W912HN18R3013_DRAWINGS_VOL2_AMD1.pdf

GENERAL NOTES:

G-1. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS. COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED TO, THE REQUIREMENTS FOR SLEEVES, INSERTS, HOLES, HANGERS, AND ANCHORS.

G-2. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO CONTRACTING

OFFICER PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE AFFECTED.

G-3. DETAILS TITLED OR NOTED AS "TYPICAL" APPLY NOT ONLY WHERE SPECIFICALLY INDICATED OR

REFERENCED, BUT ALSO IN ALL OTHER CASES WHERE THE NATURE OF THE CONSTRUCTION

REQUIRES THEIR USE. DETERMINE APPLICABILITY OF TYPICAL DETAILS FROM DESCRIPTIVE TITLES OR FROM THE SIMILARITY OF A CONSTRUCTION CONDITION TO ANOTHER CONDITION WHERE THE

DETAIL IS SPECIFICALLY INDICATED OR REFERENCED.

G-4. THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER ALL BUILDING

CONSTRUCTION IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE

ERECTION PROCEDURES AND SEQUENCES TO ENSURE SAFETY OF THE BUILDING AND ITS

COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING,

SHEETING, TEMPORARY BRACING, GUYS, OR TIE-DOWNS.

G-5. THE CONTRACT DOCUMENTS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION.

THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK DURING ERECTION AND

CONSTRUCTION AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, SEQUENCES, AND SAFETY.

G-6. PROVIDE TEMPORARY BRACING AND SHORING OF THE STRUCTURE AND COMPONENTS UNTIL ALL

COMPONENTS ARE ERECTED AND ALL CONNECTIONS ARE FULLY MADE, AS NECESSARY, TO

ENSURE STABILITY DURING CONSTRUCTION. BRACE ALL WALLS DURING CONSTRUCTION AGAINST

WIND AND/OR CONSTRUCTION LOADS.

G-7. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [±X'-X"] REFERENCED TO THE FINISHED FIRST FLOOR ELEVATION DATUM [0'-0"]. SEE CIVIL DRAWINGS FOR ACTUAL DATUM

ELEVATION.

G-8. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS UNDER ANY

CIRCUMSTANCE.

CONCRETE CONSTRUCTION NOTES:

C-1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE

"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-14) AND THE

SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301-16) OF THE AMERICAN CONCRETE

INSTITUTE (ACI).

C-2. ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 4000 PSI AND UTILIZE MAXIMUM WATER-CEMENTITIOUS MATERIAL RATIO (w/cm) OF 0.50.

C-3. CONCRETE DENSITY SHALL BE NORMAL WEIGHT WITH A DENSITY OF 140 PCF TO 150 PCF UNLESS

NOTED OTHERWISE ON PLANS.

C-4. CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60 AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP

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

C-5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 OR ASTM A497. PROVIDE SHEET-TYPE WELDED WIRE FABRIC. SHEET LAPS SHALL BE TIED AND LAPPED ONE FULL MESH SPACING PLUS 2".

C-6. CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE INDICATED.

CONTINUOUS REINFORCING STEEL SHALL BE SPLICED AS SHOWN IN SCHEDULE. REINFORCING

STEEL SHALL BE PLACED SO THAT SPACING IS GREATER THAN OR EQUAL TO 2X BAR DIAMETER.

C-7. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED. IN NO CASE SHALL

REINFORCEMENT COVER BE LESS THAN THE REQUIREMENTS OF ACI 301.

A. CONCRETE DEPOSITED AGAINST THE GROUND 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2"

C. SLABS AND WALLS 1"

C-8. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90° HOOK A MINIMUM OF 12 BAR DIAMETERS IN LENGTH, UNLESS OTHERWISE NOTED. STIRRUPS, TIES, AND 180° HOOKS

SHALL CONFORM TO THE REQUIREMENTS OF ACI 318.

C-9. PROVIDE 1/2" THICK PRE-MOLDED JOINT FILLER MATERIAL WHERE SLABS ON GRADE ABUT VERTICAL

SURFACES.

C-10. ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED AND MAINTAINED

SECURELY IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

C-11. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, ANCHORS, RECESSES AND OTHER EMBEDDED

ITEMS UNLESS OTHERWISE INDICATED. REINFORCEMENT SHALL NOT BE CUT TO FACILITATE

PLACEMENT OF EMBEDDED ITEMS, UNLESS INDICATED.

C-12. NO CONCRETE SHALL BE PLACED UNTIL THE OWNER OR THE CONTRACTING OFFICER'S

DESIGNATED REPRESENTATIVE HAS INSPECTED ALL EMBEDDED WORK, INCLUDING

REINFORCEMENT.

C-13. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" OR AS INDICATED.

C-14. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS EFFECTIVELY

COATED OR COVERED TO PREVENT ALUMINUM-CONCRETE REACTION AND ELECTROLYTIC ACTION

BETWEEN ALUMINUM AND STEEL.

C-15. CONCRETE SLAB ON GRADE JOINTS INDICATED ARE DIAGRAMMATIC AND DO NOT REPRESENT ALL OF THE JOINTS REQUIRED FOR SLAB-ON-GRADE CONSTRUCTION. SLAB PANELS BETWEEN JOINTS SHALL BE SQUARE OR NEARLY SO AND SHALL NOT EXCEED AN ASPECT RATIO WITH PANEL LENGTH

GREATER THAN 1.5 TIMES THE PANEL WIDTH.

C-16. CONTRACTOR SHALL PROVIDE JOINTS AT ALL RE-ENTRANT CORNERS INCLUDING, BUT NOT LIMITED

TO, COLUMNS AND SLAB RECESSES.

C-17. IN ADDITION, CONTRACTOR SHALL COORDINATE SLAB ON GRADE JOINT REQUIREMENTS WITH SLAB-

ON-GRADE CONSTRUCTION SEQUENCING. CONTRACTOR SHALL SHOW JOINT LAYOUT ON

REINFORCING SHOP DRAWING SUBMITTAL FOR APPROVAL.

DESIGN LOAD CRITERIA:

D-1 CODES:

IBC 2015 / ASCE 7-10 / UFC 3-301-01

D-2. LIVE LOADS:

ALL FLOORS (PER UFC 4-133-01) 150 PSF

RAISED ACCESS FLOOR, MOST CRITICAL LOAD OF 2000 LB OR 150PSF

CATWALKS 60 PSF

SLAB ON GRADE 150 PSF

D-3. ROOF LIVE LOAD: 20 PSF

D-4. SNOW LOADS:

MINIMUM GROUND SNOW LOAD, Pg 5 PSF SNOW EXPOSURE FACTOR, Ce 0.9 SNOW THERMAL FACTOR, Ct 1.1 SNOW IMPORTANCE FACTOR, Is 1.2 ROOF SLOPE FACTOR, Cs 1.0 FLAT ROOF SNOW LOAD, Pf 4.2 PSF

D-5. WIND LOADS:

BASIC WIND SPEED, V 120 MPH

RISK CATEGORY IV

WIND LOAD IMPORTANCE CATEGORY, Iw 1.0

WIND EXPOSURE CATEGORY C

GUST EFFECT FACTOR, G 0.85

INTERNAL PRESSURE COEFFICIENTS, GCpi +/- 0.18

D-6. COMPONENTS AND CLADDING WIND PRESSURES: SEE C&C PRESSURE

DIAGRAM ON S-002.

D-7. SEISMIC LOADS:

RISK CATEGORY IV

SEISMIC IMPORTANCE FACTOR, Ie 1.5 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss 0.122

MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.071

SITE CLASS D

DESIGN SPECTRAL RESPONSE ACCELERATION, Sds 0.13 DESIGN SPECTRAL RESPONSE ACCELERATION, Sd1 0.114

SEISMIC DESIGN CATEGORY C

SEISMIC-FORCE RESISTING SYSTEM ECCENTRICALLY BRACED FRAMES

RESPONSE MODIFICATION FACTOR, R 8

SYSTEM OVERSTRENGTH FACTOR 2

DEFLECTION AMPLIFICATION FACTOR, Cd 4 SEISMIC RESPONSE COEFFICIENT, Cs 0.024

SEISMIC-FORCE RESISTING SYSTEM MASONRY SHEAR WALL

RESPONSE MODIFICATION FACTOR, R 2

SYSTEM OVERSTRENGTH FACTOR 2 1/2

DEFLECTION AMPLIFICATION FACTOR, Cd 2 SEISMIC RESPONSE COEFFICIENT, Cs 0.098

SEISMIC ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

SEISMIC BASE SHEAR 66 KIPS

D-8. ANTI-TERRORISM/FORCE PROTECTION CRITERIA:

NEW BUILDING LOCATION PARKING AND ROADWAYS

WITHIN A CONTROLLED

PERIMETER

BUILDING CATEGORY INHABITED BUILDING

DESIGN LEVEL OF THREAT VERY LOW

DESIGN LEVEL OF PROTECTION (LOP) VERY LOW (VLOP)

CONVENTIONAL CONSTRUCTION STANDOFF 75 FT

APPLICABLE EXPLOSIVE WEIGHT CLASS II

PROGRESSIVE COLLAPSE CRITERIA APPLIES YES

SUPPORT FASTENERS

LAP

FASTENERS

METAL DECK

METAL DECK

GAUGE

MOMENT OF INERTIA OF

STEEL SECTION, Ip (IN4)

SECTION MODULUS OF

STEEL SECTION

POSITIVE BENDING, Sp

(IN3)

(METAL ROOF

DECK) - 1.5B20

MINIMUM PROPERTIES OF METAL DECK

MOMENT OF INERTIA OF

STEEL SECTION, In (IN4)

SECTION MODULUS OF

STEEL SECTION

POSITIVE BENDING, Sn

(IN3)

0.201

0.234

0.222

0.247

(COMPOSITE FLOOR

DECK) - 2VLI18

0.559

0.495

0.558

0.504

20 18

MASONRY CONSTRUCTION NOTES:

M-1. ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH "BUILDING

CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-13/ASCE 5-13/

TMS 402-13) AND "SPECIFICATION FOR MASONRY STRUCTURES" (ACI 530.1-13/

ASCE 6-13/TMS 602-13).

M-2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f'm = 2000 PSI. NET AREA

COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL BE A

MINIMUM OF 1900 PSI.

M-3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE

MANUFACTURED WITH NORMAL WEIGHT AGGREGATE.

M-4. GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES.

GROUT SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.

M-5. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM

A615/A615M, GRADE 60 AND SHALL HAVE FABRICATION TOLERANCES IN

ACCORDANCE WITH ACI 315. SHOP FABRICATE REINFORCING BARS WHICH ARE

INDICATED TO BE BENT OR HOOKED.

M-6. LOCATE JOINT REINFORCEMENT 16 INCHES ON CENTER VERTICALLY AND

ADDITIONALLY AT THE TOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS

IMMEDIATELY ABOVE AND BELOW ALL OPENINGS, EXTENDING A MINIMUM

OF 24 INCHES BEYOND THE JAMB ON EACH SIDE.

M-7. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY

IN STEEL OR PVC SLEEVES OR CORED HOLES UNLESS OTHERWISE

INDICATED ON THE DRAWINGS.

M-8. ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED

IN MASONRY GROUT, OR MORTAR, UNLESS EFFECTIVELY COATED OR COVERED

TO PREVENT ALUMINUM-CEMENT CHEMICAL REACTION OR ELECTROLYTIC

REACTION BETWEEN ALUMINUM AND STEEL.

M-9. UNLESS OTHERWISE NOTED OR DETAILED, CENTER WALL REINFORCEMENT

IN BLOCK CELLS. USE NONMETALLIC BAR POSITIONERS.

M-10. PROVIDE DOWEL REINFORCEMENT FROM WALLS INTO FOUNDATION OF SAME

SIZE AND SPACING AS VERTICAL WALL REINFORCEMENT. WHERE VERTICAL

REINFORCEMENT IS NON-CONTINUOUS, PROVIDE SPLICE LENGTH AS SHOWN

IN SCHEDULE ON S-601 U.N.O. ON PLANS.

FOUNDATION AND SLAB NOTES:

F-1. FOUNDATIONS FOR THIS PROJECT HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS IN THE GEOTECHNICAL REPORT PREPARED BY THE SAVANNAH DISTRICT

TITLED "SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT, AIR TRAFFIC

CONTROL TOWER, FY 18, LI 55112, FT BENNING, GA", DATED *AUGUST 2018.

F-2. FOUNDATIONS HAVE BEEN DESIGNED TO BEAR ON DRILLED PIERS. LOAD BEARING CAPACITY OF DRILLED PIERS IS DETERMINED AS OUTLINED IN THE GEOTECHNICAL REPORT. PIER CAST-IN-PLACE CONCRETE SHALL ATTAIN MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 4000 PSI.

F-3. THE CONTRACTOR SHALL HIRE AN INDEPENDENT TESTING LABORATORY AND GEOTECHNICAL ENGINEER, REGISTERED AND LICENSED IN THE STATE WHERETHE WORK WILL BE ACCOMPLISHED, TO VERIFY THAT ALL OF THE REQUIREMENTS CONTAINED IN SPECIFICATION 31 00 00, EARTHWORK, HAVE BEEN FOLLOWED AND ACCOMPLISHED.

F-4. ALL EXCAVATIONS SHALL BE PERFORMED SO THAT THE SITE AND THE AREA IMMEDIATELY

SURROUNDING THE SITE WHICH AFFECTS CONSTRUCTION OPERATIONS WILL BE CONTINUALLY

AND EFFECTIVELY DRAINED. THE CONTRACTOR SHALL PROVIDE DRAINAGE AND DEWATERING AS

REQUIRED TO ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH THE

SUBGRADE SOILS REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE PLACED AND

BACKFILLED. REMOVAL OF SURFACE WATER, GROUNDWATER, AND ANY PERCHED WATER

CONDITIONS WHICH MIGHT BE ENCOUNTERED DURING EXCAVATIONS, SHALL BE ACCOMPLISHED

BY APPROVED MEANS. REFER TO SPECIFICATION SECTION 31 00 00, EARTHWORK, AND TO SHEET

B-301 FOR ADDITIONAL EXCAVATION REQUIREMENTS.

F-5. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADES.

F-6. ENSURE THAT EARTH-FORMED FOOTINGS CONFORM TO THE SHAPE, LINES, AND THICKNESSES

INDICATED ON THE FOUNDATION PLAN, SECTIONS, AND FOOTING SCHEDULES. EXCAVATION

WIDTHS SHALL BE A MINIMUM OF 4" GREATER THAN DIMENSIONS INDICATED.

F-7. DO NOT INSTALL FOUNDATIONS UNTIL FOUNDATION WORK HAS BEEN COORDINATED WITH

ADJACENT UNDERGROUND UTILITIES.

F-8. PLACE 10 MIL VAPOR RETARDER ON 4" CAPILLARY WATER BARRIER UNDER ALL INTERIOR

SLABS-ON-GRADE (TYPICAL).

F-9 PILE FOUNDATIONS SHALL BE PLACED BASED ON THE RECOMMENDATIONS PROVIDED IN THE

GEOTECHNICAL REPORT. DRILL SHAFTS SHALL BE REINFORCED AS SHOWN IN THE FOUNDATION

DRAWINGS.

STEEL DECK NOTES CONTINUED:

SD-1. PROVIDE ALL RIDGE PLATES, VALLEY PLATES, CLOSURE PLATES, POUR STOPS, AND ALL OTHER

ACCESSORIES REQUIRED FOR COMPLETE INSTALLATION IN ACCORDANCE WITH THE DECK

MANUFACTURER'S RECOMMENDATIONS.

SD-2. CONTRACTOR SHALL COORDINATE OPENINGS IN STEEL DECK WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS PRIOR TO DECK PLACEMENT.

SD-3. HANGING LOADS DIRECTLY FROM ROOF DECK IS PROHIBITED.

SD-4. STEEL DECK SHALL SPAN CONTINUOUSLY OVER A MINIMUM OF 4 SUPPORTS (3 SPANS) UNO

SD-5. ATTACH SHEETS TO STEEL SUPPORT MEMBERS AS INDICATED AND IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS FOR INSTALLATION. WHEN DECK IS SCHEDULED TO BE EXPOSED, DESLAG, CLEAN AND TOUCH UP WELDS WITH A ZINC RICH PRIMER.

SD-6. LAP FLOOR DECK ENDS MINIMUM OF 2 INCHES. WHEN FASTENING DECK TO SUPPORT MEMBERS, PROVIDE WELDING MATERIALS AND INSTALLATION PROCEDURES TO PREVENT BURNING OF HOLES

IN DECK.

SD-7. FORM FLOOR DECK FROM STEEL SHEETS CONFORMING TO A 653 OR HIGHER SPECIFICATIONS

WITH A MINIMUM YIELD STRENGTH OF 40 KSI.

SD-8. AT ENDS OF DECKS OR WHERE CHANGES OF DECK DIRECTION OCCUR, FASTEN TO SUPPORTS AT

EACH FLUTE. PROVIDE ADEQUATE CLOSURES AND FASTENERS TO SIDES AT 18 INCHES ON

CENTER.

SD-9. WHERE PARTIAL PANELS MAY BE REQUIRED TO COMPLETE DECK INSTALLATION AT PERIMETER OF

STRUCTURE, PROVIDE WELDS IN EACH FLUTE TO STRUCTURAL MEMBERS.

SD-10. METAL ROOF DECK:

PROVIDE POSITIVE ATTACHMENT TO FRAMING MEMBERS AS INDICATED BELOW:

a. TYPICAL -5/8 INCH DIAMETER PUDDLE WELDS AT 36/7 PATTERN.

PROVIDE #10 TEK SCREW SIDE LAP FASTENERS AS INDICATED BELOW:

a. TYPICAL - (6) CONNECTORS EQUALLY SPACED BETWEEN SUPPORTS.

SD-11. COMPOSITE METAL DECK:

a. PROVIDE ATTACHMENT TO FRAMING MEMBERS WITH 5/8 INCH DIAMETER PUDDLE

WELDS AT LAP FLUTES AND 12 INCHES ON CENTER BETWEEN THE LAP FLUTES. SHEAR STUDS

WELDED THROUGH DECK MAY REPLACE PUDDLE WELDS. POWDER ACTUATED FASTENERS HILTI

X-ENP-19 MAY BE USED TO ATTACH THE METAL DECK TO SUPPORTING STEEL ELEMENTS ON A

36/7 PATTERN.

b. PROVIDE (5) #10 TEK SCREWS SIDE LAP FASTENERS EQUALLY SPACED BETWEEN SUPPORTS.

c. PROVIDE SHEAR CONNECTORS AS INDICATED ON THE DRAWINGS

d. MAINTAIN SPECIFIED CONCRETE THICKNESS AT COLUMN LOCATIONS. SLAB THICKNESS

ELSEWHERE WILL VARY DUE TO DECK AND BEAM DEFLECTIONS MAKE ALLOWANCES AND

FURNISH MATERIALS TO CREATE SPECIFIED FLOOR ELEVATION, WITHIN SPECIFIED LIMITS.

e. PROVIDE SHEAR STUDS CONFORMING TO THE STANDARDS OF ASTM A 108, GRADES 1015-1020, WITH A MINIMUM TENSILE STRENGTH OF 60,000 PSI AUTOMATICALLY END WELD STUDS IN THE

FIELD THOUGH THE DECK IN ACCORDANCE WITH THE SHEAR STUD MANUFACTURERS

INSTRUCTIONS. MANUAL WELDING IS NOT PERMITTED.

LIGHT GAUGE STEEL NOTES:

LG-1 LIGHT GAUGE FRAMING MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON

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

STRUCTURAL MEMBERS.

LG-2 ALL LIGHT GAUGE MEMBERS SHOWN WITH IN THESE DRAWINGS ARE PRELIMINARY AND ARE FOR BIDING PURPOSES ONLY. CONTRACTOR SHALL VERIFY SIZES SHOWN IN THE DESIGN DOCUMENTS PRIOR TO CONSTRUCTION. IT IS THE INTENT OF THESE DRAWINGS THAT COLD FORMED WALL AND

TRUSS DESIGN BE DELEGATED.

LG-3. ALL CALCULATIONS AND DRAWINGS USED IN THIS DESIGN MUST BE SIGNED AND STAMPED BY A PROFESSIONAL ENGINEER AND SUBMITTED FOR APPROVAL. IN ADDITION TO THE CALCULATIONS, THE SUBMITTAL SHALL INCLUDE DETAILS OF THE CONNECTIONS, ERECTION PLAN, LAYOUT, OUTRIGGERS, HEADERS, BRIDGING, AND BOTH TEMPORARY AND PERMANENT BRACING.

LG-4. THE CONTRACTOR SHALL SUBMIT COMPLETE PRODUCT CATALOGS FROM THE MATERIAL

MANUFACTURER FOR REVIEW PRIOR TO FABRICATION. THE CATALOGS SHALL INDICATE

QUALIFICATION, MATERIAL SPECIFICATIONS, DESIGN REFERENCES, ETC.

LG-5. ALL COLD-FORMED STEEL MEMBERS, THEIR COMPONENTS, AND CONNECTION MATERIAL SHALL BE

GALVANIZED. PREPARE AND REPAIR DAMAGED GALVANIZED COATINGS ON FABRICATED AND

INSTALLED LIGHT GAUGE METAL FRAMING WITH GALVANIZING REPAIR PAINT ACCORDING TO ASTM

A780 AND/OR THE MANUFACTURER'S RECOMMENDATIONS.

LG-6. COLD-FORMED STEEL MEMBERS SHALL BE Fy=33KSI FOR MEMBERS 43 MILS (18 GA) AND Fy=50KSI

FOR MEMBERS 54 MILS (16 GA) AND HEAVIER.

LG-7. ALL WELDING OF LIGHT GAUGE STEEL SHALL COMPLY WITH AWS D1.1 AND AWS D1.3 FOR WELDING

BASE MATERIAL LESS THAN 1/8" THICK.

STEEL JOIST NOTES CONTINUED:

SJ-3 UNLESS OTHERWISE SHOWN, WELD K-SERIES JOIST TO SUPPORTING BEAMS OR BEARING

PLATES WITH 3/16 INCH FILLET WELD, 1-1/2 INCHES LONG ON EACH SIDE OF JOIST SEAT.

USE MINIMUM 2-3/4 INCH DIAMETER A325N BOLTS AT JOIST CONNECTIONS ON OR NEAREST

COLUMN LINES.

SJ-4 PROVIDE JOIST BRIDGING, SIZE, AND SPACING, IN ACCORDANCE WITH STEEL JOIST

INSTITUTE. PROVIDE SUPPLEMENTAL BRIDGING AS REQUIRED FOR NET WIND UPLIFT

CONDITION.

SJ-5 WIND UPLIFT ON ROOF IS PROVIDED ON SHEET S-002.

ROOF DEAD LOADS (LOWER MECHANICAL ROOM)

DL = 11 PSF (DOES NOT INCLUDE JOIST WEIGHT)

DL = 7 PLF (JOIST WEIGHT PER FOOT FOR 16K4)

SJ-6 JOIST SIZES AS SHOWN ON DRAWINGS ARE BASED ON GRAVITY LOAD CAPACITIES, DESIGN JOIST FOR THE GRAVITY LOAD CAPACITIES IN ADDITION TO OTHER LOADS (UPLIFT, AXIAL LOADS, CONCENTRATED LOADS, MOMENTS. ETC.) ON DRAWINGS.

SJ-7 SHOP DRAWINGS FOR JOISTS AND JOIST ACCESSORIES TO BE PREPARED BY THE JOIST

MANUFACTURERS DETAILERS.

SJ-8 SUBMIT DESIGN CALCULATIONS IN ACCORDANCE WITH STEEL JOIST INSTITUTE DESIGN

STANDARDS. SUBMIT DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER

LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.

SJ-9 PROVIDE 2-1/2 INCH MINIMUM BEARING ON STRUCTURAL STEEL FOR K-SERIES JOISTS

OR PROVIDE BEARING LENGTHS PER STEEL JOIST INSTITUTE REQUIREMENTS UNLESS

GREATER LENGTHS ARE SHOWN ON DRAWINGS.

SJ-10 APPLY FULL DEAD LOADS TO JOIST GIRDERS PRIOR TO WELDING THE BOTTOM CHORD STRUTS

TO STABILIZER PLATES.

STEEL JOIST NOTES:

SJ-1 PROVIDE OPEN WEB, UNDERSLUNG, PARALLEL CHORD JOISTS UNLESS OTHERWISE

NOTED ON THE DRAWINGS.

SJ-2 DESIGN, FABRICATE, AND ERECT OPEN WEB STEEL JOISTS TO THE SPECIFICATIONS OF THE

STEEL JOIST INSTITUTE, LATEST ADDITION.

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STEEL CONSTRUCTION NOTES:

S-1. FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF

CONNECTIONS SHALL BE IN ACCORDANCE WITH THE AISC 360-10 "SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS" DATED 22 JUNE 2010 AND THE AISC 303-10

"CODE OF STANDARD PRACTICE FOR BUILDING AND BRIDGES" DATED 14 APRIL, 2010.

THE STRUCTURAL STEEL MEMBERS SHOWN IN THESE DRAWINGS HAVE BEEN ANALYZED

AND DESIGNED USING AISC 360-10 LRFD METHOD.

S-2. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL BE IN ACCORDANCE

WITH THE ABOVE-LISTED AISC SPECIFICATION AND THE FOLLOWING:

A. WIDE FLANGE SHAPES (50 KSI) ASTM A992, GRADE B

B. HSS HOLLOW SHAPES (50 KSI) ASTM A500, GRADE C

B. PLATES AND ANGLES ASTM A36

C. HIGH STRENGTH BOLTS ASTM A325

D. ANCHOR RODS W/ NUT AND WASHER ASTM F1554, GRADE 36

STEEL CONSTRUCTION NOTES (CONTINUED):

S-3. IT IS THE INTENTION OF THESE DESIGN DOCUMENTS TO DELEGATE THE DESIGN OF ALL

STRUCTURAL STEEL CONNECTIONS TO A QUALIFIED REGISTERED ENGINEER. SIGNED

AND SEALED CALCULATIONS FOR CONNECTION DESIGNS SHALL BE SUBMITTED

SIMULTANEOUSLY WITH FABRICATION DRAWINGS FOR REVIEW. UNLESS NOTED

OTHERWISE ON PLANS, ALL SHEAR CONNECTIONS FOR SIMPLY SUPPORTED BEAMS

SHALL BE DESIGNED TO DEVELOP THE REACTION OF THE MAXIMUM ALLOWABLE

UNIFORM LOAD CAPACITY FOR THE BEAM SIZE AND SPAN SHOWN, ASSUMING FULL

LATERAL SUPPORT, AS TABULATED IN THE ALLOWABLE UNIFORM LOAD TABLES OF

THE AISC MANUAL, 14TH EDITION. WHERE CONNECTIONS ARE NOTED ON DRAWINGS AS

MOMENT CONNECTIONS, PROVIDE WELDS AND CONNECTIONS TO DEVELOP FULL FLEXURAL

CAPACITY OF THE LESSER MEMBER.

S-4. ALL SHOP AND FIELD WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL

CONFORM TO AWS STANDARDS. USE E70XX ELECTRODES UNLESS OTHERWISE

NOTED. MINIMUM WELD SIZE FOR STRUCTURAL STEEL IS 3/16" FILLET, UNLESS

OTHERWISE NOTED ON PLANS. CURRENT AWS CERTIFICATIONS SHALL BE

AVAILABLE AT THE JOB SITE FOR REVIEW BY THE CONTRACTING OFFICER'S

REPRESENTATIVE.

S-5. ALL BOLTED CONNECTIONS, UNLESS OTHERWISE NOTED, SHALL USE 3/4" DIAMETER

HIGH STRENGTH BOLTS WITH HARDENED CARBON STEEL WASHERS AS REQUIRED

FOR THE CONNECTION LOADS. BEAM CONNECTIONS SHALL CONSIST OF ALL-BOLTED

DOUBLE-ANGLE CONNECTIONS UNLESS NOTED OTHERWISE. SHEAR CONNECTIONS

BETWEEN BEAMS AND HSS HOLLOW COLUMNS SHALL UTILIZE WT SECTIONS OFFSET

SUCH THAT THE CENTERLINE OF THE BEAM AND CENTERLINE OF THE COLUMN ALIGN.

S-6. FIELD CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE SHALL NOT BE

PERMITTED. BOLT HOLES SHALL NOT BE CUT OR ENLARGED BY FLAME CUTTING

IN THE FIELD.

S-7. ALL FIELD-BOLTED SHEAR CONNECTIONS SHALL BE SNUG TIGHT BEARING-TYPE

CONNECTIONS, THREADS INCLUDED IN THE SHEAR PLANE.

S-8. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL DRAWINGS AND DESIGN

CALCULATIONS FOR ANY ALTERNATE DETAILS AND MEMBER SPLICES.

S-9. SHOP OR FIELD SPLICES OF STRUCTURAL STEEL MEMBERS ARE PROHIBITED

EXCEPT AS DETAILED ON THE DRAWINGS, PERMITTED IN THE SPECIFICATIONS,

AS INDICATED ON APPROVED SUBMITTALS, AND AS SPECIFICALLY APPROVED

ON SHOP DRAWINGS PRIOR TO FABRICATION.

S-10. PAINT ALL STEEL BELOW GRADE WITH BITUMINOUS COATING.

S-11. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE

WITH ASTM A123 FOR MEMBERS AND ASTM A153 FOR CONNECTION ELEMENTS, EXCEPT

THAT ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL BE BLAST CLEANED AND

COATED IN ACCORDANCE WITH THE STRUCTURAL STEEL AND PAINT SPECIFICATIONS.

COORDINATE ALL STEEL FINISHES WITH ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.

S-12. REFER TO SPECIFICATION 05 12 00 FOR ADDITIONAL INFORMATION.

SF201

SF201

A

B

1 2

29' - 8"

WF2.0

SF201

SF201

SB501

2'-0" x 2'-0" x 2'-0" DEEP

SUMP PIT

SJ

SJ

BR-01

BR-02

BR

-0

3 BR

-0

ELEVATOR

PIT

2'

1/

4"

SB501

SB501

WF2.0

WF2.0WF2.0 WF2.0

SJ

SJ

10' - 0"

31' - 7 1/2"

10' - 2 1/8" 10' - 0" 10' - 2 1/8"

/4

9' - 6 1/2" 9' - 6 1/2"

1'

/4

SB501

SB502

WF2.0

8' - 3 5/8" 13' - 0 3/4" 8' - 3 5/8"

SJ

EQUIPMENT PAD

COORDINATE SIZE

WITH MECH/FP PLANS

(SEE DETAILS ON

SB503)

PROVIDE 3/4" RECESS

FOR WALKOFF MAT. (SEE

ARCHITECTURAL)

1'

1/

8"

1' - 5 3/8" 1' - 5 3/8"

2' - 2 1/4"

SB504

SB504

8'

1/

4" 0'

8"

0' - 8" 7' - 10 1/2"

W1

W1 W2

W1

W1

1' - 1 1/4" 1' - 1 1/4"

SB504

KEYED PLAN NOTE DECK SPAN

COLUMN REFERENCE LINE

(CENTER LINE OF COLUMN)

RE-ENTRANT CORNER

REINFORCEMENT

DIAGONAL BRACING

CONCRETE MASONRY UNIT (CMU)

X

X

SHEET ID

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FOUNDATION PLAN & GROUND FLOOR PLAN1

FOUNDATION PLAN NOTES

04 8268 02 4 8134

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

1. FOR GENERAL STRUCTURAL NOTES AND

ABBREVIATIONS, SEE S-001.

2. SEE SF-201 AND FOLLOWING FOR FRAME SECTIONS.

3. SEE SB SHEETS FOR FOUNDATION SECTIONS AND

DETAILS.

4. TOP OF CONCRETE SLAB-ON-GRADE ELEVATION = 0'-0".

ALL ELEVATIONS INDICATED FROM THIS DATUM. SEE CIVIL

FOR EXACT ELEVATION.

5. WF INDICATES FOOTING FOUNDED IN SOIL WITH AN

ALLOWABLE BEARING CAPACITY OF 2,000 PSF AS DEFINED IN

THE FOUNDATION NOTES ON S-001. SEE FOOTING SCHEDULE

ON SB601

6. SEE SHEET SB502 FOR DRILLED PIER DETAILS.

7. TOP OF WALL FTG. = (-) 2'- 0" UNO.

8. SLAB-ON-GRADE SHALL CONSIST OF 6" THICK CONCRETE

REINFORCED WITH (1) LAYER OF 6X6 W4.0XW4.0 WWF

LOCATED AT TOP AND BOTTOM OF SLAB.

9. SLAB-ON-GRADE AT ALL INTERIOR CONDITIONS SHALL BE

PLACED ON 10 MIL VAPOR RETARDER ON A 4" LAYER OF

COMPACTED GRANULAR FILL.

10. PROVIDE (1) #5 X 4'-0" LONG AT TOP AND BOTTOM IN

SLAB-ON-GRADE AT ALL RE-ENTRANT CORNERS AND

WHERE A CONTROL JOINT TERMINATES AT A CONTROL

JOINT.

11. COORDINATE UNDERGROUND UTILITY LINES WITH CIVIL,

PLUMBING, AND FIRE PROTECTION DRAWINGS PRIOR TO

CONSTRUCTION OF FOOTINGS AND SLABS-ON-GRADE.

12. JOINT LOCATIONS DENOTED BY S.J. ARE DIAGRAMMATIC

ONLY AND DO NOT REPRESENT ALL JOINTS REQUIRED

FOR SLAB CONSTRUCTION. CONTRACTOR SHALL COORDINATE

SLAB-ON-GRADE REQUIREMENTS WITH SLAB-ON-GRADE

CONSTRUCTION SEQUENCING AND SLAB DETAILS ON SB503.

JOINT SPACING SHALL NOT EXCEED MAXIMUM JOINT SPACING

PER ACI REQUIREMENTS.

13. SEE SHEET SB601 FOR CMU WALL REINFORCEMENT DETAILS.

KEY PLAN NOTES

1 PROVIDE CONTROL JOINT IN CMU WHERE SHOWN, SEE 1/SF505

FOR DETAILS..

LEGEND

PLAN NORTH TRUE NORTH

2' - 2 1/4"1' - 0" RE: SEE PLAN

SLAB ON GRADE

RE: PLAN FOR

SLAB REINFORCEMENT

CONT. BULB-TYPE

WATERSTOP (TYP)

#5 @ 12" OC EACH FACE

#4 @ 12" OC EACH FACE WATERPROOFING

SEE ARCH.

MAX

2' - 0"

NOTES: CONTRACTOR TO VERIFY PIT DEPTH AND LOCATION AND SIZE OF THE SUMP WITH MANUFACTURE OF THE ELEVATOR SELECTED PRIOR TO FORMING.

NOTIFY STRUCTURAL ENGINEER IMMEDIATELY IF PIT DEPTH DOES NOT OCCUR AT -5'-10" ELEVATION

M

AX

2'

0"

4" CAPILLARY

BARRIER

10 MIL VAPOR

RETARDER

1'

0"

1' - 0"

1'

0"

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

12 2

SLOPE TO

SUMP PIT

2"X4" KEY (TYP)

SLAB EDGE

BEYOND

GRADE BEAM

REINFORCEMENT

CONTINUED INTO

PIT WALL

SHAFT OPENING

1/2" DIA EXPANSION ANCHORS

@ 2'-0" OC w/5" EMBEDMENT

CONT SILL ANGLE PER

ELEVATOR MANUFACTURER

COORDINATE w/

ELEVATOR MANUFACTURER

FACE OF PIT

WALL

SCALE: 1 1/2"=1'-0"

T/CONC RE: PLAN

4X4X3/8 CONT ANGLE

WITH 3/4" DIA X 6" LONG

HEADED STUDS 18" OC

SCALE: 1 1/2"=1'-0"

2' - 0"

4" SPLIT

FACED CMU

8" CMU

BLOCK

WALL REINF.

SEE SCHEDULE

DOWEL TO MATCH

WALL REINF.

4" CAPILLARY

BARRIER

10 MIL VAPOR

RETARDER

SLAB REINFORCEMENT

(SEE PLAN)

#4 BAR

#5 BAR @ 18"

O.C.

(3) #5 BAR

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

12 2

RE: PLAN

BRG. ELEV.

5 5/8"

0'

8"

-2' - 0"

W

SEE SCHEDULE

D

SE

E

SC

H

ED

U

LE

LONGITUDINAL BARS

(SEE SCHEDULE)

TRANSVERSE BARS

(SEE SCHEDULE)

10 MIL VAPOR RETARDER

4" CAPILLARY BARRIER

SLAB (RE: PLAN)

8" CMU

4" SPLIT FACE

CMU

VERT. WALL REINF.

DOWEL TO MATCH

WALL REINF.

GROUT CAVITY

BELOW GRADE

1/2" EXP. JOINT

TOF

-1' - 4"

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

12 2

RE: PLAN

TOF

-1' - 4"

SEE SCHEDULE

"W"

"D

SE

E

SC

H

ED

U

LE

SEE SCHEDULE

SEE SCHEDULE

DOWEL TO MATCH

WALL REINFORCEMENT

WALL REINFORCEMENT

(SEE SCHEDULE)

1/2" EXP. JOINT

10 MIL VAPOR RETARDER

4" CAPILLARY BARRIER

SLAB

(RE PLAN)

RE: PLAN

SHEET ID

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ISSUED FOR CONSTRUCTION

ELEVATOR PIT1

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DETAIL AT ELEVATOR DOOR2

TYPICAL ELEVATOR SILL SECTION3

THICKENED SLAB EDGE4 EXTERIOR WALL FOOTING5 FOOTING AT INTERIOR CMU WALL6

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

12 2

CL

CL

(3) #4 BAR @ 2 1/2"

O.C.TOP, REMAINDER

@ 8" O.C.

(8) #9 VERTICAL

TENSION BAR

'-0

E M

BE

N

D M

EN

T

GUSSET BY STEEL

SUPPLIER

#4 SPIRAL

REINFORCEMENT

@ 3" O.C.

(18) #11 VERTICAL

BAR

VARIES"

BOCP

-65'-0"

TYP.

7' - 0"

#8 BAR (2) LAYERS EACH

WAY. SEE PIER PLAN

VIEW

NOT TO SCALE

NOTE:

1. ANCHOR BOLTS NOT

SHOWN FOR CLARITY.

2. TOCP = TOP OF CONCRETE PIER.

3. BOCP = BOTTOM OF CONCRETE PIER.

0'

8" 0'

8"

0'

1/

2" 0'

1/ 2"

TY

P.

0'

3"

1' - 0" 2' - 7 1/2"

2'

1/

2"

(3) LAYERS #4 BAR @

2 1/2" O.C., TOP OF

PIER, REMAINDER

@ 8" O.C.

#8 BAR (2) LAYERS

(SEE PIER PLAN AND

ELEVATION VEIW)

#9 VERTICAL TENSION

BAR

CENTER #9 TENSION BAR

NOT SHOWN FOR CLARITY.

(SEE PIER PLAN VIEW)

PIER PLAN VIEW

ANCHOR BOLT, TENSION & CAGE

REINFORCEMENT ELEVATION

NOTE:

1. SEE PIER ELEVATION VIEW

FOR REINFORCEMENT NOT

SHOWN.

2. GUSSET PLATENOT SHOWN

ON PLAN VIEW.

SPIRAL REINFORCEMENT

#4 BAR

(12) 2" DIA. F1554

ACHOR BOLT.

3'-6" EMBEDMENT

3'X3'X3" A992 GR 50

STEEL BASE PLATE

SHEAR REINFORCEMENT

#8 TIES

TENSION REINFORCEMENT

(8) #9 BAR.

(18) #11 BAR, VERTICAL BARS

0'

8" 0'

8"

0'

8"

3'X3'X3" A992 GR 50

STEEL BASE PLATE

0'

3" 0'

2"

2" GROUT PACK

BASE PLATE PLAN VIEW

0' - 8" 0' - 8" 0' - 8"

BASE PLATE EXTENSION

FOR GUSSET TYP.

SIZE AS REQUIRED

#4 TIE BAR

SEE ANCHOR

BOLT ELEV.

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

12 2

0'

6" 0'

6" 0' - 6" 0' - 6"

Ld

H

2H MIN

1 NOTE:

1. REFER TO MECHANICAL, ELECTRICAL AND

CIVIL SITE DRAWINGS FOR PENETRATION

LOCATIONS AND DEPTHS. PROVIDE STEP

FOOTINGS WHERE UTILITIES ARE SHOWN

BELOW TOP OF FOOTING ELEVATIONS.

DO NOT RUN UTILITIES UNDER FOOTINGS.

2. ld = DEVELOPMENT LENGTH.

3. PENETRATIONS MUST HAVE MINIMUM 3" OF

CLEAR COVER.

4. SIZE FOOTING AS REQIURED FOR UTILITIES.

LdLd

H

2H MIN

SLAB REINFORCEMENT

RE: FOUNDATION PLAN

MATCH SLAB

REINFORCEMENT

SLAB

RE: FOUNDATION PLAN

SHEET ID

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DRILLED PIER ELEVATION3

TOP PIER REINFORCEMENT1

TYP. STEPPED SLAB EDGE DETAIL FOR UTILITIES2

NOT TO SCALE

NOTES: CONTINUE GRADE BEAM REINFORCEMENT INTO ELEVATOR PIT WALL. GRADE BEAM REINFORCEMENT IS IN ADDITION TO ELEVATOR PIT WALL REINFORCEMENT, SEE DETAILS 2/SB-504 AND 3/SB-504 FOR GRADE BEAM REINFORCEMENT DETAILS. SEE DETAIL 3/SB-502 FOR PIER GRADE BEAM BEARING REQUIRMENTS.

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

12 2

1' - 0"

ELEVATOR PIT

WALL SEE SB-501

FOR REINFORCING

DETAILS.

GRADE BEAM CONTINUE GRADE BEAM

REINFORCEMENT INTO PIT

WALL.

TOWER BRACING

COLUMN RE: PLAN

RE: PLAN

RE: PLAN

1' - 0"

GROUT FILLGROUT FILL

SEE SB-502 FOR DRILLED

PIER REINFORCEING

DETAILS

SEE SB-502 FOR DRILLED

PIER REINFORCEING

DETAILS

1ST FLOOR

0' - 0"

T.O.F -1' - 4"

A

1' - 8"

1/2" JOINT

MATERIAL

TYP.

SLAB RE: PLAN

4" CAPILLARY BARRIER

10 MIL VAPOR RETARDERSLAB RE: PLAN

GRADE BEAM

#3 TIES @ 12" OC

(2) #9 BAR TOP

2'

8"

W

SEE SCHEDULE

SE

E

SC

H

ED

U

LE

D

8" CMU

VERT. WALL REINF.

DOWEL TO MATCH

WALL REINF.

LIGHT GAUGE

STUDS RE: ARCH

0' - 6 1/8"

0' - 1"

FOOTING ECC. 3"

CL

(2) # 7 BAR

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

12 2

2' - 0"

4" SPLIT

FACED CMU

4" CAPILLARY

BARRIER

10 MIL VAPOR

RETARDER

SLAB REINFORCEMENT

(SEE PLAN)

STEEL STUD

WALL

#3 TIES @ 12"

O.C.

(3) #8

BAR

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

12 2

RE: PLAN

1/2" JOINT MATL.

2'

0"

#4 BAR

GRADE BEAM

ELEV.

-2' - 8"

5 5/8"

0'

8"

SHEET ID

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GRADE BEAM/PEIR DETAIL1

REAR TOWER WALL DETAIL2 GRADE BEAM W/ MASONRY WALL3

A

B

1 2

8'

/4

2'

3/

4"

8' - 1" 8' - 2" 4' - 4" 9' - 1"

11' - 11"

2' - 11" 1' - 5"

13' - 5"

1'

3"

4' - 4"

4'

0"

6' - 9"

0'

3/

4"

W

X1

[6

W

X4

[2 2]

W

X6

[2 2]

W 8X

[1

4]

W

X1

[2

W12X45 [16]

W10X22 [8]

W10X17 [8] W

X5

[1 2]

W18X76 [28]

W

X5

[1 4]

W18X76 [10]

W8X15 [15]

8' - 1" 8' - 2" 4' - 4" 9' - 1"

29' - 8"

BR-01

BR-02

BR

-0

BR

-0

SF501

SF501

SF501

2" METAL DECK WITH

4 1/2" CONCRETE

REINFORCED W/ #5 @

12" OC EACH WAY

TOTAL DEPTH = 6 1/2"

9'

W10X17 [6]

W

X2

[1 2]

4'

0"

W10X17 [8]

W8X15 [8]

W

X1

[8

TYP.

SF501

0'

5"

0' - 11" 0' - 5 1/4"

0'

1/

4"

0' - 11"

0'

0' - 5"

0'

SF501

A

B

1 2

2 1 /8"

12' - 2 1/8" 14' - 0 3/8" 14

/8

4' - 5" 10' - 5" 10' - 5" 4' - 5"

4'

3'

9" 6'

4"

7'

5"

4' - 5" 5' - 0" 7' - 0" 8' - 10" 4' - 5"

3'

9"

3' - 9"

7' - 0 1/8"

7' - 0 1/8"

8' - 6 1/2" 8' - 6 1/2"

2'

7"

6'

/8

6'

/8

7' - 7" 7' - 7"

W

X5

W

X2

W

X4

W

X2

W

X4

W

X1

W

X5

W

X7

W

X5

W18X86

W

X5

W

X5

W

X5 3W

X5

W 12X53

W12X53

W16X57

W 12X53

W

X5

W

X5

W16X57

W12X53

W16X57

W16X57

W18X86

W

X5 5W

X1

W

X5

W

X5

SF501

SF501

1' - 10 3/8"

8' - 6 5/8"

22' - 5"

W12X53

W12X53

W

X4

W18X40

W 18X40

W

X4

W18X40

W 18X40

W12X26

W18X86

W

X5

W16X57

W16X57

1' - 6 1/4" 1' - 6 1/4"

2" 2C CONFORM METAL

DECK WITH 3 1/2"

CONCRETE REINFORCED

W/ #5 @ 12" OC EACH WAY

NOTE:

1. PROVIDE 3/4 DIA SHEAR STUDS @ 12" OC ON STEEL BEAMS SUPPORTING CONCRETE SLAB ON METAL DECK.

2. COLD FORMED DESIGN ENGINEER TO NOTE THAT CATWALK HAS NOT BEEN DESIGNED FOR ANY SUPENDED LOADS.

W10X17

W

X1

W

X1

W 10X17

W 10X17

W10X17 W10X17

W

X1 7W

X5

W 10X17

W 10X17

W12X26

W12X53

W12X53

W12X53

W12X53

W

X5

6' - 8"

HATCH PATTERN

INDICATES CONCRETE

W12X26

W

X5

W 12X53

W

X5

W

X5

W 12X53

W

X5

ELEVATOR

HOIST

BEAM

1' - 1 3/4"

W10X17

KEYED PLAN NOTE DECK SPAN

COLUMN REFERENCE LINE

(CENTER LINE OF COLUMN)

RE-ENTRANT CORNER

REINFORCEMENT

DIAGONAL BRACING

CONCRETE MASONRY UNIT (CMU)

X

X

SHEET ID

D R

AW

N

B Y:

D

ES

IG

N

B Y:

SU

BM

IT

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D B

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N

AM

E:

IS

SU

E D

AT

E:

C O

N

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N O

SO

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N N

O

U .S

. A R

M Y

C O

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R S

C H

EC

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D B

Y:

US Army Corps of Engineers ®

D

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B

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AU

G

U

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W

2H N

R

D es ig ne r

Au th or

Ap pr ov er

C

AT

C O

D E

SF106

3R D

T H

R U

0T

H F

LO

O

R A

N D

C

AT

W

AL

K

FR

AM

IN

G

SA

VA

N N

AH

D

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C

IT

Sa va nn ah

, G eo rg ia

FO

R

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O N

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C he ck er

ISSUED FOR CONSTRUCTION

04 8268 02 4 8134

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

04 8268 02 4 8134

SCALE: 1/4"=1'-0"3RD THRU 10TH FLOOR PLAN1 CATWALK FRAMING PLAN2

FRAMING PLAN NOTES LEGEND

M

AR

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1 8

FRAMING PLAN NOTES

1. FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS, SEE S-001.

2. SEE SF-201 AND FOLLOWING FOR TOP OF CONCRETE (TOS) FLOOR ELEVATIONS.

3. SLABS FOR THE 2ND FLOOR THRU 11TH FLOOR SHALL BE 6 1/2" COMPOSITE SLABS. THE 12TH FLOOR CAB SHALL BE A NONCOMPOSITE SLAB ON METAL DECK WITH A TOTAL THICKNESS OF 5 1/2". CATWALK SLAB SHALL BE NONCOMPOSITE SLAB ON DECK WITH A TOTAL THICKNESS OF 5 1/2". SEE S-001 FOR

STEEL DECK PROPERTIES.

4. ALL ELEVATED SLABS SHALL BE REINFORCED WITH #5 BAR @ 12" OC EACH WAY.

5. COMPOSITE SLAB SHALL CONSIST OF 4 1/2" OF NW CONCRETE OVER 2VLI DECK OR EQUIVALENT(6 1/2" TOTAL DEPTH). ALL SHEAR STUDS SHALL BE 3/4" DIA. REFER TO SF503 FOR SHEAR STUD HEIGHT AND

PLACEMENT.

6. PROVIDE (1) #5 TOP AND BOTTOM CENTERED AT ALL RE-ENTRANT CORNERS.

7. SEE SF201 FOR BRACING ELEVATIONS AND BRACING LOADS.

8. PROVIDE HORIZONTAL AND DIAGONAL JOIST BRACING AS REQUIRED BY SJI AND JOIST MANUFACTURE.

1. FOR GENERAL STRUCTURAL NOTES AND ABBREVIATIONS, SEE S-001.

2. SEE SF-201 AND FOLLOWING FOR TOP OF CONCRETE (TOS) FLOOR ELEVATIONS.

3. SLABS FOR THE 2ND FLOOR THRU 11TH FLOOR SHALL BE 6 1/2" COMPOSITE SLABS. THE 12TH FLOOR CAB SHALL BE A NONCOMPOSITE SLAB ON METAL DECK WITH A TOTAL THICKNESS OF 5 1/2". CATWALK SLAB SHALL BE NONCOMPOSITE SLAB ON DECK WITH A TOTAL THICKNESS OF 5 1/2". SEE S-001 FOR

STEEL DECK PROPERTIES.

4. ALL ELEVATED SLABS SHALL BE REINFORCED WITH #5 BAR @ 12" OC EACH WAY.

5. COMPOSITE SLAB SHALL CONSIST OF 4 1/2" OF NW CONCRETE OVER 2VLI DECK OR EQUIVALENT(6 1/2" TOTAL DEPTH). ALL SHEAR STUDS SHALL BE 3/4" DIA. REFER TO SF503 FOR SHEAR STUD HEIGHT AND

PLACEMENT.

6. PROVIDE (1) #5 TOP AND BOTTOM CENTERED AT ALL RE-ENTRANT CORNERS.

7. SEE SF201 FOR BRACING ELEVATIONS AND BRACING LOADS.

8. PROVIDE HORIZONTAL AND DIAGONAL JOIST BRACING AS REQUIRED BY SJI AND JOIST MANUFACTURE.

SEE DETAIL 1/SF501

FOR ADDITIONAL

CATWALK DIM.

PLAN NORTH TRUE NORTH

XKEYED NOTES

1. DENOTES MECHANICAL DUCT IN COMPOSITE SLAB FLOOR. COORDINATE SIZE, QUANTITY,

AND LOCATION WITH MECHANICAL DRAWINGS. SEE DETAIL 2/SF503 FOR FRAMING AROUND

OPENINGS.

2. DENOTES PIPE AND CONDUIT PENETRATION IN COMPOSITE SLAB FLOOR. COORDINATE

SIZE, QUANTITY, AND LOCATION WITH MECHANICAL, PLUMBING, FIRE PROTECTION, AND

ELECTRICAL DRAWINGS. SEE DETAIL 2/SF503 FOR FRAMING AROUND OPENINGS.

1ST FLOOR

0' - 0"

ROOF

133' - 3"

TOC CATWALK

115' - 0"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

TOS UPPER

WINDOW HSS 6X4

129' - 5 1/2"

29' - 8"

SF301

HSS9X5X5/8 HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8

HSS9X5X5/8 HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8 HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8

TOCP

-6' - 10"NOTE: 1. CATWALK NOT SHOWN FOR CLARITY

2. "A" INDICATES ULTIMATE AXIAL LOAD FOR CONNECTION DESIGN

TOS 11TH FLOOR

116' - 3 1/2"

TOS 10TH FLOOR

103' - 11 1/2"

TOS 9TH FLOOR

93' - 11 1/2"

TOS 8TH FLOOR

83' - 5 1/2"

TOS 7TH FLOOR

72' - 11 1/2"

TOS 6TH FLOOR

62' - 5 1/2"

TOS 5TH FLOOR

51' - 11 1/2"

TOS 4TH FLOOR

41' - 5 1/2"

TOS 3RD FLOOR

30' - 11 1/2"

TOS 2ND FLOOR

20' - 5 1/2"

MechEquipPlatform 9' - 11 1/2"

HSS9X5X5/8 HSS10

X6X

5/8

HSS10

X6X

5/8

HSS10X6X5/8

SF502

WEB DOUBLER

TYP.

SB502

SF502

W x1

W x1

W x1

W x1

W x8

W x8

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-708k A=+/-7 08k

A=+/-708k A=+/-7 08k

A=+/-708k A=+/-7 08k

A=+/-708k A=+/-7 08k

A=+/-708k A=+ /-7 k

A=+ /-8 k A=+/-830k

SF504

SF504

TYP.

TYP.

TYP.

TYP.

TYP.

9'

/2

GRADE BEAM

ELEV.

-2' - 8"

1ST FLOOR

0' - 0"

ROOF

133' - 3"

1 2

TOC CATWALK

115' - 0"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

TOS UPPER

WINDOW HSS 6X4

129' - 5 1/2"

29' - 8"

HSS9X5X5/8 HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8

HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

HSS9X5X5/8HSS9X5X5/8

TOCP

-6' - 10"

TOS 11TH FLOOR

116' - 3 1/2"

TOS 10TH FLOOR

103' - 11 1/2"

TOS 9TH FLOOR

93' - 11 1/2"

TOS 8TH FLOOR

83' - 5 1/2"

TOS 7TH FLOOR

72' - 11 1/2"

TOS 6TH FLOOR

62' - 5 1/2"

TOS 5TH FLOOR

51' - 11 1/2"

TOS 4TH FLOOR

41' - 5 1/2"

TOS 3RD FLOOR

30' - 11 1/2"

TOS 2ND FLOOR

20' - 5 1/2"

MechEquipPlatform 9' - 11 1/2"

HSS9X5X5/8 HSS9X

5X

5/8

HSS10

X6X

5/8 HSS10X6X5/8

W x1

W x1

W x1

W x1

W x8

W x8

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-7 08k A=+/-708k

A=+/-708k A=+/-7 08k

A=+/-708k A=+/-7 08k

A=+/-708k A=+/-7 08k

A=+/-708k A=+/-7 08k

A=+/-708k A=+ /-7 k

A=+ /-8 k A=+/-830k

NOTE: 1. CATWALK NOT SHOWN FOR CLARITY

2. "A" INDICATES ULTIMATE AXIAL LOAD FOR CONNECTION DESIGN

GRADE BEAM

ELEV.

-2' - 8"

1ST FLOOR

0' - 0"

ROOF

133' - 3"

AB

TOC CATWALK

115' - 0"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

TOS UPPER

WINDOW HSS 6X4

129' - 5 1/2"

22' - 4"

HSS9X

5X

5/8

HSS9X5X5/8

HSS9X

5X

5/8

HSS9X5X5/8

HSS9X5X5/8HSS9X

5X

5/8

HSS9X

5X

5/8HSS9X5X5/8

HSS9X5X5/8HSS9X

5X

5/8

HSS9X

5X

5/8

HSS9X5X5/8

HSS9X5X5/8HSS9X

5X

5/8

HSS9X5X5/8 HSS9X

5X

5/8

HSS9X5X5/8HSS9X

5X

5/8

TOCP

-6' - 10"

TOS 11TH FLOOR

116' - 3 1/2"

TOS 10TH FLOOR

103' - 11 1/2"

TOS 9TH FLOOR

93' - 11 1/2"

TOS 8TH FLOOR

83' - 5 1/2"

TOS 7TH FLOOR

72' - 11 1/2"

TOS 6TH FLOOR

62' - 5 1/2"

TOS 5TH FLOOR

51' - 11 1/2"

TOS 4TH FLOOR

41' - 5 1/2"

TOS 3RD FLOOR

30' - 11 1/2"

TOS 2ND FLOOR

20' - 5 1/2"

MechEquipPlatform 9' - 11 1/2"

HSS9X5X5/8 HSS9X

5X

5/8

HS

S1

0X 6X

5/

HSS10X6X5/8

W x1

W x1

W x1

W x1

W x8

W x8

A=+ /-7 k A=+/-708k

A=

-8 k

A=+/-830k

A=+ /-7 k A=+/-708k

A=+ /-7 k A=+/-708k

A=+ /-7 k A=+/-708k

A=+ /-7 k A=+/-708k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

NOTE: 1. CATWALK NOT SHOWN FOR CLARITY

2. "A" INDICATES ULTIMATE AXIAL LOAD FOR CONNECTION DESIGN

GRADE BEAM

ELEV.

-2' - 8"

1ST FLOOR

0' - 0"

ROOF

133' - 3"

A B

TOC CATWALK

115' - 0"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

TOS UPPER

WINDOW HSS 6X4

129' - 5 1/2"

22' - 4"

HSS9X5X5/8HSS9X

5X

5/8

HSS9X

5X

5/8

HSS9X5X5/8

HSS9X5X5/8HSS9X

5X

5/8

HSS9X

5X

5/8HSS9X5X5/8

HSS9X5X5/8HSS9X

5X

5/8

HSS9X

5X

5/8

HSS9X5X5/8

HSS9X5X5/8HSS9X

5X

5/8

HSS9X

5X

5/8

HSS9X5X5/8

HSS9X5X5/8HSS9X

5X

5/8

TOCP

-6' - 10"

TOS 11TH FLOOR

116' - 3 1/2"

TOS 10TH FLOOR

103' - 11 1/2"

TOS 9TH FLOOR

93' - 11 1/2"

TOS 8TH FLOOR

83' - 5 1/2"

TOS 7TH FLOOR

72' - 11 1/2"

TOS 6TH FLOOR

62' - 5 1/2"

TOS 5TH FLOOR

51' - 11 1/2"

TOS 4TH FLOOR

41' - 5 1/2"

TOS 3RD FLOOR

30' - 11 1/2"

TOS 2ND FLOOR

20' - 5 1/2"

MechEquipPlatform 9' - 11 1/2"

HSS9X5X5/8 HSS9X

5X

5/8

HSS10

X6X

5/8

HSS10X6X5/8

W x1

W x1

W x1

W x1

W x8

W x8

A=+ /-7 k A=+/-708k

A=+ /-8 k A=+/-830k

A=+ /-7 k A=+/-708k

A=+ /-7 k A=+/-708k

A=+ /-7 k A=+/-708k

A=+ /-7 k A=+/-708k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

A=+/-708k A=+ /-7 k

NOTE: 1. CATWALK NOT SHOWN FOR CLARITY

2. "A" INDICATES ULTIMATE AXIAL LOAD FOR CONNECTION DESIGN

SF504

1 TYP.

GRADE BEAM

ELEV.

-2' - 8"

SHEET ID

D R

AW

N

B Y:

D

ES

IG

N

B Y:

SU

BM

IT

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D B

Y:

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US Army Corps of Engineers ®

D

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SF201

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D

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Sa va nn ah

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PN

ISSUED FOR CONSTRUCTION

BRACED FRAME BR-011 BRACED FRAME BR-022 BRACED FRAME BR-044BRACED FRAME BR-033

164 8268

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

0164 8268

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

0164 8268

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

0164 8268

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

M

AR

K D

ES

C

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IS

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IN

A C

C O

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AN

C

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IT

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A M

EN

D

M

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T

AU

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1 8

ROOF

133' - 3"

TOC CATWALK

115' - 0"

TOC 12 FLOOR

116' - 9"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

TOS UPPER

WINDOW HSS 6X4

129' - 5 1/2"

SF301

RE: SEE PLAN

TYP

HSS9X5X5/8

HSS9X5X5/8

BEAM RE: SEE PLAN

HSS6X4X5/16 TYP

TOS 11TH FLOOR

116' - 3 1/2"

HSS6X4X5/16

HSS8X6X3/8

TYP

TYP

0'

1/

2"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

HSS6X4X5/16

BEAM RE: PLAN

RE: SEE PLAN

3/8" GUSSET

PLATE TYP.

BEAM RE: PLAN

1/4" 4" 1/4" 4"

TOS CATWALK

114' - 6 1/2"

TOS 11TH FLOOR

116' - 3 1/2"

ROOF

133' - 3"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

TOS UPPER

WINDOW HSS 6X4

129' - 5 1/2"

MITER

LINE

HSS12X6

COLUMN WORKPOINTCL

T/STEEL = 129' - 2"

T/STEEL = 129' - 1 1/8"

@ FACE OF COLUMN

COLUMN

WORKPOINT

T/STEEL = 121' - 9"

T/STEEL = 121' - 8 1/8"

@ FACE OF COLUMN

HSS12X6x1/2

HSS12X6

CONNECTION CONDITIONS

VARY RE: PLAN

BEAM

RE: SEE PLAN

A

A

TYP

A

A

ELEVATION A-A

4 3/4" WIDE X 6"

DEEP HOLE ON

INTERIOR FACE OF

COLUMN TYP TOP &

BOTTOM, TYP AT

ALL HSS12X6 CAB

COLUMNS

ELEVATION B-B

5/8" X7 X10 ASTM A572

GRADE 50 PLATE, TYP

3/8"

TYP

B B

TOS CATWALK

114' - 6 1/2"

TOS 11TH FLOOR

116' - 3 1/2"

DETAIL C

DETAIL C

DETAIL C

NOTE: HSS WINDOW SUPP.

NOT SHOWN.

8.42°8.42°

TYP

ROOF

133' - 3"

TOS LOWER

WINDOW HSS 6X4

121' - 9 1/2"

TOS UPPER

WINDOW HSS 6X4

129' - 5 1/2"

CONNECTION CONDITIONS

VARY RE: PLAN

BEAM

RE: SEE PLAN

MITER

LINE

COLUMN WORKPOINT

T/STEEL = 129' - 7/8"

T/STEEL = 129' - 1 3/4"

@ FACE OF COLUMN

COLUMN WORKPOINT

T/STEEL = 121' - 8 3/4"

T/STEEL = 121' - 8"

@ FACE OF COLUMN

HSS12X6x1/2

A

A

TYP

A

A

TOS CATWALK

114' - 6 1/2"

TOS 11TH FLOOR

116' - 3 1/2"

DETAIL C

NOTE: HSS WINDOW SUPP.

NOT SHOWN.

DETAIL C

DETAIL C

7.34°

7.34°

TYP

ELEVATION A-A

4 3/4" WIDE X 6"

DEEP HOLE ON

INTERIOR FACE OF

COLUMN TYP TOP &

BOTTOM, TYP AT

ALL HSS12X6 CAB

COLUMNS

ELEVATION B-B

5/8" X7 X10 ASTM A572

GRADE 50 PLATE, TYP

3/8"

TYP

B B

SHEET ID

D R

AW

N

B Y:

D

ES

IG

N

B Y:

SU

BM

IT

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D B

Y:

SI

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E:

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E:

C O

N

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N N

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U .S

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C O

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US Army Corps of Engineers ®

D

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B

A

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ISSUED FOR CONSTRUCTION

CAB FRAMING ELEVATION1

CAB BRACING2 CORNER BENT COLUMN3 INTERIOR BENT COLUMN4

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

12 2 0

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

12 21/2 1 21

SCALE: 1"=1'-0"

04 8268 02 4 8134

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

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3/4"x10"x1'-6" PLATE w/ (4) 7/8"

DIA BOLTS

3/4"x10"x1'-6" PLATE w/ (4)

7/8" DIA BOLTS

PAD-MOUNTED

TRANSFORMER

480Y/277V, 3 PH,

4-WIRE SECONDARY

(BY FLINT ELECTRIC)

MEDIUM-VOLTAGE

PRIMARY

DISTRIBUTION (BY

FLINT ELECTRIC)

LOW-VOLTAGE

SERVICE

ENTRANCE

CONDUCTORS

UNDER 400A (BY

FLINT ELECTRIC)

UTILITY

METER

UTILITY METER

(BY FLINT

ELECTRIC)

T1 112.5kVA 480V:208V/120

RM 103

ELEC ROOM

1ST FLR

PANEL DPL1

400A

208/120V

RM 103

ELEC

1ST FLR

EXTERNAL

DISCONNECT

(BY FLINT EMC)

EXTERNAL

DISCONNECT

(BY FLINT EMC)

FIRE

PUMP

N E

L

60 HP SERVICE

ENTRANCE RATED,

COMBINATION FIRE

PUMP CONTROLLER

AND ATS.

NOTES 4,5

400A CB

35 kAIC

MDP-8MDP-2

PANEL MDP

RM 103 ELECTRICAL

480Y/277 VOLT, 3-PH, 4-WIRE

MCB

NOTE 7

MDP-7 MDP-13MDP-1 MDP-14 MDP-38

PANEL MPH9

225A

480/277V

RM 153

MECH

9TH FLR

PANEL LP1

100A

480/277V

RM 103

ELECT

1ST FLR

PANEL MPH1

100A

480/277V

RM 103

ELECT

1ST FLR ELEVATOR

PANEL MPH4

100A

480/277V

RM 132

ATC MAINT

4TH FLR

SPD

PANEL CP1

RM 106

COMM

1ST FLR

PANEL CP6

RM 139

ATC EQUIP

6TH FLR

PANEL MPL1

RM 103

ELEC

1ST FLR

PANEL CP5

RM 135

ETVS RACK

5TH FLR

PANEL RP1

RM 103

ELEC

1ST FLR

T9 45kVA 480V:208V/120

RM 153

MECH ROOM

9TH FLR

PANEL DPL9

225A

208/120V

RM 153

MECH

9TH FLR

PANEL CP8

RM 148

GCA

8TH FLR

PANEL CAB

RM 161

CAB

11TH FLR

N E

L

ATS1

400A SERVICE

ENTRANCE RATED,

3-POLE ATS.

NOTES 4,5

NOTES, POWER ONE-LINE DIAGRAM:

1. FLINT EMC SHALL FURNISH AND INSTALL THE TRANSFORMER, TRANSFORMER PAD, AND PRIMARY DISTRIBUTION TIE-IN CONNECTION. FLINT EMC SHALL ALSO FURNISH AND INSTALL TWO BUILDING-MOUNTED DISCONNECT SWITCHES AND THE

SECONDARY CONDUCTORS & CONDUIT FROM THE TRANSFORMER TO THE DISCONNECT SWITCHES.

2. THE CONTRACTOR SHALL FURNISH AND INSTALL THE SERVICE CONDUCTORS AND CONDUITS FROM THE BUILDING-MOUNTED DISCONNECT SWITCHES TO THE SERVICE-ENTRANCE RATED AUTOMATIC TRANSFER SWITCHES. PROVIDE PIPE SLEEVES IN FOUNDATION FOR CONDUITS AT THE TIME OF CONSTRUCTION OF THE FOUNDATION. NO DRILLING OR PUNCHING THROUGH THE

FOUNDATION WILL BE ALLOWED.

4. PROVIDE A COMPUTER GENERATED 11"x17" POWER ONE-LINE DIAGRAM AT EACH SERVICE. THE DIAGRAM SHALL IDENTIFY SERVICE LOCATIONS IN ACCORDANCE WITH NEC, 230.2(E). THE DIAGRAM SHALL BE MOUNTED IN RIGID PLEXIGLASS (OR OTHER

APPROVED PROTECTIVE MATERIAL).

5. PROVIDE COMMUNICATIONS CONNECTIONS BETWEEN ATS1 AND THE ELEVATOR CONTROL PANEL FOR NOTIFICATION PRIOR TO

SWITCHING TO EMERGENCY POWER.

6. THE GENERATOR, FIRE PUMP CONTROLLER/ATS, AND ATS1 SHALL BE PROVIDED WITH LOAD SHEDDING CAPABILITIES. THE FIRE PUMP CONTROLLER/ATS SHALL HAVE PRIORITY OVER ATS1. FURNISH AND INSTALL ALL EQUIPMENT, MODULES, DEVICES, ACCESSORIES, WIRING, TESTING, SET-UP, AND COMMISSIONING TO PROVIDE THE INTENDED SYSTEM OPERATIONS AND

FUNCTIONALITY.

7. PROVIDE SHUNT-TRIP CB FOR MCB IN PANEL MDP TO BE ACTIVATED BY KNOX BOX PUSH BUTTON.

G

400A CB

300KW

480Y/277 VOLT

3-PH, 4-WIRE

110A CB

35 kAIC

400A CB

35 kAIC 400A CB

35 kAIC

4#1 1#6G

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US Army Corps of Engineers ®

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