20_ITEM 01.3-6_ADD 02_02700S-001.pdf

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

CFMF COLD FORMED METAL FRAMING

CJ CONSTRUCTION JOINT

CENTER LINE

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

IMWP INSULATED METAL WALL PANEL

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

NSG NON-SHRINK GROUT

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

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

TC TENSION CONTROL

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

ABBREVIATIONS DESIGN CRITERIA:

GOVERNING BUILDING CODE: IBC 2018

BUILDING RISK CATEGORY: III

DESIGN LOADS:

DEAD LOADS:

ROOF SYSTEM ...................................................... 20 PSF SUPERIMPOSED

FUTURE PHOTOVOLTAIC PANELS ...................... 10 PSF

FRAMING................................................................. ACTUAL WEIGHT OF MATERIALS, UNLESS NOTED OTHERWISE

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

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

MISCELLANEOUS .................................................. 5 PSF

MECHANICAL/ELECTRICAL/PLUMB...................... 5 PSF

LIVE LOADS:

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

TRAFFIC LOAD AT HANGAR ................................. F-35 (70400 LBS)

SNOW LOAD: (ASCE 7-16 AND WBDG WEBSITE)

BASIC GROUND SNOW LOAD, (Pg)....................... 30 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).................................... 1.10 FLAT ROOF SNOW, (Ps).......................................... 23.1 PSF

WIND LOAD: (ASCE 7-16 AND WBDG WEBSITE)

BUILDING DESIGN:

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

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

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

BUILDING ENCLOSURE CATEGORY....................... ENCLOSED ADMIN

PARTIALLY ENCLOSED HANGARS

SEISMIC DESIGN DATA: (ASCE 7-16 AND WBDG WEBSITE)

SHORT PERIOD ACCELERATION, Ss ................... 0.074 g LONG PERIOD ACCELERATION, S1...................... 0.048 g

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

SITE COEFFICIENT, Fa .......................................... 1.6 SITE COEFFICIENT, Fv .......................................... 2.4 DESIGN SPECTRAL ACCELERATION, SDs .......... 0.079 g DESIGN SPECTRAL ACCELERATION, SD1 .......... 0.077 g

SEISMIC DESIGN CATEGORY .............................. B

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

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

DETAILED FOR SEISMIC RESISTANCE

(HANGARS)

INTERMEDIATE REINFORCED

MASONRY SHEAR WALLS

(LOW ROOF AREA)

DESIGN BASE SHEAR............................................ 50 kips (LOW ROOF AREA) 16 kips (SINGLE BAY HANGAR) 20 kips (TWO BAY HANGAR)

R=3.0, Ω=3.0, Cd=3.0, I=1.25, Cs=0.033 (HANGARS) R=3.5, Ω=2.5, Cd=2.25, I=1.25, Cs=0.028 (LOW ROOF AREA)

TEMPERATURE:

STRUCTURE SHALL BE ANALYZED FOR T = +37,-53 °F (90 °F TOTAL ΔT )

MATERIAL DESIGN VALUES:

CONCRETE

ALL FOUNDATIONS AND NON HANGAR BAY SLABS ON GRADE

MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS

AND NORMAL WEIGHT CONCRETE ...................... 4,000 PSI

HANGAR BAY PAVEMENTS

FLEXURAL STRENGTH AT 90 DAYS .........................650 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 PIPES (ASTM A500, GRADE B)...................................... Fy = 42,000 PSI TUBES (ASTM A500, GRADE B)..................................... Fy = 46,000 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. REFERENCE DATUM ELEVATION 100'-0" IS EQUAL TO THE ACTUAL

FINISH FLOOR ELEVATION PROVIDED BY CIVIL. REFERENCED

ELEVATIONS ARE BASED ON THIS DATUM ELEVATION.

2. 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.

CONSTRUCTION NOTES:

1. ALL INTERFERING PIPES, UTILITIES, AND FIXTURES WILL BE

RELOCATED BY CONTRACTOR AS REQUIRED.

2. THE CONTRACTOR IS HELD RESPONSIBLE FOR PROTECTION OF

PERSONNEL AND EQUIPMENT DURING THE COURSE OF

OPERATIONS ACCORDING TO CURRENT SAFETY REGULATIONS.

3. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER COPIES OF

ALL SHOP DRAWINGS OF NEW WORK FOR APPROVAL.

4. 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.

SOILS/FOUNDATION NOTES:

1. FOUNDATION RECOMMENDATIONS ARE BASED ON THE

GEOTECHNICAL REPORT PREPARED BY GESTRA DATED

SEPTEMBER 10, 2020 FOR PROPOSED AIR NATIONAL GUARD

F-35 HANGAR FACILITY, TRUAX FIELD, MADISON, WISCONSIN,

PROJECT NO.: M20046-10.

2. THE ALLOWABLE SOIL BEARING PRESSURE IS 1500 PSF.

SHALLOW FOOTINGS SHALL BEAR AT LEAST 48 INCHES BELOW

FINAL GRADE FOR FROST PROTECTION AND SHALL HAVE A

MINIMUM WIDTH OF 18 INCHES FOR CONTINUOUS FOOTINGS AND

24 INCHES FOR SPREAD FOOTINGS.

3. SHALLOW GROUNDWATER (4-5 FEET BELOW THE SURFACE AT

THE TIME OF THE GEOTECHNICAL INVESTIGATION DRILLING) IS A

CONCERN. SEASONAL VARIATIONS IN GROUNDWATER

ELEVATION AND THE NEED TO PLACE FOUNDATIONS AT LEAST

48 INCHES BELOW FINISH GRADE MAY REQUIRE DEWATERING

DURING CONSTRUCTION. FOR EXCAVATIONS EXTENDING BELOW

THE GROUND WATER TABLE A FORMAL DEWATERING PLAN IS

REQUIRED TO LOWER THE GROUND WATER AT LEAST 2 FEET

BELOW THE BOTTOM OF THE EXCAVATION. EXCAVATIONS FOR

SHALLOW FOUNDATIONS MAY ALSO REQUIRE ADDITIONAL

EXCAVATION AND REPLACEMENT WITH OPEN GRADED

GRANULAR FILL OVERLYING A GEOTEXTILE TO PROVIDE A

STABLE WORKING SURFACE.

4. AFTER EXCAVATING, FOOTINGS SHOULD BE INSPECTED AND

CONCRETE PLACED AS QUICKLY AS POSSIBLE TO AVOID

EXPOSURE TO WETTING AND DRYING.

5. WATER SHOULD NOT BE ALLOWED TO COLLECT IN THE

EXCAVATIONS OR NEAR THE FOUNDATIONS AND FLOOR SLAB

AREAS OF THE BUILDINGS DURING CONSTRUCTION.

6. ALL VEGETATION, TOPSOIL, SOFT OR LOOSE SOIL, CONCRETE,

ASPHALT, OLD FOUNDATIONS AND DELETERIOUS MATERIALS

SHALL BE STRIPPED FROM THE BUILDING SITE. STRIPPING AND

UNDERCUTTING SHALL EXTEND A MINIMUM OF 5 FEET BEYOND

THE BUILDING PERIMETER AND THE DEPTH SHALL BE AS

DETERMINED BY THE GEOTECHNICAL ENGINEER.

7. AFTER STRIPPING THE SITE BUT PRIOR TO PLACING FILL THE

SITE SHALL BE COMPACTED. ANY AREAS OF SIGNIFICANT

DEFLECTION DURING COMPACTION MAY BE DISKED, DRIED, AND

RE-COMPACTED IF WEATHER PERMITS, OR REMOVED AND

REPLACED WITH ENGINEERED FILL. AFTER THE INITIAL

COMPACTION THE SITE SHALL BE PROOF ROLLED WITH A 20 TON

TANDEM AXLE DUEL WHEEL DUMP TRUCK. A GEOTECHNICAL

ENGINEER OR THEIR DESIGNATED REPRESENTATIVE SHOULD BE

PRESENT DURING THE PROOF ROLLING PROCESS IN ORDER TO

IDENTIFY SOFT OR UNSTABLE AREAS, IF ANY, AND

SUBSEQUENTLY RECOMMEND REMEDIATION PROCEDURES.

SOFT AREAS OF SUBGRADE THAT DEFLECT MORE THAN 1 INCH

OR SHOW PERMANENT DEFORMATION GREATER THAN 1 INCH

SHALL BE REMEDIATED. WHERE SUBGRADE REMEDIATION IS

NEEDED THE TYPE OF REMEDIATION AND THE DEPTH NEEDED

SHOULD BE DETERMINED AT THE TIME OF CONSTRUCTION

BASED ON DRAINAGE, WEATHER AND SOIL CONDITIONS. REFER

TO THE GEOTECHNICAL REPORT FOR REMEDIATION OPTIONS.

8. AFTER PROOF ROLLING AND ANY REQUIRED REMEDIATION THE

SUBGRADE SOILS SHALL BE SCARIFIED TO A DEPTH OF 8

INCHES, MOISTURE CONTENT ADJUSTED TO WITHIN (+/-) 2

PERCENT THE OPTIMUM MOISTURE CONTENT, AND COMPACTED

TO 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY

DENSITY.

9. AFTER INSPECTION OF THE SUBGRADE, STRUCTURAL FILL

MATERIAL SHALL BE PLACED IN LIFTS BETWEEN 6 AND 12

INCHES. EACH LIFT OF STRUCTURAL FILL MATERIAL SHALL HAVE

THE MOISTURE CONTENT ADJUSTED TO WITHIN (+/-) 2 PERCENT

OF THE OPTIMUM MOISTURE CONTENT, AND COMPACTED TO 95

PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY.

10. THE GEOTECHNICAL ENGINEER SHALL PROVIDE

RECOMMENDATIONS FOR SUITABLE TYPES OF ENGINEERED

FILL. WHERE UNSUITABLE SOILS ARE ENCOUNTERED AT THE

BASE OF THE FOUNDATIONS, SOIL CORRECTION SHOULD

CONSIST OF ADDITIONAL EXCAVATION TO REMOVE THE

UNSUITABLE SOILS TO A DEPTH AS DETERMINED BY THE

GEOTECHNICAL ENGINEER. THESE OVER EXCAVATIONS SHALL

BE FILLED WITH ENGINEERED FILL AS GIVEN IN NOTE 9.

ALTERNATELY A LEAN CONCRETE WITH A MINIMUM

COMPRESSIVE STRENGTH OF 500 PSI CAN BE USED TO FILL THE

OVER-EXCAVATION TO THE BOTTOM OF THE FOUNDATION.

CONCRETE CONSTRUCTION NOTES:

1. ALL DETAILING, FABRICATION AND PLACING OF REINFORCING

BARS, UNLESS NOTED OTHERWISE, SHALL FOLLOW THE LATEST

EDITION ACI DETAILING MANUAL, DETAILS AND DETAILING OF

CONCRETE REINFORCEMENT, ACI MANUAL OF ENGINEERING

AND PLACING DRAWINGS FOR REINFORCED CONCRETE

STRUCTURES, ACI SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS AND THE PROVISIONS OF ACI

"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE"

(ACI 318-APPLICABLE EDITION).

2. UNLESS NOTED OTHERWISE, LAP SPLICES OR EMBEDMENT

LENGTHS SHALL CONFORM TO ACI REQUIREMENTS FOR CLASS B

SPLICES. REFER TO CONCRETE REINFORCEMENT LAP LENGTH

SCHEDULE.

3. UNLESS NOTED OTHERWISE, CONCRETE COVER OVER STEEL

REINFORCEMENT SHALL CONFORM TO MINIMUM REQUIRED BY

ACI 318-APPLICABLE EDITION.

4. AT INTERSECTING FOUNDATIONS AND CURBS EXTEND ALL

HORIZONTAL REINFORCING OF THE INTERSECTING MEMBER

BEYOND THE POINT OF INTERSECTION TO THE OPPOSITE FACE

AND BEND TO A STANDARD 90 DEGREE HOOK, OR PROVIDE

BENT DOWELS OF EQUAL SIZE AND SPACING AND LAP AS

REQUIRED BY NOTE 2 (BUT NOT LESS THAN 24") IN EACH

DIRECTION.

5. AT FOUNDATION AND CURB CORNERS, PROVIDE TOP AND

BOTTOM CORNER BARS. NUMBER, SIZE AND SPACING OF

CORNER BARS SHALL BE EQUAL TO NUMBER, SIZE AND SPACING

OF HORIZONTAL REINFORCING WITH WHICH THEY LAP AND

SHALL EXTEND 40 BAR DIAMETERS IN EACH DIRECTION. IF

REINFORCING MEETING AT THE CORNER IS OF DIFFERENT SIZE,

CORNER BAR SHALL MATCH THE LARGER OF THE BARS. BOTH

LEGS OF CORNER BARS SHALL BE EQUAL LENGTH.

6. TOP AND BOTTOM STEEL REINFORCING OF CONTINUOUS

FOOTINGS SHALL PASS THROUGH THE CONFINED CORE OF THE

COLUMN FOOTINGS. CONTINUOUS FOOTING TIE/STIRRUPS

SHALL START WITHIN 3" OF FACE OF COLUMN FOOTING.

7. ALL REINFORCING SHALL BE SUPPORTED FROM THE INTERIOR

OF THE CONCRETE ELEMENTS. PROVIDE ALL STANDS

REQUIRED TO ADEQUATELY HOLD REINFORCEMENT IN PLACE

DURING CONCRETE PLACEMENT.

8. PROVIDE SLEEVES IN SLABS AND FOUNDATION FOR ALL

PENETRATIONS (DO NOT DRILL). LOCATIONS MUST BE

APPROVED BY ARCHITECT-ENGINEER. REFER TO DETAIL

FOR PIPE PENETRATIONS THROUGH GRADE BEAMS.

9. UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS,

PROVIDE 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES.

10. PROVIDE CONCRETE EQUIPMENT PADS OF SIZE REQUIRED FOR

EQUIPMENT FURNISHED. SEE MECHANICAL AND ELECTRICAL

DRAWINGS FOR NUMBER, SIZE AND LOCATION OF SUCH PADS

ON THE FLOOR SLAB UNLESS OTHERWISE SHOWN. REFER TO

DETAIL FOR REINFORCEMENT INFORMATION.

11. THE SIZE AND LOCATION OF ALL EQUIPMENT PADS, FLOOR PITS,

TRENCH DRAINS AND OPENINGS FOR ALL DUCTS AND PIPES

THROUGH FLOOR SLABS AND FOOTINGS SHALL BE VERIFIED

WITH THE MECHANICAL AND ELECTRICAL CONTRACTORS

REQUIREMENTS PRIOR TO PLACEMENT.

12. ALL CONCRETE SLAB ACCESSORIES (TRENCHES, GRATING,

EMBEDDED ITEMS, ETC.) SHALL BE DESIGNED FOR THE UNIFORM

AND CONCENTRATED LIVE LOADS ON THIS SHEET.

13. LOCALLY SLOPE THE SLAB TO FLOOR DRAINS WITH AN 18"

RADIUS AROUND THE DRAIN BODY. REFER PLUMBING FOR

ADDITIONAL FLOOR DRAIN INFORMATION.

14. REFER TO THE PLUMBING SPECIFICATIONS FOR THE USE OF

SLEEVES AND SEALANTS AT PLUMBING PENETRATIONS

THROUGH THE SLAB ON GRADE AND GRADE BEAM.

15. PROVIDE BOLLARDS AS REQUIRED BY ARCHITECTURAL SHEETS.

REFER TO DETAIL FOR ADDITIONAL INFORMATION.

B3 / S-003

D3 / S-003

B1 / S-003

REINFORCED MASONRY NOTES:

1. ALL CMU SHALL BE 1 OR 2-CELL BLOCK.

2. MASONRY DESIGN STRENGTH, F’m = 2,000 PSI.

3. MINIMUM MORTAR COMPRESSIVE STRENGTH SHALL BE 2,000 PSI

AT 28 DAYS.

4. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL

ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED

CONTINUOUS VERTICAL CELL NOT LESS THAN 2 INCHES BY 3

INCHES IN PLAN DIMENSION.

5. SLAB DOWELS SHALL BE INSTALLED PER THE CMU DETAILS.

POST-INSTALLED BARS WITH EPOXY ARE ALLOWED.

CONTRACTOR TO PROVIDE PRODUCT DATA. EMBEDMENT OF

BAR WITH EPOXY TO DEVELOP 125% OF NOMINAL YIELD STRESS

OF BAR.

6. LOCATION OF CONTROL JOINTS SHALL BE AS SHOWN ON CMU

ELEVATION SHEETS AND DETAILS OF CONTROL JOINTS SHALL

BE AS SHOWN, REFER TO TYPICAL MASONRY DETAILS.

7. REFER TO ARCHITECTURAL DRAWINGS FOR ALL CMU WALL

INFORMATION NOT SHOWN IN STRUCTURAL.

8. AN ADDITIONAL VERTICAL BAR OF THE SAME SIZE AND LENGTH

AS THE NORMAL REINFORCING BAR SHALL BE PLACED:

A. ON EACH SIDE OF CONTROL JOINTS

B. AT ALL WALL INTERSECTIONS OF EXTERIOR WALLS

C. AT ALL DISCONTINUOUS EDGES

D. AT ALL DOOR AND WINDOW JAMS

E. AS SHOWN ON STRUCTURAL DRAWINGS

9. CMU LINTELS SHALL USE THE BARS AS REQUIRED PER TYPICAL

CMU WALL OPENING DETAIL AND CMU LINTEL TYPES, UNLESS

NOTED OTHERWISE. ALL OPENINGS GREATER THAN 2 FEET

SHALL HAVE A LINTEL.

10. CELLS WHICH CONTAIN REINFORCING STEEL SHALL BE FILLED

SOLIDLY WITH 2,000 PSI COARSE GROUT MEETING THE

REQUIREMENTS OF ASTM C476.

11. PROVIDE BOND BEAMS AT ELEVATION 98'-8", 99'-4", 103'-4",

107'-4", EVERY 6TH COURSE UNLESS AT TOP OF WALL. IF AT TOP

OF WALL PROVIDE TOP TWO COURSES AS BOND BEAMS.

REINFORCE 8" CMU BOND BEAMS WITH (1) #5 CONT AND 12" CMU

BOND BEAMS WITH (2) #5 CONT.

STEEL CONSTRUCTION NOTES:

1. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND

ERECTED IN ACCORDANCE WITH THE APPLICABLE EDITIONS OF

THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES" AND THE AISC "SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS", AND AS SUPPLEMENTED BY THESE GENERAL

NOTES IN ADDITION TO THE PROJECT SPECIFICATIONS.

2. THE STEEL CONTRACTOR SHALL FURNISH ERECTION BOLTS AS

REQUIRED FOR FIELD CONNECTIONS.

3. ALL BEAMS THAT ARE REQUIRED TO HAVE CAMBER SHALL BE

FABRICATED WITH CAMBERS UPWARD. BEAMS WITHOUT

SPECIFIED CAMBER SHALL BE FABRICATED SUCH THAT AFTER

ERECTION ANY CAMBER DUE TO ROLLING OR SHOP

FABRICATION IS UPWARD.

4. ALL SHOP AND FIELD WELDS SHALL BE MADE IN ACCORDANCE

WITH THE ANSI/AWS "D1.1 STRUCTURAL WELDING CODE -

STEEL", APPLICABLE EDITION.

5. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE ASTM A325-N

WITH SUITABLE WASHERS AND NUTS.

6. SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED

ANCHORS SHOWN ON THE DRAWING WILL NOT BE PERMITTED.

7. CUTS, HOLES, COPING, ETC. REQUIRED FOR WORK OF OTHER

TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE

IN THE SHOP. CUTS OR BURNING OF HOLES IN STRUCTURAL

STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.

8. THE ERECTION CONTRACTOR SHALL SURVEY ANCHOR RODS

AND REPORT ANY DISCREPANCIES FROM THE CONTRACT

DOCUMENTS TO THE ARCHITECT-ENGINEER. ALL CORRECTIONS

TO WORK MUST BE APPROVED IN WRITING BY THE ARCHITECT-

ENGINEER PRIOR TO THE START OF ERECTION.

9. REFER TO ARCHITECTURE FOR ADDITIONAL MISCELLANEOUS

STEEL NOT SHOWN IN THE STRUCTURAL DRAWINGS.

10. ALL ADDITIONAL FRAMING REQUIRED TO SUPPORT OR BRACE

MECHANICAL OR ELECTRICAL EQUIPMENT OR PIPING NOT

SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE SUPPLIED

BY THE MECHANICAL OR ELECTRICAL CONTRACTOR AT NO

ADDITIONAL COST TO THE OWNER. CONTRACTOR TO CAREFULLY

COORDINATE AND DESIGN BRACING AND SUPPORT STRUCTURES

TO NOT OVERLOAD THE FRAMING SHOWN IN THESE

DOCUMENTS.

STEEL DECK NOTES:

1. ALL STEEL DECK SHALL SPAN A MINIMUM OF (3) SPANS IN THE

DIRECTION SHOWN ON THE FRAMING PLANS.

2. FOR DECK TYPE ORIENTATION AND FASTENER PATTERN REFER

TO THE COMPOSITE ROOF FRAMING PLAN.

3. PIPES, CONDUITS, DUCTS AND OTHERS ITEMS HANGING FROM

ROOF SHALL BE ATTACHED TO THE BOTTOM FLANGE OF A BEAM.

HANGING FROM THE BOTTOM OF DECK IS NOT PERMITTED.

PROVIDE KICKERS FOR SUSPENDED MECHANICAL EQUIPMENT.

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

405.840.2931 | fsb-ae.com

D

SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

FSB2020-270-00

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

DESIGNED BY:

PROJECT MANAGER:

NWC / JBC

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GENERAL NOTES

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1 ADDENDUM 2 06/08/2022

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IS C O NS IN

P R

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S S I O N A L

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GENE O.

BROWN

E-47748

OKLAHOMA CITY

OK