S-SU0312.pdf

A.DESIGN INFORMATION

1. CODES

a. DESIGN CONFORMS TO UFC 1-200-01, WITH CHANGE 1, DATED 1-OCTOBER 2020

(REFERENCES INTERNATIONAL BUILDING CODE (IBC) 2018) .

b. AMERICAN CONCRETE INSTITUTE (ACI) - "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE", ACI 318-14.

c. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) - "SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS", AISC 360-16.

d. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) - "MINIMUM DESIGN LOADS

AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES", ASCE

7-16.

e. AMERICAN WELDING SOCIETY (AWS) - "STRUCTURAL WELDING CODE - STEEL", AWS D1.1-2015.

f. STEEL DECK INSTITUTE (SDI) - "SPECIFICATIONS FOR STEEL ROOF DECK".

2. LOADS

a. FLOOR LIVE LOAD

· GROUND FLOOR: 250 PSF

· MECHANICAL AND ELECTRICAL ROOMS: 125 PSF

b. ROOF LIVE LOAD: 20 PSF

c. EQUIPMENT LOADS

· DUST COLLECTOR: 12,500 LBS

· DUST COLLECTOR FAN: 4,381 LBS

· EHOUSE ENCLOSURE: 125 PSF (94,500 LBS TOTAL)

· TRANSFORMERS: 33,300 LBS EA

· EXISTING COOLING TOWER (TO BE REMOVED): 38,040 LBS

· NEW COOLING TOWER: 57,170 LBS

· COOLING TOWER PUMPS: 1,247 LBS EA

· AIR COMPRESSOR AND ENCLOSURE: 22,500 LBS

· AIR HANDLING UNITS: 3,785 LBS EA

d. BUILDING RISK CATEGORY: IV

e. GROUND SNOW LOAD, Pg: 40 PSF

· FLAT ROOF SNOW LOAD, Pf: 31 PSF

· SNOW EXPOSURE FACTOR, Ce: 0.9

· SNOW IMPORTANCE FACTOR, Is: 1.2

· THERMAL FACTOR, Ct: 1.0

f. WIND LOADS

· ULTIMATE DESIGN WIND SPEED, Vult: 123 MPH

· NOMINAL DESIGN WIND SPEED, Vasd: 95 MPH

· WIND IMPORTANCE FACTOR, Iw: 1.0

· WIND EXPOSURE CATEGORY: C

· INTERNAL PRESSURE COEFFICIENT: +/- 0.18

g. SEISMIC LOADS

· SEISMIC IMPORTANCE FACTOR, Ie: 1.5

· PROJECT LATITUDE: 42.718 N

· PROJECT LONGITUDE: -73.712 W

· 0.2 SEC SPECTRAL RESPONSE, Ss: 0.198

· 1.0 SEC SPECTRAL RESPONSE, S1: 0.060

· SOIL SITE CLASS: C

· SITE COEFFICIENT SHORT PERIOD, Fa: 1.3

· SITE COEFFICIENT LONG PERIOD, Fv: 1.5

· Sms: 0.257

· Sm1: 0.091

· Sds: 0.171

· Sd1: 0.060

· SEISMIC DESIGN CATEGORY: C

· BASIC SEISMIC-FORCE-RESISTING SYSTEM: STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

· RESPONSE MODIFICATION FACTOR, R: 3.0

· DEFLECTION AMPLIFICATION FACTOR, Cd: 3.0

· OVERSTRENGTH FACTOR, Ω: 3.0

B.FOUNDATIONS

1. FOUNDATION DESIGN IS BASED ON THE REQUIREMENTS CONTAINED IN THE

PROJECT GEOTECHNICAL REPORT ENTITLED “WATERVLIET ARSENAL RADIAL

FORGE GEOTECHNICAL ENGINEERING REPORT (REV 1)” DATED MAY 22, 2023,

PREPARED BY TERRACON.

2. ALL EARTHWORK AND FOUNDATION WORK SHALL CONFORM TO THE INFORMATION

AND RECOMMENDATIONS CONTAINED IN THE PROJECT GEOTECHNICAL REPORT.

ALL CONTRACTORS PERFORMING, SUPERVISING OR APPROVING EARTHWORK

AND FOUNDATION CONSTRUCTION SHALL OBTAIN A COPY OF THE GEOTECHNICAL

REPORT.

3. FOUNDATION SYSTEM IS A SHALLOW FOUNDATION SYSTEM BEARING ON

WEATHERED ROCK WITH A BEARING CAPACITY OF 1,000 PSF.

4. FROST DEPTH = 4'-0”

5. HEAVY EQUIPMENT SHALL NOT BE PERMITTED CLOSER THAN 10 FEET FROM ANY

FOUNDATION WALL. IF CONTRACTOR DEEMS IT NECESSARY TO OPERATE SUCH

HEAVY EQUIPMENT CLOSER THAN 10 FEET, THE CONTRACTOR SHALL BE SOLELY

RESPONSIBLE AND, AT HIS OWN EXPENSE, SHALL PROVIDE ADEQUATE

TEMPORARY WALL BRACING TO WITHSTAND THE ADDITIONAL LOADS

SUPERIMPOSED FROM SUCH EQUIPMENT.

6. ALL FOUNDATIONS SHALL BE POURED ON DRY SOIL. ALL EXCAVATIONS SHALL BE

ADEQUATELY DEWATERED PRIOR TO POURING OF CONCRETE.

7. PROVIDE DOWELS IN FOUNDATION FOR ALL WALLS, COLUMNS AND PIERS. DOWEL

QUANTITY AND SIZE SHALL MATCH THE VERTICAL REINFORCEMENT ABOVE,

UNLESS NOTED.

8. PLACE AND COMPACT ALL STRUCTURAL BACK FILL AND LOAD BEARING FILL IN

ACCORDANCE WITH THE REQUIREMENTS CONTAINED IN THE GEOTECHNICAL

REPORT.

9. PROPERLY GUARD AND PROTECT EXCAVATIONS SO AS TO PREVENT THEM FROM

BECOMING DANGEROUS TO PERSON OR PROPERTY. PROPERLY SLOPE SIDES OF

EXCAVATION OR PROVIDE EXCAVATION BRACING TO PREVENT CAVING OR

EROSION OF SIDES OF EXCAVATION AS PER OSHA AND BUILDING CODE

REQUIREMENTS.

10.IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT EXISTING ADJACENT

STRUCTURES/FOUNDATIONS OR NEWLY CONSTRUCTED ADJACENT FOUNDATIONS

ARE NOT DISTURBED AND UNDERMINED DURING ALL CONSTRUCTION AND

EXCAVATION OPERATIONS. CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO

TEMPORARILY SUPPORT AND/OR PROVIDE UNDERPINNING FOR THE EXISTING

STRUCTURES/FOUNDATIONS AS REQUIRED. SUBMIT DETAILS, CALCULATIONS OF

TEMPORARY SUPPORT AND UNDERPINNING TO THE ENGINEER FOR REVIEW. THE

DETAILS AND CALCULATIONS SHALL BE PREPARED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF NEW YORK.

11.DEWATERING DURING CONSTRUCTION INCLUDING THE SELECTION OF THE

METHOD AND ASSOCIATED CALCULATIONS, IS SOLELY THE RESPONSIBILITY OF

THE CONTRACTOR.

12.ALL FOOTINGS ARE TO BE CENTERED ON COLUMNS ABOVE, UNLESS NOTED.

C.CONCRETE

1. MATERIALS:

a. CONCRETE, 28 DAY COMPRESSIVE STRENGTH (MIN)

· f'c = 5,000 PSI EXTERIOR FOUNDATIONS AND SLABS

(NORMAL WT)

· f'c = 5,000 PSI INTERIOR FOUNDATIONS (NORMAL WT)

· f'c = 4,000 PSI INTERIOR SLABS-ON-GRADE AND

ELEVATED SLABS (NORMAL WT)

· f'c = 1,000 PSI LEAN CONCRETE, BACKFILL FOR OVER

EXCAVATED AREAS

· CONCRETE TO BE GIVEN A HARD-TROWELED FINISH SHALL NOT CONTAIN

AN AIR ENTRAINING AGENT. TOTAL AIR CONTENT SHALL NOT EXCEED 3%.

b. REINFORCING STEEL:

· BAR REINFORCING - ASTM A615 GRADE 60

· BAR REINFORCING (WELDED) - ASTM A706 GRADE 60

· WELDED WIRE REINFORCEMENT (WWR) - ASTM A1064 (FLAT SHEET)

c. CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS (UNLESS

NOTED):

· FOOTINGS AND SLABS CAST AGAINST GROUND - 3”

· CONCRETE TO BE IN CONTACT WITH GROUND OR WEATHER:

AT BARS LARGER THAN #5 - 2”

AT #5 BARS AND SMALLER - 1 1/2”

· CONCRETE NOT TO BE EXPOSED TO GROUND OR WEATHER:

BEAMS, GIRDERS, OR COLUMNS - 1 1/2”

SLABS AND WALLS - 3/4”

· PROVIDE CHAIRS FOR SUPPORT OF ALL REINFORCEMENT. LIFTING OF BARS

OR MESH DURING PLACEMENT OF CONCRETE IS NOT PERMITTED.

2. CONCRETE CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR

STRUCTURAL CONCRETE”, ACI 301-10.

3. CONSTRUCTION TOLERANCES SHALL BE IN ACCORDANCE WITH ACI 117 EXCEPT

AS FOLLOWS:

· CHARGE AND DISCHARGE CONVEYOR TOP OF CONCRETE ELEVATION SHALL

BE +/- 1/4”.

4. SHOP DRAWINGS SHALL CONFORM TO ACI DETAILING MANUAL, ACI SP-66-04.

5. PROVIDE SUPPLEMENTARY REINFORCING AT ALL RE-ENTRANT CORNERS PER

DETAIL ON SHEET S-501.

6. LOCATION OF CONSTRUCTION JOINTS NOT SHOWN ON DRAWINGS SHALL BE

SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO SUBMISSION OF

REINFORCING DETAILS. ALL CONSTRUCTION JOINTS SHALL BE CLEARLY SHOWN IN

REBAR DETAIL DRAWINGS. ENGINEER MAY REQUIRE ADDITIONAL REINFORCING AT

CONSTRUCTION JOINTS.

7. CHAMFER EDGES OF ALL EXPOSED CONCRETE 3/4", UNLESS NOTED.

8. SUBMIT MIX DESIGNS, ADMIXTURES, CURING COMPOUNDS, ETC. FOR APPROVAL

PRIOR TO PLACING CONCRETE.

9. SEE THE CONCRETE REINFORCING DEVELOPMENT LENGTH TABLE ON SHEET S-501

FOR DIMENSIONS “Ld” AND LAP SPLICE LENGTHS.

10.MECHANICAL BAR SPLICING IS PERMITTED PROVIDED THAT MANUFACTURER'S

LITERATURE INDICATES A CAPACITY EQUAL TO 125% OF THE FULL TENSION LAP

SPLICE CAPACITY.

D.STRUCTURAL STEEL

1. MATERIALS

a. STRUCTURAL STEEL- ASTM A992, UNLESS NOTED

b. ANGLES, CHANNELS AND CONN PLATES - ASTM A36

c. BASE, SPLICE, CAP, MOMENT AND STIFF PLATES - ASTM A572, GR 50

d. ANCHOR RODS - ASTM F1554, GRADE 36

e. HIGH STRENGTH BOLTS - ASTM F3125, UNLESS NOTED

f. WELDING ELECTRODES - AWS A5.1 (E70XX)

g. PIPE - ASTM A53, GRADE B

h. HOLLOW STRUCTURAL SECTIONS (HSS) - ASTM A500, GRADE C

i. HEADED ANCHORS - AWS D1.1, TYPE B

2. STEEL CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR STRUCTURAL

STEEL FOR BUILDINGS” AISC 360.

3. WELDING SHALL CONFORM TO “STRUCTURAL WELDING CODE” AWS D1.1.

4. FOR MISCELLANEOUS STEEL CONSTRUCTION NOT SHOWN ON STRUCTURAL

DRAWINGS, SEE ARCHITECTURAL DRAWINGS.

5. ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER.

E.MASONRY

1. MATERIALS

a. HOLLOW CONCRETE

MASONRY UNITS (CMU) - ASTM C90, TYPE 1 NORMAL WEIGHT (UNLESS NOTED)

UNIT STRENGTH - 1,900 PSI ON NET AREA

b. MORTAR- ASTM C270, TYPE S

MORTAR STRENGTH - 1,800 PSI IN 28 DAYS

c. GROUT- 28 DAY COMPRESSIVE STRENGTH - ASTM C476, f'c=3,000PSI

d. REINFORCING STEEL - ASTM A615, GRADE 60

e. HORIZONTAL JOINT REINFORCING - ASTM A1064, W1.7, GALV

f. COMPRESSIVE STRENGTH OF MASONRY ASSEMBLAGE - f'm=1,900 PSI (UNLESS

NOTED)

2. MASONRY CONSTRUCTION SHALL CONFORM TO “SPECIFICATIONS FOR MASONRY

STRUCTURES” ASCE 6-05 (ACI 530.1)

3. MINIMUM SPLICES SHALL BE AS FOLLOWS:

#3 TO #5 40 BAR DIA

#6 TO #7 52 BAR DIA

#8 TO #11 60 BAR DIA

4. HORIZONTAL REINFORCING SHALL BE LADDER TYPE AND SHALL BE PLACED IN

EVERY OTHER COURSE UNLESS NOTED.

5. ALL BLOCK SHALL BE PLACED IN STACKED BOND.

6. ALL CORES CONTAINING VERTICAL REINFORCING SHALL BE GROUTED SOLID.

7. ALL VERTICAL REINFORCING SHALL EXTEND TO WITHIN 2” OF TOP OF WALLS.

8. ALL CMU SHALL BE LAID IN FACE SHELL BED OF MORTAR, EXCEPT AT GROUTED

CELL LOCATIONS WHERE CMU SHALL BE PLACED IN FULL BED OF MORTAR .

F.METAL DECK

1. MATERIALS

a. ROOF DECK: 1 1/2”, 20 GAGE WIDE RIB (GALVANIZED) UNLESS NOTED

b. FLOOR DECK: 1 1/2”, 20 GAGE COMPOSITE METAL DECK (GALVANIZED) UNLESS

NOTED

2. ALL METAL DECKING HAS BEEN DESIGNED FOR UNSHORED CONSTRUCTION,

UNLESS NOTED. WHERE POSSIBLE, DECK SHALL EXTEND OVER THREE OR MORE

SUPPORTS.

3. METAL DECK FABRICATION AND INSTALLATION MUST COMPLY WITH STEEL DECK

INSTITUTE (SDI) STANDARDS. DECK MANUFACTURER SHALL BE A MEMBER OF THE

SDI.

4. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, PIPES OR OTHER UTILITIES

SHALL NOT BE SUPPORTED BY THE METAL DECK.

5. PLACE CONDUITS SHOWN ON OTHER DISCIPLINE DRAWINGS ABOVE OR BELOW

CONCRETE ON METAL FLOORS WHENEVER POSSIBLE. CONDUIT PLACED WITHIN

CONCRETE SLABS ON METAL DECK SHALL COMPLY WITH THE LATEST VERSION OF

“THE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS”.

WHERE CONDUIT MUST BE INSTALLED IN ELEVATED SLABS, THE CONTRACTOR

SHALL NOTIFY THE ENGINEER AND OBTAIN WRITTEN APPROVAL PRIOR TO

INSTALLATION. SUBMIT CONDUIT LAYOUTS FOR CONDUITS PLACED IN CONCRETE

ON METAL DECK FLOORS TO THE ENGINEER FOR REVIEW PRIOR TO INSTALLATION.

G.POST INSTALLED ANCHORS

1. POST-INSTALLED ANCHORS SHALL BE INSTALLED TO RESIST THE MAXIMUM,

TENSION/SHEAR FORCE BASED ON ANCHOR MANUFACTURER'S LITERATURE

AND DIAMETER AND EMBEDMENT SHOWN

2. USE OF ANCHORING SYSTEMS MUST BE APPROVED IN WRITING BY THE

STRUCTURAL ENGINEER OF RECORD PRIOR TO USE.

3. REINFORCING BARS SHALL BE EMBEDDED TO DEVELOP THE YIELD STRENGTH OF

THE BAR.

4. DESIGN OF ALL POST-INSTALLED ANCHORS SHALL BE BASED ON THE CRACKED

CONCRETE DESIGN CONDITION, UNLESS NOTED.

5. ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.

6. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT

ANCHORS AND PROXIMITY OF ANCHORS TO THE EDGE OF CONCRETE OR

MASONRY. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE

CLEARANCES INDICATED ON THE DRAWINGS.

7. LOCATE BY NON-DESTRUCTIVE MEANS, AND AVOID ALL EXISTING

REINFORCEMENT PRIOR TO THE INSTALLATION OF ANCHORS. IF THE EXISTING

REINFORCING LAYOUT PROHIBITS THE INSTALLATION OF ANCHORS AS INDICATED

ON THE DRAWINGS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER

IMMEDIATELY.

8. POST-INSTALLED ANCHORS SHALL BE INSTALLED WITH EMBEDMENT DEPTH

NOTED IN SECTIONS/DETAILS UNLESS NOTED.

9. POST-INSTALLED ANCHORS SHALL BE INSPECTED DURING INSTALLATION PER IBC

CHAPTER 17, TABLE 1705.3.

10.ADHESIVE ANCHORS THAT ARE INSTALLED HORIZONTALLY OR UPWARDLY

INCLINED, AND THAT ARE REQUIRED TO RESIST SUSTAINED TENSION LOADS

SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION PER ACI 318.

11.INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL

TRAINED AND QUALIFIED TO INSTALL ADHESIVE ANCHORS.

12.FOR INSTALLATION OF HORIZONTAL AND UPWARDLY INCLINED ADHESIVE

ANCHORS, THE INSTALLER SHALL BE CERTIFIED BY AN ACI/CRSI ADHESIVE

ANCHOR INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT.

H.MISCELLANEOUS

1. DIMENSIONS OF EQUIPMENT OPENINGS, SUPPORTS, PADS, SLAB DEPRESSIONS,

FOUNDATIONS AND ANCHORAGE HAVE BEEN DETERMINED USING SPECIFIC

MANUFACTURER'S EQUIPMENT. FINAL DIMENSIONS SHALL BE VERIFIED WITH THE

ACTUAL EQUIPMENT PURCHASED. DIMENSIONS SHALL BE CHANGED ONLY WITH

APPROVAL OF THE ENGINEER.

2. SEE PLUMBING SHEETS FOR ADDITIONAL UNDERGROUND PIPING NOT SHOWN ON

STRUCTURAL SHEETS.

3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING

CONDITIONS PRIOR TO PROCEEDING WITH THE WORK. VARIATIONS BETWEEN THE

INFORMATION SHOWN ON THE DRAWINGS AND THE ACTUAL EXISTING CONDITIONS

SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO

PROCEEDING WITH THE WORK.

4. NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK

UNLESS NOTED. FOR CONDITIONS NOT SPECIFICALLY SHOWN, PROVIDE DETAILS

OF A SIMILAR NATURE. VERIFY APPLICABILITY BY SUBMITTING SHOP DRAWINGS

FOR REVIEW.

5. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH OTHER

DISCIPLINES DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS

THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE ENGINEER PRIOR TO

PERFORMING THE WORK.

6. THE STRUCTURE HAS BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE

AFTER THE CONSTRUCTION OF THE STRUCTURE HAS BEEN COMPLETED. THE

STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS SOLELY THE

RESPONSIBILITY OF THE CONTRACTOR. THIS RESPONSIBILITY INCLUDES ALL

RELATED ASPECTS OF CONSTRUCTION ACTIVITY INCLUDING BUT NOT LIMITED TO,

ERECTION METHODS, ERECTION SEQUENCE, TEMPORARY BRACING, FORMS,

SHORING, USE OF EQUIPMENT AND SIMILAR CONSTRUCTION PROCEDURES.

7. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION.

8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB

SITE INCLUDING MEANS AND METHODS OF CONSTRUCTION AND SAFETY OF

PERSONS AND PROPERTY. THE ENGINEERS PRESENCE OR REVIEW OF WORK AT

THE JOB SITE IS FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY AND

IS NOT TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF

CONSTRUCTION AND/OR SAFETY METHODS.

9. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE

CONSTRUCTION LOADS AND PROTECTING THE COMPLETED OR UNCOMPLETED

STRUCTURE FROM DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADS.

10.IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE

WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALL

NOTIFY THE ENGINEER IMMEDIATELY.

J.DEMOLITION

1. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS (NEW AND

EXISTING) AND NOTIFY THE ENGINEER OF ANY DISCREPENCIES PRIOR TO

STARTING DEMOLITION.

2. THE CONTRACTOR SHALL COORDINATE ALL DEMOLITION ACTIVITIES WITH THE

CONTRACTING OFFICER.

3. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF

ANY SHORING REQUIRED TO FACILITATE THE DEMOLITION ACTIVITIES.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN AND INSTALLATION OF ALL

TEMPORARY DUST PROOFING AND WATERPROOFING REQUIRED TO PREVENT

DEBRIS OR WATER FROM ENTERING AREAS OF THE FACILITY THAT ARE NOT

INCLUDED WITHIN THE WORK. THE CONTRACTOR SHALL COORDINATE THE

LOCATION AND INSTALLATION OF THE TEMPORARY DUST PROOFING AND

WATERPROOFING WITH THE OWNER OR OWNERS REPRESENTATIVE.

5. DAMAGE TO ANY EXISTING BUILDING ELEMENTS TO REMAIN, AS A RESULT OF OR

ASSOCIATED WITH THE DEMOLITION ACTIVITIES, SHALL BE REPAIRED OR

REPLACED AT THE CONTRACTORS EXPENSE.

6. ALL MATERIALS FROM DEMOLITION SHALL BE REMOVED FROM THE SITE AND

PROPERLY DISPOSED OF BY THE CONTRACTOR.

K.STRUCTURAL SPECIAL INSPECTIONS

1. IN ACCORDANCE WITH SECTION 1704 AND 1705 OF THE 2018 INTERNATIONAL

BUILDING CODE AND ALL APPLICABLE STATE AND LOCAL REQUIREMENTS, AN

INDEPENDENT APPROVED AGENCY SHALL MAKE PERIODIC AND/OR CONTINUOUS

INSPECTIONS OF THE CONSTRUCTION PROGRESS IN ACCORDANCE WITH THE

FOLLOWING REQUIREMENTS:

CONCRETE CONSTRUCTION SECTION 1705.3, TABLE 1705.3

WELDING OF REINFORCING BARS SECTION 1705.3.1

SOILS SECTION 1705.6, TABLE 1705.6

STEEL CONSTRUCTION SECTION 1705.2, AISC CHAPTER N

GENERAL STRUCTURAL NOTES

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0 4' 8' 16'

1. FOR GENERAL STRUCTURAL NOTES AND LEGEND, SEE SHEET S-001 AND S-002.

2. FOR FIRST FLOOR STRUCTURAL COMPOSITE PLAN, SEE SHEET S-111.

3. FOR CONCRETE TYPICAL DETAILS, SEE SHEET S-501.

GENERAL SHEET NOTES

1/8" = 1'-0"B7

FIRST FLOOR STRUCTURAL PLAN -

AREA C

COORDINATE SIZES AND LOCATIONS OF EQUIPMENT PADS WITH EQUIPMENT PURCHASED.

COORDINATE DUCT SUPPORT LOCATIONS WITH FINAL DUCT ROUTING.

A

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SEE ENLARGED PLAN ON S-401

A

A

A

01_LEVEL

0' - 0"

10 9

CONTROL ROOM FLOOR

9' - 7 1/2"

EXISTING

CONCRETE COLUMN

EXISTING

CMU WALL

25' - 4"

C8

3' - 4"

1' - 4"*

2 1/2" CONCRETE ON

1 1/2" METAL DECK

OPEN BOTTOM

BOND BEAM

w/ 2 #5 CONT

01_LEVEL

0' - 0"

CONTROL ROOM FLOOR

9' - 7 1/2"

EXISTING

CONCRETE COLUMN

25' - 4"

EXISTING

CMU WALL

C8

2 1/2" CONCRETE ON

1 1/2" METAL DECK

OPEN BOTTOM

BOND BEAM

w/ 2 #5 CONT

8" CMU WALL

w/ #5@48 (TYP)

01_LEVEL

0' - 0"

CONTROL ROOM FLOOR

9' - 7 1/2"

OPEN BOTTOM

BOND BEAM

w/ 2 #5 CONT

C8

2 1/2" CONCRETE ON

1 1/2" METAL DECK

US Army Corps of Engineers ®

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

EAST WALL ELEVATIONK9

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

WEST WALL ELEVATIONK3

0 2' 4' 8' 0 2' 4' 8'

1. FOR GENERAL STRUCTURAL NOTES AND LEGEND, SEE SHEETS S-001 AND S-002.

GENERAL SHEET NOTES

* COORDINATE SIZE AND LOCATION OF OPENING WITH ARCHITECTURAL SHEETS.

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

NORTH WALL ELEVATIONF2

0 2' 4' 8'

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2 #5

#5@12

#5@12 EW T&B

#5@12 EF

TOP OF CONCRETE

EL 0'-0"

6" TO EDGE OF

EQUIPMENT BASE

OR ENCLOSURE

1' - 0"

M

IN

3/4" CHAMFER

12" CRUSHED STONE

Ld

01_LEVEL

0' - 0"

EXISTING

FOUNDATION WALL

2 #5

#5@12

#5@12 EW T&B

#5@12 EF

TOP OF CONCRETE

EL 0'-0"

PRECAST CONCRETE VAULT

WALL, SEE ELEC SHEETS

OUTSIDE FACE OF

EXISTING BUILDING

SUBSTATION

SEE ELEC SHEETS

EQUIPMENT PAD

TOP OF PRECAST CONCRETE

VAULT, SEE ELEC SHEETS

Ld

12" CRUSHED STONE

6" EMBD

#5 x 2' - 6" LONG @ 12" OC

EPOXY ANCHOR TO PRECAST

CONCRETE VAULT

2 #5

TOP OF CONCRETE

EL 0'-0"

PRECAST CONCRETE VAULT

WALL, SEE ELEC SHEETS

TOP OF PRECAST CONCRETE

VAULT, SEE ELEC SHEETS

#5@12 EW EF

TURNED DOWN

SLAB BEYOND

1 '- 3 1/2"±

M

IN

3/4" CHAMFER

#5 @ 12" OC EPOXY

ANCHOR TO PRECAST

CONCRETE VAULT

6" EMBD

F

SAWCUT AND REMOVE 10"± SLAB FOR

INSTALLATION OF OIL/WATER SEPARATOR

PIPING. REPLACE SLAB PER SECTION F15/S-112

1' - 1" ±

EXISTING GRADE BEAM

COREDRILL THROUGH GRADE BEAM

FOR INSTALLATION OF UG SANITARY

OIL/WATER SEPARATOR

SEE PLUMBING SHEETS

UG SANITARY PIPING

SEE PLUMBING SHEETS

EXISTING BUILDING WALL

SEE ARCH SHEETS

US Army Corps of Engineers ®

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3/4" = 1'-0"S-303

SECTIONJ9

3/4" = 1'-0"S-303

SECTIONG3

0 0.5' 1' 2' 3'

0 0.5' 1' 2' 3'

3/4" = 1'-0"S-303

SECTIONG15

0 0.5' 1' 2' 3'

3/4" = 1'-0"S-303

SECTIONA4

0 0.5' 1' 2' 3'

A

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CONTROL ROOM FLOOR

9' - 7 1/2"

CONTROL ROOM ROOF

TOS

18' - 11"

W8

W12 NS/FS

H S

S X

P

O S

T

H S

S X

P

O S

T

1 1/2" METAL ROOF DECK

EXISTING CONTROL

ROOM ROOF DECK

EXISTING CONTROL

ROOM FLOOR DECK

EXISTING C8X11.5

EXISTING 8" BLOCK WALL

OR EXISTING CONCRETE

COLUMN (SEE PLAN)

EXISTING C9X13.4

4' - 8"

3' - 1 5/8"

2 1/2" CONCRETE ON

1 1/2" METAL DECK

x x x x

G R

O U

T

BASE PL 3/4x5x0' - 10" w/ (4) BOLT CONN

3/16

W8

F L

G G

A

HSS4X4

BASE PL 3/4xXxX w/ (4) ANCHOR RODS

3/16HSS4X4

G2

S-402

7 1/2"

L4X3X3/8 (LLH) w/ (2) EPOXY

ANCHORS INTO EXISTING CMU

WALL OR EXISTING CONCRETE

COLUMN AND (2) BOLT CONN

INTO BOTTOM FLANGE OF W8

3 1/2" (TYP)

EXISTING 8" BLOCK WALL

GAUGE

POUR STOP

2" EOS

W8 W10

A

CONTROL ROOM FLOOR

9' - 7 1/2"

CONTROL ROOM ROOF

TOS

18' - 11"

1/2" (TYP)

C9

H S

S X

HSS WP ROOF SYSTEM

SEE ARCH SHEETS

1 1/2" METAL ROOF DECK

3 5/16"±

L5X3X1/4 (LLV)

L5X3X3/8 (NS/FS)

FACE OF HSS SHALL BE

ALIGNED WITH EXISTING

HSS6X4 BEYOND

2 1/2" CONCRETE ON 1 1/2"

METAL DECK (TOTAL SLAB

THICKNESS = 4")

C8

C8

MITER C8's AT

CORNER CONNECTION

8" CMU WALL

GROUT CMU WALL

BELOW HSS COLUMN BENT

FOR BASE PLATE

SEE SECTION G6/S-312

W8

CONTROL ROOM FLOOR

9' - 7 1/2"

CONTROL ROOM ROOF

TOS

18' - 11"

2 1/2" CONCRETE ON 1 1/2"

METAL DECK (TOTAL SLAB

THICKNESS = 4")

C8

8" CMU WALL

FOR BASE PLATE

SEE SECTION B16 THIS SHEET

W12

HSS4X4 POST

W8

W10 BEYOND

ROOF SYSTEM

SEE ARCH SHEETS

1 1/2" METAL ROOF DECK

L5X3X1/4 (LLV)

US Army Corps of Engineers ®

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3/4" = 1'-0"S-311

SECTIONB15

0 0.5' 1' 2' 3'

3/4" = 1'-0"S-311

SECTIONG2

3/4" = 1'-0"S-311

SECTIONG9

0 0.5' 1' 2' 3'0 0.5' 1' 2' 3'

A A

A

A A

D D

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CONTROL ROOM FLOOR

9' - 7 1/2"

C8

HSS6X4

COLUMN BENT

C8

8" CMU WALL

GROUT SOLID BELOW

HSS COLUMN BENT

3/4" BASE PL

3/6

HSS6X4

8" CMU WALL

GROUT SOLID BELOW

HSS COLUMN BENT

(2) 13/16"Ø HOLES FOR

3/4"Ø ANCHOR RODS3/4" GROUT

SLAB EDGE AND C8

OMITTED FOR CLARITY 3/16

45°

C8

C8

3/6

TYP

CONTROL ROOM ROOF

TOS

18' - 11"

1 1/2" METAL ROOF DECK

FOR ROOF SYSTEM

SEE ARCH SHEETS

FOR WALL PANEL

SEE ARCH SHEETS

W

L4X4X1/4 CONT

3/16 2-12

3/16 2-12

4"

CONTROL ROOM FLOOR

9' - 7 1/2"

CONTROL ROOM ROOF

TOS

18' - 11"

WF

W

1 1/2" METAL ROOF DECK

FOR ROOF SYSTEM

SEE ARCH SHEETS

HSS4X4

L4X4X1/4 CONT

3/16 2-12

3/16 2-12

4"

3/4" BASE PL

SEE SECTION B15/S-311

W12

2 1/2" CONCRETE ON

1 1/2" METAL DECK

GAUGE POUR STOP

2" EOS

/2

C8

CONTROL ROOM ROOF

TOS

18' - 11"

EXISTING C9X13.4

EXISTING

ROOF PLANK

EXISTING L5X3

1 1/2" METAL ROOF DECK

W

ROOF SYSTEM

SEE ARCH SHEETS

5"

EXISTING WALL

1/4" CONT BENT PL

3/16 2-12

3/16 2-12

CONTROL ROOM FLOOR

9' - 7 1/2"

EXISTING 1 1/2"

TOPPING SLAB

EXISTING PRECAST PLANK

EXISTING C8

INFILL SLAB

7 7/8"±

7 1/2"

5 1/4"±

GAUGE POUR STOP

CONTROL ROOM ROOF

TOS

18' - 11"

EXISTING

ROOF PLANK

EXISTING L5X3 1 1/2" METAL ROOF DECK

WF BEYOND

ROOF SYSTEM

SEE ARCH SHEETS

EXISTING

SLOPED HSS6X4

1/4" CONT BENT PL

C9

EXISTING C9X13.4

SPLICE PL EXISTING C9X13.4

CONTROL ROOM FLOOR

9' - 7 1/2"

EXISTING 1 1/2"

TOPPING SLAB

EXISTING C8

EXISTING C8 (FS)

INFILL SLAB

7 1/2"

5 1/4"±

WF (FS)

C8

EXISTING HSS6X4

COLUMN BENT

CONTROL ROOM FLOOR

9' - 7 1/2"

75.000°

EXISTING SLOPED HSS6X4

EXISTING C8X11.5

C8

8" CMU WALL

CONT L3X3

4" SLAB NOT SHOWN FOR CLARITY

EXISTING CONCRETE

COLUMN BEYOND

CONTROL ROOM FLOOR

9' - 7 1/2"

HSS6X4

COLUMN BENT

C8

8" CMU WALL

GROUT SOLID BELOW

HSS COLUMN BENT

FACE OF HSS SHALL BE

ALIGNED WITH EXISTING

HSS6X4 BEYOND

75.000°

3/16

45°

6"

BASE PL 3/4x6x1' - 0"

3/16

3/16 0

HSS6X4

8" CMU WALL

GROUT SOLID BELOW

HSS COLUMN BENT

(2) 13/16"Ø HOLES FOR

3/4"Ø ANCHOR RODS

3/4" GROUT

3/16

3/16

45°

45°

SLAB EDGE OMITTED FOR CLARITY

CONTROL ROOM FLOOR

9' - 7 1/2"

8" CMU WALL

CONT L3X3

1/4 2-12

1/4 2-12

6"

/2

COORDINATE NOTCH

WITH ARCH SHEETS

C8

US Army Corps of Engineers ®

SHEET ID

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3/4" = 1'-0"S-312

SECTIONG6

3/4" = 1'-0"S-312

SECTIONL6

3/4" = 1'-0"S-312

SECTIONG16

3/4" = 1'-0"S-312

SECTIONL2

3/4" = 1'-0"S-312

SECTIONG2

0 0.5' 1' 2' 3' 0 0.5' 1' 2' 3'

0 0.5' 1' 2' 3' 0 0.5' 1' 2' 3' 0 0.5' 1' 2' 3'

3/4" = 1'-0"S-312

SECTIONL11

0 0.5' 1' 2' 3'

3/4" = 1'-0"S-312

SECTIONG11

0 0.5' 1' 2' 3'

3/4" = 1'-0"S-312

SECTIONB2

0 0.5' 1' 2' 3' 3/4" = 1'-0"S-312

SECTIONB6

0 0.5' 1' 2' 3' 3/4" = 1'-0"S-312

SECTIONB12

0 0.5' 1' 2' 3'

A

A

A A

D D

E N

D U

M

/1

/2

3/8" SHEAR

TAB, WELDED

F

3' - 0" ±

EXISTING BASEMENT WALL

EXISTING

GRADE BEAM

1' - 1" ± 14' - 6 1/8"

TRENCH FLOOR

W/ #5@12 EW

EL (-) 1' - 11 5/8"

TRENCH FLOOR

W/ #5@12EW

EL (-) 8' - 0"

TOP OF TRENCH WALL

EL 0' - 0"

8"

5' - 6"

EXISTING GRADE

SEE CIVIL SHEETS

EXISTING BUILDING WALL

SEE ARCH SHEETS

COORDINATE END OF

TRENCH WITH ELECTRICAL

CONDUIT DUCTBANK. SEE

ELECTRICAL SHEETS

9' - 0 1/8"

R O

M O

V E

P O

R T

IO

N

O F

B A

S E

M E

N T

W A

L L

REMOVE PORTION

OF BASEMENT WALL

8" CMU WALL8" CMU WALL

#5@12 EW CENTERED

#5 DWLS @ 12 T&B

01_LEVEL

0' - 0"

F

3' - 0" ±

EXISTING BASEMENT WALL

EXISTING

GRADE BEAM

1' - 1" ± 14' - 6 1/8"

TRENCH FLOOR

EL (-) 1' - 11 5/8"

TRENCH FLOOR

W/ #5@12 EW

EL (-) 8' - 0"

TOP OF TRENCH WALL

BEYOND EL 0' - 0"

8"

EXISTING GRADE

SEE CIVIL SHEETS

EXISTING BUILDING WALL

SEE ARCH SHEETS

COORDINATE END OF

TRENCH WITH ELECTRICAL

CONDUIT DUCTBANK. SEE

ELECTRICAL SHEETS

5' - 6"

8" 4' - 10 7/8"

9' - 0 1/8"

/8

REMOVE PORTION

OF BASEMENT WALL 8" CMU WALL8" CMU WALL

3/8" CHECKERED PL

3/8" CHECKERED PL

PIT GUARD (TYP) SEE

DETAIL ON SHEET S-501

PLATE SUPPORT ANGLE

SEE DETAIL ON SHEET S-501

#5@12 EW

CENTERED

#5 DWLS @12 T&B

#5@12 EW

01_LEVEL

0' - 0"

TOP OF TRENCH WALL

EL 0' - 0" (TYP)

5' - 10"

8"8"

TRENCH FLOOR

W/ #5#12 EW

EL (-) 1' - 11 5/8"

TRENCH WALL AND

FLOOR BEYOND

3/8" CHECKERED PL

PIT GUARD (TYP)

SEE DETAIL

ON SHEET S-501

#5@12 EW#5@12 EW

01_LEVEL

0' - 0"

EXISTING GRADE

BEAM BEYOND

TRENCH FLOOR

W/ #5@12 EW

EL (-) 8' - 0"

5' - 10"

8"8"

TOP OF TRENCH WALL

EL 0' - 0" (TYP)

3/8" CHECKERED PL

PIT GUARD (TYP)

SEE DETAIL ON SHEET S-501

#5 DWLS @12

#5@12

CENTERED

#5 DWLS @12

#5@12

CENTERED

01_LEVEL

0' - 0"

TOP OF TRENCH WALL

EL (-) 0' - 1/2"

TRENCH FLOOR

EL (-) 1' - 11 5/8"

REMOVE WALL AT

END OF TRENCH

EXISTING CMU WALL

01_LEVEL

0' - 0"

TOP OF TRENCH WALL

EL (-) 0' - 1/2"

TRENCH FLOOR

EL (-) 1' - 11 5/8"

EXISTING TRENCH

ENDWALL

EXISTING CMU WALL

US Army Corps of Engineers ®

SHEET ID

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T R

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1/2" = 1'-0"S-321

SECTIONJ4

1/2" = 1'-0"S-321

SECTIONB4

0 1' 2' 4'

0 1' 2' 4'

1/2" = 1'-0"S-321

SECTIONJ11

1/2" = 1'-0"S-321

SECTIONC11

1/2" = 1'-0"S-321

SECTIOND16

1/2" = 1'-0"S-321

SECTIONK16

* COORDINATE DEPTH OF TRENCH FLOOR WITH ELECTRICAL SHEETS.

* COORDINATE DEPTH OF TRENCH FLOOR WITH ELECTRICAL SHEETS.

0 1' 2' 4'

0 1' 2' 4'

* COORDINATE DEPTH OF TRENCH FLOOR WITH ELECTRICAL SHEETS.

** TRENCH FLOOR ELEVATION SHALL MATCH EXISTING TRENCH FLOOR ELEVATION.

** TRENCH FLOOF ELEVATION SHALL MATCH EXISTING TRENCH FLOOR ELEVATION.

** TRENCH FLOOF ELEVATION SHALL MATCH EXISTING TRENCH FLOOR ELEVATION.

0 1' 2' 4'

** TRENCH FLOOF ELEVATION SHALL MATCH EXISTING TRENCH FLOOR ELEVATION.

** TRENCH FLOOF ELEVATION SHALL MATCH EXISTING TRENCH FLOOR ELEVATION.

0 1' 2' 4'

A

A

A

A

A

A A

D D

E N

D U

M

/1

10111213

8' - 3 1/2" 16' - 0 1/2"

20' - 0" ± 20' - 0" ± 20' - 0" ± 20' - 0" ± 20' - 0" ±

64' - 11 1/2" ±

/8

5' - 5" ±

F

IE

L D

V E

R

IF

Y

EXISTING 8" BLOCK WALL (TYP)

EXISTING CONCRETE

COLUMN (TYP)

EXISTING CORNER

CONCRETE COLUMN

EXISTING CORNER

CONCRETE COLUMN

CMU WALL

SEE ARCH SHEETS

HSS4X4 POST UP

TO EL 9' - 3 1/2"

HSS4X4 POST UP

TO EL 9' - 3 1/2"

T Y

P

T Y

P

B4

S-321

EXISTING 13"± WIDE x 4'-6"± DEEP

GRADE BEAM

K16

S-321

J4

S-321

D16

S-321

/4

E X

IS

T

IN

G

T R

E N

C H

W

ID

T H

1' - 7 5/8" ±

WIDTH OF

EXISTING

TRENCH WALL

REMOVE WALL AT

END OF TRENCH

SEE SECTION D16/S-321

REMOVE PORTION OF BASEMENT WALL

SEE SECTIONS B4/S-321 AND J4/S-321

S-201

K3

S-201

K9

S-201F2

25' - 4"

(TYP)

3' - 0" ±

(TYP)

3' - 0" ±

F

B4

S-321

20' - 0" ±

/1

F

IE

L

D V

E R

IF

Y

EXISTING 8" BLOCK WALL (TYP)

(ELECTRIC SWITCH ROOM)

EXISTING CORNER

CONCRETE COLUMN

EXISTING CORNER

CONCRETE COLUMN

HSS4X4 POST UP

TO EL 9' - 3 1/2"

EXISTING 13"± WIDE x 4'-6"± DEEP

GRADE BEAM

K16

S-321

4' - 4" 5' - 10"

4' - 6"

5 1/2"

J4

S-321

J11

S-321

C11

S-321

D16

S-321

B3

S-401

/8

3/8" CHKD PL

01_LEVEL

0' - 0"

REMOVE 1' - 7 5/8"

THICK WALL AT

END OF TRENCH

/8

4' - 10 7/8" ±

EXISTING

TRENCH BEYOND

EXISTING

CONCRETE COLUMN EXISTING

CONCRETE COLUMN

EXISTING

CMU WALL

6' - 2 7/8"

8" 8"

TOP OF TRENCH WALL

EL 0' - 0"

3/8" CHECKERED PL

PIT GUARD, SEE DETAIL

ON SHEET S-501

PLATE SUPPORT ANGLE

SEE DETAIL ON SHEET S-501

#5@12 EW

#5@12 EW

CENTERED (TYP)

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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IN

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W A

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S-401

E N

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P L A

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-4

/1

/2

1/4" = 1'-0"F8

CONTROL ROOM FIRST FLOOR ENLARGED

PLAN - PARTIAL AREAS C AND D

0 2' 4' 8'

1. FOR GENERAL STRUCTURAL NOTES AND LEGEND, SEE SHEET S-001 AND S-002.

2. FOR FIRST FLOOR STRUCTURAL COMPOSITE PLAN, SEE SHEET S-111.

3. FOR CONCRETE TYPICAL DETAILS, SEE SHEET S-501.

GENERAL SHEET NOTES

1/4" = 1'-0"A11

CONTROL ROOM TRENCH PLAN

0 2' 4' 8'

1/2" = 1'-0"S-401

SECTIONB3

0 1' 2' 4'

A

A A

D D

E N

D U

M

/1

G1

S-302

8' - 3 1/2" 15' - 0"

/8

EXISTING HSS6X4X1/4

POST UP (TYP UN)

EXISTING BUILT-UP

COLUMN (TYP UN)

EXISTING

HSS4X4X1/4 POST

EXISTING

HSS4X4X1/4 POST

EXISTING 8" PRECAST

PLANK WITH 1 1/2" TOPPING

EXISTING 8" CMU

WALL BELOW

EXISTING C8X11.5

EXISTING C8X11.5

EXISTING SUPERVISOR'S ROOM

/8

(E X

IS

T

IN

G

C O

N T

R O

L R

O O

M

20' - 0" ± 20' - 0" ± 20' - 0" ± 20' - 0" ± 20' - 0" ±

B15

S-311

28' - 0" ± (EXISTING CONTROL ROOM)

HSS4X4 POST UP

FROM EL 0' - 2"

HSS4X4 POST UP

TO EL 18' - 11"

/8

B15

S-311HSS4X4 POST UP

FROM EL 0' - 2"

HSS4X4 POST UP

TO EL 18' - 11"

S P

A N

D E

C K

S P

A N

D E

C K

2 1/2" CONCRETE ON 1 1/2"

METAL DECK (TOTAL SLAB

THICKNESS = 4")

HSS6X4 COLUMN BENT

POST UP TO EL 18' - 11"

HSS4X4 POST UP

TO EL 18' - 11"

L-1

G9

S-311

G2

S-311

EXISTING CONCRETE

COLUMN BELOW

1 255/256"

G16

S-312

G6

S-312

G2

S-312

E O

S

B6

S-312

B2

S-312

G11

S-312

5' - 0"

29' - 7 5/8"

4' - 7 5/8"

C8X11.5

C X

.5

2" EOS

B12

S-312

1 1/2"x6" NOTCH

HSS6X4 COLUMN BENT

POST UP TO EL 18' - 11"

W X

W12X30 W12X30

W X

W X

CMU BEARING

WALL BELOW

W12X30

REMOVE STEEL POST

CONTROL ROOM FLOOR

9' - 7 1/2"

EXISTING C8X11.5

2 1/2" CONCRETE ON

1 1/2" METAL DECK4 63/128"

6"

W8

3/8" BENT PL w/

(2) BOLT CONN EACH LEG

L4X3X3/8 (LLH) w/ (2) EPOXY

ANCHORS INTO EXISTING CMU

WALL AND (2) BOLT CONN

INTO BOTTOM FLANGE OF W8

US Army Corps of Engineers ®

SHEET ID

U S

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A L

W A

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E N

L A

R G

E D

P L A

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0 2' 4' 8'1/4" = 1'-0"F2

CONTROL ROOM SECOND FLOOR

ENLARGED PLAN - AREA C AND D

• TOP OF CONTROL ROOM SLAB ELEVATION SHALL MATCH EXISTING CONTROL ROOM

FINISHED FLOOR ELEVATION 9' - 7 1/2".

• TOP OF STEEL (-) 4" (UNLESS NOTED).

3/4" = 1'-0"S-402

SECTIONG2

0 0.5' 1' 2' 3'

A

A A

D D

E N

D U

M

/1

EXISTING C9X13.4EXISTING C9X13.4

EXISTING C9X13.4 EXISTING C9X13.4

E X

IS

T

IN

G

C X

.4

E X

IS

T

IN

G

C X

.4

E X

IS

T

IN

G

C X

.4

E X

IS

T

IN

G

C X

.4

E X

IS

T

IN

G

C X

.4

E X

IS

T

IN

G

C X

.4

EXISTING HSS6X4X1/4

POST UP FROM SECOND

FLOOR (TYP UN)

/8

EXISTING BUILT-UP

COLUMN (TYP UN)

EXISTING HSS4X4X1/4

POST UP FROM SECOND FLOOR

EXISTING 4"

PRECAST PLANK

EXISTING 4"

PRECAST PLANK

EXISTING HSS4X4X1/4

POST UP FROM SECOND FLOOR

EXISTING SLOPED

HSS6X4X1/4 POST UP

FROM SECOND FLOOR EXISTING SLOPED

HSS6X4X1/4 POST UP

FROM SECOND FLOOR

EXISTING SUPERVISOR'S ROOM ROOF

/8

(E X

IS

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IN

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C O

N T

R O

L R

O O

M

20' - 0" ± 20' - 0" ± 20' - 0" ± 20' - 0" ± 20' - 0" ±

B15

S-311

27' - 11 1/8" ± (EXISTING CONTROL ROOM)

B15

S-311

HSS4X4 POST UP

FROM EL 9' - 3 1/2"

HSS4X4 POST UP

FROM EL 9' - 3 1/2"

SPAN

DECK

SPAN

DECK

1 1/2" METAL ROOF DECK

HSS6X4 COLUMN BENT POST

UP FROM SECOND FLOOR

HSS4X4 POST UP

FROM SECOND

FLOOR

L2

S-312

G9

S-311

G2

S-311

G16

S-312

L6

S-312

29' - 7 5/8"4 EQ SPA = 23' - 3 1/2"

2 EQ SPA = 12' - 8 1/8"

L11

S-312 C9X13.4

2 SPA @ 5' - 11 3/4"= 11' - 11 1/2"5' - 0"

W10X30 W10X30

W X

W X

W X

W X

W X

W X

W X

W X

W X

REMOVE STEEL POST

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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A

M

S-403

E N

L A

R G

E D

P L A

N S

S C

H A

M B

E R

S

J M c W

IL

L

IA

M S

J C

A R

D

IL

L O S

-4

/1

/2

0 2' 4' 8'1/4" = 1'-0"H8

CONTROL ROOM ROOF FRAMING

ENLARGED PLAN - AREAS C AND D

A

A A

D D

E N

D U

M

/1