEDULE

2" 2"

4"

PER SCHEDULE

2" 2"

2"

PER SCHEDULE

2" 2"

4"

PER SCHEDULE 8'

8"

7'

0" 1'

4"

10' - 0"

2"

2"

2" 2"

2" 2"

2"

3' - 2" 3' - 2"

PER SCHEDULE

7'

2" 1'

2"

8'

8"

4' - 2"

2"2"

2"

2"

8"

PER SCHEDULE

1'

8"

8' - 10"

2" 2" 2" 2"

2"

2"

1' - 1" PER SCHEDULE 1' - 1"

2" 2"

2" 2"

1'

"2"

10' - 8"

2" 2" 2" 2"

2' - 0" PER SCHEDULE 2' - 0"

2'

0"

10' - 8"

2" 2" 2" 2"

2" 2"

2"

2' - 0" PER SCHEDULE 2' - 0"

GL-3

GL-3

FRAME TYPE G2

GL-3

ALUMINUM

ALUM ALUMINUM

ANOD ANODIZED

BLK BLK

F FLUSH DOOR

FG FULL GLASS DOOR

GL GLAZING

HM HOLLOW METAL

DOOR & WINDOW & LOUVER ABBREVIATIONS

IM INSULATED METAL

INS INSULATED

MTL METAL

PNT PAINTED

S/F STOREFRONT

ST STAINED

WD SOLID-CORE WOOD

DOOR TYPE NDOOR TYPE FG

SEE SCHEDULE

SE

E

SC

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SEE SCHEDULE

7" 4"

2' -1

6" 6"

6"

FINISHED FLOOR

DOOR TYPE F/O/R

SE

E

SC

H

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SEE SCHEDULE

DOOR TYPE OC -

OVERHEAD COILING

SE

E

SC

H

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LE

SEE SCHEDULE

DOOR TYPE K

SEE SCHEDULE

SE

E

SC

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US Army Corps of Engineers ®

SHEET ID

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2 3 4 5 6 7 8 9 10

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CERTIFIED FINAL

PN

A

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7/27/2020 1:35:34 PM

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A-611

AES

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YP

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8-

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DOOR SCHEDULE

DOOR NO.

SINGL

E/PAIR

DOOR TYPES DOOR FRAMES

HARDWARE COMMENTS:TYPE

SIZE

GLAZING MATERIAL FINISH

UNDER

CUT

FIRE

RATING

STC

RATING TYPE MATERIAL FINISH

DETAIL

WIDTH HEIGHT THICKNESS HEAD JAMB SILL

100A PAIR FG 6' - 0" 7' - 0" 1 3/4" GL-1 INS ALUM ANOD J ALUM ANOD 1 2 3 01* * ELECTRONIC CYPHER LOCK AT THIS DOOR W/OUT COMMUNICATION

100B PAIR FG 6' - 0" 7' - 0" 1 3/4" GL-1 INS ALUM ANOD H ALUM ANOD 1 2 3 02

102 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 09

103 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 09

104 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 09

105 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 09

106 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 09

107 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 A HM PNT 7 8 - 10

108A SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 11

108B SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 11

109A SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 12

109B SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 12

110A PAIR K 6' - 0" 7' - 0" 1 3/4" - WD ST 45 G1 HM PNT 7 8 - 21

110B SINGLE N 3' - 0" 7' - 0" 1 3/4" GL-3 WD ST 45 A HM PNT 7 8 - 22

110C SINGLE N 3' - 0" 7' - 0" 1 3/4" GL-3 WD ST 45 A HM PNT 7 8 - 22

111A SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 12

111B SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 12

112A SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 13

112B SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 9 15

113A PAIR N 6' - 0" 7' - 0" 1 3/4" GL-3 WD ST 45 C HM PNT 7 8 9 23

113B SINGLE OC 8' - 0" 10' - 0" 2" GL-1 INS MTL PNT - MTL PNT 10 11 12 08

113C SINGLE N 3' - 0" 7' - 0" 1 3/4" GL-1 IM PNT B HM PNT 4 5 6 03* * ELECTRONIC CYPHER LOCK AT THIS DOOR W/OUT COMMUNICATION

114 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 9 13

115 SINGLE N 4' - 0" 7' - 0" 1 3/4" GL-3 WD ST 45 A HM PNT 7 8 - 15

116 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 09

117 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 45 E HM PNT 7 8 - 13

118 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 1" 45 A HM PNT 7 8 - 14

119 SINGLE O 3' - 0" 7' - 0" 1 3/4" - HM PNT 3/4 HR A HM PNT 7 8 9 16

120 SINGLE F 3' - 0" 7' - 0" 1 3/4" - IM PNT B HM PNT 4 5 6 07

121 PAIR F 6' - 0" 7' - 0" 1 3/4" - IM PNT D HM PNT 4 5 6 06

123 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 1" 45 A HM PNT 7 8 - 17

124 SINGLE F 3' - 0" 7' - 0" 1 3/4" - WD ST 1" 45 A HM PNT 7 8 - 17

126 SINGLE N 3' - 0" 7' - 0" 1 3/4" GL-4 WD ST 3/4 HR 45 A HM PNT 7 8 9 20

127A SINGLE FG 3' - 0" 7' - 2" 1 3/4" GL-3 ALUM ANOD 45 F1 ALUM ANOD 7 8 - 18

127B SINGLE FG 3' - 0" 7' - 2" 1 3/4" GL-1 INS ALUM ANOD F2 ALUM ANOD 1 2 3 04* * ELECTRONIC CYPHER LOCK AT THIS DOOR W/OUT COMMUNICATION

128A SINGLE R 3' - 0" 7' - 0" 1 3/4" - WD ST 3/4 HR 45 E HM PNT 7 8 9 19

128B SINGLE R 3' - 0" 7' - 0" 1 3/4" - WD ST 3/4 HR 45 E HM PNT 7 8 9 19

128C SINGLE F 3' - 0" 7' - 0" 1 3/4" - IM PNT B HM PNT 4 5 6 05

128D SINGLE F 3' - 0" 7' - 0" 1 3/4" - IM PNT B HM PNT 4 5 6 05

130A PAIR FG 6' - 0" 7' - 0" 1 3/4" GL-1 INS ALUM ANOD J ALUM ANOD 1 2 3 01* * ELECTRONIC CYPHER LOCK AT THIS DOOR W/OUT COMMUNICATION

130B PAIR FG 6' - 0" 7' - 0" 1 3/4" GL-1 INS ALUM ANOD G2 ALUM ANOD 1 2 3 02

1/4" = 1'-0"

DOOR FRAMES TYPES

GLAZING SCHEDULE

GL-1 EXTERIOR INSULATED TEMPERED CLEAR GLAZING

GL-2 EXTERIOR INSULATED TEMPERED FROSTED GLAZING

GL-3 TEMPERED SAFETY GLAZING

GL-4 FIRE RATED GLASS

GENERAL NOTES - DOORS

1 SEE SHEET A-611 FOR DOOR TYPES AND FRAMES

2 FLOOR, WALL & BASE…