W912QR25R0027_Plans-0002.pdf

PDF 18 MB Posted Aug 5, 2025

Attached to: Renovate Facility 20145 at Wright Patterson Air Force Base
Solicitation number: W912QR25R0027
Issued by: Department of the Army Corps of Engineers Engineering District Louisville

About this file

Written by GovTribe AI · Aug 5, 2025

These are architectural and engineering design files for Amendment 0002 of a U.S. Army Corps of Engineers renovation project at Wright-Patterson Air Force Base, Ohio. The project involves renovating Facility 20145, a high-bay research space, to create approximately 17,941 square feet of new secure laboratory space across three additional elevated floors and renovate 9,666 square feet of existing space. The renovation will include modeling, simulation and analysis laboratories, control rooms, and a Network Operations Center, with comprehensive upgrades to mechanical, electrical, plumbing, and communications systems.

The project requires compliance with Intelligence Community Directive (ICD) 705 requirements and multiple engineering standards, including UFC guidelines for HVAC, mechanical, electrical, and lighting systems, as well as NFPA codes for sprinkler systems, life safety, and electrical installations. The design files cover multiple disciplines including structural, architectural, mechanical, electrical, plumbing, fire protection, and telecommunications, with detailed plans for each floor and system, ensuring a comprehensive approach to the facility's renovation and modernization.

View the file

Other files

File	Type	Posted
W912QR25R0027-0004.pdf	PDF	Aug 11, 2025
W912QR25R0027_CID-0003.pdf	PDF	Aug 7, 2025
W912QR25R0027_Plans-0003.pdf	PDF	Aug 7, 2025
W912QR25R0027_Specs-0003.pdf	PDF	Aug 7, 2025
W912QR25R0027-0003.pdf	PDF	Aug 7, 2025
W912QR25R0027-0002.pdf	PDF	Aug 5, 2025
W912QR25R0027_Specs-0002.pdf	PDF	Aug 5, 2025
W912QR25R0027_CID-0002.pdf	PDF	Aug 5, 2025
W912QR25R0027-0001.pdf	PDF	Jul 17, 2025
W912QR25R0027_CID-0000.pdf	PDF	Jun 23, 2025
W912QR25R0027_Specs_Vol1-0000.pdf	PDF	Jun 23, 2025
W912QR25R0027_Plans-0000.pdf	PDF	Jun 23, 2025
W912QR25R0027_Specs_Vol2-0000.pdf	PDF	Jun 23, 2025

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BUILDING #145

ACCESS ROAD 74

EIGHTH STREET

A C

C E

S S

R O

A D

BUILDING #146

BUILDING #45

PROJECT

AREA

CONTRACTOR VEHICLE AND

EQUIPMENT PARKING -

COORDINATE EXACT LOCATION

WITH CONTRACTING OFFICER

PHASE 3 LAYDOWN AND STORAGE

AREA. CONTRACTOR TO PROVIDE

BARRICADES/ FENCING

SURROUNDING WORK AREA.

PROVIDE SIGNAGE FOR DELIVERIES /

DUMPSTERS AND PARKING.

COORDINATE EXACT LOCATION WITH

CONTRACTING OFFICER.

MAINTAIN EMERGENCY DOORWAY

AND SIDEWALK EGRESS WITH

BARRICADES THROUGHOUT

CONSTRUCTION PROJECT

PROTECT UTILITY YARD.

PROVIDE CONTINUOUS

ACCESS THROUGHOUT

CONSTRUCTION PROJECT

NO CONTRACTOR PARKING

OUTSIDE OF LAYDOWN AREA -

USE PARKING LOT ON NORTH

SIDE OF BUILDING. VERIFY

LOCATION OF SPACES WITH

CONTRACTING OFFICER FOR

CONTRACTOR PARKING

PHASE 1 LAYDOWN AND STORAGE AREA. CONTRACTOR

TO PROVIDE BARRICADES / FENCING SURROUNDING

WORK AREA. PROVIDE SIGNAGE FOR DELIVERIES /

DUMPSTERS AND PARKING. COORDINATE EXACT

LOCATION WITH CONTRACTING OFFICER

CONTRACTOR SHALL MAINTAIN EXISTING

PARKING SPACES AS TEMPORARY

STORAGE AREA WITHIN BARRICADES

AND WILL NOT BE USED FOR PARKING

NO PARKING OUTSIDE OF

LAYDOWN / STORAGE AREA FOR

DURATION OF THE PROJECT

CONTRACTOR SHALL RESTORE

LAYDOWN AREA TO PRE-CONSTRUCTION

LEVELS INCLUDING GRASS ANS SEED

DO NOT BLOCK

DRIVE TO BUILDING

MAINTAIN EMERGENCY DOORWAY AND

SIDEWALK EGRESS WITH BARRICADES

THROUGHOUT CONSTRUCTION PROJECT

GUARD BOOTH

SECURE CONSTRUCTION

ZONE FENCE

ENTRY CONTROL POINT TO BUILDING

AT BASEMENT LEVEL AT SECURE

CONSTRUCTION ZONE FENCE

DO NOT BLOCK

DRIVE TO BUILDING

EXISTING EMERGENCY EGRESS ROUTE. ACCESS

TO REMAIN CLEAR. DO NOT BLOCK DRIVE

MAINTAIN EMERGENCY DOORWAY AND HALLWAY

EGRESS THROUGHOUT PHASE 3 OF THE

CONSTRUCTION PROJECT. COORDINATE WITH

BUILDING END-USER FOR ESCORT SERVICES

FOR PHASE 3 OF THE FIRST FLOOR RENOVATION

MAINTAIN SECURITY CLEARANCE

BETWEEN WORK AREA AND

LAMARS TRAINING ROOM

SITE SPECIFIC REQUIREMENTS ARE AS FOLLOWS:

1. ALL CONSTRUCTION WORKERS ARE REQUIRED TO BE U.S. CITIZENS. THE DOD REQUIRES

VERIFICATION OF IDENTITY AND CITIZENSHIP IN ACCORDANCE WITH THE REAL ID ACT.

2. CONTRACTOR WILL BE RESPONSIBLE FOR CONTROLLING SITE ACCESS. CONTRACTOR SHALL MAINTAIN

AN ENTRY AUTHORIZATION LIST (EAL) ENCOMPASSING ALL PERSONNEL GIVEN SITE ACCESS

INCLUDING BUT NOT LIMITED TO CONSTRUCTION WORKERS, VISITORS, DELIVERIES, ETC. EAL SHALL DOCUMENT PERSONNEL NAME, APPROPRIATE REAL ID ACT COMPLIANT IDENTIFICATION TYPE, ID

NUMBER, AND COMPANY / ORGANIZATION NAME.

3. EAL SHALL BE PROVIDED TO AFRL SITE SECURITY MANAGER (SSM) AT THE START OF RENOVATION

WITH MONTHLY UPDATES PROVIDED ON THE 1ST OF EACH MONTH THEREAFTER THROUGH THE

DURATION OF THE CONTRACT.

4. WHILE ON SITE PERSONNEL WILL BE REQUIRED TO HAVE A UNIQUE SITE SPECIFIC IDENTIFICATION TO

QUICKLY IDENTIFY THOSE PERSONNEL PERMITTED ON SITE AT ANY GIVEN TIME.

5. PERSONAL ELECTRONIC DEVICES (PED'S) WILL BE PROHIBITED WITHIN THE EXISTING FACILITY AT ALL TIMES INCLUDING BUT NOT LIMITED TO CELL PHONES, CAMERAS, COMPUTERS, ETC. TWO-WAY RADIOS

ARE PERMITTED THROUGHT THE CONSTRUCTION SITE PROVIDED THEY DO NOT HAVE ANY

PHOTOGRAPHIC OR RECORDING CAPABILITIES.

6. ALL PHOTOGRAPHS OF THE CONSTRUCTION SITE WILL BE ACCOMPLISHED BY AFRL. FOLLOWING REVIEW / APPROVAL BY THE AFRL SSM PHOTOGRAPHS WILL BE RELEASED TO THE CONSTRUCTION

CONTRACTOR AND CONTRACT ADMINISTRATOR AS NECESSARY.

7. SITE ACCESS SHALL BE LIMITED TO A SINGLE POINT OF ENTRY / EXIT. IF ADDITIONAL EXITS ARE REQUIRED FOR LIFE SAFETY DURING CONSTRUCTION THEY SHALL BE EXIT ONLY. CONTRACTOR TO PROVIDE ALL NECESSARY DOOR HARDWARE. SHOULD MATERIAL DELIVERIES BE REQUIRED AT AN ALTERNATE LOCATION IT SHALL BE COORDINATED AND DOCUMENTED IN THE CONTRACTOR'S DAILY

ACTIVITY LOG.

8. CONSTRUCTION LAYDOWN AREA SHALL BE PROVIDED WITH FENCING SURROUNDING APPROVED

LOCATION WITH A SINGLE ENTRY / DELIVERY GATE. A MINUMUM 6FT TALL CHAINLINK FENCE WITH PRIVACY FABRIC SHALL BE PROVIDED ALONG THE LAYDOWN AREA PERIMETER. LAYDOWN AREA SHALL BE LOCKED DURING NON-DUTY HOURS. AFRL LOCK WILL BE INCLUDED WITH THE CONTRACTOR LOCK ON THE ENTRY / DELIVERY GATE TO PERMIT ACCESS OF AFRL SSM AS NEEDED FOR INSPECTIONS.

9. CONSTRUCTION PERSONNEL REQUIRING ACCESS TO THE FIRST FLOOR RENOVATION AREA (PHASE 3)

SHALL BE ESCORTED AT ALL TIMES OR RECEIVE UNESCORTED ACCESS PER RQ EAST VISITOR

GUIDANCE SOP 16-01 DATED 01 JULY 2016. PROVIDE 2 WEEKS NOTICE FOR ESCORTS. ESCORTS WILL

ONLY BE AVAILABLE DURING NORMAL BUSINESS HOURS.

10. CONTRACTOR SHALL EXTEND UTILITIES TO THEIR TRAILERS.

11. CONTRACTOR SHALL PROTECT UNDERGROUND UTILITIES FROM HEAVY EQUIPMENT DAMAGE USED

DURING DEMO / EXCAVATION AND ERECTION ACTIVITIES.

SCOPE OF WORK

NOT IN SCOPE

SHEET HATCH LEGEND

NOTE: THE HATCHING SCOPE LIMITS

INDICATED ON THIS SHEET ARE GENERAL IN

NATURE. SEE SPECIFIC DISCIPLINE'S

DRAWINGS FOR SCOPE REQUIREMENTS AND

LIMITATIONS.

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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F E

N G

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D R

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N O

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3 5 7 9 11 13 15 17 19

D A

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M A

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2 4 6 8 10 12 14 16 18 20

L O

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H T

SCALE: 1" = 50'-0"A1

SITE CONSTRUCTION SECURITY PLAN

AFRL CONSTRUCTION SITE SECURITY REQUIREMENTS

100'50'

SCALE: 1" = 50'

GRAPHIC SCALE

50'

M E

N D

M E

N T

J U

DEAN C.

VON TERSCH

A-7903

CHARLESTON

CONSIN

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BUILDING #145

ACCESS ROAD 74

EIGHTH STREET

HDR

W W W W W W W W W W

W W

WWWWWWWWW

W W

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BUILDING #146

BUILDING #22045

W W

W W W W W

WVWV

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

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2 4 6 8 10 12 14 16 18 20

R . M

N L

P L

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: D av e

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GRAPHIC SCALE

50'050'

SCALE: 1" = 50'

100'

! M

HDR

LEGEND

LEGENDCODE ITEM NOTES

ATS

NOT APPLICABLE

EXISTING TO REMAIN

ASSUMED PROPERTY LINES

(PER UFC 3-600-01 1-7.2.4.2 (A))

FIRE DEPARTMENT ACCESS

(PER UFC 3-600-01 1-7.2.4.2 (C))

FIRE LANE MARKINGS AND

LOCATION (PER UFC 3-600-01

1-7.2.4.2 (D))

ANTITERRORISM SECURITY

(PER UFC 3-600-01 1-7.2.4.2 (E))

FIRE DEPARTMENT MAIN

ENTRANCE (PER UFC 3-600-01

1-7.2.4.2 (F))

FIRE DEPARTMENT

CONNECTIONS (PER UFC

3-600-01 1-7.2.4.2 (G))

HAZARDOUS MATERIAL

STORAGE TANKS (PER UFC

3-600-01 1-7.2.4.2 (K))

BACKFLOW PREVENTION

ASSEMBLY (PER UFC 3-600-01

1-7.2.4.2 (L))

ALONG EIGHTH STREET AND

ACCESS ROADS

EXISTING POST INDICATOR VALVE

FOR FIRE PROTECTION WATER LINE

PIV

EXISTING WATER

SUPPLY LINEW

HYDRANTS, VALVES AND

WATER LINES (PER UFC

3-600-01 1-7.2.4.2 (H))

EXISTING FIRE HYDRANT

EXISTING UNDERGROUND

WATER VALVE

FOR REFERENCE ONLY.

NOT PART OF CONSTRUCTION CONTRACT.

EXISTING TO REMAIN

EXISTING FDC

NOT APPLICABLEFIRE PUMP ROOM (PER UFC

3-600-01 1-7.2.4.2(I))

FPR

EXISTING TO REMAIN

SCALE: 1" = 50'C1 CODE COMPLIANCE SITE PLAN

GI105

C O

D E

C O

C E

J U

M A R K A. L A Z O

O U

CAROL IN

R E G I S T E R E D

OF E

SS I ON

A L E N G I N E E R

No. 20943

07/24/2025

2Q R

_P la ns -0

DESIGN REFERENCES:

REFERENCE STANDARDS:

UFC 1-200-01 DoD BUILDING CODE, WITH CHANGE 1 (REV. OCT. 1, 2020)

UFC 3-301-01 STRUCTURAL ENGINEERING, WITH CHANGE 1 (REV. FEB. 4, 2022)

IBC 2018 INTERNATIONAL BUILDING CODE, 2018 EDITION

IEBC 2018 INTERNATIONAL EXISTING BUILDING CODE, 2018 EDITION

ASCE/SEI 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR

BUILDINGS AND OTHER STRUCTURES

RP 8 STANDARDS OF SEISMIC SAFETY FOR EXISTING FEDERALLY

OWNED AND LEASED BUILDINGS

UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS, WITH CHANGE 1 (REV. AUG. 19, 2020)

ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AISC 325 STEEL CONSTRUCTION MANUAL, 15TH EDITION

ANSI/AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

TMS402/602-16 BUILDING CODE REQUIRMENTS FOR MASONRY STRUCTURES

EXISTING DRAWING SETS:

1. "FLIGHT CONTROL DEVELOPMENT LABORATORY - WRIGHT-PATTERSON AIR

FORCE BASE DAYTON, OHIO" (FEBRUARY 1976). SVERDRUP AND PARCEL

ASSOCIATES, INC. ST. LOUIS, MISSOURI.

REPORTS AND STUDIES:

1. "WPAFB RENOVATE RESEARCH FACILITY GEOTECHNICAL ENGINEERING

REPORT" (AUGUST 17, 2023) BY TERRACON. PROJECT NUMBER: N4215355.

GENERAL NOTES:

1. THE STRUCTURE IS DESIGNED AS A STABLE UNIT AFTER ALL COMPONENTS ARE IN PLACE.

THEREFORE, THE CONTRACTOR/ERECTOR SHALL DETERMINE ANY NEED FOR AND PROVIDE

ALL NECESSARY SHORING AND BRACING AS REQUIRED TO ENSURE STABILITY DURING

ERECTION.

2. ALL EXISTING CONDITIONS ARE SHOWN PER THE ORIGINAL BUILDING DRAWINGS AND NON-

DESTRUCTIVE SITE INVESTIGATIONS. THE GENERAL CONTRACTOR SHALL VERIFY ALL

DIMENSIONS AND CONDITIONS PRIOR TO DEMOLITION AND CONSTRUCTION.

3. WHEN A DETAIL IS SHOWN ON THE STRUCTURAL DRAWINGS FOR ONE CONDITION, IT SHALL

APPLY TO ALL SIMILAR OR LIKE CONDITIONS, UNLESS NOTED OR SHOWN OTHERWISE ON THE

DRAWINGS.

4. CONTRACTOR SHALL FULLY COORDINATE ALL DISCIPLINES' DRAWINGS (INCLUDING

DIMENSIONS AND ELEVATIONS) AND SHALL FULLY RESOLVE ANY CONFLICTS PRIOR TO

COMMENCING WORK.

5. FABRICATION DRAWINGS SHALL NOT BE REPRODUCTION OF STRUCTURAL CONTRACT

DRAWINGS.

6. MISCELLANEOUS STRUCTURAL ITEMS, CONDITIONS, OR PIECES OF STEEL MAY BE SHOWN ON

OTHER DISCIPLINES' DRAWINGS OR SHALL BE PROVIDED AS PER THE SPECIFICATIONS.

7. CONTRACTOR SHALL CONSULT GOVERNMENT FOR DIRECTION SHOULD UNCHARTED OR

INCORRECTLY CHARTED PIPING OR OTHER UTILITIES BE ENCOUNTERED DURING SITE

CLEARING, GRADING AND EXCAVATION.

8. NEW BUILDING DESIGN CRITERIA:

A. RISK CATEGORY II

B. GRAVITY LOADS - SEE LOAD DIAGRAMS ON S-002

C. SEISMIC LOADS

a. SEISMIC IMPORTANCE FACTOR, Ie: 1.00

b. MAPPED SPECTRAL RESPONSE SS = 0.147

S1 = 0.07

c. SOIL SITE CLASS: C

d. DESIGN SPECTRAL RESPONSE SDS = 0.127

SD1 = 0.07

e. SEISMIC DESIGN CATEGORY: B

f. LATERAL FORCE-RESISTING SYSTEM

• STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEFFICIENT, R = 3

OVERSTRENGTH FACTOR, Ω = 3

DEFLECTION AMPLIFICATION FACTOR, Cd = 3

• FIRST FLOOR: STEEL CONCENTRICALLY BRACED FRAMES

• SECOND FLOOR AND ABOVE: STEEL MOMENT FRAMES

g. ANALYSIS: EQUIVALENT LATERAL FORCE PROCEDURE

h. SEISMIC BASE SHEAR COEFFICIENT, CS = 0.042

i. SEISMIC DESIGN BASE SHEAR, V = 56 KIPS

D. INTERIOR HORIZONTAL LIVE LOAD* 5 PSF

*NOTE: THE BUILDING IS ENTIRELY CONTAINED WITHIN AN EXISTING STRUCTURE.

THE MINIMUM HORIZONTAL LIVE LOAD PER IBC SECTION 1607.15 IS APPLIED.

9. REFER TO SPECIFICATION SECTION 01 11 00 FOR GENERAL PROVISIONS FOR PHASING

OF THE CONSTRUCTION WORK.

10. ATTACHMENTS SUPPORTING OVERHEAD MOUNTED ARCHITECTURAL AND MECHANICAL

FEATURES THAT WEIGH 31 LBS OR MORE SHALL BE DESIGNED, AT A MINIMUM, TO RESIST

0.5 TIMES THE COMPONENT WEIGHT IN ANY HORIZONTAL DIRECTION AND 1.5 TIMES THE

COMPONENT WEIGHT IN THE DOWNWARD DIRECTION.

STRUCTURAL STEEL NOTES:

1. 3/4" DIAMETER BOLTS SHALL BE USED IN ALL STRUCTURAL STEEL BOLTED CONNECTIONS U.N.O. TIGHTEN BOLTS TO

TENSION REQUIRED BY AISC. PROVIDE STANDARD HOLES U.N.O.

2. ANCHOR RODS SHALL BE ASTM F1554 Gr. 36, THREADED ON EACH END, WITH HEAVY HEX NUT AND WASHER AT

EACH END U.N.O.

3. ALL WELDED CONSTRUCTION SHALL BE IN ACCORDANCE WITH AWS D1.1, AISC 325, AND AISC 360.

4. WELDING SHALL BE PERFORMED ONLY BY OPERATORS AND WELDERS QUALIFIED BY THE AWS STANDARD

QUALIFICATION PROCEDURE TO PERFORM THE PARTICULAR TYPE OF WORK REQUIRED.

5. THERMAL CUTTING OF EXISTING STRUCTURAL STEEL SHALL NOT BE PERMITTED WITHOUT REVIEW AND APPROVAL

BY THE ENGINEER OF RECORD.

6. MEMBERS EXPOSED TO WEATHER IN FINISHED STRUCTURE SHALL BE GALVANIZED AFTER FABRICATION. DO NOT

WELD TO GALVZNIZED PORTIONS OF STEEL. PROVIDE TOUCH-UP OR REPAIR AS NEEDED PER ASTM A780.

7. STEEL BELOW GRADE SHALL BE PROTECTED BY A MINIMUM OF 3" OF CONCRETE.

8. GROUT UNDER BEARING PLATES SHALL BE OF NON-SHRINK, NON-METALLIC COMPOSITION.

9. NO SPLICES IN STRUCTURAL FRAMING MEMBERS ARE PERMITTED EXCEPT AS INDICATED OR APPROVED.

10. TENSION-CONTROL BOLTS SHALL HAVE A MECHANICALLY DEPOSITED ZINC FINISH.

11. FOR FRAMING AT CONCRETE SLABS OVER STEEL DECK, PROVIDE 3/4"-DIAMETER WELDED SHEAR STUDS AT 12" O.C.

UNLESS NOTED OTHERWISE.

A. 2" DECK + 3-1/4" LWC: STUD LENGTH 4-1/2"

12. STRUCTURAL STEEL SHALL BE AS FOLLOWS:

A. W-SHAPES ASTM A992

B. PLATES, ANGLES, CHANNELS, MISC. STEEL ASTM A36

C. HSS ASTM A1085

D. BOLTS, TENSION-CONTROL ASTM F3125, GRADE F1852-X

E. WELDING ELECTRODE E70XX

13. SEE SPECIFICATION 05 12 00 STRUCTURAL STEEL FOR ADDITIONAL INFORMATION.

1. STEEL DECK SHALL BE MINIMUM 3 SPAN CONDITION WITH THE FOLLOWING MINIMUM PROPERTIES.

A. LID:

a. 1-1/2" DEPTH, 20 GA, Fy = 50 ksi

b. In = 0.217 in4/ft. Ip = 0.197 in4/ft.

c. Sn = 0.229 in3/ft. Sp = 0.224 in3/ft.

d. SEE LID DECK FASTENING DETAIL ON S-104

B. FLOOR AND ELEVATOR HOISTWAY LID:

a. 2" DEPTH, 20 GA, Fy = 50 ksi

b. In = 0.407 in4/ft. Ip = 0.409 in4/ft.

c. Sn = 0.337 in3/ft. Sp = 0.326 in3/ft.

d. 3-1/4" LIGHTWEIGHT CONCRETE FILL (NO FILL AT ELEVATOR HOISTWAY LID)

e. 4x4-W2.9xW2.9 WWR AT MID-DEPTH OF CONCRETE ABOVE DECK FLUTES

2. SEE SPECIFICATION 05 30 00 STEEL DECKS FOR ADDITIONAL INFORMATION.

3. VERIFY A MINIMUM 2" DECK BEARING ON ALL SUPPORTS.

4. STEEL DECK PANELS MAY BE BUTTED OR END LAPPED AS NEEDED AT SUPPORTS, 2" MIN. LAP.

5. SEE SHEET S-506 FOR TYPICAL STEEL DECK DETAILS.

6. WHERE UNFILLED ROOF DECK CANTILEVERS MORE THAN 2'-0" BEYOND CENTERLINES, PROVIDE 20 GA STRAP

SUPPORTS @ 12" O.C.

STEEL DECK NOTES:

1. CONCRETE FOR FOUNDATION ELEMENTS, MISC. CONCRETE

A. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: f'c = 4500 PSI (NWC) B. MAXIMUM WATER/CEMENTITIOUS RATIO (w/cm): 0.45

C. AIR CONTENT: 6% (± 1.5%)

D. NWC MAXIMUM UNIT WEIGHT 150 PCF

2. CONCRETE FOR ELEVATED SLAB ON STEEL DECK

A. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: f'c = 4000 PSI (LWC) B. MAXIMUM WATER/CEMENTITIOUS RATIO (w/cm): 0.45

C. AIR CONTENT: NOT AIR-ENTRAINED

D. LWC MAXIMUM UNIT WEIGHT 115 PCF

3. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.

4. WELDED WIRE REINFORCEMENT SHALL BE ASTM A1064 AND PLACED AT MID DEPTH OF SLAB, U.N.O..

5. PROPORTION AND DESIGN CONCRETE MIXES TO RESULT IN CONCRETE SLUMP AT POINT OF PLACEMENT NOT

LESS THAN 3" AND NOT MORE THAN 5".

6. ADDITION OF WATER TO READY-MIX IN THE FIELD SHALL NOT BE ALLOWED.

7. DEPOSIT CONCRETE IN A CONTINUOUS OPERATION UNTIL THE PLACING OF CONCRETE IS COMPLETE. IF POUR IS

TO BE DISCONTINUOUS, CONTRACTOR SHALL USE CONSTRUCTION JOINTS.

8. CONCRETE MUST BE CURED FOR A MINIMUM 21 DAYS PRIOR TO ANY ADHESIVE ANCHOR INSTALLATION.

9. COMPLY WITH ACI 318 MINIMUM REINFORCEMENT PROTECTION REQUIREMENTS.

10. EXISTING REINFORCEMENT SHALL NOT BE DAMAGED OR DISTURBED BY INSTALLATION OF NEW ADHESIVELY

ANCHORED REINFORCEMENT. SEE FOUNDATION SECTIONS.

11. SEE SPECIFICATION 03 30 00 CAST-IN-PLACE CONCRETE FOR ADDITIONAL INFORMATION.

12. DEVELOPMENT (LDT) AND SPLICE (LST) LENGTHS FOR TYPICAL REINFORCING SIZES AND MIX DESIGNS ARE

SUMMARIZED IN THE TABLES BELOW:

CONCRETE NOTES:

COLD-FORMED METAL FRAMING NOTES:

1. COLD-FORMED STEEL DESIGN SHALL BE IN ACCORDANCE WITH THE AISI SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2016 EDITION.

2. COLD FORMED STEEL SHALL BE DESIGNED FOR THE INTERIOR HORIZONTAL LIVE LOAD SHOWN IN

THE S-001 GENERAL NOTES.

3. DESIGN, DETAIL, AND ERECT COLD-FORMED METAL FRAMING IN ACCORDANCE WITH ASTM C955.

4. COLD-FORMED METAL FRAMING SIZES INDICATED ARE BASED ON A MINIMUM YIELD STRESS OF

50 KSI FOR 54 MILS AND GREATER THICKNESS (33 KSI FOR 43 MILS AND LESSER).

5. ALL EXTERIOR WALLS SHALL HAVE LATERAL BRIDGING UNLESS NOTED OTHERWISE.

6. COLD-FORMED METAL FRAMING SHALL BE GALVANIZED IN ACCORDANCE WITH A653, G60.

7. GALVANIZING DAMAGED BY INSTALLATION OPERATIONS OR WELDING SHALL BE REPAIRED USING

GALVANIZING REPAIR PAINT CONFORMING TO SSPC-PAINT 20 OR DOD-P-21035.

8. COLD-FORMED METAL FRAMING GAUGES AND SIZES ARE BASED UPON THE STEEL STUD

MANUFACTURERS ASSOCIATION (SSMA).

9. PROVIDE JOIST BRIDGING, BRACING, AND WEB STIFFENERS IN ACCORDANCE WITH COLD-FORMED

METAL FRAMING SYSTEM MANUFACTURER'S RECOMMENDATIONS AND AS INDICATED IN THESE

DRAWINGS, WHICHEVER IS THE GREATER REQUIREMENT.

10. PROVIDE METAL FRAMING SHOP DRAWINGS FOR REVIEW. AT CONTRACTOR'S OPTION, FRAMING

GAUGE AND SIZES MAY BE VARIED AT MANUFACTURER'S RECOMMENDATIONS UTILIZING THE

SPECIFIED FRAMING LOCATIONS AND SPANS. SHOULD CONTRACTOR CHOOSE AN ALTERNATE

METHOD, CONTRACTOR SHALL PROVIDE SHOP DRAWINGS SEALED BY A LICENSED ENGINEER AND

APPROVED BY THE ENGINEER OF RECORD.

MASONRY NOTES:

1. TYPICAL UNITS SHALL BE TWO-CELL TYPE UNITS.

2. MORTAR SHALL BE TYPE S WITH AN AVERAGE COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS

CONFORMING TO ASTM C270.

3. CONCRETE MASONRY SHALL BE AS SPECIFIED BY ASTM C90. NET AREA COMPRESSIVE STRENGTH OF

CONCRETE MASONRY UNIT SHALL BE A MIN. 2,000 PSI. MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f'm) SHALL BE 2,000 PSI PER TABLE 2 OF TMS 402/602-16 SPECIFICATIONS.

4. GROUT FOR USE IN MASONRY SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE

STRENGTH OF 2,000 PSI AT 28 DAYS.

5. ALL MASONRY SHALL BE PLACED IN A RUNNING BOND, U.N.O.

6. 21" MIN. TENSION LAP SPLICE FOR #5 BARS WITHIN CMU WALLS.

7. SEE SPECIFICATION SECTION 04 20 00 FOR ADDITIONAL INFORMATION.

MIX

REINF. DEVELOPMENT LENGTH, LDT (IN)

#3 #4 #5 #6

MIX

REINF. TENSION LAP SPLICE LENGTH, LST (IN)

4500 NWC

4000 LWC

#3 #4 #5 #6

4500 NWC

4000 LWC

US Army Corps of Engineers ®

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AFF ABOVE FINISHED FLOOR

& AND

APPROX. APPROXIMATE

ARCH. ARCHITECTURAL

@ AT

BM. BEAM

BOT. BOTTOM

B.O. BOTTOM OF

BF BRACED FRAME

BLDG. BUILDING

CLG. CEILING

CL. CENTERLINE

CLR. CLEAR

COL. COLUMN

CONC. CONCRETE

CMU CONCRETE MASONRY UNIT

CONN. CONNECTION

CONT. CONTINUOUS

C.J. CONTROL JOINT

COORD. COORDINATE

° DEGREE

DEMO. DEMOLITION

DET. DETAIL

Ø DIAMETER

DIM. DIMENSION

DWGS. DRAWINGS

EA. EACH

E.F. EACH FACE

E.W. EACH WAY

ELEC. ELECTRICAL OR ELECTRIC

EL. ELEVATION

E.O.R. ENGINEER OF RECORD

EQ. EQUAL

EX. EXISTING

E.J. (EXP. JT.) EXPANSION JOINT

EXP. EXPANSION/EXPOSED

EXT. EXTERIOR

F.S. FAR SIDE

FT. FEET

FIN. FINISH

F.F. FINISHED FLOOR

FLR. FLOOR

FTG. FOOTING

GA. GAGE OR GAUGE

GALV. GALVANIZED

Gr. GRADE

GB GRADE BEAM

HORIZ. HORIZONTAL

IN. INCH

I.D. INSIDE DIAMETER

INT. INTERIOR

JT. JOINT

JST. JOIST

KIP 1,000 POUNDS

KSI KIPS/SQUARE INCH

LFRS LATERAL FORCE-RESISTING

SYSTEM

LWC LIGHTWEIGHT CONCRETE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

LST TENSION LAP SPLICE LENGTH

MATL. MATERIAL

MAX. MAXIMUM

MECH. MECHANICAL

MTL METAL

MPH MILE PER HOUR

MIN. MINIMUM

MISC. MISCELLANEOUS

MF MOMENT FRAME

N.S. NEAR SIDE

NWC NORMALWEIGHT CONCRETE

N.I.C. NOT IN CONTRACT

NTS NOT TO SCALE

NO. (#) NUMBER

O.C. ON CENTER

O.H. OPPOSITE HAND

O.D. OUTSIDE DIAMETER

PL PLATE

LBS. POUNDS

PCF POUNDS/CUBIC FOOT

PSF POUNDS/SQUARE FOOT

PSI POUNDS/SQUARE INCH

PT PRESSURE TREATED

PROJ. PROJECTION

REF. REFERENCE

RC REINFORCED CONCRETE

REINF. REINFORCEMENT

REQ'D REQUIRED

REV. REVISIONS / REVISED

SECT. SECTION

SIM. SIMILAR

S.O.G. SLAB ON GRADE

SL. SLOPE

SPEC. SPECIFICATION

SQ. SQUARE

S.S. STAINLESS STEEL

STD. STANDARD

STL. STEEL

STRUC. STRUCTURAL

T&B TOP & BOTTOM

T.O. TOP OF

TRANS. TRANSVERSE

TYP. TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

V.I.F. VERIFY IN FIELD

VERT. VERTICAL

WWR WELDED WIRE

REINFORCEMENT

WF WIDE FLANGE

W/ WITH

W/O WITHOUT

WP WORKING POINT

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LOAD

TYPE

DESCRIPTION

MEP

SPRAY-ON FIREPROOFING

FLOOR FINISH

ACCESS FLOOR SELF WT. ALLOWANCE

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - ACCESS FLOOR

SDL [psf] LL [psf]

ACCESS

FLOOR

4 -

LOAD SCHEDULE

1.5 -

2 -

9 -

25.5 -

- 100

STORAGE

OFFICE

CORRIDOR

LATRINE

IT ROOM

STAIR

SIMULATOR

KITCHEN

LID

MEP

SECURE CEILING

FLOOR FINISH

4 -

9 -

2 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - LIGHT DUTY STORAGE

15 -

- 125 (NON)

MEP

SECURE CEILING

FLOOR FINISH

4 -

9 -

2 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - OFFICE

15 -

- 50

MEP

SECURE CEILING

FLOOR FINISH

4 -

9 -

2 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - CORRIDOR

15 -

- 80

MEP

SECURE CEILING

FLOOR FINISH

4 -

9 -

16 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - LATRINE

29 -

- 75

MEP

SECURE CEILING

FLOOR FINISH

4 -

9 -

2 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - CENTRAL IT ROOM

15 -

- 150 (NON)

STEEL STAIR/RAILING CONSTRUCTION

RUBBER STAIR TREAD/RISER COVER

25 -

1 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - STAIR

26 -

- 100

MEP

SECURE CEILING

FLOOR FINISH

4 -

9 -

2 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - SIMULATOR

15 -

- 125 (NON)

MEP

SECURE CEILING

PORCELAIN FLOOR TILE

4 -

9 -

16 -

TOTAL SUPERIMPOSED DEAD

OCCUPANCY - CORRIDOR

29 -

- 80

ACT CEILING

MEP

2.5 -

4 -

SPRAY-ON FIREPROOFING

OCCUPANCY - ROOF LIVE

1.5 -

- 20

ADDITIONAL PARTITION LIVE LOAD

TOTAL LIVE

- 15

- 65

TOTAL SUPERIMPOSED DEAD 23 -

5/8" TYPE X GYPSUM BOARD + 3/4"

WOOD FIBERBOARD

6 -

SECURE CEILING 9 -

7 2 7

27 7

US Army Corps of Engineers ®

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FIRST FLOOR LOAD DIAGRAM

THIRD FLOOR LOAD DIAGRAM

SECOND FLOOR LOAD DIAGRAM

LID LOAD DIAGRAM

NOTES:

1. THE SECURE CEILING ASSEMBLY IS COMPRISED OF ACOUSTICAL INSULATION (1 PSF),

A METAL FRAMING SYSTEM (2 PSF), AND (2) LAYERS OF 5/8" GYPSUM BOARD (6 PSF).

ALLOWANCE IS MADE FOR TYPICAL SECURE CEILING INSTALLATION. REFER TO THE

ARCH. DWGS. FOR LOCATIONS WHERE SECURE CEILING WILL BE INSTALLED.

2. REPORTED OCCUPANCY LIVE LOADS ARE REDUCIBLE UNLESS NOTED WITH (NON).

3. PERIMETER CLADDING LOAD: 10 PSF

4. FILING CABINET (610 LB + 300 LB CONTENTS = 910 LB) WHERE SHOWN WITH:

5. ELEVATOR HOIST BEAM LOAD (7,500 LB)

WHERE SHOWN WITH:

PILE CAP AND MICROPILE NOTES:

1. CENTER ALL PILE CAPS BELOW COLUMNS AND PIERS, UNLESS NOTED OTHERWISE.

DIMENSIONS ON PLAN ARE REFERENCED FROM GRIDLINE TO CENTER OF MICROPILE,

UNLESS NOTED OTHERWISE.

2. MICROPILES SHALL BE INSTALLED WITH A MINIMUM BOND LENGTH IN SOUND

LIMESTONE BEDROCK OF AT LEAST 10 FEET. THE LOWER PART OF THE BOND ZONE

SHOULD CONTAIN AT LEAST 10 FEET OF CONTINUOUS SOUND BEDROCK. BEDROCK

CAN BE IDENTIFIED BASED ON DRILLING RATE AND OBSERVATION OF THE DRILL

CUTTINGS.

3. MICROPILES SHALL BE 6"Ø MINIMUM WITH FINAL SIZING PER THE MICROPILE DESIGNER.

THE MICROPILES SHALL BE CASED TO THE TOP ELEVATION OF COMPETENT BEDROCK.

4. THE ALLOWABLE UNIT BOND STRENGTH BETWEEN THE MICROPILE AND BEDROCK IS

37.5 PSI, WHICH INCLUDES A FACTOR OF SAFETY OF 2.0 (75 PSI NOMINAL).

5. MICROPILES SHALL BE INSTALLED IN A WAY THAT MINIMIZES VIBRATIONS AND OTHER

IMPACTS TO THE SURROUNDING STRUCTURE.

6. THE GROUP CAPACITY FOR MICROPILES IS THE LESSER OF 1) THE NUMBER OF

MICROPILES TIMES THE LATERAL OR VERTICAL LOAD CAPACITY OF A SINGLE

MICROPILE IN THE GROUP; OR 2) THE LATERAL OR VERTICAL LOADING CAPACITY OF AN

EQUIVALENT SINGLE BLOCK CONTAINING THE MICROPILES IN THE GROUP AND THE

SOIL BETWEEN THEM.

7. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND

OBSTACLES TO THE MICROPILES AND FOUNDATIONS. THE CONTRACTOR SHALL

ENSURE THAT MICROPILES DO NOT STRIKE ANY EXISTING UNDERGROUND UTILITIES

OR OBSTACLES. MICROPILES MAY BE SHIFTED 6 INCHES IN ANY DIRECTION TO

ACCOMMODATE OBSTACLES. IF THE MICROPILE NEEDS TO MOVE GREATER THAN 6

INCHES, CONTACT THE CONTRACTING OFFICER FOR FURTHER DIRECTION.

8. INSTALL MICROPILES ORIENTED AS SHOWN ON PLAN.

9. ALL MICROPILE CAP REBAR SHALL HAVE STANDARD 180-DEGREE HOOKS AT EACH END.

10. BARS ARE EQUALLY SPACED IN PILE CAPS UNLESS NOTED OTHERWISE.

11. THE CONTRACTOR SHALL COORDINATE THE PILE DRIVER LOCATION WITH THE

CONTRACTING OFFICER.

12. PILE LOAD TESTS SHALL BE CONDUCTED. THE NUMBER OF TEST PILES FOR EACH

COMBINATION OF LENGTH, DIAMETER, AND REINFORCEMENT SHALL BE: 1) TWO

TENSION TEST PILES; 2) TWO COMPRESSION PILES; AND 3) ONE LATERAL TEST PILE.

13. REFER TO SPECIFICATION 31 63 33 FOR ADDITIONAL INFORMATION.

14. DESIGN INFORMATION AND ASD (ALLOWABLE) LOADS PER PILE ARE AS FOLLOWS:

A. HEAD CONDITION: PINNED

B. FACTOR OF SAFETY, FOS: 2.0

C. AXIAL COMPRESSION DOWNWARD: 85 KIPS

D. AXIAL TENSION UPLIFT: 37 KIPS

E. LATERAL: 6 KIPS

FOUNDATION NOTES:

1. STRUCTURAL FOUNDATION DESIGN IS BASED UPON AN ALLOWABLE SOIL BEARING CAPACITY OF

3000 PSF PER THE EXISTING DRAWING SET REFERENCED ON S-001 AND PER THE GEOTECHNICAL

ENGINEERING REPORT.

2. THE GROUND FROST PENETRATION LEVEL IS 49 INCHES BELOW GRADE PER UFC 3-301-01.

3. AS A PART OF INITIAL SITE PREPARATION ACTIVITIES, CONCRETE AND ANY OTHER SURFICIAL

DELETERIOUS MATERIAL (E.G. - DEBRIS, DESICCATED SOIL, HIGH ORGANIC CONTENT SOIL, UNSUITABLE FILL, ETC.) SHOULD BE COMPLETELY REMOVED AND STRIPPED TO EXPOSE THE UNDERLYING SUITABLE SOILS IN AREAS THAT WILL RECEIVE STRUCTURAL FILL TO SUPPORT THE PROPOSED FOUNDATIONS.

REMOVAL SHOULD BE EVALUATED BY THE CONTACTOR'S PROFESSIONAL GEOTECHNICAL ENGINEER.

4. REMOVAL AND/OR RELOCATION OF ANY TO-BE-ABANDONED UTILITIES AND/OR DUCTS SHALL BE

PERFORMED PRIOR TO ROUGH SITE GRADING ACTIVITIES.

5. CONCRETE SLABS ON GRADE IN ENCLOSED HABITABLE AREAS SHALL BE UNDERLAIN BY A CAPILLARY WATER BARRIER COMPRISED OF A MINIMUM OF 6 INCHES OF FREE-DRAINING (LESS THAN 6% PASSING THE U.S. NO. 200 SIEVE) CRUSHED AGGREGATE COMPACTED TO AT LEAST 98% OF ASTM D698.

6. BELOW ALL BUILDING CONCRETE SLABS ON GRADE, PROVIDE A VAPOR RETARDER COMPRISED OF

LAPPED POLYETHYLENE SHEETING WITH MINIMUM THICKNESS OF 10 MILS.

7. CONTRACTOR IS RESPONSIBLE FOR DETERMINING NEED FOR AND PROVIDING ALL REQUIRED

TEMPORARY SHORING AND BRACING DURING DEMOLITION AND CONSTRUCTION. PROVIDE

TEMPORARY UNDERPINNING OR SHORING AS REQUIRED FOR EXISTING FOUNDATIONS.

8. EXISTING FOUNDATIONS SHALL NOT BE DAMAGED OR DISTURBED.

9. ALL FOUNDATIONS ARE TO BEAR ON UNDISTURBED IN SITU SOIL OR ON TESTED STRUCTURAL

BACKFILL. FILL SHALL BE PLACED IN UNIFORM LIFTS OF NO MORE THAN 8 INCHES THICK AND COMPACTED TO 98% STANDARD PROCTOR VALUE FOR BACKFILL IN ACCORDANCE WITH ASTM D698 (THIS INCLUDES THE LAYER OF CLEAN WASHED GRANULAR FILL FOR SLABS ON GRADE). THE MAXIMUM PARTICLE SIZE FOR FILL PLACEMENT SHALL NOT EXCEED 2/3 OF THE LIFT THICKNESS NOR SPECIFIED

MAXIMUM PARTICLE SIZE.

10. MAINTAIN POSITIVE SURFACE DRAINAGE TO PREVENT THE ACCUMULATION OF WATER IN EXCAVATED

AREAS.

11. MATERIAL TO BE USED AS FILL SHALL BE TESTED BY AN APPROVED TESTING LABORATORY TO

DETERMINE SUITABILITY PRIOR TO BEING PLACED.

12. SURFACE AREAS AT GRADE AND AREAS TO RECEIVE FILL SOILS SHALL BE DETERMINED WITHIN ±2

PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT DETERMINED FROM THE STANDARD

PROCTOR TEST.

13. IMMEDIATELY PRIOR TO CONSTRUCTION, SUBGRADE SOILS SHALL BE PROOF ROLLED WITH A FULLY LOADED TANDEM-AXLE DUMP TRUCK OR SIMILAR EQUIPMENT TO DETECT ANY UNSTABLE AREAS. THE PROOF ROLLING EQUIPMENT SHALL MAKE A MINIMUM OF FOUR PASSES OVER EACH SECTION, WITH THE LAST TWO PASSES PERPENDICULAR TO THE FIRST TWO. ANY AREAS WHICH PUMP OR RUT SHALL BE UNDERCUT OR SCARIFIED AND DENSIFIED IN PLACE AND PROOF ROLLED AGAIN. CONTRACTOR

SHALL NOTIFY OWNER PRIOR TO COMMENCEMENT OF PROOF ROLLING OPERATIONS.

14. FILL PLACEMENT SHALL NOT BEGIN UNTIL PROOF ROLLING OPERATIONS ARE SUCCESSFUL.

15. DURING CONSTRUCTION, ALL FOUNDATION EXCAVATIONS AND SOIL/GROUNDWATER CONDITIONS

SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S PROFESSIONAL GEOTECHNICAL

ENGINEER PRIOR TO PLACING CONCRETE.

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No. 29581

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15.5

GHJKLM J.2

12.1

13.2

13.3

14.4

14.9

L.2L.9 J.9 J.4 H.5 G.5

1'-11" 14'-0" 24'-5" 14'-0" 14'-5" 9'-7"

S10

S11

TYP.

S12

EXISTING

CONTROL ROOM

CEILING FRAMING

EXISTING STEEL

COLUMN, TYP.

W12X19 (14) W12X19 (24) MF W16 W12X19 (14) W12X19 (9)

W10X15 (14)

W14X22 (24)

W16X26 (24)

HSS8X4X3/8

H S

S x x /8

W X

HSS14X4X1/4 HSS14X4X1/4 W12X19 (9)

W X

W10X15 (14)

MF W16

W10X15 (14)

W10X15 (9)

W X

M F

W X

M F

W10X15 (6)

S17

G1 S-201

G12 S-201

A12 S-201

A1 S-201

HSS6x4x1/4 TYP.

AROUND ELEVATOR

H S

S X

E Q

4'-11"9'-2" 11'-0"

C14 S-202

C1 S-202

SEE SHEET S-601

FOR POSTS AT

ELEVATOR AREA, TYP.

S8 S8

1. ALL EXISTING CONDITIONS ARE SHOWN

PER ORIGINAL BUILDING DRAWINGS AND

NON-DESTRUCTIVE SITE

INVESTIGATIONS. GENERAL

CONTRACTOR SHALL VERIFY ALL

DIMENSIONS, ELEVATIONS, AND

CONDITIONS PRIOR TO AND DURING

DEMOLITION AND CONSTRUCTION.

2. SECOND FLOOR T.O. SLAB IS AT

ELEV. +913'-0".

3. THIRD FLOOR T.O. SLAB IS AT

ELEV. +926'-0".

4. STEEL FRAMING IS CENTERED ON

GRIDLINES AND SPACED EQUALLY U.N.O.

NEW FRAMING

EXISTING FRAMING

LATERAL FORCE-RESISTING

SYSTEM MOMENT CONNECTION

NON-LATERAL

MOMENT CONNECTION

STEEL DECK

SPAN DIRECTION

T-1/16

PJP, 4

SIDES

HSS POST, TYP.

CAP PLATE, TYP. AT

TOP OF HSS POST

WF BEAMS, SEE PLAN

TYP

HSS14x4 POST, SEE PLAN

DOUBLE ANGLE SHEAR

CONNECTION, TYP.

BOLTS IN STANDARD

HOLES, TYP.

GRAPHIC SCALES

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

164 8268

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

LEGEND

GENERAL NOTES

SHEET KEYNOTES

US Army Corps of Engineers ®

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SCALE: 1/8" = 1'-0"C1

SECOND AND THIRD FLOOR FRAMING PLAN

S7 NEW STEEL GRAVITY COLUMN. SEE

S-601 SCHEDULE.

S8 NEW STEEL HSS5x5 POST.

S10 NEW STEEL WIDE-FLANGE MOMENT

FRAME BEAM.

S11 NEW COMPOSITE STEEL WIDE-FLANGE

BEAM.

S12 NEW 3-1/4"-THICK LIGHTWEIGHT

CONCRETE SLAB ON 2" STEEL DECK.

SEE S-001 FOR PROPERTIES AND

REINFORCEMENT.

S17 NEW STEEL HSS14x4 POST.

AREA OF WORK

KEYPLAN

SCALE: 1 1/2" = 1'-0"M12

HSS CAP PLATE DETAIL

SCALE: 1 1/2" = 1'-0"J12

TYP. HSS14x4 POST CONNECTIONS

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T.O. SLAB L1

898' - 8"

1/4 4

LWC SLAB ON

STEEL DECK

BRACED FRAME BEAM,

SEE ELEVATION

HSS BRACE,

SEE ELEVATION

SHEAR CONNECTION

COMPOSITE STEEL BEAM,

SEE PLAN

BRACED FRAME COLUMN,

SEE ELEVATION

PL3/4 GUSSET PLATE

1/4 16

1/4

T Y

(2) L4x3x3/8 CONNECTION ANGLES

WITH (9)-3/4"Ø BOLTS, (4) BOLTS

AT BEAM, (5) BOLTS AT GUSSET.

PROVIDE SHIMS AS NEEDED.

1 1/2"

COPE BEAM

BOTTOM FLANGE

PL3/4x9x1'-8"

THROUGH- PLATE

1/4

1/4 4

TYP.

TYP.1 1

HSS BRACE,

SEE ELEVATION

HSS BRACE,

SEE ELEVATION

5" TY

BASEMENT

879' - 9"

TYP.

1/4 8

1/4 4

PL3/4 GUSSET PLATE HSS BRACE, SEE

ELEVATION

BASE PLATE AND ANCHOR

RODS, SEE A12/S-501.

1/2" EXPANSION MATERIAL

CONCRETE INFILL AT

ISOLATION POCKET

BRACED FRAME COLUMN,

SEE ELEVATION

(5) #3 CLOSED TIES, TYP.

1/4 24

(6) ADD'L #3 STIRRUPS

HOOKED AROUND

GRADE BEAM REINF.

MICROPILE CAP, SEE PLAN

RC GRADE BEAM, SEE PLANMICROPILE BEYOND, SEE PLAN

B1 S-502

A12 S-501

BEAM DESIGN SHEAR (KIPS)

W12x19 - W12x26

W14x22

W16x26 - W16x36

W18x40 44

W10x15

NOTES:

1. DESIGN SHEAR

CONNECTIONS TO SUPPORT,

AT MINIMUM, THE DEMANDS

SHOWN.

2. THE DEMANDS SHOWN

CORRESPOND TO LRFD

ULTIMATE DESIGN SHEARS.

3. SUBMIT FOR REVIEW

DETAILS AND CALCULATIONS

STAMPED BY A REGISTERED

PROFESSIONAL ENGINEER.

4. REFER TO SPECIFICATION

SECTION 05 12 00 FOR

ADDITIONAL

REQUIREMENTS.

SHEAR CONNECTIONS

HSS6x4, HSS8x4 10

HSS14x4 12

CJP

2" 2"

NOTES:

1. WELD COLUMN FLANGES FIRST, THEN REMOVE

CHANNELS AND WELD COLUMN WEB.

2. SPLICE CONCEPT SHOWN. SPLICES TO BE DESIGNED

BY DELEGATED CONNECTIONS DESIGNER.

3. SPLICES SHALL DEVELOP FULL CAPACITY OF

SPLICED COLUMN SECTIONS.

4. REFER TO S-201 ELEVATIONS FOR COLUMN SIZES.

CONTRACTOR TO COORDINATE SPLICE LOCATIONS.

5. PROVIDE MILLED FINISHES AT COLUMN ENDS.

SLIP-CRITICAL

ERECTION BOLTS

CHANNEL FOR

ERECTION PURPOSES

LIFTING HOLE AT

CONTRACTOR'S

OPTION

WF MOMENT

FRAME COLUMN

A B

O V

E F

L O

O R

L E

V E

1 1/2" 3" 3" 1 1/2"

MOMENT CONNECTION SCHEDULE

BEAM

FLANGE PLATE

FLANGE BOLTS

WEB PLATES

WEB BOLTS

W16x31 W16x57

PL3/8x5x0'-9"

(3) - 3/4"Ø

2 ROWS

PL5/8x4x1'-1"

1 PLATE

(4) - 3/4"Ø

PL3/4x8x0'-9"

(3) - 3/4"Ø

2 ROWS

PL 5/8x4x1'-1"

1 PLATE

(4) - 3/4" Ø

NOTES:

1. SLAB ON STEEL DECK NOT SHOWN FOR CLARITY.

2. ALL MOMENT CONNECTION BOLT HOLES SHALL BE STANDARD HOLES.

SHEAR CONNECTION

COMPOSITE STEEL

BEAM, SEE PLAN

STEEL MF COLUMN,

SEE ELEVATIONFLANGE PLATE,

SEE SCHEDULE

STEEL MF BEAM,

SEE ELEVATION

WEB PLATES

AT EACH SIDE,

SEE SCHEDULE

5/16

TYP.

5/16

TYP

CONTINUITY PLATE AT EACH

FLANGE, TYP. WITH THICKNESS

TO MATCH FLANGE PLATE

3/16

TYP. 3

SIDES

2'-2"

SEE

DETAIL

1/4 3/16

TYP

PL1-1/4x10x2'-2" BASE PLATE

(6) 1"Ø ANCHOR RODS

WITH 15" EMBEDMENT

NOTES:

1. PROVIDE 1-7/8"Ø OVERSIZED HOLES FOR BASE PLATE ANCHOR RODS.

2. PROVIDE PL3/8x3x0'-3" PLATE WASHERS AT EACH ANCHOR ROD.

1 1/2" 9" 9" 6 1/2"

BASEMENT

879' - 9"

1/4 6

1/4 4

PL3/4 GUSSET PLATE

HSS BRACE,

SEE ELEVATION

BASE PLATE AND ANCHOR

RODS, SEE A12/S-501

1/2" EXPANSION

MATERIAL

CONCRETE INFILL AT

ISOLATION POCKET

BRACED FRAME COLUMN,

SEE ELEVATION

(5) #3 CLOSED TIES, TYP.

1/4 14

(6) ADD'L #3 STIRRUPS

HOOKED AROUND

STEM WALL REINF.

MICROPILE

CAP, SEE PLAN

CASED MICROPILES,

SEE PLAN

EXISTING RC STRIP

FOOTING BEYOND

P .1"

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

#5 @ 18" O.C. E.F. VERT. ADHESIVE

DOWELS WITH 8" EMBED. INTO

FOUNDATION BELOW

RC STEM WALL,

SEE PLAN

A12 S-501

RC T-SHAPED

PEDESTAL, SEE PLAN

O.H.

T.O. SLAB L1

898' - 8"

1/4 4

LWC SLAB ON

STEEL DECK

BRACED FRAME BEAM,

SEE ELEVATION

HSS BRACE,

SEE ELEVATION

SHEAR CONNECTION

COMPOSITE STEEL

BEAM, SEE PLAN

BRACED FRAME COLUMN,

SEE ELEVATION

PL3/4 GUSSET PLATE

1/4 28

1/4

(2) L4x3x3/8 CONNECTION ANGLES

WITH (8)-3/4"Ø BOLTS, (4) BOLTS

AT BEAM, (4) BOLTS AT GUSSET.

PROVIDE SHIMS AS NEEDED.

COPE BEAM

BOTTOM FLANGE

T Y

1 1/2" 2 1/2"

GRAPHIC SCALE

1/2 1 21

SCALE: 1"=1'-0"

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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S O

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E R

D R

A W

N B

D E

N E

D B

S U

B M

E D

B Y

C H

E C

K E

D B

A N

S I D

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D A

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C O

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3 5 7 9 11 13 15 17 19

D A

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M A

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D E

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2 4 6 8 10 12 14 16 18 20

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D a v e

Y e n s a n

P ro je c t:

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S-501

S T

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A -F

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SCALE: 1" = 1'-0"

S-102 K1

E-W BRACE LEVEL 1 CONNECTION DETAIL

SCALE: 1" = 1'-0"

S-201 A1

BRACE INTERSECTION DETAIL

SCALE: 1" = 1'-0"

S-101 E1

E-W BRACE FOUNDATION CONNECTION DETAIL

SCALE: NOT TO SCALEL15

DELEGATED CONNECTION DESIGN CRITERIA

SCALE: 1" = 1'-0"A6

MF COLUMN SPLICE

SCALE: 1" = 1'-0"D15

TYPICAL MOMENT CONNECTION DETAIL

SCALE: 1" = 1'-0"

S-501 A12

BRACE FOUNDATION CONNECTION PLAN

SCALE: 1" = 1'-0"

S-101 D9

N-S BRACE FOUNDATION CONNECTION DETAIL

SCALE: 1" = 1'-0"

S-102 K9

N-S BRACE LEVEL 1 CONNECTION DETAIL

M E

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No. 29581

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L I C E N S E D

FESS I ONA L

E N G I N E E R

-J

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2Q R

_P la ns -0

T.O. SLAB

EL: SEE PLAN

1'-4" D

DECK PERPENDICULAR

BEAM AT DECK EDGE

OR OPENING EDGE

DECK CLOSURE PLATE,

THICKNESS TO MATCH DECK GAGE

FOR 1'-0" < D ≤ 2'-6", PROVIDE

HOOKED #4 @ 12" DOWEL

#4 - CONT. BAR

CONCRETE SLAB ON

STEEL DECK

WELDED WIRE

REINFORCEMENT, TYP.

1'-4"

DECK PARALLEL

BEAM AT DECK EDGE

OR OPENING EDGE

DECK CLOSURE PLATE,

THICKNESS TO MATCH DECK GAGE

FOR 0'-4" < D ≤ 1'-0", PROVIDE

HOOKED #4 DOWEL @ 12" O.C.

#4 - CONT. BAR

CONCRETE SLAB

ON STEEL DECK

WELDED WIRE

REINFORCEMENT, TYP.

6" TYP.

T Y

M A

PERPENDICULAR TO DECK SPAN

12" MAX.

14 GA SHEET FASTENED

TO STEEL DECK

STEEL DECK

SPAN DIRECTION

#10 SCREW INTO

EACH DECK FLUTE

TYP.

C4X5.4 AT EACH SIDE OF

OPENING. EXTEND TO 3 FLUTES

BEYOND OPENING EACH SIDE

PERPENDICULAR TO DECK SPAN

24" MAX.

OPENING (PERP. TO

DECK SPAN) ≤ 12"

12" < OPENING (PERP. TO DECK SPAN) ≤ 24"

NOTES:

1. OPENINGS LESS THAN 6" PERPENDICULAR TO THE DECK SPAN DO NOT REQUIRE REINFORCEMENT.

2. SEE SPACING DETAIL FOR CLUSTERED PENETRATION REQUIREMENTS.

STEEL DECK

SPAN DIRECTION

D D

MIN.

NOTES:

1. PROVIDE MIN. SPACING AS NOTED BETWEEN CLUSTERED PENETRATIONS.

2. IF MIN. SPACING CANNOT BE PROVIDED, CONSIDER THE CLUSTERED

PENETRATIONS AS ONE OPENING MEASURING TO THE OUTER DIMENSIONS OF

THE END PENETRATIONS. REINFORCE THE DECK AS REQUIRED PER TYP. DETAILS.

DECK PENETRATION, TYP.

CLUSTERED PENETRATION

OPENING BOUNDARY PER NOTE 2

HSS BEAM, SEE PLAN

L8x4x1/2 AT EACH SIDE OF

GUIDERAIL SUPPORT

POST WITH 2"-LONG

VERTICAL SLOTTED HOLES

(2) 1/2"Ø

THROUGH-BOLTS

ELEVATOR GUIDERAIL

SUPPORT POST

SLAB ON STEEL

DECK, SEE PLAN

ELEVATOR HOISTWAY

3/16

WF COLUMN,

SEE SCHEDULE

L4x4x3/8 LEDGER, TYP.

FOR STEEL DECK

SUPPORT AT COLUMNS

COPE ANGLE

LEGS AS NEEDED

PL1/4 TAB WITH

(2) 1/2"Ø BOLTS, TYP.

WF BEAM, SEE PLAN

TYP.

1" C

NOTES:

1. STEEL DECK NOT SHOWN FOR CLARITY.

2. CONTRACTOR TO COORDINATE DECK SUPPORT WITH

CONNECTIONS AND OTHER CONDITIONS AT EACH COLUMN, TYP.

15 14.9

LID STEEL DECK

PERIMETER

BEAM, SEE PLAN

400S162-43 KICKER STUD

AT EACH STANCHION

400S162-43 STUDS. COPE END FLANGES AS

NEEDED. CONNECT TO STANCHION WITH 18 GA

2X2 ANGLE CLIP WITH (2) #10 SCREWS EACH LEG

400S162-43 STANCHION @ 6'-0" MAX.

ALIGNED OVER PERIMETER WF

BEAM CENTERLINE

CONTINUOUS

7"X7" 20 GA BENT

PLATE TOEBOARD

400T125-43 CONTINUOUS

TRACK WITH (2) #10 SCREWS

@ 24" INTO LID DECK

DECK PERPENDICULAR

400T125-43 CAP TRACK WITH

(2) #10 SCREWS EACH LEG

LID DECK FINISH

EXISTING ROOF

TRUSS MEMBER

3'-0"

(2) #10 SCREWS

600T125-43 CONTINUOUS

TRACK WITH (2) #10 SCREWS

@ 24" INTO LID DECK

M L.9

T.O. STEEL LID

939' - 1"

3'-0"

LID STEEL DECK

PERIMETER

BEAM, SEE PLAN

EXISTING ROOF TRUSS

OR BRIDGING MEMBER

400S162-43 KICKER STUD

AT EACH STANCHION

400S162-43 STUDS. COPE END FLANGES AS

NEEDED. CONNECT TO STANCHION WITH 18 GA

2X2 ANGLE CLIP WITH (2) #10 SCREWS EACH LEG

400S162-43 STANCHION @ 6'-0" MAX.

ALIGNED OVER PERIMETER WF

BEAM CENTERLINE

(2) #10 SCREWS

CONTINUOUS

7"X7" 20 GA BENT

PLATE TOEBOARD

400T125-43 CONTINUOUS

TRACK WITH (2) #10 SCREWS

@ 24" INTO LID DECK

DECK PARALLEL

400T125-43 CAP TRACK WITH

(2) #10 SCREWS EACH LEG

LID DECK FINISH

600T125-43 CONTINUOUS

TRACK WITH (2) #10 SCREWS

@ 24" INTO LID DECK

GRAPHIC SCALES

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

1/2 1 21

SCALE: 1"=1'-0"

US Army Corps of Engineers ®

SHEET ID

U S

A R

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D A

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M A

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2 4 6 8 10 12 14 16 18 20

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S-506

T Y

A L D

E C

K D

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SCALE: 1" = 1'-0"H1

TYPICAL STEEL DECK EDGE DETAILS

SCALE: 1" = 1'-0"K9

STEEL DECK OPENING REINFORCEMENT DETAILS

SCALE: 1" = 1'-0"E13

STEEL DECK PENETRATION SPACING

SCALE: 1" = 1'-0"

S-402 G9

ELEVATOR GUIDERAIL SUPPORT POST HEAD DETAIL

SCALE: 1 1/2" = 1'-0"B13

TYP. STEEL DECK DETAIL AT COLUMN

SCALE: 1" = 1'-0"

S-104 B1

LID GUARDRAIL DETAILS

M E

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No. 29581

H CAROLIN

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_P la ns -0

BASEMENT BASEMENT

879' - 9" 879' - 9"

FIRST FLOOR FIRST FLOOR

900' - 0" 900' - 0"

SECOND

FLOOR

SECOND

FLOOR

913' - 0" 913' - 0"

THIRD FLOOR THIRD FLOOR

926' - 0" 926' - 0"

LID LID

939' - 3" 939' - 3"

Column Locations G.5-12.1 H.5-12.1 H.5-13.2 H.5-14.4 H.5-14.4(2' - 1") H.5-14.9

H.5(-3' - 10")-14.9(2' - 0")

H.5(-3' - 10")-14.9(3' - 8")

J(-5")-14.4(2' - 1")

J(-5")-14.9 J(-5")-14.9(3' -

8") J.4-13.2 J.9-13.2 J.9(-4' - 3")-14.9 L(5' - 1")-14.9 L.2-12.1 L.2-13.2 L.2-14.4 L.9-12.1 L.9-14.9

W X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

W X

H S

S X

H S

S X

W X

H S

S X

W X

H S

S X

W X

TYPE C TYPE A TYPE A TYPE G TYPE D TYPE C TYPE D TYPE E TYPE D TYPE C TYPE D TYPE A TYPE A TYPE C TYPE C TYPE A TYPE A TYPE B TYPE A TYPE CBASE

PLATE

W X

H S

S X

H S

S X

H S

S X

W X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

W X

H S

S X

W X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

COLUMN

LOCATIONS

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

H S

S X

4" 6" 4"

B B

1 1/2" 8" 1 1/2"

TYPE A TYPE B TYPE C

6" 4" 6"

TYPE D

10"

2" 3" 2"

NOTES:

1. PROVIDE 1-5/16"Ø OVERSIZED HOLES FOR BASE PLATE ANCHOR RODS.

2. PROVIDE PL1/4x2x0'-2" PLATE WASHERS AT EACH ANCHOR ROD. PROVIDE A 3/16" FILLET AT ALL SIDES.

3. PROVIDE A 3/16" FILLET AT ALL FLAT INTERFACES COLUMN TO BASE PLATE. WHERE COLUMNS ALIGN WITH

PLATE EDGES, PROVIDE A 3/16" PJP WELD.

4. BASE PLATES MAY NOT PROJECT INTO ELEVATOR SHAFT. BASE PLATE EDGE DIMENSIONS MAY BE ADJUSTED

UP TO ± 1/2" AS NEEDED. VERIFY 1-1/8" MIN. DISTANCE PLATE EDGE TO ROD CENTERLINE.

5. THE DESIGNS OF BASE PLATES TYPE F AND G ARE PENDING REVIEW AND APPROVAL OF THE LOCATION OF

THE SUPPORT TUBES FOR THE ELEVATOR GUIDERAILS. THE CONTRACTOR SHALL COORDINATE ACCORDINGLY.

TYPE E

10"

2" 3" 2"

TYPE F

2 1/2" 3" 2 1/2"

TYPE G

3" 8

5 1/2"

BASE PLATE SCHEDULE

TYPE

THICKNESS [IN]

B [IN]

N [IN]

ANCHOR RODS

(4) 3/4" Ø

ROD EMBED. [IN]

8" MIN.

D 1" SEE DETAIL FOR DIM. (4) 3/4" Ø 8" MIN.

E 1" (4) 3/4" Ø 8" MIN.

SEE DETAIL FOR DIM.

8 24

(4) 3/4" Ø 8" MIN.

1" (4) 3/4" Ø 8" MIN.

8 16

878'-9" 878'-9" 878'-9" 879'-9" 879'-9" 879'-0" 879'-9" 879'-9" 879'-9" 879'-9"879'-0" 878'-9" 878'-9" 878'-9" 878'-9" 878'-9" 878'-9" 878'-9" 878'-9" 878'-9" T.O.

FOUNDATION

EL:

PJP

NOTES:

1. SPLICE CONCEPT SHOWN. SPLICES TO BE DESIGNED

BY DELEGATED CONNECTIONS DESIGNER.

2. REFER TO GRAVITY COLUMN SCHEDULE FOR

COLUMN SIZES AND SPLICE LOCATIONS.

3. PROVIDE MILLED FINISHES AT COLUMN ENDS.

SLIP-CRITICAL BOLTS

CHANNEL FOR BOLTED WEB SPLICE

LIFTING HOLE AT CONTRACTOR'S OPTION

WF GRAVITY COLUMN

A B

O V

E F

L O

O R

L E

V E

4 SIDES,

TYP.

NOTES:

1. SPLICE CONCEPT SHOWN. SPLICES TO BE DESIGNED

BY DELEGATED CONNECTIONS DESIGNER.

2. REFER TO GRAVITY COLUMN SCHEDULE FOR COLUMN

SIZES AND SPLICE LOCATIONS.

3. PROVIDE MILLED FINISHES AT COLUMN ENDS.

HSS GRAVITY COLUMN

1/4"

SPLICE BEARING PLATE

A B

O V

E F

L O

O R

L E

V E

G R

O U

O N

-S H

HEAVY HEX NUT

AND WASHER

HEAVY HEX NUT AND 3"x3"

PLATE WASHER @ W10 AND

W12 (STD. WASHER @ HSS

COLUMN OPTIONAL)

BASE PLATE

LEVELING NUT

3/4"Ø OR 1"Ø (ASTM

F1554) ANCHOR ROD

T.O. CONC. FOUNDATION

P R

O J

T H

R E

A D

E M

B E

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

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F E

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D R

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N E

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3 5 7 9 11 13 15 17 19

D A

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2 4 6 8 10 12 14 16 18 20

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A -F

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H T

SCALE: 1 1/2" = 1'-0"A10

BASE PLATE SCHEDULE AND DETAILS

SCALE: NOT TO SCALEG1

GRAVITY COLUMN SCHEDULE

COLUMN SPLICE, TYP.

SCALE: 1" = 1'-0"A1

WF GRAVITY COLUMN SPLICE

SCALE: 1" = 1'-0"A6

HSS GRAVITY COLUMN SPLICE

1/2 1 21

SCALE: 1"=1'-0"

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

GRAPHIC SCALES

SCALE: NOT TO SCALEL18

ANCHOR ROD DETAIL

M E

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No. 29581

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T.O. WALL

BO WALL

PLAN VIEW

CONTINUOUS STEEL RUNNER

BASE PER FINISH SCHEDULE

SEE BO WALL TERMINATION

DETAILS

DEFLECTION TRACK

ACOUSTIC INSULATION

WHERE INDICATED

STEEL STUD FRAMING AT 16" OC

ROOF OR FLOOR ASSEMBLY

FLOOR ASSEMBLY

EXTEND FINISH CONSTRUCTION

3" MIN. ABOVE CEILING

FINISH CONSTRUCTION PER

PARTITION TYPE TAG

SEE T.O. WALL TERMINATION

DETAILS

T.O. WALL

BO WALL

PLAN VIEW

ATTACHABLE SURFACE

EDGE FURRING CHANNELS AS

REQUIRED

BASE PER FINISH SCHEDULE

SEE BO WALL TERMINATION

DETAILS

EDGE FURRING CHANNELS ONLY

AT WALLS THAT EXTEND TO DECK

HORIZONTAL OR VERTICAL

FURRING AT 16" OC MAX

ROOF OR FLOOR ASSEMBLY

FLOOR ASSEMBLY

EXTEND FINISH CONSTRUCTION

3" MIN. ABOVE CEILING

FINISH CONSTRUCTION PER

PARTITION TYPE TAG

SEE T.O. WALL TERMINATION

DETAILS

THERMAL INSULATION WHERE

INDICATED

VAPOR BARRIER AT EXT. WALL

OR WHERE NOTED

T.O. WALL

BO WALL

PLAN VIEW

1" SHAFTWALL LINER PANEL

CONTINUOUS STEEL RUNNER

BASE PER FINISH SCHEDULE

SEE BO WALL TERMINATION

DETAILS

DEFLECTION TRACK

ACOUSTIC INSULATION

WHERE INDICATED

SHAFTWALL STUD FRAMING

AT 16" OC

ROOF OR FLOOR ASSEMBLY

FLOOR ASSEMBLY

EXTEND FINISH CONSTRUCTION

3" MIN. ABOVE CEILING

FINISH CONSTRUCTION PER

PARTITION TYPE TAG

SEE T.O. WALL TERMINATION

DETAILS

FIRE RATING (HR)

CORE MATERIAL

CORE THICKNESS MARK

FINISH CONSTRUCTION TYPE

SEPARATOR (PERIOD) F - FURRING

H - SHAFT

M - MASONRY

S - STEEL

X - ETR-FV

MASONRY

DEPTH

3 5/8"

7/8"

STEEL

DEPTH

1 1/2" 2 1/2" 3 5/8"

4" 6 5 5/8" 6" 8 7 5/8" 8"

12 11 5/8" 12"

CORE THICKNESS GUIDE:

10 9 5/8" 10"

MARK

(NOMINAL)

X VIF VIFSMOKE RATED

ACOUSTIC RATED

S3A.1sat

CORE MATERIALS:

THERMALLY RATED

NOTE:

1. SEE PARTITION TYPES SCHEDULE AND FINISH TYPES AND DESCRIPTIONS SCHEDULE FOR MORE INFO. SOME TYPES INDICATED

MAY NOT BE USED IN PROJECT.

2. ACOUSTICALLY RATED STUD WALLS: STUD WALLS INDICATED TO MEET A MINIMUM STC RATING HAVE PARTITION TYPE TAGS WITH A

SUBSCRIPT "a" AND SHALL HAVE ACOUSTICAL BATT INSULATION ADDED ACCORDINGLY BETWEEN THE STUDS. ACOUSTIC INSULATION SHALL BE FULL DEPTH OF THE STUD UNLESS NOTED OTHERWISE. WALLS WITH A SUBSCRIPT "a" ARE TO HAVE THE ACOUSTICAL RATING EXTENDED FROM FLOOR TO UNDERSIDE OF ROOF DECK ABOVE UNLESS AN ACOUSTICALLY RATED GYPSUM

BOARD CEILING IS INDICATED WITHIN THE ROOM BOUNDED BY THESE WALLS.

3. THERMALLY RATED STUD WALLS: STUD WALLS INDICATED TO MEET A MINIMUM R-VALUE HAVE PARTITION TYPE TAGS WITH A SUBSCRIPT "t" AND SHALL HAVE THERMAL BATT INSULATION ADDED ACCORDINGLY BETWEEN THE STUDS. THERMAL BATT INSULATION SHALL BE FULL DEPTH OF THE STUD UNLESS NOTED OTHERWISE. WALLS WITH A SUBSCRIPT "t" ARE TO HAVE THE THERMAL RATING EXTENDED FROM FLOOR TO UNDERSIDE OF FLOOR OR ROOF DECK ABOVE UNLESS A THERMALLY RATED

GYPSUM BOARD CEILING IS INDICATED WITHIN THE ROOM BOUNDED BY THESE WALLS.

4. FURRED WALLS INDICATED WITH RIGID THERMAL INSULATION ARE TO HAVE INSULATION THE FULL DEPTH OF THE FURRING UNLESS

NOTED OTHERWISE.

5. WALLS INDICATED WITH A FIRE OR SMOKE RATING ARE TO HAVE THAT RATING EXTENDED FROM FLOOR TO UNDERSIDE OF FLOOR OR ROOF DECK ABOVE UNLESS A RATED GYPSUM BOARD CEILING IS INDICATED WITHIN THE ROOM BOUNDED BY THESE RATED

WALLS.

1. METAL STUD DESIGN CRITERIA: ALL INTERIOR NON-LOAD BEARING METAL STUDS SHALL BE 25 GAUGE MINIMUM UNLESS OTHERWISE NOTED. STUDS SHALL BE DESIGNED FOR A MINIMUM 5 PSF APPLIED LATERAL LOAD WITH MINIMUM L/240 DEFLECTION UNLESS MORE STRINGENT REQUIREMENTS ARE REQUIRED FOR FINISHES. STUD THICKNESS GAUGE AND DEPTHS INDICATED ARE MINIMUMS. STUD DEPTHS INDICATED ARE MAXIMUMS. MAXIMUM STUD SPACING IS 16 INCHES ON CENTER. STUD GAUGES ARE TO BE INCREASED AND OR ON CENTER SPACINGS ARE TO BE DECREASED AS REQUIRED TO MEET LOADING AND DEFLECTION REQUIREMENTS. STUD GAUGES ARE TO BE THICKER AS REQUIRED TO MEET SCREW RETENTION REQUIREMENTS AS STATED BY FINISH MATERIALS MANUFACTURERS. AT ALL WALL SUPPORTED CABINETS, EQUIPMENT, FIXTURES AND SO FORTH, PROVIDE MINIMUM 20 GAUGE (30 MILS) STUDS. FINAL STUD GAUGE, FLANGE DEPTH, FLANGE RETURN LENGTH AND STUD O.C. SPACINGS ARE TO BE DESIGN BY STUD MANUFACTURER FOR LOADINGS INDICATED AND WITHIN LIMITATIONS INDICATED

HEREIN.

2. DIMENSIONS SHOWN ON 1/16”, 3/32”, 1/8”, AND 3/16” SCALE DRAWINGS ARE FROM FACE OF CORE

MATERIAL, COLUMN CENTERLINE, AND EDGE OF ROUGH OPENINGS.

3. DIMENSIONS SHOWN ON 1/4” AND GREATER SCALE DRAWINGS ARE FROM FACE OF FINISH MATERIAL, COLUMN CENTERLINE, AND OR EDGE OF FINISH OPENINGS.

4. INSTALLATION OF GYPSUM BOARD, BACKER BOARD, AND BASE BOARD SHALL CONFORM TO

REQUIREMENTS FOR FIRE RATINGS AND ACOUSTICAL RATINGS.

5. AT METAL STUD WALLS THAT ARE NOTED IN ROOM FINISH SCHEDULE TO RECEIVE CERAMIC OR

PORCELAIN TILE FINISH PROVIDE 5/8” CEMENT BACKER BOARD.

6. ALL GYPSUM BOARD TO BE 5/8" UNLESS OTHERWISE NOTED.

7. AT FIRE RATED METAL STUD PARTITIONS: PROVIDE 5/8" TYPE X GYPSUM BOARD. UNLESS NOTED

OTHERWISE, EXTEND GWB TO THE UNDERSIDE OF THE DECK ABOVE AND CUT TO FIT WITHIN A 1/4" MAXIMUM TOLERANCE TO THE SHAPE OF THE DECK ABOVE. PROVIDE CONTINUOUS FIRE RATED SEALANT FOR THE FULL DEPTH OF THE GWB . REFER TO THE FLOOR PLAN FOR EXTENT OF FIRE RATED WALLS.

8. GYPSUM ASSOCIATION (IF NOTED) AND UL TEST NUMBERS WILL VARY DEPENDING ON THE

MANUFACTURER OF COMPONENTS ACTUALLY USED.

9. PRIOR TO INSTALLING WALL FINISH MATERIALS: INSTALL WOOD OR METAL STUD BLOCKING OR BACKER

MATERIAL CONCEALED WITHIN THE STUD CAVITY FOR ATTACHMENT AND MOUNTING OF WALL

SUPPORTED ITEMS. CONTRACTOR SHALL VERIFY CONCEALED BLOCKING AND/OR BACKER

REQUIREMENTS WITH MANUFACTURER OF ITEM FOR ALL WALL SUPPORTED ITEMS AND CONTRACTOR SHALL VERIFY FINAL LOCATION OF ALL ITEMS WITH CONTRACTING OFFICER PRIOR TO INSTALLATION OR

REQUIRED BLOCKING AND/OR BACKING.

10. WHEN INSTALLING GYPSUM WALL BOARD (GWB), CONTRACTOR SHALL COMPLY WITH REQUIREMENTS OF THE MOST CURRENT EDITION OF THE GYPSUM ASSOCIATION GA-600 FIRE RESISTANCE DESIGN MANUAL

AND THE MOST CURRENT EDITION OF THE UL FIRE RESISTANCE DIRECTORY.

11. GYPSUM WALL BOARD SHALL BE CUT SO THAT THE CLEARANCE BETWEEN…

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