Addendum 3 - S-001-GENERAL NOTES.pdf

DESIGN CRITERIA:

GOVERNING BUILDING CODE: IBC 2021

BUILDING RISK CATEGORY: III

DESIGN LOADS:

DEAD LOADS:

ROOF SYSTEM ..................................................... 20 PSF COLLATERAL FRAMING................................................................ ACTUAL WEIGHT OF MATERIALS, UNLESS NOTED OTHERWISE

INSULATION........................................................... 1 PSF

CEILING COLLATERAL........................................... 3 PSF

MISC/MECH COLLATERAL..................................... 5 PSF

LIVE LOADS:

ROOF (NON-REDUCIBLE)....................................... 20 PSF

SNOW LOAD: (ASCE 7-16)

BASIC GROUND SNOW LOAD, (Pg)...................... 5 PSF

TERRAIN CATEGORY............................................. C

ROOF EXPOSURE................................................... PARTIAL

EXPOSURE FACTOR, (Ce)...................................... 1.0 THERMAL FACTOR, (Ct)......................................... 1.0 SLOPE FACTOR, (Cs).............................................. 1.0 IMPORTANCE FACTOR, (Is).................................... 1.1 SLOPED ROOF SNOW, (Ps)................................... 5 PSF

WIND LOAD: (ASCE 7-16)

BUILDING DESIGN:

BASIC WIND SPEED................................................. 115 MPH

EXPOSURE CATEGORY........................................... C

IMPORTANCE FACTOR, (Iw).................................... 1.0 TOPOGRAPHIC FACTOR, (Kzt)............................... 1.0

BUILDING ENCLOSURE CATEGORY...................... PARTIALLY ENCLOSED BUILDING

SEISMIC DESIGN DATA: (ASCE 7-16)

SHORT PERIOD ACCELERATION, SS ................... 0.05 g LONG PERIOD ACCELERATION, S1...................... 0.02 g

SOIL SITE CLASS ................................................... D

SITE COEFFICIENT, Fa ........................................... 1.6 SITE COEFFICIENT, Fv .......................................... 2.4 DESIGN SPECTRAL ACCELERATION, S DS .......... 0.054 g DESIGN SPECTRAL ACCELERATION, S D1 .......... 0.032 g

SEISMIC DESIGN CATEGORY .............................. A

ANALYSIS METHOD................................................ EQUIVALENT LATERAL FORCE

SEISMIC FORCE RESISTING SYSTEM................ STEEL SYSTEMS NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

DESIGN BASE SHEAR........................................... AS REQUIRED BY MBM

TEMPERATURE:

STRUCTURE SHALL BE ANALYZED FOR T = +110,-0 °F (±55°F TOTAL ΔT )

ACI AMERICAN CONCRETE INSTITUTE

ADD'L ADDITIONAL

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ANCH ANCHOR

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD ALLOWABLE STRESS DESIGN

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AT/FP ANTI-TERRORISM FORCE PROTECTION

AWS AMERICAN WELDING SOCIETY

BM BEAM

BO BOTTOM OF

BOS BOTTOM OF STEEL

BOT BOTTOM

BP BASE PLATE

BR BRACING

BRG BEARING

BTWN BETWEEN

CJ CONSTRUCTION JOINT

CL, CENTER LINE

CL COLLATERAL LOAD

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONNX CONNECTION

CONT CONTINUOUS

COORD COORDINATE

CR CENTER OF RADIUS

DBA DEFORMED BAR ANCHOR

DBE DECK BEARING ELEVATION

DEG DEGREE

db DIAMETER BAR

DIA DIAMETER

DL DEAD LOAD

DN DOWN

DWLS DOWELS

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATION

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXP EXPANSION

ºF/C DEGREES FAHRENHEIT/CELSIUS

FF FINISH FLOOR

FFE FINISHED FLOOR ELEVATION

FIN FINISH

FLR FLOOR

FLG FLANGE

FND FOUNDATION

FT FOOT/FEET

FTG FOOTING

FS FAR SIDE

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

HORIZ HORIZONTAL

IBC INTERNATIONAL BUILDING CODE

IN INCH/INCHES

JB JOIST BEARING

JST JOIST

JT JOINT

LBS POUNDS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LRFD LOAD AND RESISTANCE FACTOR DESIGN

LSH LONG SIDE HORIZONTAL

LSSH LONG SLOTTED HOLES

MBM METAL BUILDING MANUFACTURER

MFR MANUFACTURER

MAT'L MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFG MANUFACTURER

MIN MINIMUM

MPH MILES PER HOUR

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OH OPPOSITE HAND

OPNG OPENING

OVS OVERSIZED

PERIM PERIMETER

PL PLATE

± PLUS/MINUS

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POINT

REF REFER

REINF REINFORCE/REINFORCING

ABBREVIATIONS REQ'D REQUIRED

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SF SQUARE FEET

SIM SIMILAR

SJ SAWCUT JOINT

SJI STEEL JOIST INSTITUTE

SL SNOW LOAD

SSLT SHORT SLOTTED HOLES

SSMA STEEL STUD MANUFACTURERS

ASSOCIATION

STD STANDARD

STIFF STIFFENER

TO TOP OF

TOF TOP OF FOUNDATION/FOOTING

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WL WIND LOAD

WP WORKING POINT

WWF WELDED WIRE FABRIC

WWR WELDED WIRE REINFORCEMENT

MATERIAL DESIGN VALUES:

CONCRETE (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS,

NORMAL WEIGHT, UNLESS NOTED OTHERWISE)

SLABS ON GRADE, STRUCTURAL SLABS,

AND FOUNDATIONS ................................................... 4,000 PSI

CONCRETE REINFORCEMENT(MINIMUM YIELD STRENGTH)

ALL DEFORMED BARS, UNLESS NOTED OTHERWISE.

(ASTM A615, GRADE 60)..................................... fy = 60,000 PSI WELDED WIRE FABRIC (ASTM A185).......................... fy = 60,000 PSI SMOOTH BARS (ASTM A82).......................................... fy = 70,000 PSI DEFORMED BAR ANCHORS (ASTM A706)................... fy = 60,000 PSI

STRUCTURAL STEEL (MINIMUM YIELD STRENGTH)

WIDE FLANGES (ASTM A992 OR A572, GR. 50)......... Fy = 50,000 PSI HSS ROUND (ASTM A500, GRADE C).......................... Fy = 46,000 PSI

HSS SQUARE (ASTM A500, GRADE C)........................ Fy = 50,000 PSI PIPES (ASTM A53, GRADE B)....................................... F y = 35,000 PSI

ALL OTHER SHAPES AND PLATES

UNLESS NOTED OTHERWISE (ASTM A36)......... Fy = 36,000 PSI

ANCHOR RODS

(ASTM F 1554, WELDABLE GRADE 55)................ Fy = 55,000 PSI

COLD FORMED STRUCTURAL SHAPES............................. Fy = 33,000 PSI (MIN)

MISCELLANEOUS NOTES:

1.

2.

3.

4.

STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION

WITH PROJECT SPECIFICATIONS AND ALL OTHER DISCIPLINE

CONSTRUCTION DOCUMENTS.

IF THERE IS CONFLICTING INFORMATION, THE MORE

STRINGENT SHALL BE ASSUMED. IF THERE IS NOT A CLEAR

INTENT, CONTACT THE ARCHITECT/ENGINEER OF RECORD.

GENERAL NOTES AND TYPICAL DETAILS APPLY TO THE

ENTIRE PROJECT AND CONVEY ENGINEERING INTENT.

SPECIFIC DETAILS ARE NOT DRAWN FOR EVERY CONDITION

OF CONSTRUCTION OR ASSEMBLY. MANY CONDITIONS

SIMILAR TO THOSE DEPICTED EXIST AND THOSE SIMILAR

CONDITIONS ARE INCLUDED IN THE CONTRACT SCOPE OF

WORK. THE CONTRACTOR SHALL INCLUDE COST OF THE

WORK FOR THESE SIMILAR CONDITIONS. FUTURE

CLARIFICATION OF DETAILS SHALL NOT BE THE BASIS OF

ADDITIONAL COMPENSATION FOR THE CONTRACTOR.

REFERENCE DATUM ELEVATION 100'-0" IS EQUAL TO THE

ACTUAL FINISH FLOOR ELEVATION PROVIDED BY CIVIL.

REFERENCED ELEVATIONS ARE BASED ON THIS DATUM

ELEVATION.

SOILS/FOUNDATION NOTES:

1.

2.

3.

4.

5.

6.

FOUNDATION RECOMMENDATIONS ARE BASED ON THE

GEOTECHNICAL REPORT PREPARED BY ROCK ENGINEERING

AND TESTING LABORATORY, INC. DATED MAY 28, 2019 FOR

PROPOSED AIRCRAFT CORROSION CONTROL FACILITY, KELLY

FIELD ANNEX, SAN ANTONIO, TEXAS, PROJECT NO.:219147.

ALLOWABLE UNDERREAMED DRILLED PIER FOUNDATION

CAPACITY (WITH MIN. 17 FT BELOW EXISTING GRADE):

END BEARING ………………………………..12,000 PSF

FLOOR SLABS SHALL BE CONSTRUCTED ON 12" CARTON

VOID FORMS. THE BUILDING SLAB SHALL BE PLACED OVER A

VAPOR RETARDER AS SPECIFIED IN THE SPECIFICATIONS.

AFTER EXCAVATING, FOOTINGS SHOULD BE INSPECTED AND

CONCRETE PLACED AS QUICKLY AS POSSIBLE TO AVOID

EXPOSURE TO WETTING AND DRYING.

WATER SHOULD NOT BE ALLOWED TO COLLECT IN THE

EXCAVATIONS OR NEAR THE FOUNDATIONS AND FLOOR SLAB

AREAS OF THE BUILDINGS DURING CONSTRUCTION.

FOUNDATION DESIGN IS BASED ON PRELIMINARY METAL

BUILDING REACTIONS. THE GC SHALL SUBMIT FINAL METAL

BUILDING REACTIONS PRIOR TO OR AT THE SAME TIME OF

SUBMITTING THE REINFORCING SUBMITTAL FOR

FOUNDATIONS. THE FOUNDATIONS WILL BE RE-EVALUATED

USING THE FINAL REACTIONS.

CONSTRUCTION NOTES:

1.

2.

3.

4.

5.

6.

7.

ALL DIMENSIONS AND ELEVATIONS RELATED TO EXISTING

STRUCTURES MUST BE VERIFIED IN THE FIELD AS REQUIRED

FOR NEW CONSTRUCTION. SIGNIFICANT DISCREPANCIES

SHALL BE REPORTED TO THE ARCHITECT/ENGINEER OF

RECORD.

THE SPECIFIED DIMENSIONS ON THE DRAWINGS SHALL

GOVERN, SCALING DRAWINGS IS AT THE RISK OF THE

CONTRACTOR.

ALL INTERFERING PIPES, UTILITIES, AND FIXTURES WILL BE

RELOCATED BY CONTRACTOR AS REQUIRED.

THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL

SHORING, PROPS, AND GUYS REQUIRED FOR THE

TEMPORARY SUPPORT OF THE EXISTING STRUCTURE AND

REMOVE SAME AFTER COMPLETION.

THE CONTRACTOR IS HELD RESPONSIBLE FOR PROTECTION

OF PERSONNEL AND EQUIPMENT DURING THE COURSE OF

OPERATIONS ACCORDING TO CURRENT SAFETY

REGULATIONS.

THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER COPIES

OF SHOP DRAWINGS OF ALL NEW WORK TO THE ENGINEER

OF RECORD FOR REVIEW.

THE CONTRACTOR SHALL REPAIR ALL EXISTING WORK WHICH

HAS BEEN DAMAGED BY HIS CONSTRUCTION OPERATIONS

AND REMOVE ALL DEBRIS FROM THE SITE AFTER

COMPLETION OF THE PROJECT.

5801 Broadway Extension, Suite 500 Oklahoma City, OK 73118-7436

405.840.2931 | fsb-ae.com

Frankfurt-Short-Bruza Associates,P.C.

20190320

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

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C :\U sers\nolm stead\D ocum ents\90320_Stru_nolm steadFK74B.rvt 09/09/24 16:52:18

2 AUGUST 2024

S-001

GENERAL NOTES

BJW

CGH

CGH

1 ADDENDUM 03 09/09/2024