Amendment_3_-_Drawings_Binder.pdf

APPLICABLE CODES, STANDARDS, & GUIDELINES:

GSA P-100 Design Guideline International Building Code 2015 (IBC) Life Safety Code 2015 (NFPA 101) Ohio Building Code 2011 (OBC) Ohio Mechanical Code 2011 Ohio Plumbing Code 2011 National Electrical Code (NFPA 70) 2017 edition National Electrical Safety Code (2017)

NFPA 24 (2016)

The Architectural Barriers Act Accessibility Standard

(ABAAS)

NASA Facility Project Requirements NPR 8820 High and low voltage Operating Instructions (OI) Local Specsintact section 26.52.00.98 NASA NPR 1620.3A, NASA Physical Security

Requirements for NASA Facilities and Property NASA NPR 1600.1A, NASA Protective Services

Program Requirements NASA STD-8719.11 Safety Standard for Fire Protection NPD 8710.5 NASA Safety Policy for Pressure Vessels and Pressurized Systems Glenn Safety Manual Glenn Occupational Health Programs Manual NASA –STD-8719.9 Standards for Lifting Devices and

Equipment

Guiding Principles for Federal Leadership in High Performance and Sustainable Buildings

ANSI/AIHA Z10-2005

GSA National Business Space Assignment Policy

(NBSAP 2013)

ANSI/BOMA Z65.1

Life-cycle costing (LCC) - NIST Handbook 135 EPA Document No. EPA-832-R-92-005 American Nursery and Landscape Association

(ANSI Z60.1)

ASTM C.635, ASTM C.636, ASTM C754, ASTM C840

NSF/ANSI 140

Green seal standard gs-11, Paints, First edition, May

20, 1993 South Coast Air Quality Management District (SCAQMD) rule 1113, Architectural Coatings, effective January 1, 2004.

SCAQMD rule 1168 with a corresponding effective date of July 1, 2005, and rule amendment date of January 7, 2005.

green seal standard for Commercial Adhesives gs-36 requirements in effect on October 19, 2000.

GSA handbook Concession Management Desk Guide PMFC-93 ASCE standards

ANSI Z359 Consensus Standard

NPR 1620.3A

ANSI/ASA S12.2-2008

Ventilation for Acceptable Indoor Air Quality (ASHRAE standard 62.1-2010)

ASHRAE 62.1-2012

ASHRAE 90.1-2004

SMACNA 1072

ISEA Z358.1 (2009)

ASME A17.1

Safety and Health Regulations for Construction

(29 CFR Part 1926) Occupational Safety and Health Standards

(29 CFR Part 1910) 10 CFR, Energy, Parts 433-435

IEEE

Interagency Security Criteria (ISC) - Physical Security Criteria for Federal Facilities, GSA PBS Site Security Design Guide , GSA PBS Design Notebook for Federal Lobby Security GSA National Business Space Assignment Policy, GSA P120 Project Estimating Requirements, GSA Order 8000.1C GSA Metric Program, GSA 3490.1A on Document Security for Sensitive But

Unclassified Building Information Executive Order 13502, Use of Project Labor

Agreements for Federal Construction Projects

APPLICABLE CODES:

International Building Code 2015 (IBC) Life Safety Code 2015 (NFPA 101) Ohio Building Code 2011 (OBC) The code review is based on the assumption that an automatic sprinkler system shall be installed throughout the entire building.

CHAPTER 3 USE AND OCCUPANCY:

IBC, 303.3 Assembly Group A-2 occupancy includes assembly uses intended for food and/or drink consumption including, but not limited to cafeterias and similar dining facilities (including associated commercial kitchens).

IBC, 304.1 Business Group B occupancy includes, among others, the use of a building or structure, or a portion thereof, for office, professional or service-type transactions, including storage of records and accounts.

IBC, 309.1 Mercantile Group M occupancy includes, among others, the use of a building or structure or a portion thereof, for the display and sale of merchandise and involves stocks of goods, wares or merchandise incidental to such purposes and accessible to public.

CHAPTER 5 GENERAL BUILDING HEIGHTS AND

AREAS:

IBC, 508.3 nonseparated uses: Building is considered non-separated mixed use composed of A-2 assembly group - banquet hall greater than 50 persons (303.1), B; Business (304.1) and M;

Mercantile (309.1).

Per IBC, tables 504.3, 504.4, and 506.2, Allowable height, stories, and areas for Type II-B construction:

Group A-2: 75ft, 3 stories, 28,500 sf Group B: 75ft, 4 stories, 69,000 sf Group M: 75ft, 3 stories, 37,500 sf

IBC, 506.3 frontage increase (A-2 is most restrictive):

increase total per story per story

Group A-2: 7,125 sf 35,625 sf Group B: 17,250 sf 86,250 sf

CHAPTER 6 TYPES OF CONSTRUCTION:

IBC, tables 601 & 602, Type II-B construction:

Building elements Fire rating (hrs) Primary structural frame 0 Bearing walls (exterior & interior) 0 Nonbearing walls (exterior) 0 > 30ft Nonbearing walls (interior) 0 Floor construction 0 Roof construction 0

CHAPTER 10 MEANS OF EGRESS CONTINUED:

NFPA 101-Table 7.3.3.1 Egress Capacity Factors 1st Floor, Total Occupants: 379 2nd Floor, Total Occupants: 633 (2nd floor governs)

NFPA 101-12.2.3.6.2(2) Assembly occupancies:

the main entrance/exit width shall accommodate one-half of the total occupant load. exits shall be permitted to be distributed around the perimeter of the building, provided that the total exit width furnishes not less than 100 percent of the width needed to accomodate the permitted occupant load.

Exit stair, width A-2 occupants 374/2 * 0.3in = 56.1in min width Main lobby exit doors, width A-2 occupants 374/2 * 0.2in = 37.4in min width

NFPA 101-7.2.1.2.2.1 Egress capacity width for doors:

36in nominal door = 34in egress capacity width 72in nominal pair = 70in egress capacity width

Egress component minimum width Stairways 44in NFPA 101-Table 7.2.2.2.1.2(B)

IBC, 1011.2

Corridors 44in NFPA 101-38.2.6.3

IBC, Table 1020.2

Corridor fire rating 0-hr IBC, Table 1020.1

NFPA 101-12.3.6(2) and 38.3.6.1(3)

Dead ends:

Assembly 20ft NFPA 101-12.2.5.1.3

IBC, 1018.4

Business 50ft NFPA 101-38.2.5.2.1

IBC, 1018.4 exception 2

Exit access travel distance:

Assembly 250ft NFPA 101-12.2.6.2(1)

IBC, Table 1017.2 Business 300ft NFPA 101-38.2.6.3

IBC, Table 1017.2

Common path of egress travel:

Assembly 20ft NFPA 101-12.2.5.1.2

30ft IBC, 1029.8 Assembly 75ft NFPA 101-12.2.5.1.2 (<50 occ.)

Business 100ft NFPA 101-38.2.5.3.1

100ft IBC, Table 1006.2.1

IBC, 1009.4 Elevators: not provided.

Elevators do not have stand-by power thus are not part of the accessible means of egress.

IBC, 1009.8 Two-way communication: provided.

Two-way communication provided at 2nd floor landing of the public elevator.

IBC, 1010.1.4.1.2 Revolving doors: provided.

Revolving door provided as other than a component of a means of egress.

Note: Elevators, monumental stair and revolving door are not part of the required means of (accessible) egress.

Primary (accessible) means of egress is through Stair S001 (north exterior) and Stair S002 (south exterior), which are separated from the building conforming to fire barrier construction, and Stair S003 (west exterior) which exits directly to the exterior.

CHAPTER 29 PLUMBING SYSTEMS:

IBC Table 2902.1, assume 50% male, 50% female.

Use Group A-2 (476 occupants) Water Closets: 1 per 75.

Lavatories: 1 per 200.

Drinking Fountains: 1 per 500

Use Group B (393 occupants) Water Closets: 1 per 25 for the first 50 and 1 per 50 for the remainder exceeding 50.

Lavatories: 1 per 40 for the first 80 and 1 per 80 for the remainder exceeding 80.

Drinking Fountains: 1 per 100

Use Group M (34 occupants) Water Closets: 1 per 500.

Lavatories: 1 per 750.

Drinking Fountains: 1 per 1000

Combined total provided / required plumbing fixtures:

(# provided / # required)

Water Closets Lavatories Drinking F.

Male 8W + 6U / 8 10 / 5 4* / 6 Fem. 14 / 9 10 / 5 -

*Drinking fountain quantity is supplemented by common-use break room faucets on each floor and the kitchen servery on the second floor.

CHAPTER 7 FIRE-RESISTANCE-RATED CONSTRUCTION:

IBC, 706.1 Fire walls: not required.

IBC 707 Fire barrier rating: 1-hour.

NFPA 101-8.2.3.3 Fire barrier supporting construction:

1-hour rating required.

IBC, 709 Smoke barriers: not required.

IBC, 712.1.7 Atriums: not provided.

IBC, 712.1.9 Two-story openings: provided.

NFPA 101-8.6.6 Communicatings spaces: provided.

Unenclosed, non separated communicating spaces Smoke baffles and closely spaced sprinklers provided as as part of the opening protectives.

IBC, 713.4 Shaft enclosure rating: 1-hour fire barrier.

IBC, 713.6 Exterior walls: Where exterior walls serve as a part of a required shaft enclosure, such walls shall comply with requirements of section 705 and the fire rated enclosure requirements shall not apply.

IBC, 3005.4 Elevator machine room: Fire-resistance rating not required at remote machine rooms per Exception 2.

Per GSA P100 document, where the application of water from fire sprinklers installed in a main electrical room constitutes a serious life or fire hazard, the main electrical room must be separated from the remainder of the building by walls and floor/ceiling or roof/ceiling assemblies having a fire resistance rating of not less than 2-hours.

CHAPTER 8 INTERIOR FINISHES:

Per NASA-STD 8719.11A 6.4.1:

Interior wall/ceiling finish materials: Class A

Flame spead: <25 Smoke development: <450

Interior floor finish materials: Class I Critical radiant flux: ≥0.45 W/cm2

CHAPTER 9 FIRE PROTECTION SYSTEMS:

IBC, 903: Automatic sprinkler systems - shall be provided to comply with IBC 903.3.1.1 and NFPA 13.

NFPA 13-8.15.4: Vertical Openings shall be protected with draft stops and sprinklers spaced no more than 6 ft. apart and 6-12 in. from the draft stop.

IBC, 905: standpipe system required by government.

IBC, 906: portable fire extinguishers shall be provided in occupancies and locations required by the international fire code:

Group A, B, M: 75ft max. travel distance Cooking Equip.: 30ft max. travel distance

IBC, 907: Manual fire alarm - required under group A-2 occupancy (over 300 occupants).

IBC, 909: Smoke control systems: not required for atrium that connects two stories.

CHAPTER 10 MEANS OF EGRESS:

NFPA 101-Table 7.3.1.2 Occupant Load Factor Assembly (less concentrated use, without fixed seating) 1 per 15 net sf = 476 occupants Kitchens 1 per 100 gross sf = 25 occupants Business (typical) 1 per 100 gross sf = 393 occupants Concentrated Business (higher density B) 1 per 50 gross sf = 53 occupants Accessory Storage (other than group M) 1 per 500 gross sf = 4 occupants Mercantile (sales area on street floor) 1 per 30 net sf = 34 occupants Mercantile (storage, receiving, shipping) 1 per 300 gross sf = 2 occupants Mechanical & Equipment Rooms 1 per 300 gross sf = 25 occupants

CAS (214) and Compass (219) are used for specific purposes with limited occupants, which meets NFPA 101 "concentrated business" classification for 1 occupant per 50 gross sf. Rooms have less than 50 occupants, allowing each room to have [1] in-swinging means of egress door per IBC 1010.1.2.1 and NFPA 101-7.2.1.4.2.

A

B

2345678913141516 10

D

1217 111

TRAVEL DISTANCE

300'-0" ALLOWABLE

164'-0: ACTUAL

TRAVEL DISTANCE

300'-0" ALLOWABLE

159'-0: ACTUAL

elev.

(1 hr) elev. (1 hr) electrical (2 hr walls and ceiling)

1.815.3

C fire egress stair (1 hr) fire egress stair (1 hr)

10' - 0" min. (UL #U040) 10' - 0" min. (UL #U040)

DEAD END

50'-0" ALLOWABLE

27'-0" ACTUAL

EXCHANGE

STORE

STORAGE

TRAINING

ROOM LOBBY

MECHANICAL

ROOM

ELECTRICAL

OPEN

OFFICECOLLAB

WORK

SPACE

COLLAB

WORK

SPACE

MEP

OPEN

OFFICE

OPEN

OFFICE

FEC-2 FEC-2

FEC-1

FE-1

FEC-2

FEC-1

FEC-1

FEC-2

.05 mechanical (2 hr walls and ceiling)

STAIR 002 req'd prov'd exterior doors @ 115 occ. 23" 40"

VESTIBULE 102J req'd prov'd exterior door @ 76 occ. 15.2" 36"

STAIR 001 req'd prov'd exterior doors @ 108 occ. 21.6" 40"

LOBBY 101 req'd prov'd exterior door @ 76 occ. 15.2" 36"

STAIR S003 req'd prov'd exterior door @ 187 occ. 37.4" 40"

LOBBY 100 req'd prov'd exterior door @ 76 occ. 15.2" 36" revolving door is not a means of egress

TCO

TRAINING

ROOM

tco (1 hr walls and ceiling) sv (1 hr walls and ceiling)

SV

A

B

2345678913141516 10

BA

BB

BC

BD

BE

BF

BG

BIBI

D

1217 111

OPEN TO

BELOW

OPEN TO

BELOW

ROOF

BELOW

TRAVEL DISTANCE

300'-0" ALLOWABLE

157'-0: ACTUAL

TRAVEL DISTANCE

250'-0" ALLOWABLE

56'-0: ACTUAL

FEC-2

TRAVEL DISTANCE

300'-0" ALLOWABLE

230'-0: ACTUAL

1.815.3

C elev.

(1 hr)elev.

(1 hr) fire egress stair (1 hr) fire egress stair (1 hr)

10' - 0" min. (UL #U040)

DEAD END

50'-0" ALLOWABLE

50'-0" ACTUAL

COMMON PATH OF TRAVEL

FROM BALCONY (<50 OCC.)

75'-0" ALLOWABLE

42'-0" ACTUAL

exterior balcony

DINING

GALLERY

OPEN

OFFICE

OPEN

OFFICE

OPEN

OFFICE

COMPASS CAS

KITCHEN

MEP

unenclosed 2-story opening protected with smoke baffles and closely spaced sprinklers below;

stair S004 is not part of the required means of egress from the 2nd floor partially enclosed 2-story opening

10' - 0" min. (UL #U040)

FE-2

FE-2

FEC-1

FEC-3

FEC-2 FEC-2

FEC-1

FEC-1

FEC-1

.05

<50 occupants at each open office area, so doors not required to swing in the direction of egress travel per IBC 1010.1.2.1 and NFPA 101-7.2.1.4.2

STAIR 002 req'd prov'd stair @ 230 occ. 69" 69" door @ 115 occ. 23" 40" door @ 115 occ. 23" 34"

STAIR 003 req'd prov'd stair @ 187 occ. 56.1" 58" door @ 187 occ. 37.4" 40"

STAIR 001 req'd prov'd stair @ 196 occ. 58.8" 69" door @ 196 occ. 39.2" 42" door @ 20 occ. 4" 34"

TRAVEL DISTANCE

300'-0" ALLOWABLE

232'-0: ACTUAL

<50 occupants Compass and CAS, so doors not required to swing in the direction of egress travel per IBC 1010.1.2.1 and NFPA 101-7.2.1.4.2 and only [1] means of egress door required

3' - 0" egress path

BUSINESS 100 gross

Business, concentrated 50 gross

ASSEMBLY

Less concentrated 15 net without fixed seating (tables & chairs)

MERCANTILE

Sales area on 30 net street floor

Mercantile, storage 300 gross

NOTES:

• NFPA 101 Life Safety Code 2015 supercedes IBC 2015 for means of egress.

• Numbers represent sq ft per person for calculating occupant load.

• Load factors per table 7.3.1.2 NFPA 101

KITCHEN 100 gross

MECH. AND EQUIP. 300 grossACCESSORY STORAGE 500 gross

Egress path

One hour fire rated construction

Two hour fire rated construction

Fire extinguisher Egress door AED

FEC-1 = Fully Recessed Cabinet, FE Type 1 FEC-2 = Semi-Recessed Cabinet, FE Type 1 FEC-3 = Surface Mount Cabinet, FE Type 1

FE-2 = Surface Mount FE Type 2 (Kitchen/Cooking Areas)

NOTES:

• Coordinate final location of fire extinguishers and cabinets with Contracting Officer and the authority having jurisdiction prior to framing walls. See specifications for more information.

• Travel distance line graphically represents path of travel. Actual calculated travel distance varies from graphically represented line.

• Required egress with:

Stairways @ 0.3in per occupant Other exits @ 0.2in per occupant

• AED material is GFE, cabinet installation and FAS monitoring interface is infrastructure in base scope

0164-COF1009-A-705

AARON

G.

HILL

814786

OETATS

R

OIHOF

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ISTE RED RCHIT

EC

T

A Expiration Date 12/31/2019

BUILDING 164

RESEARCH SUPPORT BUILDING

CE 0164 COF16009

ENGLISH REVIT 2016

BIDDING DOCUMENTS

BIDDING - 1

RELEASE APPROVAL:

D.ENG:

CONFIG:

APPROVED

DRAWN

RELEASE STATUS:

RELEASE APPROVAL:

PROJ. MGR:

RELEASE APPROVAL:

PROJECT ID

SYSTEM:

DR:

FACILITY:

DES:

OFFICIAL DATE:

SOFTWARE:

SCALE:

AREA:

UNITS:

SIZE BLDG/SYS

SHEET

DISCP

REVISION

OF

CAD DRAWING - DO NOT REVISE MANUALLY

NATIONAL AERONAUTICS AND SPACE ADMINISTRATION

JOHN H. GLENN RESEARCH CENTER

LEWIS FIELD & PLUM BROOK STATION, OHIO

REVISIONS

APPROVAL DATE

DESIGNED CHECKED

DESCRIPTIONCHG NUM APP/DATE

SEQTYP

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G O V E R N M E N T

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VER

DATE:

DATE:

DATE:

DRAWING/DESIGN STATUS:

SUB-SYS:

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NASA APPROVALS

TEMPLATE DATE: 02/28/2011

A

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04/04/2018As indicated

G-101

LIFE SAFETY PLANS

JS, PL, TC AH

04.04.2018

AS

PRELIMINARY BUILDING CODE SUMMARY

SCALE:

N

37° 51' 21"

GRID NORTH

NASA

3/64" = 1'-0"G-101

1 LEVEL 1 LIFE SAFETY PLAN

SCALE:

N

37° 51' 21"

GRID NORTH

NASA

3/64" = 1'-0"G-101

2 LEVEL 2 LIFE SAFETY PLAN

Total Ground Floor Area: 29,540 gross square feet

OCCUPANT LOAD CALCULATION:

BUSINESS: 20,545 sf / 100 gross = 206 concentrated 831 sf / 50 gross = 17 ASSEMBLY 1,520 sf / 15 gross = 102 MERCANTILE: 1012 sf / 30 net = 34 storage 318 sf / 300 gross = 2 MECH./EQUIP: 4,790 sf / 300 gross = 16 ACC. STOR: 524 sf / 500 gross = 2

379 OCCUPANTS

Total Second Floor Area: 32,353 gross square feet

OCCUPANT LOAD CALCULATION:

BUSINESS: 18,679 sf / 100 gross = 187 concentrated 1,762 sf / 50 gross = 36 ASSEMBLY: 5,607 sf / 15 net = 374 3'-0" egress path 530 sf = n/a KITCHEN: 2,450 sf / 100 gross = 25 MECH./EQUIP: 2,685 sf / 300 gross = 9 ACC. STOR: 640 sf / 500 gross = 2

633 OCCUPANTS

OCCUPANT TYPE LEGEND &

LOAD FACTORS

GENERAL NOTES:

• Fire ratings shown are minimum requirement. Wall assemblies may have higher fire rating than shown;

maintain minimum ratings.

• Fireproofing required at rated egress stair locations, refer to sheet

• Glazing is not required to be blast-resistant

FIRE SAFETY &

EGRESS LEGEND

A36

A35

A11

A11

A AMENDMENT 03 05/14/2018

ABBREVIATIONS

(T) TOP REINFORCEMENT

AB ANCHOR BOLT

ADDL ADDITIONAL

AESS ARCHITECTURALLY EXPOSED STRUCUTRAL STEEL

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCHITECT OR ARCHITECTURAL

BF BRACED FRAME

BLDG BUILDING

BM BEAM

BO BOTTOM OF

BOC BOTTOM OF CONCRETE

BOD BOTTOM OF DECK

BOS BOTTOM OF STEEL

BP BASE PLATE

BS BOTH SIDES

BTWN BETWEEN

BU BUILT-UP MEMBER

C TO C CENTER TO CENTER

CANT CANTILEVER

CFS COLD-FORMED STEEL

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION WELD

CL CENER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CVR COVER

DBL DOUBLE

DIA DIAMETER

DIM DIMENSIONS

DN DOWN

DWG DRAWING

DWL DOWEL

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

EOR ENGINEER OF RECORD

EQ EQUAL

EW EACH WAY

FD FLOOR DRAIN

FDN FOUNDATION

FF FAR FACE

FLG FLANGE

FLR FLOOR

FS FAR SIDE

FTG FOOTING

GA GAGE OR GUAGE

GB GRADE BEAM

GL GRID LINES

GLB GLUED LAMINATED BEAM

HORIZ HORIZONTAL

HP HIGH POINT

ID INSIDE DIAMETER

IF INSIDE FACE

IJ ISOLATION JOINT

INT INTERMEDIATE

JT JOINT

LDT TENSION DEVELOPMENT LENGTH

LDC COMPRESSION DEVELOPMENT LENGTH

LDH HOOKED TENSION DEVELOPMENT LENGTH

LLBB LONG LEGS BACK TO BACK

LLH LONG LEGS HORIZONTAL

LLV LONG LEGS VERTICAL

LP LOW POINT

LST TENSION LAP SPLICE (CLASS B)

LSC COMPRESSION LAP SPLICE

LSL LONG SLOTTED HOLE

LVL FLOOR LEVEL

LWC LIGHTWEIGHT CONCRETE

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MISC MISCELLANEOUS

NA NOT APPLICABLE

NF NEAR FACE

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

PC PILE CAP

PERP PERPENDICULAR

PG PLATE GIRDER

PJP PARTIAL JOINT PENETRATION WELD

PL PLATE

PT POST TENSIONED

RC REINFORCED CONCRETE

RD ROOF DRAIN

REINF REINFORCE, REINFORCED, REINFORCEMENT, OR REINFORCING

REQ'D REQUIRED

SC SLIP CRITICAL

SIM SIMILAR

SCH SCHEDULE

SOG SLAB ON GRADE

SPECS SPECIFICATIONS

SQ SQUARE

SSL SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STRUCT STRUCTURAL

SYM SYMMETRIC/SYMMETRICAL

T&B TOP AND BOTTOM

TBC TO BE CONFIRMED

TBD TO BE DETERMINED

TG TRANSER GIRDER

THK THICK, THICKNESS

THRU THROUGH

TOC TOP OF CONCRETE

TOF TOP OF FOUNDATION

TOS TOP OF STEEL

TOSL TOP OF STRUCTURAL SLAB

TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WP WORK POINT

WRT WITH RESPECT TO

WWR WELDED WIRE REIFNFORCEMENT

INDICATES ELEVATION AT TOP OF STRUCTURAL CONCRETE

LEGEND - SYMBOLS & NOTATIONS

XX' - XX"

INDICATES CHANGE IN SLAB SLOPE

INDICATES SLAB STEP, CHANGE IN SLAB ELEVATION

INDICATES SOIL

INDICATES GRAVEL

INDICATES BRACE BELOW

INDICATES CMU WALL, SEE PLAN FOR THICKNESSES

PLAN LEGEND

INDICATES THERMAL BREAK

INDICATES EXTRUDED POLYSTYRENE

INDICATES MOMENT CONNECTION

INDICATES AXIAL CONNECTION

INDICATES STEEL BEAM PENETRATION

INDICATES FACADE ABOVE/BELOW

INDICATES POST OR COLUMN ABOVE

INDICATES POST OR COLUMN BELOW

INDICATES COLUMN TENSION SPLICE

INDICATES THERMAL BREAK COLUMN SPLICE

INDICATES FALL PROTECTION ANCHOR ABOVE

INDICATES TYPICAL COLUMN SPLICE

INDICATES FULL DEPTH FITTED STIFFENER CONNECTION

GENERAL NOTES:

1. THE PROJECT SHALL CONFORM TO PBS-P100 2016, THE FACILITIES STANDARDS FOR THE PUBLIC

BUILDINGS SERVICE (BASED ON IBC 2015).

2. ALL STRUCTURAL WORK SHALL CONFORM TO THE PROJECT SPECIFICATIONS, ALL DRAWINGS

AND APPLICABLE REFERENCE STANDARDS. THE SCOPE OF WORK IS NOT SOLELY DEFINED BY

THESE DRAWINGS.

3. THE FOLLOWING DOCUMENTS ARE TO BE READ IN CONJUNCTION WITH THE PROJECT

SPECIFICATIONS AND THE DESIGN DRAWINGS, AS LISTED, BELOW:

A. GEOTECHNICAL REPORTS PREPARED BY DAVID V LEWIN CORP/GEOTECHNICAL

ENGINEERING DATED 22 OCTOBER 2015 AND 16 NOVEMBER 2017, INCLUDED IN SPECIFICATION

APPENDIX C.

4. TYPICAL DETAILS APPLY THROUGHOUT THE STRUCTURE, EVEN IF NOT SPECIFICALLY

REFERENCED IN PLANS OR DETAILS. DETAILS OF CONSTRUCTION NOT FULLY SHOWN OR

NOTED ON THE DRAWINGS NOR CALLED OUT IN THE SPECIFICATIONS SHALL BE OF THE SAME

SIZE AND CHARACTER AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN AND NOTED.

5. ALL FORCES INDICATED IN THE STRUCTURAL DRAWINGS ARE ULTIMATE FACTORED (LRFD) LOADS AS

DEFINED BY ASCE 7, UNLESS NOTED OTHERWISE.

6. DO NOT USE SCALED DIMENSIONS; USE ONLY WRITTEN DIMENSIONS. WHERE NO DIMENSION IS

PROVIDED, CONSULT THE ARCHITECT FOR CLARIFICATIONS BEFORE PROCEEDING WITH WORK.

7. SEE ARCHITECTURAL DRAWINGS FOR SITE POSITIONING AND PROJECT DATUM REFERENCE,

FLOOR ELEVATIONS AND GRID DIMENSIONS.

8. STRUCTURAL ELEMENTS SHALL BE CENTERED ON GRIDLINES OR DIMENSION LINES, UNLESS

OTHERWISE NOTED.

9. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE UNTIL THE

CONSTRUCTION OF THE STRUCTURE REACHES ITS FINAL CONDITION.

10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND REMOVAL

OF TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR NEW AND EXISTING

STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. NO PORTION OF THE PROJECT

WHILE UNDER CONSTRUCTION IS INTENDED TO BE STABLE IN THE ABSENCE OF THE

CONTRACTOR’S TEMPORARY SUPPORTS AND BRACES. CONTRACTOR SHALL RETAIN A

STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED TO

DESIGN TEMPORARY BRACING AND CONSTRUCTION SUPPORTS.

11. THE CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL STRUCTURAL WORK WITH

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND OTHER TRADES REQUIREMENTS.

REFER TO ARCHITECTURAL DRAWINGS FOR THE DIMENSIONS NOT SHOWN ON PLAN.

DISCREPANCIES AND/OR INTERFERENCES SHALL BE REPORTED TO THE ARCHITECT

IMMEDIATELY.

12. OPENINGS SHALL NOT BE MADE IN ANY STRUCTURAL MEMBER UNLESS SPECIFICALLY SHOWN

ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER.

13. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY REQUIRED DEWATERING OF

THE SITE DURING CONSTRUCTION.

14. THE CONTRACTOR SHALL PREPARE AN ENGINEERED DESIGN AND SHALL BE RESPONSIBLE

FOR CONFIRMING ADEQUACY OF AS BUILT STRUCTURE FOR ALL SURCHARGE LOADS

RESULTING FROM COMPACTION AS WELL AS CRANES,TRUCKS, BULLDOZERS OR ANY OTHER

CONSTRUCTION EQUIPMENT.

15. CONTRACTOR'S ENGINEERED DESIGNS SHALL BE PREPARED, SIGNED AND SEALED BY A

LICENSED PROFESSIONAL ENGINEER IN THE STATE IN WHICH THE PROJECT IS LOCATED

AND SUBMITTED TO ENGINEER OF RECORD FOR REVIEW.

16. CONNECTIONS OF SYSTEMS DESIGNED BY CONTRACTOR’S ENGINEER SUCH AS, BUT NOT

LIMITED TO, CLADDING, STAIRS, ELEVATORS, ESCALATORS, AND MEP LOADS ARE ASSUMED

TO IMPOSE VERTICAL AND/OR HORIZONTAL LOADS ON THE BASE BUILDING STRUCTURAL

MEMBERS WITHOUT GENERATING TORSION IN THE SUPPORTING STRUCTURAL MEMBERS.

CONTRACTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING ALL SUPPLEMENTARY

BRACING MEMBERS AS REQUIRED TO PREVENT TORSION ON THE BASE BUILDING STRUCTURE.

17. IN CASE OF CONFLICT BETWEEN DRAWINGS, DETAILS, NOTES OR SPECIFICATIONS, THE

MOST RIGID REQUIREMENTS SHALL GOVERN. CONTRACTOR SHALL MAKE NO DEVIATION

FROM THE CONTRACT DOCUMENTS WITHOUT PRIOR WRITTEN APPROVAL FROM THE

STRUCTURAL ENGINEER AND ARCHITECT.

INSPECTIONS:

SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2015 SHALL BE PERFORMED BY

APPROVED TESTING AGENCIES. SEE RELAVANT SECTIONS OF THE SPECIFICATIONS FOR

SCOPE AND FREQUENCY OR AS MINIMUM PER REFERENCED STANDARDS.

REINFORCED CONCRETE:

1.ALL CONCRETE SHALL HAVE THE FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT

28 DAYS MADE WITH NORMAL WEIGHT (STONE) AGGREGATE (ASTM C33) UNLESS OTHERWISE

NOTED. REFER TO SPECIFICATIONS FOR MIX REQUIREMENTS.

A.STRUCTURAL SLAB AT GRADE f'c = 4,000 PSI B. GRADE BEAMS AND FOOTINGS f'c = 5,000 PSI C. RETAINING/FOUNDATION WALLS f'c = 5,000 PSI D. SLABS ON METAL DECK f'c = 3,500 PSI (LWC)

2.ALL CONCRETE NOT IN CONTACT WITH EARTH TO HAVE FINISH AS SPECIFIED BY ARCHITECT

OR AS COVERED IN PROJECT SPECIFICATIONS. UNLESS OTHERWISE NOTED, NON

ARCHITECTURAL CONCRETE COLUMNS AND WALLS SHALL HAVE ¾” CHAMFERED CORNERS.

3.ALL CAST-IN-PLACE CONCRETE WILL EXPERIENCE DIFFERING VARIATIONS OF CRACKING.

ANY ELEMENT EXPOSED TO DIRECT WEATHER AND/OR TEMPERATURE VARIATIONS DURING

CONSTRUCTION OR IN THE FINAL CONDITION IS TO BE TREATED AND REGULARLY MAINTAINED

TO PREVENT PROPAGATION OF CRACKS AND WATER PENETRATION. THE CONTRACTOR

SHALL DEVELOP A REGULAR MAINTENANCE PROGRAM AND SUBMIT IT TO THE OWNER.

4. ALL SLABS SHALL BE FLAT (FF) AND LEVEL (FL) PER THE CONCRETE SPECIFICATIONS. THE CONCRETE CONTRACTOR SHALL INCLUDE IN THEIR BID ANY EXCESS CONCRETE REQUIRED TO POUR SLABS FLAT AND LEVEL PER THESE REQUIREMENTS. THE CONCRETE PLACING PROCEDURE SHALL BE CONTROLLED TO

MINIMIZE SUPPORT MEMBER DEFLECTION.

5. ALL ADJOINING SURFACES NOT CAST MONOLITHICALLY SHALL BE ROUGHENED TO 1/4 INCH

AMPLITUDE FOR THE ENTIRE INTERSECTING SURFACE ACCORDING TO ACI

RECOMMENDATIONS AND APPLY A BONDING AGENT.

6.ALL CONCRETE SHALL BE REINFORCED. PROVIDE MINIMUM TEMPERATURE REINFORCEMENT

AS REQUIRED BY ACI-318 IN ELEMENTS WHERE NO REINFORCEMENT IS INDICATED ON THE

DRAWINGS AND REPORT TO STRUCTURAL ENGINEER IMMEDIATELY TO CONFIRM NO ADDITIONAL

REINFORCING IS REQUIRED

7.REINFORCING SHALL HAVE THE FOLLOWING MINIMUM CONCRETE COVER U.O.N.:

A. CAST AGAINST EARTH - 3"

B. EXPOSED TO EARTH OR WEATHER - 2"

C. SLABS & WALLS NOT EXPOSED - 3/4" OR BAR DIAMETER

D. BEAMS, GIRDERS, AND COLUMNS (TO TIES) - 1 1/2"

8.REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60,

MIN fy=60 KSI. EXCEPT USE ASTM A706 FOR ALL WELDED BARS AND DUCTILE SEISMIC

ELEMENTS AS NOTED IN THE CONTRACT DOCUMENTS.

9.WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185 (FOR PLAIN WIRE) AND

ASTM A497 (FOR DEFORMED WIRE). Fy = 65,000PSI.

10. EPOXY COATED REINFORCEMENT SHALL BE USED IN ALL CONCRETE EXPOSED TO WEATHER,

AND WHERE NOTED IN THE CONTRACT DOCUMENTS.

11. PROVIDE DOWELS OR CONTINUOUS REINFORCING BETWEEN ALL CONCRETE ELEMENTS.

FOR FOUNDATIONS PROVIDE DOWELS OF SAME NUMBER AND SIZE AS THE VERTICAL

REINFORCEMENT OF STRUCTURE ABOVE UNLESS NOTED OTHERWISE. FOR OTHER

STRUCTURAL ELEMENTS VERTICAL DOWELS SHALL MATCH THE GREATER REINFORCING OF

EACH ELEMENT.

12. BAR SPLICES MAY BE DELETED AND CONTINUOUS REINFORCING USED AT CONTRACTORS

OPTION. BAR SPLICES SHALL BE MADE AT POINTS OF MINIMUM STRESS. IN FRAMED BEAMS

AND SLABS SPLICE TOP BARS AT MID-SPAN, BOTTOM BARS OVER SUPPORTS.

13. STEEL REINFORCEMENT SHOP DRAWINGS SHALL BE PREPARED BY THE CONTRACTOR IN

ACCORDANCE WITH ACI-315: "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT",

AND SHALL INDICATE:

A.MATERIAL AND GRADE;

B. BAR SCHEDULES WITH BAR LENGTHS AND BENT BAR DIAGRAMS;

C. ARRANGEMENT, SPACING, COVER, LAP LOCATIONS AND LENGTHS;

D. SPLICE DETAILS FOR MECHANICAL SPLICES;

E. SUPPORTS FOR CONCRETE REINFORCEMENT;

F. SPECIAL REINFORCEMENT AT OPENINGS.

14. WHERE A 90-DEG, 135 –DEG OR 180-DEG HOOK IS GRAPHICALLY INDICATED, PROVIDE

CORRESPONDING HOOKS PER ACI STANDARD U.O.N.

15. DOWELS SHALL MATCH SIZE AND SPACING OF MAIN REINFORCEMENT UNO.

16. WHERE BARS OF DIFFERENT SIZES LAP, PROVIDE LAP SPLICE LENGTH FOR LARGER BAR UNO.

17. REINFORCEMENT SHALL HAVE CONCRETE PROTECTION (CLEAR COVER) PER ACI 318

UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

18. UNLESS OTHERWISE NOTED ALL LAP SPLICES ARE TO BE TENSION LAP SPLICES PER

LAP SPLICE AND EMBEDMENT SCHEDULE.

19. CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE

SLEEVES, FLOOR DEPRESSIONS, CURBS ETC., AS REQUIRED BY OTHER TRADES BEFORE

CONCRETE IS PLACED.

20. SHEAR KEY, WHERE SHOWN, SHALL BE MINIMUM 2"X2", U.O.N.

21. AT EXPOSED SLAB LOCATIONS, BOTH ON GRADE AND ON STEEL DECK, THE FOLLOWING ADDITIONAL

CRITERIA APPLY:

A.SHRINKAGE AT 28 DAYS: CONTRACTOR TO INCLUDE SHRINKAGE TEST

RESULTS IN MIX DESIGN SUBMITTAL

B. SHRINKAGE REDUCING ADMIXTURE: EUCLID CONEX, 16.5 LBS/CU YD MIN.

C. MACRO SYNTHETIC FIBERS: EUCLID TUF-STRAND SF, 4 LBS/CU YD MIN.

22. LIGHTWEIGHT CONCRETE (LWC) SHALL HAVE A CALCULATED EQUILIBRIUM UNIT WEIGHT OF 110 LB/CU FT PLUS OR MINUS 3 LB/CU FUT AS DETERMINED BY ASTM C567. LIGHTWEIGHT AGGREGATE SHALL CONFORM

TO ASTM C330.

23. CONTRACTOR SHALL COORDINATE LOCATION OF ALL OPENINGS, SLAB DEPRESSIONS, PIPE SLEEVES, CURBS, INSERTS ETC. WITH ARCHITECTURAL AND MEP DRAWINGS AND SHOP DRAWINGS. NO OPENING OR SLEEVE SHALL BE INSTALLED IF NOT SHOWN ON A SHOP DRAWING APPROVED BY THE STRUCTURAL

ENGINEER.

CONCRETE JOINTS:

1.CONSTRUCTION JOINTS SHALL BE INSTALLED SUCH THAT STRENGTH AND APPEARANCE

OF CONCRETE ARE NOT IMPAIRED, AT LOCATIONS INDICATED OR AS APPROVED BY THE

ARCHITECT AND STRUCTURAL ENGINEER. SEE PROJECT SPECIFICATIONS FOR LIMITS ON

LOCATION AND SPACING.

A.LOCATE HORIZONTAL JOINTS IN WALLS AT THE UNDERSIDE OF

FLOORS, SLABS, BEAMS, AND GIRDERS AND AT THE TOP OF CAISSONS OR FLOOR

SLABS, OR AT 40-FEET MAXIMUM HEIGHT, UNLESS PERMITTED BY ENGINEER.

B. LOCATE VERTICAL JOINTS IN WALLS AT DISCONTINUITIES, BESIDES PIERS

INTEGRAL WITH WALLS, NEAR REENTRANT CORNERS, AND IN CONCEALED

LOCATIONS WHERE POSSIBLE. PREFERRED JOINT INTERVALS SHALL BE 15-25

FEET AS APPROPRIATE, WITH A MAXIMUM SPACING OF 40-FEET. AVOID LOCATING

VERTICAL JOINTS WITHIN 15-FEET OF A BUILDING CORNER.

C. LAYOUT OF CONSTRUCTION JOINTS IN SLABS ON GRADE MAY CORRESPOND WITH

CONTRACTION JOINTS.

D. LEAVE 7 DAYS, MINIMUM, BETWEEN ADJACENT POURS IN WALLS, UNLESS

APPROVED BY ENGINEER.

2.WALL CONTRACTION JOINTS SHALL BE PROVIDED TO CONTROL THE CRACKING PATTERNS

AT LOCATIONS INDICATED, OR AS APPROVED BY THE ARCHITECT.

A.LOCATE JOINTS AT COLUMN LINES WHERE APPLICABLE, WITH SPACING NOT TO

EXCEED TWICE THE WALL HEIGHT OR 20-FEET AND PREFERABLY MATCHES

LAYOUT OF SLAB JOINTING

B. FORM 1/2" DEEP CONTRACTION JOINTS BY ATTACHING 1/2"- WIDE BEVELED WOOD

STRIPS TO INSIDE OF CONCRETE FORM OF BOTH WALL FACES.

STRUCTURAL STEEL:

1. FABRICATION, CONNECTION DESIGN AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM

TO THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, "MANUAL OF STEEL CONSTRUCTION,

LOAD AND RESISTANCE FACTOR DESIGN" LATEST EDITION.

2. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:

A. WIDE FLANGE SECTIONS: ASTM A992 GRADE 50 (FY = 50 KSI)

B. WT SECTIONS: ASTM A992 GRADE 50 (FY = 50 KSI)

C. ANGLES AND CHANNELS: ASTM A36 (FY = 36 KSI)

D. RODS: ASTM F-1554 (FY = 55 KSI)

E. ALL IN ROOF FRAMING ANGLES AND CHANNELS: A992 GRADE 50 (FY = 50 KSI)

F. PLATES, BARS AND MEMBERS BUILT-UP FROM PLATES: ASTM A572 (FY = 50 KSI)

G. ROUND HSS: ASTM A500 GRADE B (FY= 42 KSI)

H. RECTANGULAR HSS: ASTM A500 GRADE B (FY=46 KSI)

3. STEEL USING COMPLETE JOINT PENETRATION GROOVE WELDS SHALL HAVE A MINIMUM

CHARPY V-NOTCH IMPACT TESTING VALUE AS FOLLOWS:

A. ASTM A6/A6M HOT ROLLED SHAPES WITH A FLANGE THICKNESS EXCEEDING

[2] INCHES AND BUILT-UP HEAVY SHAPES WITH PLATES EXCEEDING [2] INCHES

IN THICKNESS: 20 FT-LB @ 70 DEG. F

B. REGARDLESS OF THICKNESS, ALL TRUSSES, LATERAL SYSTEM MEMBERS

(INCLUDING COLUMNS, WIND GIRDERS, BRACES, ETC.): 20 FT-LB @ 70 DEG. F

C. STEEL EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG. F: 25 FT-LB

@ 40 DEG. F

D. WELD METAL: 20 FT-LB @ MINUS 20 DEG. F AND 40 FT-LB @ 70 DEG. F

E. WELD METAL EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG. F:

25 FT-LB @ MINUS 40 DEG. F

F. TESTING IS TO BE IN ACCORDANCE WITH ASTM A6/A6M, SUPPLEMENTARY

REQUIREMENT S30, CHARPY V-NOTCH IMPACT TEST FOR STRUCTURAL SHAPES-

ALTERNATE CORE LOCATION, AT ROLLED SHAPES AND ASTM A673 FOR PLATES,

AT ANY PERMITTED LOCATIONS.

4. TOP OF STEEL ELEVATION SHALL BE AT BOTTOM OF DECK UNLESS NOTED OTHERWISE.

5. MEMBER SPLICES SHALL ALSO HAVE FULL MEMBER CAPACITY UNLESS OTHERWISE NOTED.

6. THE CONTRACTOR SHALL SUBMIT A STEEL ERECTION PROCEDURE, PREPARED UNDER

THE SUPERVISION OF A STRUCTURAL ENGINEER LICENSED IN THE STATE OF OHIO (THE

CONTRACTOR'S ENGINEER) FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD.

THIS PROCEDURE MUST INCLUDE THE PROPOSED SURVEY REQUIRED BY THE STEEL SPECIFICATIONS.

7. BOLTED CONNECTIONS:

A. ALL BOLTS SHALL CONFORM TO ASTM A325 OR A490, NUTS SHALL CONFORM TO

ASTM A563 AND WASHERS SHALL CONFORM TO ASTM F436

B. MINIMUM BOLT SIZE FOR THIS PROJECT ARE TO BE 3/4" DIA A325 AND 1" DIA

A490 BOLTS. MINIMUM BOLTED CONNECTIONS SHALL BE MADE WITH TWO A325N

BOLTS, 3/4" DIAMETER.

C. FOR A GIVEN BOLT DIAMETER, ONLY ONE GRADE SHALL BE USED. ONE SIZE MUST

BE SKIPPED BETWEEN DIAMTERS.

D. ANCHOR RODS SHALL CONFORM TO ASTM F-1554 GRADE 55 WITH WELDABILITY

SUPPLEMENT S1, UNO. SUBMIT GRADE CERTIFICATIONS FOR RECORD. STEEL

SUPPLIER SHALL PROVIDE RIGID STEEL TEMPLATES FOR ANCHOR ROD

INSTALLATION.

E. SLIP-CRITICAL CONNECTIONS: SLIP-CRITICAL BOLTS SHALL BE FULLY TENSIONED

WITH FAYING SURFACE PREPARATION CLASS A, UNLESS NOTED OTHERWISE. SLIP-

CRITICAL CONNECTIONS SHALL BE USED IN THE FOLLOWING LOCATIONS:

1. WHEREVER REQUIRED IN THE AISC PROVISIONS.

2. WHEREVER NOTED ON THE DRAWINGS.

3. WHENEVER OVERSIZED HOLES ARE USED.

4. AT ALL CANTILEVER AND MOMENT CONNECTIONS.

5. AT ALL TRUSS CONNECTIONS AND TRUSS SUPPORTING CONNECTIONS.

6. BRACES AT ROOF.

7. PLAN BRACES.

8. AXIALLY LOADED BEAMS AND PURLINS.

F. TENSION CONTROL ASSEMBLIES SHALL CONFORM TO ASTM F1852 FOR A325

TENSION CONTROL ASSEMBLIES AND ASTM F2280 FOR A490 TENSION CONTROL

ASSEMBLIES.

G. PRE-TENSIONED BOLTED CONNECTIONS: PRE-TENSIONED BOLTED CONNECTIONS

SHALL BE FULLY TENSIONED AND USED IN THE FOLLOWING LOCATIONS:

1. WHEREVER REQUIRED IN THE AISC PROVISIONS

2. WHEREVER NOTED ON THE DRAWINGS

3. AT ALL CONNECTIONS FOR MEMBERS DIRECTLY OR INDIRECTLY

SUPPORTING COLUMNS, POSTS, STRUTS, BRACES, MECHANICAL

EQUIPMENT AND STAIRS.

4. FOR ALL BOLTS WITH TENSION LOADS (END PLATE CONNECTIONS,

HANGERS, BRACES OR BEAMS)

H. SNUG-TIGHT BOLTED CONNECTIONS: SNUG-TIGHT BOLTED CONNECTIONS MAY BE

USED WHERE PERMITTED BY AISC PROVISIONS, AND AT LOCATIONS NOT NOTED

ABOVE WITH PRIOR APPROVAL FROM STRUCTURAL ENGINEER.

8. WELDED STUDS (HEADED OR THREADED) SHALL BE ASTM A108, MINIMUM DIAMETER SHALL BE

3/4" UNLESS NOTED OTHERWISE.

9. WELDED CONNECTIONS:

A. WELDING ELECTRODES SHALL BE CLASS E70XX.

B. MINIMUM FILLET WELD SIZE SHALL BE 3/16”.

C. WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS, REFER TO

SPECIFICATIONS.

D. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL

WELDING CODE, ANSI/AWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE

LARGER OF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER

ANSI/AWS D1.1, OR 3/16" MINIMUM FILLET WELD UNO. ANY WELD SIZES SHOWN ON

THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE

INCREASED IN ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS

BETWEEN COMPONENTS.

E. WELDING EXPOSED TO LOW (OUTDOOR) TEMPERATURES IN SERVICE SHALL

CONFORM TO AWS D1.5.

F. USE RUNOFF TABS AT ALL BEVEL AND FULL PENETRATION WELDS. REMOVE

RUNOFF TABS AND GRIND SMOOTH AFTER WELD IS COMPLETED.

G. REMOVE WELD BACK UP BARS AND GRIND SMOOTH AFTER WELD IS COMPLETED,

UNO.

STEEL FLOOR DECK:

1. STEEL FLOOR DECK AND ACCESORIES SHALL BE GALVANIZED DECK CONFORMING

TO ASTM A653 WITH MINIMUM YIELD STRESS, FY=50 KSI. ALL FLOOR DECK SHALL

BE COMPOSITE STEEL DECK.

2. PROVIDE MINIMUM STEEL REINFORCEMENT FOR CONCRETE SLABS ON STEEL DECK,

UNO ON DRAWINGS.

3. DECK DESIGN IS BY THE DECK SUPPLIER. DECK SHALL BE BE UNSHORED DURING

CONCRETING AND TWO SPAN MINIMUM. WHERE POSSIBLE ARRANGE DECK PANELS

SUCH THAT THREE SPAN CONTINUOUS SUPPORT CONDITIONS EXIST.

4. PROVIDE 2.5" MINIMUM END BEARING AND 1" MINIMUM SIDE BEARING

5. DECK SHALL BE FASTENED TO STRUCTURAL STEEL AT ENDS OF UNITS AND AT ALL

INTERMEDIATE SUPPORTS BY:

- 3/4" DIAMETER PUDDLE WELDS AT 12" O/C. MAX., A 3/4" DIA. SHEAR STUD WELDED

THROUGH THE DECK MAY SUBSTITUTE FOR A PUDDLE WELD.

- SIDE LAPS OF ADJACENT UNITS WITH SIDE SEAM WELDING 1 1/2" X 1/2" WELDS AT A

MAXIMUM SPACING OF 24" O.C AND AT WELD AT EACH SUPPORT

6. MINIMUM STUD REQUIREMENTS FOR STEEL FRAMING WITH DECK AND FILL ABOVE:

- 3/4" DIA. HEADED STUDS AT 12” O.C. MAXIMUM, REFER TO DRAWINGS AND DETAILS

FOR CLOSER SPACING REQUIREMENTS.

- ALL STUDS SHALL BE PLACED AT A UNIFORM SPACING OVER THE LENGTH OF THE

BEAM.

- HEADED SHEAR STUDS SHALL EXTEND A MINIMUM OF 1 ½ INCHES ABOVE THE TOP

OF STEEL DECK WITH A MINIMUM CLEAR COVER OF ½ INCH FROM THE TOP OF

SLAB.

- CENTER OF STUD SHALL NOT BE LESS THAN 1-1/4" FROM EDGE OF BEAM FLANGE.

- PROVIDE A SINGLE LINE OF STUDS AS SPACE ALLOWS. NO MORE THAN TWO STUDS

MAY BE PLACED ACROSS WIDTH OF A FLANGE.

7. CONTRACTOR TO PROVIDE ALL NECESSARY DECK ACCESSORIES SUCH AS, POUR

STOPS, CELL CLOSURE PIECES, STRAPS, ETC., TO CONTAIN CONCRETE.

8. DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS FROM

ARCHITECTURAL AND MEP CONTRACT DOCUMENTS, PROVIDE HEADER MEMBERS OR

REINFORCEMENT AS REQUIRED AND SUBMIT PROPSED OPENINGS THROUGH DECK FOR

REVIEW BY ARCHITECT AND STRUCTURAL ENGINEER.

9. BEAMS SUPPORTING STEEL DECK HAVE BEEN DESIGNED FOR A MAXIMUM OF 1" ADDITIONAL

CONCRETE OVER-POUR BEYOND DESIGN THICKNESS. CONTRACTOR SHALL LIMIT OVER-POUR

AS MUCH AS POSSIBLE, WITH A MAXIMUM ADDITIONAL CONCRETE THICKNESS OF 1". ADDITIONAL

CONCRETE OVER-POUR MATERIALS SHALL BE AT CONTRACTOR'S EXPENSE.

STEEL ROOF DECK:

1. STEEL ROOF DECK SHALL CONFORM TO ASTM-A446, MINIMUM YIELD STRENGTH OF

40 KSI, AND HOT-DIP GALVANIZED PER ASTM A525 G60.

2. DESIGN AND DETAIL ROOF DECK AND ITS ANCHORAGE TO SUPPORTING MEMBERS TO

SUPPORT DESIGN LOADS, INDICATED DIAPHRAGM SHEAR, AND INDICATED ROOF UPLIFT.

3. STEEL ROOF DECK UNITS SHALL BE FASTENED TO THE STEEL FRAME TO SUPPORT THE

FOLLOWING UNFACTORED LOADS AND MEET THE MINIMUM REUIREMENTS:

A. GRAVITY LOAD 10 PSF MINIMUM EXCLUDING DECK SELF WEIGHT,

SEE LOAD DIAGRAMS ON S0 SERIES. CONSIDER ADDITIONAL 10 PSF

FOR FUTURE CHECKER PLATE ON ROOF.

B. DIAPHRAGM SHEAR FORCE (LRFD): WIND: 1080 LB/FT, SEISMIC: 850 LB/FT

C. NET UPLIFT FORCE 30 PSF MINIMUM

4. ROOF DECK AND ITS ANCHORAGE TO SUPPORTING MEMBERS SHALL MEET THE FOLLOWING

MINIMUM FASTENING REQUIREMENTS AT ENDS OF UNITS AND AT ALL INTERMEDIATE

SUPPORTS:

- 5/8" DIA. PUDDLE WELDS SPACED AT 12" O.C. MAX.

- SIDE LAPS OF ADJACENT UNITS: SHALL BE FASTENED BY SIDE SEAM WELDING OR

SIDELAP SCREWS SPACED PER MANUFACTURERS ENGINEERED CALCULATIONS

WITH A MAXIMUM SPACING OF 24 INCHES ON CENTER. ARC SEAM WELDS SHALL BE

A MINIMUM OF1-1/2 INCH BY 1/2 INCH.

5. LOADS MAY NOT BE HUNG DIRECTLY FROM STEEL ROOF DECK WITHOUT THE PRIOR APPROVAL

OF THE DECK SUPPLIER AND STRUCTURAL ENGINEER.

6. DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND LOCATIONS FROM

ARCHITECTURAL AND MEP CONTRACT DOCUMENTS, PROVIDE HEADER MEMBERS OR

REINFORCEMENT AS REQUIRED AND SUBMIT PROPSED OPENINGS THROUGH DECK FOR

REVIEW BY ARCHITECT AND STRUCTURAL ENGINEER.

7. DECK DESIGN IS BY THE DECK SUPPLIER. DECK DESIGN SHALL HAVE A TWO SPAN MINIMUM.

WHERE POSSIBLE ARRANGE DECK PANELS SUCH THAT THREE SPAN CONTINUOUS SUPPORT

CONDITIONS EXIST.

FOUNDATIONS:

1. FOUNDATION DESIGN CRITERIA ARE BASED ON THE GEOTECHNICAL ENGINEER RECOMMENDATIONS

PREPARED BY DAVID V LEWIN CORP/GEOTECHNICAL ENGINEERING DATED 22 OCTOBER 2015.

2. ALL FOUNDATIONS SHALL REST ON SUBGRADE CONDITIONS SUITABLE FOR THE IDENTIFIED

ALLOWABLE BEARING CAPACITY (4,500PSF). ADEQUACY OF BEARING STRATUM SHALL BE VERIFIED

IN THE FIELD BY THE GEOTECHNICAL ENGINEER OR SPECIAL INSPECTOR PRIOR TO INSTALLING

FOUNDATIONS. ADJUST BOTTOM OF FOUNDATION ELEVATIONS AS REQUIRED TO ACHIEVE

THE REQUIRED BEARING CAPACITY. DRILLED PIERS, CAISSONS, SHOULD BEAR AT LEAST ONE CAISSON DIAMETER INTO THE HARD TILL BEARING STRATA. TEMPORARY CASING WILL BE REQUIRED IN ORDER TO

MAINTAIN AN OPEN EXCAVATION AND TO CONTROL GROUNDWATER.

3. SOIL PREPARATION OF THE SITE SHALL FOLLOW THE RECOMMENDATIONS DESCRIBED IN

THE GEOTECHNICAL REPORT. THIS INCLUDES REMOVAL OF EXISTING STRUCTURES &

UTILITIES, REMOVAL OF EXISTING FILL WHERE DEEMED NECESSARY, PREPARATION OF

THE SUBGRADE & COMPACTION, EXCAVATIONS FOR NEW FOUNDATIONS & SLABS, AND

BACKFILLING TO RETAINING WALLS.

4. WHERE SOIL CONDITIONS ARE FOUND DURING CONSTRUCTION THAT DO NOT MEET CRITERIA

DESCRIBED IN THE REPORT, SPECIAL INSPECTOR/CONTRACTOR SHALL NOTIFY ENGINEER

IMMEDIATELY.

5. LOCATION OF ALL UNDERGROUND UTILITIES SHALL BE VERIFIED PRIOR TO CONSTRUCTION

OF FOUNDATION TO AVOID ANY INTERFERENCE. CONTRACTOR SHALL EXPOSE EXISTING

UTILITY LINES IN THE IMMEDIATE AREA TO DETERMINE THEIR EXACT INVERT ELEVATION,

SIZE AND LOCATION RELATIVE TO THE FOUNDATION. NOTIFY THE ENGINEER IMMEDIATELY

OF ANY INTERFERENCE WITH FOOTINGS OR THE FOUNDATION WALL.

6. DO NOT PLACE BACKFILL AGAINST BASEMENT / PROPPED RETAINING WALLS UNTIL ALL FLOOR

SLABS AND OTHER STRUCTURES BRACING THESE WALLS ARE IN PLACE AND ALL WALLS AND

BRACING STRUCTURES HAVE ACHIEVED DESIGN STRENGTH.

7. DO NOT UNDERMINE CONSTRUCTED FOUNDATIONS WITHIN THE AREA OF INFLUENCE WITHOUT

SHORING OR UNDERPINNING. THE INFLUENCE LINE SHALL EXTEND FROM THE BOTTOM OF

FOUNDATIONS, ELEVATOR PIT SLABS, AND SUMP PITS ETC AT THE SLOPE STATED IN THE

GEOTECHNICAL REPORT.

8. WATER SHALL NOT BE ALLOWED TO STAND IN TRENCHES OR FORMS BEFORE OR AFTER

CONCRETE IS PLACED, AND SHALL BE PUMPED OUT. IF BOTTOMS OF TRENCHES BECOME

SOFTENED DUE TO RAIN OR OTHER WATER BEFORE FOUNDATIONS ARE CAST, THE

CONTRACTOR SHALL, AT THEIR OWN EXPENSE, EXCAVATE THE SOFTENED MATERIAL AND

REPLACE WITH CONCRETE.

9. ALL EXTERIOR FOOTINGS AND GRADE BEAMS SHALL BE PLACED A MINIMUM OF 3'-6" BELOW FINAL GRADE.

BUILDING 164

RESEARCH SUPPORT BUILDING

CE 0164 COF16009

ENGLISH REVIT 2016

BIDDING DOCUMENTS

BIDDING - 1

RELEASE APPROVAL:

D.ENG:

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CAD DRAWING - DO NOT REVISE MANUALLY

NATIONAL AERONAUTICS AND SPACE ADMINISTRATION

JOHN H. GLENN RESEARCH CENTER

LEWIS FIELD & PLUM BROOK STATION, OHIO

REVISIONS

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04/04/2018As indicated

S-001

GENERAL NOTES 1

Author CheckerDesigner

DESIGN LOADS AND CRITERIA

1.LIVE LOADS

A. CORRIDORS 100 PSF

B. OFFICE 100 PSF

C. LOBBIES 100 PSF

D. PUBLIC ASSEMBLY 100 PSF

E. STAIRS 100 PSF

F. BALCONIES 100 PSF

G. KITCHEN 150 PSF

H. STORAGE 125 PSF

I. MEP 150 PSF

2.SNOW LOADS

A. GROUND SNOW LOAD, PG = 20 PSF

B. FLAT ROOF SNOW LOAD, PF = 20 PSF

C. SNOW EXPOSURE FACTOR, CE = 1.0

D. SNOW IMPORTANCE FACTOR, I = 1.0

E. THERMAL FACTOR, CT = 1.0

F. DRIFT LOADS: CALCULATED PER ASCE-7 10

3.WIND LOADS

ASCE-7 2010

A. BASIC WIND SPEED, V = 115 MPH

B. RISK CATEGORY II

C. EXPOSURE C

D. EXTERNAL PRESSURE COEFF = 0.8 WINDWARD

E. INTERNAL PRESSURE COEFF VARIES

F. MEAN ROOF HEIGHT VARIES

4.SEISMIC LOAD

ASCE-7 2010

A. SEISMIC IMPORTANCE FACTOR, Ie = 1.0

SEISMIC USE GROUP I

B. SS = 0.155g S1 = 0.056g

C. SITE CLASS E (BASED ON GEOTECH REPORT DATED 10/22/2015)

D. SDS = 0.258g

SD1 = 0.131g

E. SEISMIC DESIGN CATEGORY B

F. STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE (OCBF)

G. V = 385 KIPS

H. Cs = 0.086 I. R = 3

J. EQUIVALENT LATERAL FORCE PROCEDURE

SERVICEABILITY:

1.DEFLECTION AND DRIFT

A. VERTICAL DEFLECTION

FOR EXTERIOR SPANDREL BEAMS SUPPORTING FACADE/CLADDING:

LIVE LOAD VERTICAL DEFLECTION AT MID SPAN LIMITED TO THE LESSER OF L/500 OR 3/4"

TOTAL LOAD VERTICAL DEFLECTION AT MID SPAN LIMITED TO L/360

FOR ROOF MEMBERS IN NON-ACCESSIBLE LOCATIONS NOT SUPPORTING MEP OR PV EQUIPMENT:

LIVE LOAD VERTICAL DEFLECTION AT MID SPAN LIMITED TO L/240

TOTAL VERTICAL DEFLECTION AT MID SPAN LIMITED TO L/180

FOR ALL OTHER MEMBERS:

LIVE LOAD DEFLECTION LIMITED TO L/360

TOTAL LOAD VERTICAL DEFLECTION AT MID SPAN LIMITED TO L/240

L=LENGTH OF MEMBER SPANNING COLUMN CENTERLINE TO COLUMN CENTERLINE (FT)

B. HORIZONTAL DEFLECTION

HORIZONTAL DRIFT DUE TO WIND LOAD LIMITED TO H/400

FOR SEISMIC INTERSTORY DRIFT REQUIREMENT, REFER TO SEISMIC LOADING CRITERIA

H=TOTAL BUILDING HEIGHT (FT)

RADIANT FLOOR IN SLAB:

1. PLACE PIPES MINIMUM 1" ABOVE STEEL DECK FLUTES AND 1" MINIMUM BELOW TOP OF SLAB

2. AVOID LONGITUDINAL PIPES RUNNING WITHIN 8" EACH SIDE OF STEEL BEAMS

3. CROSS BEAMS WITH TRANSVERSE PIPES AT OUTER THIRDS OF SPAN

4. ONLY SINGLE LAYER OF PIPING PERMITTED EXCEPT THAT PIPING MAY CROSS TRANSVERSELY AT

SELECT LOCATIONS APPROVED BY STRUCTURAL ENGINEER

5. NO RADIANT PIPING IS PERMITTED IN CONCRETE ON STEEL DECK SLABS UNLESS THE

LAYOUT IS APPROVED BY THE EOR AND THE CRITERIA NOTED IS FOLLOWED.

6. RADIANT PIPING IS NOT PERMITTED IN THE CLEAR COVER ZONE BETWEEN THE REINFORCING AND THE

FACE OF THE ELEMENT.

7. RADIANT PIPING SHALL IN NO WAY INTERFERE WITH REINFORCING STEEL. PULL BOXES AND SIMILAR

PENETRATIONS SHALL BE REINFORCED PER TYPICAL OPENINGS DETAILS.

8. CONTRACTOR TO SUBMIT COORDINATED PLANS INDICATING EXACT LAYOUT AND ROUTING OF ALL

PIPING IN CONCRETE SLABS FOLLOWING THE RULES ABOVE FOR STRUCTURAL ENGINEER

REVIEW. PLANS TO INCLUDE ALL DEVICES/PENETRATIONS. RADIANT PIPING OR OTHER CONDUIT NOT

SHOWN ON REVIEWED PLANS IS NOT PERMITTED. CONTRACTOR MUST SUBMIT PLANS

REGARDLESS OF WHETHER CONDUIT OR PIPING IS SHOWN IN SLAB ELSEWHERE ON CONTRACT

DOCUMENTS.

9. FINAL LOCATION OF RADIANT PIPING SHALL BE REVIEWED BY THE INDEPENDENT INSPECTION AGENCY PRIOR TO PLACING OF THE CONCRETE SLAB TO CONRIM COMPLIANCE WITH THE APPROVED LAYOUT

DEFERRED SUBMITTALS:

1. THE FOLLOWING ITEMS ARE TO BE DESIGNED AND SUBMITTED SUBSEQUENT TO THE TIME OF PERMIT

APPLICATION AS DEFERRED SUBMITTALS PER SECTION 107.3.4.1 OF IBC:

STRUCTURAL STEEL CONNECTIONS

STEEL COMPOSITE DECK ATTACHMENTS AND CONNECTIONS

STEEL ROOF DECK ATTACHMENTS AND CONNECTIONS

PRECAST CONCRETE "THIN WALL" AND ATTACHMENTS

CONCRETE CAISSON FOUNDATIONS

2. THE CONTRACTOR SHALL PROVIDE COORDINATED DESIGNS OF DEFERRED SUBMITTAL ITEMS AS PART OF THE BASE BUILDING STRUCTURE. THESE DESIGNS SHALL BE PERFORMED BY A PROFESSIONAL ENGINEER

LICENSED IN THE STATE OF OHIO.

STRUCTURAL STEEL (CONT'D):

10. DESIGN OF STEEL CONNECTIONS:

A. STEEL CONNECTIONS ARE NOT FULLY DETAILED IN THE STRUCTURAL

DRAWINGS. THE CONTRACTOR'S DESIGN ENGINEER LICENSED IN THE STATE OF

OHIOMUST DESIGN ALL CONNECTIONS.

B. THE CONTRACTOR’S DESIGN ENGINEER SHALL SUPERVISE THE PREPARATION

OF CALCULATIONS AND SHOP DRAWINGS FOR THESE CONNECTIONS, AND TO

CHECK THE SHOP DRAWINGS FOR COMPLIANCE WITH CONTRACT DOCUMENTS,

GOVERNING CODES, AND PREVAILING STANDARDS OF PRACTICE. THE SHOP

DRAWINGS AND CALCULATIONS NOT STAMPED AND SIGNED AS REQUIRED FOR

CONTRACTOR ENGINEERED DESIGNS WILL BE RETURNED UNREVIEWED FOR

RESUBMISSION.

C. STEEL CONNECTIONS SHALL BE DESIGNED, DETAILED AND CONSTRUCTED PER

THE REQUIREMENTS OF AISC “MANUAL OF STEEL CONSTRUCTION” INCLUDING

AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490

BOLTS AND "AISC SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”.

D. DESIGN OF STEEL CONNECTIONS FOR SHEAR SHALL INCLUDE THE EFFECTS OF

ECCENTRICITY.

E. CONTRACTOR SHALL PROVIDE STIFFENERS AND REINFORCING PLATES WHERE

NEEDED TO RESIST THE LOCAL EFFECTS OF DESIGN LOADS.

F. DESIGN, DETAIL, FURNISH AND INSTALL STIFFENERS, CONTINUITY PLATES,

DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL LOCAL STRENGTHENING

MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE

BASED ON MEMBER CAPACITY AT MIDSPAN OF BEAM.

G. MOMENT CONNECTIONS ARE REQUIRED TO DEVELOP THE FULL MOMENT AND

SHEAR CAPACITY OF THE MEMBER UNLESS OTHERWISE NOTED.

H. ALTERNATE CONNECTIONS TO THOSE CONNECTIONS CONCEPTS SHOWN ON

DRAWINGS WILL ONLY BE CONSIDERED ACCEPTABLE IF CONTRACTOR

FORMALLY SUBMITS ALTERNATES FOR THE STRUCTURAL ENGINEER'S REVIEW.

I. THE NOTE OF "FULL DEPTH STIFFENER" ON THE STRUCTURAL DRAWINGS

IMPLIES A STIFFENER THAT EXTENDS TO AND IS CONNECTED TO BOTH TOP &

BOTTOM FLANGES OF A W SECTION.

J. FOR CONNECTION DESIGN AND DETAILING, SET CONNECTION WORK POINT AT

INTERSECTION OF MEMBER CENTERLINES, UNO.

K. DESIGN ALL CONNECTIONS FOR FORCES INDICATED ON THE DRAWINGS.

CONNECTION DESIGN FORCES INDICATED ON THE DRAWINGS ARE FACTORED (LRFD)

UNO.

L. FOR TRUSS DETAILING USE A MINIMUM BOLT SPACING OF 3 TIMES THE BOLT

DIAMETER AND A MINIMUM EDGE DISTANCE OF 2 INCHES. ALSO REFER TO

TYPICAL DETAILS.

M. MINIMUM ASTM A325 OR A490 BOLT DIAMETER IS 3/4".

11. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL.

NO FABRICATION OF STEEL SHALL COMMENCE WITHOUT APPROVED SHOP DRAWINGS.

12. WHERE REQUIRED AT STEEL CONNECTIONS, ALL GROUT SHALL BE NON-SHRINK WITH A

MINIMUM COMPRESSIVE STRENGTH OF 8000 PSI.

13. STEEL FINISHES SHALL BE AS FOLLOWS, UNO IN ARCHITECTURAL DRAWINGS:

A. INTERIOR TO RECEIVE ENCASEMENT OR SPRAY-ON FIREPROOFING: REFER TO

SPECIFICATIONS

B. INTERIOR TO RECEIVE FINISH PAINT: REFER TO SPECIFICATIONS

C. EXTERIOR: HOT-DIPPED GALVANIZED COATING CONFORMING TO ASTM A123 OR

HIGH-PERFORMANCE COATING AT CONDITIONS AS IDENTIFIED IN SPECIFICATIONS.

14. FIELD CUTTING OR DRILLING STRUCTURAL STEEL IS STRICTLY PROHIBITED WITHOUT PRIOR

REVIEW AND APPROVAL BY DESIGN ENGINEER. ALL HOLES AND CUTS SHALL BE

PERFORMED IN THE SHOP AS IDENTIFIED ON STRUCTURAL DRAWINGS OR SHOP DRAWINGS.

15. ALL STEELS EXPOSED TO WEATHER ARE TO BE PAINTED WITH RUST INHIBITIVE PAINT,

MINIMUM TWO PRIME COAT AND ONE FINISH COAT.

16. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).

17. REFER TO ARCHITECTURAL DOCUMENTS FOR FULL FIRE PROTECTION SPECIFICATIONS

AND DETAILS.

18. THE STRUCTURE IS NOT SELF SUPPORTING DURING ERECTION FOR GRAVITY AND

LATERAL LOADS. THE CONTRACTOR IS RESPONSIBLE FOR STABILITY DURING

CONSTRUCTION.

19. PRIOR TO THE START OF ERECTION THE CONTRACTOR SHALL SUBMIT CALCULATIONS

AND ERECTION DRAWINGS SIGNED AND SEALED BY AN ENGINEER LICENSED IN THE

STATE OF OHIO FOR THE PROPOSED ERECTION PROCEDURE, SHORING, BRACING

AND SUPPORT FOR CONSTRUCTION EQUIPMENT TO BE REVIEWED BY THE STRUCTURAL

ENGINEER.

20. ALL HSS MEMBERS ARE TO CAPPED WITH 1/4" PLATE AT ENDS.

21. ALL NATURAL BEAM CAMBER TO BE FABRICATED SO THAT CAMBER IS UPWARDS

SHEET LIST

Sheet Name Sheet Number

GENERAL NOTES 1 S-001

LOAD MAPS S-010

LEVEL 01 FOUNDATION PLAN PART A S-101

LEVEL 01 FOUNDATION PLAN PART B S-102

LEVEL 02 FRAMING PLAN PART A S-103

LEVEL 02 FRAMING PLAN PART B S-104

ROOF FRAMING PLAN PART A S-105

ROOF FRAMING PLAN PART B S-106

BRACE ELEVATIONS 1 S-201

BRACE ELEVATIONS 2 S-202

TRUSS ELEVATIONS S-203

TYPICAL CONCRETE DETAILS S-501

FOUNDATION DETAILS 1 S-510

FOUNDATION DETAILS 2 S-511

FOUNDATION DETAILS 3 S-512

SLAB ON GRADE DETAILS S-515

COLUMN DETAILS S-520

STEEL DETAILS 1 S-530

STEEL DETAILS 2 S-531

STEEL DETAILS 3 S-532

STEEL DETAILS 4 S-533

TRUSS DETAILS S-540

TYP…