ATTACHMENT 2-DRAWINGS VOLUME 1 STRUCTURAL.pdf

DESIGN CRITERIA:

GOVERNING BUILDING CODE: IBC 2015 WITH OKLAHOMA CITY SUPPLEMENT

BUILDING RISK CATEGORY: III

DESIGN LOADS:

DEAD LOADS:

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

MECH PLATFORMS............................................... 150 PSF

MECHANICAL FLOOR ........................................... 250 PSF

ALL OTHER FLOORS ............................................ 80 PSF

CONCENTRATED POINT LOADS

SLAB ON GRADE (6"X6") ........................... 20,000 LBS

SNOW LOAD: (ASCE 7-10)

BASIC GROUND SNOW LOAD, (Pg)..................... 10 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 SLOPED ROOF SNOW, (Ps)................................. 11 PSF

WIND LOAD: (ASCE 7-10)

BUILDING DESIGN:

BASIC WIND SPEED............................................. 120 MPH

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

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

BUILDING ENCLOSURE CA................................... ENCLOSED BUILDING

SEISMIC DESIGN DATA: (ASCE 7-10)

SHORT PERIOD ACCELERATION, Ss .................. 0.279 g LONG PERIOD ACCELERATION, S1.................... 0.079 g

SOIL SITE CLASS ................................................ C

SITE COEFFICIENT, Fa ....................................... 1.2 SITE COEFFICIENT, Fv ....................................... 1.7 DESIGN SPECTRAL ACCELERATION, SDs ........ 0.159 g DESIGN SPECTRAL ACCELERATION, SD1 ........ 0.072 g

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

IMPORTANCE FACTOR, (Ie) ................................. 1.25 ANALYSIS METHOD............................................... EQUIVALENT LATERAL FORCE

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

DETAILED FOR SEISMIC RESISTANCE

DESIGN BASE SHEAR........................................... 2528 kips R=3.0, =3.0, Cd=3.0, I=1.25, Cs=0.093

TEMPERATURE:

STRUCTURE SHALL BE ANALYZED FOR T = +30,-30 °F (60 °F TOTAL T )

MATERIAL DESIGN VALUES:

CONCRETE (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS,

NORMAL WEIGHT, UNLESS NOTED OTHERWISE)

SLABS ON GRADE AND FOUNDATIONS.................... 4,000 PSI

ALL OTHER STRUCTURAL CONCRETE, U.N.O.......... 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

PIPES (ASTM A500, GRADE B)...................................... FY = 42,000 PSI

TUBES (ASTM A500, GRADE B).................................... FY = 46,000 PSI

ALL OTHER SHAPES, PLATES AND ANCHOR BOLTS

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

BASE PLATE (ASTM A572, GR. 50).............................. FY = 50,000 PSI

ANCHOR RODS (DIAMETER LESS THAN 1 1/2")

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

ANCHOR RODS (DIAMETER EQUAL TO AND GREATER THAN 1 1/2")

(ASTM F 1554, GRADE 105) ................................... FY = 105,000 PSI

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

SOILS/FOUNDATION NOTES:

1. FOUNDATION RECOMMENDATIONS ARE BASED ON THE

GEOTECHNICAL REPORT DATED MARCH 25, 2014 FOR EXISTING

MULTI-PURPOSE BUILDING AT MIKE MONRONEY AERONAUTICAL

CENTER, OKLAHOMA CITY, OKLAHOMA, PROJECT NO.: 731-13165

PREPARED BY BURGESS ENGINEERING AND TESTING INC, 809

NW 34TH STREET, MOORE OK 73160, PHONE NO.: (405) 790-0488

2. AT BASEMENT FLOOR LEVEL, ALLOWABLE SOIL BEARING

PRESSURE OF 22,000 PSF FOR NEW AND EXISTING SHALLOW

FOOTINGS SHALL BE USED. SHALLOW FOOTINGS SHALL BEAR

AT APPROXIMATELY 18'-9" BELOW GROUND/FIRST FLOOR LEVEL.

3. ALLOWABLE PIER FOUNDATION CAPACITY (WITH MIN. 2 FT

SOCKET INTO SHALE):

END BEARING ………………………………. 17,500 PSF

SKIN FRICTION ……………………………… 1,750 PSF

ALL DRILLED PIERS SHALL BE CASED AND ODOT PROTOCOL FOR

CONSTRUCTION OF DRILLED PIER MUST BE FOLLOWED.

4. AT BASEMENT FLOOR LEVEL, FLOOR SLABS SHALL BE

CONSTRUCTED ON COMPACTED MINIMUM 6 INCH THICK

DRAINABLE GRANULAR FILL PLACED ON TOP OF PROPERLY

PREPARED BEDROCK OR STRUCTURAL FILL, AS APPLICABLE.

5. AT GROUND / FIRST FLOOR LEVEL, GRADE BEAMS WITH VOID

FORMS SHALL BE CONSTRUCTED BY FORMING SIDES AND

SUPPLIED WITH SOIL RETAINERS. STRUCTURAL FLOOR SLAB ON

GRADE SHALL BE CONSTRUCTED WITH VOID FORMS AND

REINFORCING BAR SUPPORTED ON CHAIRS.

6. AFTER EXCAVATING, FOOTINGS SHOULD BE INSPECTED AND

CONCRETE PLACED AS QUICKLY AS POSSIBLE TO AVOID

EXPOSURE TO WETTING AND DRYING.

7. WATER SHOULD NOT BE ALLOWED TO COLLECT IN THE

EXCAVATIONS OR NEAR THE FOUNDATIONS AND FLOOR SLAB

AREAS OF THE BUILDINGS DURING CONSTRUCTION.

8. 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.

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

SITE SHALL BE PROOF ROLLED WITH A TANDEM AXLE DUMP

TRUCK (9 TONS/AXLE) OR SIMILAR RUBBER TIRED VEHICLE.

SOILS THAT RUT OR DEFLECT EXCESSIVELY (GREATER THAN 1

INCH) SHALL BE UNDERCUT AND RECOMPACTED IN PLACE OR

REPLACED WITH PROPERLY COMPACTED STRUCTURAL FILL.

THE RECOMPACTED SOIL OR ENGINEERED FILL SHALL BE

MOISTURE CONDITIONED DURING PLACEMENT.

10. AFTER PROOF ROLLING, THE SUBGRADE SOILS SHALL BE

SCARIFIED TO A DEPTH OF 8 INCHES, MOISTURE CONTENT

ADJUSTED TO WITHIN 2 PERCENT ABOVE THE OPTIMUM

MOISTURE CONTENT, AND COMPACTED TO 95 PERCENT OF THE

STANDARD PROCTOR MAXIMUM DRY DENSITY AS DEFINED BY

ASTM D698.

11. STRUCTURAL FILL MATERIAL SHALL BE PLACED IN LIFTS NOT

EXCEEDING 8 INCHES. EACH LIFT OF STRUCTURAL FILL

MATERIAL SHALL HAVE THE MOISTURE CONTENT ADJUSTED TO

WITHIN 3 PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT,

AND COMPACTED TO 98 PERCENT OF THE STANDARD PROCTOR

MAXIMUM DRY DENSITY AS DETERMINED BY ASTM DESIGNATION

D698.

12. BACKFILL ALL TRENCHES AND EXCAVATIONS THAT UNDERMINE

OR ENCROACH ON FOUNDATIONS BEARING ON / IN SHALE PER

NOTE 11.

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. A REGISTERED PROFESSIONAL ENGINEER SHALL BE

RETAINED TO PROVIDE SIGNED AND SEALED CONNECTION

DESIGN DATA FOR BRACING CONNECTIONS AND ANY NON-

STANDARD CONNECTIONS NOT SHOWN IN THESE

CONSTRUCTION DOCUMENTS. DESIGN DATA FOR SIMPLE

SHEAR CONNECTIONS MAY BE SUBMITTED WITHOUT SEAL

AND SIGNATURE OF A PROFESSIONAL ENGINEER. ALL

CONNECTIONS SHALL BE DESIGNED FOR THE LOADINGS

GIVEN ON THESE CONSTRUCTION DOCUMENTS. ALL

DESIGN DATA SHALL BE SUBMITTED PRIOR TO OR WITH

THE STRUCTURAL STEEL SUBMITTALS.

3. CONNECTIONS SHALL BE DESIGNED FOR THE FACTORED

END REACTIONS, AXIAL LOADS AND END MOMENTS

SHOWN ON THE DRAWINGS. WHERE END REACTIONS ARE

NOT SHOWN, CONNECTIONS SHALL BE DESIGNED TO

SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY

SHOWN IN THE " MAXIMUM TOTAL UNIFORM LOAD TABLES"

IN PART 3 OF THE AISC STEEL CONSTRUCTION MANUAL,

14TH EDITION, FOR THE GIVEN BEAM SIZE, SPAN AND

STEEL ASTM SPECIFICATION. THE MINIMUM DESIGN SHEAR

LOAD FOR ANY CONNECTION SHALL BE FOR 15 KIPS

(FACTORED), REGARDLESS OF THE BEAM END REACTIONS

SHOWN ON THE DRAWINGS.

4. ALL CONNECTION PLATES, STIFFENERS, AND BOLTS

SHOWN ON THE DRAWINGS ARE SCHEMATIC ONLY

UNLESS ACTUAL SIZES ARE SPECIFIED. CONTRACTOR

SHALL DESIGN ALL CONNECTIONS, SPLICES, PLATES,

GUSSET PLATES, STIFFENERS, BOLTS, AND WELDS FOR

FORCES INDICATED ON DRAWINGS IN ADDITION TO THE

REQUIREMENTS OF THE AISC DESIGN SPECIFICATION.

5. ALL STEEL CONNECTIONS, GUSSET AND WING PLATES

SHALL BE DESIGNED AND PROVIDED TO DEVELOP

FORCES INDICATED ON DRAWINGS. IN ALL CASES, A

MINIMUM 3/8" PLATE AND A MINIMUM OF (2) BOLTS SHALL

BE PROVIDED. PROVIDE STIFFENER PLATES FOR ALL

WELDED CONNECTIONS OR WING PLATES CONNECTED TO

WEB WHERE THE FORCE IS TRANSVERSE TO THE WEB OF

THE MEMBER WITH THE WING PLATES.

6. THE STEEL CONTRACTOR SHALL FURNISH ERECTION

BOLTS AS REQUIRED FOR FIELD CONNECTIONS.

7. 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.

8. ALL SHOP AND FIELD WELDS SHALL BE MADE IN

ACCORDANCE WITH THE ANSI/AWS "D1.1 STRUCTURAL

WELDING CODE - STEEL", APPLICABLE EDITION.

9. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE ASTM

A325-N WITH SUITABLE WASHERS AND NUTS.

10. SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED

ANCHORS SHOWN ON THE DRAWING WILL NOT BE

PERMITTED.

11. 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.

12. ALL EXTENSION BARS, RUN-OFF PLATES, AND BACKING

BARS USED IN WELDED CONNECTIONS SHALL BE

REMOVED AND THE JOINTS SHALL BE GROUND SMOOTH

WHERE SUCH CONNECTION IS PERMANENTLY EXPOSED

TO VIEW OR IS DESIGNATED AS ARCHITECTURALLY

EXPOSED STRUCTURAL STEEL (AESS). REFER TO

ARHITECTURAL DRAWINGS FOR ALL LOCATIONS

REQUIRING AESS.

13. 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.

14. ALL STRUCTURAL STEEL EMBEDDED IN CONCRETE AND

NOT INSIDE THE BUILDING CONDITIONED ENVELOPE,

SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED

OTHERWISE.

15. 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.

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 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 WALLS 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. REFER TO TYPICAL CONCRETE PLAN DETAIL.

5. PROVIDE CORNER BARS IN BOTH FACES OF ALL EXTERIOR BEAMS AND

WALLS. 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. REFER TO CONCRETE PLAN

DETAIL.

6. TOP STEEL REINFORCING OF FOOTINGS SHALL PASS THROUGH THE

CONFINED CORE OF THE COLUMN FOOTING. BOTTOM STEEL

REINFORCING OF FOOTINGS SHALL PASS THROUGH THE CONFINED

CORE OF THE COLUMN FOOTING. FOOTING TIE/STIRRUPS SHALL START

WITHIN 3" OF FACE OF COLUMN FOOTING.

7. ALL OPENINGS IN CONCRETE WALLS AND ELEVATED SLABS LARGER THAN

1'-0" ON ANY SIDE OR DIAMETER SHALL HAVE A MINIMUM OF (2) #5 BARS (1

EACH FACE) PLACED AT ALL FOUR SIDES OF THE OPENING AND

EXTENDED 2'-6" BEYOND THE EDGE OF OPENING. CORNERS OF ANY SIZE

OPENING SHALL BE REINFORCED WITH (2) #5X5'-0" DIAGONAL BARS (1

EACH FACE).

8. 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.

9. A SINGLE CONCRETE POUR, FOR GRADE BEAMS, CONTINUOUS FOOTINGS

AND WALLS SHALL NOT EXCEED 60 FEET NOR 45 FEET FOR TRENCHES.

CONSTRUCTION JOINTS SHALL BE LOCATED BETWEEN 1/4 POINT AND 1/3

POINT OF A SPAN, WHERE A SPAN IS ASSUMED TO BE THE COLUMN

SPACING. REFER BULKHEAD DETAIL.

10. PROVIDE SLEEVES IN BEAMS, SLABS AND WALLS FOR ALL PENETRATIONS

(DO NOT DRILL). LOCATIONS MUST BE APPROVED BY ARCHITECT-

ENGINEER. PIPE PENETRATIONS THROUGH GRADE BEAMS SHALL NOT

INTERRUPT THE LONGITUDINAL REINFORCEMENT OF THE GRADE BEAMS.

GRADE BEAM PENETRATIONS NEAR PIER SUPPORTS ARE NOT PERMITTED.

11. POST INSTALLED DOWELS AND ANCHORS INTO CONCRETE SHALL USE

HILTI HIT-HY200 OR APPROVED EQUAL, UNLESS NOTED OTHERWISE.

SUBSTITUTION REQUESTS SHALL PROVIDE CALCULATIONS

DEMONSTRATING THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING

THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT UNDER THE

CONDITIONS OF THE PROJECT. SUBSTITUTION REQUESTS SHALL

FURTHER DEMONSTRATE PRODUCT APPLICABILITY BY ICC ESR SHOWING

COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USE,

LOAD RESISTANCE, INSTALLATION CATEGORY, AND ANY OTHER RELEVANT

PROJECT CONDITIONS.

12. UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS, PROVIDE

3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES.

13. 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. MINIMUM THICKNESS SHALL BE 4". MINIMUM

REINFORCING SHALL BE #4 BARS AT 12" ON CENTER EACH WAY. TOOL OR

CHAMFER ALL PAD EDGES.

14. 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.

15. ALL JOINTS IN PITS AND TRENCHES SHALL BE KEYED. WATERSTOPS

SHALL BE INSTALLED IN ALL CONSTRUCTION JOINTS. ALL PITS AND

TRENCHES SHALL BE WATER-PROOFED.

16. ALL CONCRETE SLAB ACCESSORIES (TRENCHES, GRATING, EMBEDDED

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

CONCENTRATED LIVE LOADS ON THIS SHEET.

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

AROUND THE DRAIN BODY. REFER PLUMBING FOR ADDITIONAL FLOOR

DRAIN INFORMATION.

18. REFER TO THE PLUMBING SPECIFICATIONS FOR THE USE OF SLEEVES

AND SEALANTS AT PLUMBING PENETRATIONS THROUGH THE SLAB ON

GRADE.

19. PROVIDE BOLLARDS AS REQUIRED BY ARCHITECTURAL SHEETS.

STEEL DECK NOTES:

1. NORMAL WEIGHT CONCRETE SLABS ON COMPOSITE STEEL

DECK SHALL UTILIZE REINFORCEMENT AT MID-DEPTH OF

THE SLAB, AS INDICATED ON THE PLANS UNLESS NOTED

OTHERWISE.

2. AT ROOF LEVELS, THE DECK SHALL BE ATTACHED TO

SUPPORTS WITH #12 TEKS AT 6 INCHES ON CENTER WITH #

10 TEKS SIDELAP SCREWS AT 12 INCHES ON CENTER. AT

FLOOR LEVELS, THE COMPOSITE DECK SHALL BE

ATTACHED TO SUPPORTS WITH INCH PUDDLE WELDS AT

12 INCHES ON CENTER WITH #10 TEKS SIDELAP FASTENERS

AT 24 INCHES ON CENTER.

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

THE DIRECTION SHOWN ON THE FRAMING PLANS.

4. ROOF STEEL DECK SHALL CONSIST OF 20 GAGE, 1 1/2 INCH

WIDE RIB GALVANIZED DECKING (TYPE B) WITH RIB

SPACING AT 6 INCHES ON CENTER. PROPERTIES SHALL

MEET OR EXCEED THE SDI SPECIFIED MINIMUM.

5. COMPOSITE STEEL DECK SHALL CONSIST OF 20 GAUGE,

1 1/2 INCH GALVANIZED COMPOSITE DECKING (VL) WITH RIB

SPACING AT 6 INCHES ON CENTER. PROPERTIES SHALL

MEET OR EXCEED THE SDI SPECIFIED MINIMUM.

6. DECK FOR FLOOR OPENINGS LARGER THAN 6" IN ANY

DIRECTION (INCLUDING AT SLAB BLOCKOUT AND PIPE

SLEEVE LOCATIONS), SHALL NOT BE CUT UNTIL THE

CONCRETE THAT IS SUPPORTED BY THE DECK HAS CURED

FOR A MINIMUM OF 7 DAYS.

7. IN ADDITION TO THE ATTACHMENT AT SUPPORTING BEAMS

AND JOIST, THE SPECIFIED DECK ATTACHMENT APPLIES AT

BENT PLATES AND ANGLES IN CONTACT WITH THE DECK.

CONSTRUCTION NOTES:

1. ALL DIMENSIONS TO EXISTING STRUCTURES MUST BE

VERIFIED IN THE FIELD BY THE CONTRACTOR AS REQUIRED

FOR NEW CONSTRUCTION.

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

RELOCATED BY CONTRACTOR AS REQUIRED.

3. 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.

4. THE CONTRACTOR IS HELD RESPONSIBLE FOR

PROTECTION OF PERSONNEL AND EQUIPMENT DURING THE

COURSE OF OPERATIONS ACCORDING TO CURRENT

SAFETY REGULATIONS.

5. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER

COPIES OF ALL SHOP DRAWINGS OF NEW WORK FOR

APPROVAL.

6. 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.

DESIGNED BY:

DRAWN BY:

WORK ORDER NO.

OFFICE OF

ISSUED BY

DRAWING NO.

DATE

PREPARED BYREVIEWED BY

REV DATE

APPROVED BY

DESCRIPTION

OF

SHEET NO.

APP'DCHECK

FACILITY MANAGEMENT

AMP-400

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

FEDERAL AVIATION ADMINISTRATION

DECEMBER 20, 2017

405/840-2931 www.fsb-ae.com

13-007860 AMP-400-E-

FRANKFURT SHORT BRUZA

DEPARTMENT OF TRANSPORTATION

5801 BROADWAY EXT., SUITE 500

OKLAHOMA CITY, OKLAHOMA

Work Request Construction No: 13-007860

MPB-24 (MULTI-PURPOSE BUILDING)

RENOVATION

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GENERAL NOTES

TAL

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TAL 37

S-001

S-001

SOIL RETENTION SYSTEM NOTES:

1. THE CONTRACTOR SHALL DESIGN, UTILIZING A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT

IS LOCATED, A SOIL RETENTION SYSTEM ACCORDING TO THE

SCHEMATIC DIMENSIONS, DETAILS AND LOCATIONS SHOWN ON

THE PLANS. THE SOIL RETENTION SYSTEM SHALL BE

INSTALLED IN STRICT CONFORMANCE WITH THE DESIGN. THE

SIGNED AND SEALED RETENTION SYSTEM DESIGN SHALL BE

SUBMITTED FOR RECORD PURPOSES ONLY.

2. THE BASIS OF DESIGN SHALL AT A MINIMUM UTILIZE THE

INFORMATION CONTAINED IN THE PROJECT GEOTECHNICAL

ENGINEER'S LETTER OF ADDITIONAL INFORMATION (PROJECT

NO. 731-13165) DATED AUGUST 16, 2016 PREPARED FOR THIS

PROJECT BY BURGESS ENGINEERING AND TESTING INC, 809

NW 34TH STREET, MOORE OK 73160, PHONE NO.: (405) 790-

0488.

3. THE CONTRACTOR SHALL VERIFY LOCATIONS OF ALL

UNDERGROUND UTILITIES BEFORE INSTALLING ANY OF THE

SOIL RETENTION SYSTEM COMPONENTS OR COMMENCING

ANY EXCAVATION. ANY DISTURBANCE OR DAMAGE TO

EXISTING STRUCTURES, UTILITIES OR OTHER PROPERTY,

CAUSED BY THE CONTRACTOR’S OPERATION, SHALL BE

REPAIRED BY THE CONTRACTOR IN A MANNER SATISFACTORY

TO THE ARCHITECT / ENGINEER AT NO ADDITIONAL COST TO

THE OWNER.

4. THE SOIL RETENTION SYSTEM SHALL BE INSTALLED IN STRICT

CONFORMANCE WITH THE CONTRACTOR’S DESIGN PRIOR TO

COMMENCING ANY RELATED EXCAVATION. IF UNABLE TO

INSTALL THE SOIL RETENTION SYSTEM AS DESIGNED AND

SUBMITTED, THE CONTRACTOR SHALL HAVE THE ADEQUACY

OF THE DESIGN RE-EVALUATED. ANY RE-EVALUATION AND

MODIFICATION TO THE SUBMITTED DESIGN SHALL BE

RESUBMITTED FOR RECORD PURPOSES.

5. WHEN ALLOWED, THE CONTRACTOR MAY ELECT TO CUT OFF A

PORTION OF THE SOIL RETENTION SYSTEM LEAVING THE

REMAINDER IN PLACE. THE REMAINING SOIL RETENTION

SYSTEM SHALL NOT INTERFERE WITH THE NEW

CONSTRUCTION. REMOVED SYSTEM COMPONENTS SHALL

BECOME THE PROPERTY OF THE CONTRACTOR.

6. IF AN OBSTRUCTION IS ENCOUNTERED, THE CONTRACTOR

SHALL NOTIFY THE A/E. THE CONTRACTOR SHALL BREAK UP,

PUSH ASIDE, OR REMOVE THE OBSTRUCTION. AN

OBSTRUCTION SHALL BE DEFINED AS ANY OBJECT (SUCH AS

BUT NOT LIMITED TO, BOULDERS, LOGS, OLD FOUNDATIONS

ETC.) WHERE ITS PRESENCE WAS NOT OBVIOUS OR

SPECIFICALLY NOTED ON THE PLANS PRIOR TO BIDDING. THIS

CONDITION SHALL BE TREATED AS AN “UNKNOWN” CONDITION

AND SHALL BE DEALT WITH ACCORDING TO THE CONTRACT

FOR UNKNOWN CONDITIONS.

7. FLUTES OF THE EXPOSED RETENTION SYSTEM SHALL BE

FILLED WITH LAYERS OF STYROFOAM LAMINATED TO THE

CONTOUR OF THE FLUTE. THIS STYROFOAM LAYER IS TO

PROVIDE A FLAT SURFACE FOR THE INSTALLATION OF

WATERPROOFING MATERIAL BETWEEN THE CONCRETE WALL

AND THE RETENTION SYSTEM.

STRUCTURAL METAL STUD NOTES

1. STRUCTURAL METAL STUDS ARE DEFINED AS STEEL STUDS

USED IN EXTERIOR WALL FRAMING, ROOF FRAMING, INTERIOR

LOAD BEARING AND SHEAR WALLS, AND FASCIA/SOFFIT

FRAMING.

2. STRUCTURAL METAL STUDS SHALL CONFORM TO SSMA (STEEL

STUD MANUFACTURERS ASSOCIATION) CRITERIA.

3. STRUCTURAL METAL STUD MATERIAL SHALL HAVE THE

FOLLOWING MINIMUM PROPERTIES FOR EXTERIOR WALLS:

600S162-54 (16 GA)

A = 0.556 IN^2, Ixx = 2.86 IN^4 Sx = 0.953 IN^3, Fy = 50 KSI (MIN)

4. BRIDGING SHALL BE INSTALLED AS REQUIRED BY THE

MANUFACTURER, BUT NOT SPACED MORE THAN 4'-0" ON

CENTER.

5. ALL WELDING SHALL CONFORM TO THE PROVISIONS OF AWS

D1.1 AND ANSI/AWS D1.3. WHERE THE WELD THROAT IS NOT

SHOWN ON THE DRAWINGS, THE WELD SHALL BE AT LEAST AS

LARGE AS THE THICKNESS OF THE THINNEST SHEET JOINED.

ALL WELDS SHALL PROVIDE COMPLETE FUSION OF THE

SHEETS WITHOUT "BLOWOUTS."

6. AT TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE

SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT

OR THEY SHALL BE SPLICE WELDED TOGETHER.

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

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

DEMO DEMOLISH, DEMOLITION

db DIAMETER BAR

DIA DIAMETER

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DTL DETAIL

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

EXST EXISTING

EXIST EXISTING

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

ABBREVIATIONSREINFORCED MASONRY NOTES:

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

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

AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNIT

SHALL BE 2,800 PSI.

3. MINIMUM MORTAR COMPRESSIVE STRENGTH SHALL BE 1,800 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.

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. VERTICAL WALL REINFORCING SHALL USE THE BARS AS

REQUIRED IN THE MASONRY WALL SCHEDULE. VERTICAL

REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE TOP OF

THE SLAB TO EMBED AT LEAST 6 INCHES INTO FLOOR OR ROOF

DIAPHRAGM BOND BEAM. LAP SPLICES OF 60 BAR DIAMETERS

ARE PERMITTED. DIAPHRAGM BOND BEAMS SHALL BE DEFINED

AS THE BOND BEAM AT THE FLOOR/ROOF LEVEL OR WHERE

ANGLE KICKERS ARE PROVIDED.

9. BOND BEAM REINFORCING SHALL USE THE BARS AS REQUIRED

IN THE MASONRY WALL SCHEDULE AND SHALL RUN

CONTINUOUS THROUGHOUT. CORNER BARS SHALL BE

PROVIDED AND LAP SPLICES OF 40 BAR DIAMETERS ARE

PERMITTED. BOND BEAMS SHALL EXIST AT THE BOTTOM, TOP,

AND INTERMEDIATE (EVERY 6TH COURSE OR CLOSER PER

DETAILS). COORDINATE WITH ARCHITECTURAL REQUIREMENTS.

10. 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

11. 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.

12. CELLS WHICH CONTAIN REINFORCING STEEL SHALL BE FILLED

SOLIDLY WITH 3,000 PSI COARSE GROUT MEETING THE

REQUIREMENTS OF ASTM C476.

13. POST-INSTALLED DOWEL OR ANCHOR APPLICATIONS INTO

GROUTED MASONRY SHALL USE HILTI HY-70 OR APPROVED

EQUAL, UNLESS NOTED OTHERWISE. SUBSTITUTION REQUESTS

SHALL PROVIDE CALCULATIONS DEMONSTRATING THE

SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE

PERFORMANCE VALUES OF THE SPECIFIED PRODUCT UNDER

THE CONDITIONS OF THE PROJECT. SUBSTITUTION REQUESTS

SHALL FURTHER DEMONSTRATE PRODUCT APPLICABILITY BY

ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING

CODE FOR SEISMIC USE, LOAD RESISTANCE, INSTALLATION

CATEGORY, AND ANY OTHER RELEVANT PROJECT CONDITIONS.

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.

REQ'D REQUIRED

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SF SQUARE FEET

SIM SIMILAR

SJ SAWCUT JOINT

SJI STEEL JOIST INSTITUTE

SL SNOW LOAD

SPEC SPECIFICATION

SSLT SHORT SLOTTED HOLES

SSMA STEEL STUD MANUFACTURERS

ASSOCIATION

STD STANDARD

STIFF STIFFENER

STL STEEL

SW SHEAR WALL

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 (CONT.)

8" Ø STD WEIGHT PIPE

(CONCRETE FILLED) 4'-0"

PROJECTION ABOVE SLAB

CONCRETE SLIGHTLY

ROUNDED

NOTES:

1. POST TO BE PRIMED PRIOR TO SETTING IN CONCRETE.

2. TOP OF BLOCKOUT.

3. SURFACE SHALL MATCH SURROUNDING SURFACE

IN COLOR, TEXTURE, AND TREATMENT.

4. COORDINATE LOCATIONS WITH ARCHITECTURAL.

FINISH BLOCKOUT TO MATCH SLAB

4" C

LR

2'-0"

BOLLARD

BLOCKOUT 2'-0"

TOP OF

EXISTING SLAB

CENTER POST

IN CONCRETE

CONCRETE

ENCASEMENT

TOP OF EXISTING SLAB

VARIES

SUPPORTING MEMBER

OPENING

SUPPORTING MEMBER

L4x3x1/4 LLV FOR SPANS TO 4'-0" L5x3x1/4 LLV FOR SPANS > 4'-0" < 6'-0"

L6x4x3/8 LLV FOR SPANS > 5'-0" < 8'-0" L5x3x1/4 LLV FOR SPANS TO 5'-0"

NOTES:

1. DECK TO BE FASTENED TO ALL ANGLES.

2. PROVIDE ANGLE FRAME FOR ALL OPENINGS

LARGER THAN 6" IN ANY DIRECTION.

L3x3x1/4x0'-4"

(WELD TO SUPPORTING MEMBER)

WELD ALL EXPOSED SURFACES

TYPICAL FOR ROOF OPENING

FRAMES INSTALLED AFTER

STEEL DECK IS IN PLACE

TYP FOR ROOF OPENING

FRAMES INSTALLED BEFORE

STEEL DECK IS IN PLACE 3/16

3/16

TYP

3/16 3/16

TYP

1/4

DESIGNED BY:

DRAWN BY:

WORK ORDER NO.

OFFICE OF

ISSUED BY

DRAWING NO.

DATE

PREPARED BYREVIEWED BY

REV DATE

APPROVED BY

DESCRIPTION

OF

SHEET NO.

APP'DCHECK

FACILITY MANAGEMENT

AMP-400

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

FEDERAL AVIATION ADMINISTRATION

DECEMBER 20, 2017

405/840-2931 www.fsb-ae.com

13-007860 AMP-400-E-

FRANKFURT SHORT BRUZA

DEPARTMENT OF TRANSPORTATION

5801 BROADWAY EXT., SUITE 500

OKLAHOMA CITY, OKLAHOMA

Work Request Construction No: 13-007860

MPB-24 (MULTI-PURPOSE BUILDING)

RENOVATION

M.OWENSBY

TIENG

AI LING

21544 O K L A H O M A

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GENERAL NOTES

TAL

BJW

TAL 38

S-002

S-002

SCALE: NTS

2 TYPICAL BOLLARD DETAIL

SCALE: NTS

1 ROOF FRAMED OPENING

DECK BELOW REFER

TO SCHEDULE

EDGE

EDGE

REFER TO PLAN NOTE

FOR FASTENER TYPE

AND SPACING AT SUPPORT

CENTERLINE OF

SUPPORT MEMBER

BELOW REFER TO

FRAMING PLAN

NOTE: 5/8" PUDDLE WELD 6" OC AT EDGE

SIDELAP FASTENER

TYPE AND SPACING

REFER PLAN NOTES

36" COVERAGE

36/7

PATTERN

TYPE "1"

TYPE "2"

FLOOR DECK

5/8" PUDDLE

WELD AT 12" OC

AT SUPPORTS

#12 TEK SCREWS

AT 6" OC AT

SUPPORTS

ROOF DECK

1.5B

36" COVERAGE

36/4

PATTERN

1.5VL

TRANSVERSE SLAB STEEL

VAPOR RETARDER

REFER SPECIFICATIONS

CUT 3" OUT OF

EVERY OTHER BAR

AT SAW JOINT

LONGITUDINAL

SLAB STEEL

REFER SLAB

PLAN

SEALANTNOTE:

SAW JOINT WITHIN 8 HOURS

AFTER CONCRETE IS PLACED

1/8"

3/ 4"

A T

3" S

LA

B

1/

4" A

T 5"

S

LA

B

MAXIMUM

1 1/2" CLEAR

1" A

T 3"

S

LA

B 2"

A T

5" S

LA

B

R

EF

ER

PL

AN

AT SLABS WITH

FLOOR DRAINS

USE ASTM D1

190 SEALANT

1/8" RADIUS TOOLED

JOINT AT EXPOSED

FLOOR SLABS WITHOUT

FLOOR DRAINS

REF SLAB PLAN

1/4" RADIUS

TOOLED JOINT

GROOVE MAY

BE FORMED

OR SAWED

FORMED JOINT

WITH ZIP STRIPS

3/

4"

7/8"

"T "R

E F

PL

AN

5/8"

7/ 8"

T/

C

LR

EQ

2"

EQ

NOTE:

CONSTRUCTION JOINTS

REQUIRED AT SLAB

COLD JOINTS.

SEALANT

FORMED JOINT

VAPOR RETARDER

REFER SPECS

DIAMOND

PLATE DOWELS

3/8" THICK BY

4 1/2" SQUARE

AT 12" OC

1/4" SAW CUT

1/

4" A

T 5"

S

LA

B

2" A

T 8"

S

LA

B

REF SLAB PLAN

3" A

T 8"

S

LA

B 2"

A T

5" S

LA

B

R

EF

ER

PL

AN

MAXIMUM

3" CLEAR

REFER FOUNDATION

SECTIONS FOR

REINFORCING

INFORMATION

LAPPED TOP BAR

FROM ADJACENT SPAN

LOCATE POUR JOINTS

BETWEEN QUARTER

AND THIRD POINTS OF

CONTINUOUS FOOTING

SPAN

D /3

D /3

D /3

1"

2" 2"

1/

4"

(R

EF

ER

PL

A N

"D

NOTE:

BARS MAY BE CONTINUOUS

ACROSS MORE THAN ONE SPAN.

REFER SCHEDULE FOR GREATER TOP

REINFORCEMENT OF SPANS L1 AND L2

FIRST STIRRUP 3" FROM

FACE OF SUPPORT, UNO

PROVIDE STD

HOOK, TYP

DRILLED PIER

TYPICAL

REFER SCHEDULE

FOR BOTTOM

REINFORCING

FACE OF SUPPORT

FOR ROUND PIER

TYPICAL

FIRST STIRRUP 3" FROM

FACE OF SUPPORT

END OF CLEAR SPAN

TYPICAL

INTERIOR CLEAR SPAN

TYPICAL

INTERIOR CLEAR SPAN

TYPICAL

STIRRUPS SPACED AS SCHEDULED

TYPICAL U.N.O.

WIDTH

D

EP

TH

3" CLR

2" C

LR

3" CLR

A - BARS

B - BARS

STIRRUPS

ELEVATION

SECTION

L1 L2 L3

EQ. EQ.

SPLICE

CLASS B

SPLICE

CLASS B

SPLICE

CLASS B

SPLICE

CLASS B

FACE OF PIER CAP

FACE OF SUPPORT =

0.45 X PIER Ø OR TO

PIER CAP

0.89 X PIER Ø

OR WIDTH OF

TY

P

IC

AL

3" C

LE

AR

TY

P, U N

O 2"

C

LR

LINTEL TYPE 1

40db BEYOND

OPENING, TYP

MINIMUM OF (1) #5

BAR OR LARGER (TYP)

CASE 1

MINIMUM OF (1) #6

OR LARGER (TYP)

AT EACH CELL

LINTEL TYPE 2

CASE 2

LINTEL TYPE 3

CASE 3

LINTEL TYPE 3

MINIMUM OF (1) #7

BAR OR LARGER

AT EACH CELL

CASE 4

NOTES:

CASE 1 APPLIES TO: ALL OPENINGS 2 FEET OR LESS

EITHER DIRECTION.

CASE 2 APPLIES TO: ALL OPENINGS EXCEEDING 2 FEET

BUT NOT MORE THAN 4 FEET EITHER

DIRECTION.

CASE 3 APPLIES TO: ALL OPENINGS EXCEEDING 4 FEET

BUT NOT MORE THAN 5 FEET EITHER

DIRECTION.

CASE 4 APPLIES TO: ALL DOOR OPENINGS EXCEEDING 5 FEET

BUT NOT MORE THAN 6 FEET IN WIDTH

AND NOT EXCEEDING 8 FEET IN HEIGHT.

1. WHERE VERTICAL REINFORCING CONSISTS OF (2) BARS

OR MORE, EACH BAR SHALL BE PLACED IN A SEPARATE CELL.

2. REFER TO DETAIL 6 ON THIS SHEET FOR LINTEL TYPES.

EXTEND REINFORCING 40 db BEYOND OPENING, TYPICAL.

3. PROVIDE DOWELS (REF 5/SB501) AT VERTICAL REINFORCING

AT DOOR OPENINGS. VERTICAL REINFORCING SHALL SPAN

THE FULL HEIGHT OF THE WALL.

MIN1 1/2

2"

(2)-#4X4'-0", TYP

BEND ENDS OF REBAR

AS REQ'D TO CLEAR

OBSTRUCTION

EDGE OF SLAB

AT RE-ENTRANT

CORNER

1/

2" 2"

(2)-#4X4'-0" CENTERED AT

CORNER OF JOINT , TYP

BLOCKOUT JOINTS

AT SLAB ON

GRADE

CJ CJ

SOLID BOTTOM LINTEL UNIT SOLID BOTTOM LINTEL UNIT

#3 AT 6" OC

STD 180° HOOK

TYPICAL AT TOP

SOLID BOTTOM LINTEL UNIT

NOM

8"

(2) #6 BARS(2) #6 BARS

NOM

8"

N O

M

8"

3"

N O

M

IN

AL

1' -4

3"

(2) #6 BARS

N O

M

IN

AL

2' -0

3" 3"

NOM

8"

(2) #6 BARS

LINTEL TYPE 1 LINTEL TYPE 2 LINTEL TYPE 3

DESIGNED BY:

DRAWN BY:

WORK ORDER NO.

OFFICE OF

ISSUED BY

DRAWING NO.

DATE

PREPARED BYREVIEWED BY

REV DATE

APPROVED BY

DESCRIPTION

OF

SHEET NO.

APP'DCHECK

FACILITY MANAGEMENT

AMP-400

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

FEDERAL AVIATION ADMINISTRATION

DECEMBER 20, 2017

405/840-2931 www.fsb-ae.com

13-007860 AMP-400-E-

FRANKFURT SHORT BRUZA

DEPARTMENT OF TRANSPORTATION

5801 BROADWAY EXT., SUITE 500

OKLAHOMA CITY, OKLAHOMA

Work Request Construction No: 13-007860

MPB-24 (MULTI-PURPOSE BUILDING)

RENOVATION

M.OWENSBY

TIENG

AI LING

21544 O K L A H O M A

RE

G

IS

T E

RE

D PROFESSIONAL ENG

INEER

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TYPICAL DETAILS

TAL

BJW

TAL 39

S-003

S-003

SCALE: NTS

1 DECK FASTENER LAYOUT DETAIL

SCALE: NTS

2 DECK TYPES DETAIL

SCALE: NTS

4 SAWED CONTROL JOINT (SJ)

SCALE: NTS

3 CONSTRUCTION JOINT (CJ)

SCALE: NTS

5 BULKHEAD

SCALE: NTS

10 GRADE BEAM REINFORCING

SCALE: NTS

7 CMU OPENING REINFORCING

SCALE: NTS

8 TYP RE-ENTRANT CORNER BAR

SCALE: NTS

9 REINFORCING AT SLAB JOINT

6 LINTEL TYPES

GRID

GRID

11"

1/

2"

4" 4"

1/

2"

1 1/2" 4" 4" 1 1/2"

BASE PLATE

3/4"x11"x0'-11"

W/ (4) 1 5/16" Ø HOLES

PLATE WASHER

1/4"x2"x0'-2" W/

13/16"Ø HOLE, TYP

TOP AND BOT,

(8) TOTAL

3/4" Ø ANCHOR ROD

(EMBED =1'-0") TYP

3/16

TYP

SIDES

HSS 4X4 COLUMN

1/4

BASE PLATE - 1 (BP-1)

GRID

GRID

1'-1"

1' -1

2"

1/ 2"

1/

2" 2"

2" 4 1/2" 4 1/2" 2"

BASE PLATE

1"x13"x1'-1"

W/ (4) 1 13/16" Ø HOLES

PLATE WASHER

3/8"x3"x0'-3" W/

1 1/16"Ø HOLE, TYP

TOP AND BOT,

(8) TOTAL

1" Ø ANCHOR ROD

(EMBED = 1'-2") TYP

3/16

TYP

SIDES

HSS 6X6 AND

HSS 5X5 COLUMN

1/4

BASE PLATE - 2 (BP-2)

GRID

1'-7"

1' -0

2" 8"

2"

2" 4 1/2" 4 1/2" 6" 2"

BASE PLATE

1 1/4"x13"X 1'-7" W/ (6) 1 15/16" Ø

HOLES

PLATE WASHER

3/8"x3"x0'-3" W/ 1 3/16"Ø

HOLE, TYP TOP AND

BOT, (12) TOTAL

1 1/8" Ø ANCHOR ROD

(EMBED = 1'-4") TYP

3/16

TYP, 3

SIDES

HSS 5X5

COLUMN

1/4

BASE PLATE - 5 (BP-5)

GUSSET PLATE

GRID

6" 6"

6 1/2" 1'-0 1/2"

GRID

1'-1"

1' -1

3" 2"

6" 2"

2" 4 1/2" 4 1/2" 2"

BASE PLATE

1"x13"X 1'-1"

W/ (4) 1 13/16" Ø HOLES

PLATE WASHER

3/8"x3"x0'-3" W/ 1 1/16"Ø

HOLE, TYP TOP AND

BOT, (8) TOTAL

1" Ø ANCHOR ROD

(EMBED = 1'-2") TYP

3/16

TYP, 3

SIDES

HSS 5X5 COLUMN

1/4

BASE PLATE - 3 (BP-3)

GRID

3"

6 1/2" 6 1/2"

GRID

1'-2"

1' -2

1/

2"

1/

2"7" 2"

2" 5" 5" 2"

PLATE WASHER

3/8"x3"x0'-3" W/ 1 1/16"Ø

HOLE, TYP TOP AND

BOT, (8) TOTAL

1" Ø ANCHOR ROD

(EMBED = 1'-2") TYP

3/16

TYP, 3

SIDESHSS 6X6

COLUMN

1/4

BASE PLATE - 4 (BP-4)

GRID

1/

2"

1/

2"

7" 7"

BASE PLATE

1 3/8"x14"X 1'-2"

W/ (4) 1 13/16" Ø HOLES

5" 7" 7" 7" 7" 7" 3"

1/

4"

3/ 4"

3"

1/ 4"

3/

4" 3"

1' -1

3'-7" 5" 3'-2"

BASE PLATE

2"x13"X 3'-7"

W/ (10) 2 5/16" Ø HLS

3/16

TYP, 3

SIDES

1 1/2" Ø ANCHOR ROD

(EMBED = 1'-4") TYP

PLATE WASHER

1/2"x3 1/2"x0'-3 1/2"

W/ 1 9/16"Ø HOLE,

TYP TOP AND BOT,

(20) TOTAL5/8" GUSSET

PLATE

HSS8X8

COLUMN

BASE PLATE - 6 (BP-6)

5/16

5 1/2" 8 1/2" 7" 7" 7" 3"

9" 9"

3" 6"

6" 3"

1' -6

3'-2"

5 1/2" 2'-8 1/2"

BASE PLATE 2"x18"X 3'-0"

W/ (8) 2 5/16" Ø HOLES

3/16

TYP, 3

SIDES 1 1/2" Ø ANCHOR ROD TYP,

REFER NOTE 1 BELOW

PLATE WASHER

1/2"x3 1/2"x0'-3 1/2" W/ 1

9/16"Ø HOLE, TYP TOP

AND BOT, (16) TOTAL

5/8" GUSSET

PLATE

HSS 8X8

COLUMN

BASE PLATE - 7 (BP-7)

5/16

5 1/2" 8 1/2" 7" 7" 7" 3"

9" 9"

3" 6"

6" 3"

1' -6

3'-2"

5 1/2" 2'-8 1/2"

BASE PLATE 2"x18"X 3'-0"

W/ (8) 2 5/16" Ø HOLES

3/16

TYP, 3

SIDES

1 1/2" Ø ANCHOR ROD TYP,

REFER NOTE 1 BELOW

PLATE WASHER

1/2"x3 1/2"x0'-3 1/2" W/ 1

9/16"Ø HOLE, TYP TOP

AND BOT, (16) TOTAL

5/8" GUSSET

PLATE

HSS10X4 COLUMN

BASE PLATE - 8 (BP-8)

5/16

NOTE:

1. AT BASE PLATE BP-7 AND 8, LENGTH OF

ANCHOR RODS SHALL BE BASED ON DEPTH

OF EXISTING CONCRETE BEAM OR JOIST WHICH

NEED TO BE FIELD VERIFIED. REFER SECTIONS

ON SHEET SF501 THROUGH SF504.

2. BELOW BASE PLATE BP-7 AND 8, PROVIDE

STEEL SHIM PLATES AS REQ'D FOR ERECTION

PRIOR TO GROUTING. NON SHRINK GROUT

THICKNESS REFER ANCH ROD DETAIL 1/S-005.

GRID

1'-4"

1' -4

2" 6"

6" 2"

2" 6" 6" 2"

PLATE WASHER

3/8"x3"x0'-3" W/ 1 1/16"Ø

HOLE, TYP TOP AND

BOT, (8) TOTAL

1" Ø HILTI HAS ANCHOR ROD

(EMBED = 1'-2" W/ HILTI HIT-HY

200 ADHESIVE), TYP.

PROJ REFER DETAIL 1/S-005

3/16

TYP, 3

SIDES

HSS 8X8

COLUMN

1/4

BASE PLATE - 9 (BP-9)

GRID

8" 8"

8" 8" BASE PLATE

1"x16"X 1'-4"

W/ (4) 1 13/16" Ø HOLES

GRID

1'-4"

1' -4

2" 6"

6" 2"

2" 8 1/2"

1"

4 1/2"

PLATE WASHER

3/8"x3"x0'-3" W/ 1 1/16"Ø

HOLE, TYP TOP AND

BOT, (8) TOTAL

1" Ø ANCHOR ROD

(EMBED = 1'-2") TYP

3/16

TYP, 3

SIDES

HSS 8X8

COLUMN

1/4

BASE PLATE - 10 (BP-10)

GRID

8" 8"

11 1/2" 4 1/2"

BASE PLATE

1"x16"X 1'-4"

W/ (4) 1 13/16" Ø HOLES

3" TY

P

MIN FOUR (4) DWLS UNO. DWL

SIZE MATCH PIER VERTICAL

REINF. PROVIDE STD HOOK AT

TOP AND CLASS "B" TENSION

EMBEDMENT INTO PIER

REFER TO DRILLED PIER

SCHEDULE FOR

REINFORCING SIZE AND

NUMBER UNLESS NOTED

OTHERWISE

3" CLEAR TO TIE

CAGE SPACERS

REQUIRED

TO MAINTAIN

CLEARANCE.

REFER TO DRILLED PIER

SCHEDULE FOR SIZE AND

SPACING OF TIES

PLASTIC SHOE REQUIRED TO

MAINTAIN CLEAR COVER

EQUAL SPACING BETWEEN

LONGITUDINAL REINFORCING

48 BAR Ø LAP

REFER PLAN

SHAFT

DIAMETER

3" TY

P

PILASTER, PIER CAP,

GRADE BEAM OR WALL

DRILLED PIER

(IN PLAN SECTION)

D

ET

AI

LS

R

EF

ER

3"

BOTTOM OF PIER

ELEVATION VARIES.

HIGHEST ELEVATION

REFER DRILLED PIER

SCHEDULE

TOP OF PIER

REFER SCHEDULE

TOP OF PILASTER, PIER

CAP, GRADE BEAM OR

WALL ELEV REFER PLANS

WEATHERED SHALE

ELEVATION VARIES

3' -0

P

1, 6'

-0

P

M

IN

.S O

C K

ET

D

EP

TH

3/4" CHAMFER

TYPICAL

#4 AT 12" OC EACH WAY

R

EF

M

EC

H O

R

PL

AN

NOTES:

1. DRILL AND GROUT #4 DOWELS AT 2'-0" OC

TYPICAL AT PERIMETER, (4) EACH PAD MINIMUM.

2. REFER TO PLANS OR MECHANICAL DRAWINGS FOR

PAD LOCATIONS.

R

EF

PL

AN

V A

R

IE

S (4

"M

IN

IM

U

M

8"

#4 DWLS REF NOTE 1

DESIGNED BY:

DRAWN BY:

WORK ORDER NO.

OFFICE OF

ISSUED BY

DRAWING NO.

DATE

PREPARED BYREVIEWED BY

REV DATE

APPROVED BY

DESCRIPTION

OF

SHEET NO.

APP'DCHECK

FACILITY MANAGEMENT

AMP-400

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

FEDERAL AVIATION ADMINISTRATION

DECEMBER 20, 2017

405/840-2931 www.fsb-ae.com

13-007860 AMP-400-E-

FRANKFURT SHORT BRUZA

DEPARTMENT OF TRANSPORTATION

5801 BROADWAY EXT., SUITE 500

OKLAHOMA CITY, OKLAHOMA

Work Request Construction No: 13-007860

MPB-24 (MULTI-PURPOSE BUILDING)

RENOVATION

M.OWENSBY

TIENG

AI LING

21544 O K L A H O M A

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TYPICAL DETAILS

TAL

BJW

TAL 40

S-004

S-004

SCALE: NTS

1 BASE PLATE TYPES

SCALE: NTS

2 DRILLED PIER

3 TYPICAL HOUSE KEEPING PAD DETAIL

D

IA

E

M

BE

D

PR

O

J

TH

R D

SEE SCHEDULE

3/16

TACK

COLUMN, SEE PLAN

1. ANCHOR RODS SHALL MEET THE REQUIREMENTS OF ASTM F1554

UNLESS NOTED OTHERWISE.

2. ALL ANCHOR RODS SHALL BE FURNISHED WITH HEAVY HEX NUTS AND

PLATE WASHERS OF SPECIFICATIONS COMPATIBLE WITH THOSE OF THE

THREADED SHANKS UNLESS NOTED OTHERWISE.

3. FOR CONVENTIONAL COLUMNS (W & HSS SHAPES) A NUT AND WASHER

SHALL BE PLACED UNDER THE BASE PLATE AND USED FOR LEVELING.

4. HEADED BOLTS MAY BE SUBSTITUTED FOR RODS AS SHOWN.

NOTES:

ANCHOR ROD

SCHEDULE

DIA NSG

< 1" 2" > 1" 3"

*PROJ = BASE PLATE THICKNESS + NSG + WASHER + DIA + 1 1/2"

**THRD = PROJ + 1"

NON SHRINK GROUT (NSG)

TOC

PLATE WASHERS

ADD (1) #4 BAR

MINIMUM CENTERED

ON COLUMN

CONTROL

JOINT

COLUMN & BASE

PLATE PER PLAN ALIGN CORNERS

OF CONTROL

JOINT WITH

CONTRACTION

JOINT

NON-SHRINK

CONCRETE

AROUND

COLUMN

6"

INTERIOR

ADD (1) #4 BAR

MINIMUM CENTERED

ON COLUMN

CONTROL

JOINT

CONTROL

JOINT

COLUMN & BASE

PLATE PER PLAN

CORNER EXTERIOR

ADD (1) #4 BAR

MINIMUM CENTERED

ON COLUMN

NON-SHRINK CONCRETE

AROUND COLUMN

COLUMN & BASE

PLATE PER PLAN

NON-SHRINK CONCRETE

AROUND COLUMN

ALIGN CORNERS OF

CONTROL JOINT WITH

CONTRACTION JOINT

6" 6"

CLASS B

CONCRETE REINFORCEMENT LAP LENGTH SCHEDULE

BAR SIZE TOP BARS* BOTTOM BARS

#4 #5 #6 #7 #8 #9 #10 #11

CLASS B EPOXY COATED

CONCRETE REINFORCEMENT LAP LENGTH SCHEDULE

BAR SIZE TOP BARS* BOTTOM BARS

#4 #5 #6 #7 #8 #9 #10 #11

* GREATER THAN 12" OF CONCRETE BELOW REINF.

1. EPOXY COATED BARS W/ CLEAR COVER > 3db AND CLEARS SPACING > 6db.

2. CONCRETE STRENGTH, F'C = 4,000 PSI.

3. REINFORCING STEEL STRENGTH, FY = 60,000 PSI.

2'-9" 2'-1" 3'-5" 2'-7" 4'-1" 3'-1" 5'-11" 4'-6" 6'-9" 5'-2" 7'-7" 5'-10" 8'-6" 6'-7" 9'-6" 7'-3"

3'-3" 2'-6" 4'-1" 3'-1" 4'-10" 3'-9" 7'-1" 5'-5" 8'-1" 6'-2" 9'-1" 7'-0" 10'-3" 7'-10" 11'-4" 8'-9"

CORNER BARS TO MATCH SIZE AND

SPACING OF REINFORCING. LAP

SPLICE REFER LAP LENGTH

SCHEDULE.

H O

O K

S

TD

HOOK

STD 90°

HOOK

STD 90°

HOOK

STD 90°

COMPONENT AND CLADDING WIND PRESSURES

(LRFD)

OUTWARD PRESSURES (PSF) INWARD PRESSURES (PSF)

1. WIND PRESSURES ARE PERPENDICULAR TO BUILDING SURFACES.

2. PRESSURES SHOWN POSITIVE SIGNIFY INWARD PRESSURE, NEGATIVE SIGNIFY OUTWARD (SUCTION) PRESSURES.

3. REFER TO 4/S-005 ON THIS SHEET FOR COMPONENT ZONE.

4. CORRESPONDING WIND PRESSURES ARE TABULATED BASED UPON TRIBUTARY AREA.

5. COMPONENT ZONE BOUNDARIES CAN BE DETERMINED USING a = 17'-0" (IN ACCORDANCE WITH ASCE 7-10).

6. WIND PRESSURES ARE GIVEN AT THE LRFD LOAD LEVEL (FOR ASD MULTIPLY PRESSURES BY 0.6 PER ASCE 7-10).

7. AT VESTIBULE CURTAIN WALL, USE COMPONENT ZONE 5.

ON WALL

ZONE 4 ZONE 5 ZONE 4 ZONE 5

-38.8 -37.2 -36.2 -35.6 -35.1 -34.0 -33.5 -31.9

-29.8

-31.0 -30.3

-47.7 -44.5 -42.7 -41.4 -40.3 -38.2 -37.2 -34.0

-29.8

-32.1 -30.8

35.8 34.2 33.3 32.6 32.1 31.0 30.5 28.9

26.8

28.0 27.3

COMPONENT AND CLADDING NOTES:

35.8 34.2 33.3 32.6 32.1 31.0 30.5 28.9

26.8

28.0 27.3

TRIBUTARY

AREA

(SF)

0 to 10

>500

ON ROOFON WALLON ROOF

ZONE 2

-65.6 -58.6 -54.5 -51.6 -49.4 -44.6 -42.4 -42.4

-42.4

-42.4 -42.4

ZONE 1

-39.1 -38.1 -37.5 -37.1 -36.8 -36.1 -35.8 -35.8

-35.8

-35.8 -35.8

ZONE 1, 2 AND 3

16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0

ZONE 3

-98.7 -81.7 -71.8 -64.8 -59.3 -47.9 -42.4 -42.4

-42.4

-42.4 -42.4

4 4

5 5

(T Y

P)a

(TYP)

a

3 33

3 2

2 3

2 2

REF NOTE 7

REF NOTE 7

SUPPORTING EXISTING

CONC MEMBER

OPENING

SUPPORTING EXISTING

CONC MEMBER

L3x3x1/4 FOR SPANS TO 2'-6" L4x3x1/4 LLV FOR SPANS > 2'-6" < 4'-0"

L4x3x3/8 LLV FOR SPANS > 2'-6" < 5'-0" L3x3x1/4 FOR SPANS TO 2'-6"

NOTES:

1. SHIM AND GROUT GAP BETWEEN TOP OF STEEL ANGLE AND

EXISTING CONCRETE SLAB.

2. PROVIDE ANGLE FRAME FOR ALL OPENINGS LARGER THAN

8" IN ANY DIRECTION.

3. LOCATE REBAR IN EXISTING CONCRETE MEMBER PRIOR TO

DRILLING FOR ANCHOR EMBEDMENT.

L3x3x1/4x0'-6" (ATTACH TO

EXISTING SUPPORTING MEMBER

W/ (2)-1/2" DIA x 3" EMBED HILTI

HAS ROD AND HIT-HY 200

ADHESIVE)

3/16

3/16

TYP

3/16 3/16

TYP

3"

BOTTOM OF

EXISTING SLAB

DESIGNED BY:

DRAWN BY:

WORK ORDER NO.

OFFICE OF

ISSUED BY

DRAWING NO.

DATE

PREPARED BYREVIEWED BY

REV DATE

APPROVED BY

DESCRIPTION

OF

SHEET NO.

APP'DCHECK

FACILITY MANAGEMENT

AMP-400

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

FEDERAL AVIATION ADMINISTRATION

DECEMBER 20, 2017

405/840-2931 www.fsb-ae.com

13-007860 AMP-400-E-

FRANKFURT SHORT BRUZA

DEPARTMENT OF TRANSPORTATION

5801 BROADWAY EXT., SUITE 500

OKLAHOMA CITY, OKLAHOMA

Work Request Construction No: 13-007860

MPB-24 (MULTI-PURPOSE BUILDING)

RENOVATION

M.OWENSBY

TIENG

AI LING

21544 O K L A H O M A

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WIND DIAGRAM AND TYPICAL DETAILS

TAL

BJW

TAL 41

S-005

S-005

SCALE: NTS

1 ANCHOR ROD

SCALE: NTS

2 SLAB BLOCKOUT - RECTANGULAR

SCALE: NTS

TYPICAL ADD'L REINF AT

CORNERS AND INTERSECTION

SCALE: NTS

4 COMPONENTS AND CLADDING WIND DIAGRAM

N

SCALE: NTS

TYPICAL FRAMED OPENING AT EXISTING

CONC ROOF AND FLOOR

0.7

G.9

2'-9"

1'-9" 1'-0"

1/

2" 5"

1' -0

2" C

LR

TYP

2" CLR

(10)-#8 VERT

#3 TIES AT

14" OC

WALL REINF

PILASTER - 1 (PI-1)

0.8

L.1

4" 6" 8"

1'-6"

9" 9"

1' -6

5/

8"

3/ 8"

5/

8"

PILASTER - 2 (PI-2)

TYP

2" CLR

WALL REINF

#3 TIES AT

12" OC

(8)-#6 VERT

ANCH RODANCH ROD

13.1

P.1 0.7

J

1'-6"

8" 4" 6"

8" 4"

6"

(10)-#7 VERT

#3 TIES AT

14" OC

WALL REINF

PILASTER - 3 (PI-3)ANCH ROD

1' -8

1'-8" 10"

2'-6"

1' -6

TYP

2" CLR

1'-6"

P.2

8" 4"

6"

(6)-#7 VERT

#3 TIES AT

14" OC

WALL REINF

PILASTER - 4 (PI-4)

ANCH ROD

10" 10"

1'-8"

1' -6

TYP

2" CLR

9" 3"

8"

4" 8" 4"

1'-0" 1'-6"

9"

1' -8

2'-6"

ANCH ROD

#3 TIES AT

14" OC

(10)-#7 VERTWALL REINF

P.3

13.1

PILASTER - 5 (PI-5)

0.6

L.1

P.3

13.6

PILASTER - 6 (PI-6)

0.6

L.6

9" 3"

8"

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

10"10"

9"

1' -8

1'-8"

ANCH ROD

#3 TIES AT

14" OC (8)-#7 VERT

6" 4"

8"

1'-0" 5" 8 1/2"

#3 TIES AT

14" OC

P.2

9.9

PILASTER - 7 (PI-7)

2'-1 1/2"

1' -6

ANCH ROD

(8)-#7 VERT

WALL REINF

ADD'L BARS AT

CORNER REF

DTL 3/S-005

ADD'L BARS AT

CORNER REF

DTL 3/S-005

ADD'L BARS AT

CORNER REF

DTL 3/S-005

ADD'L BARS AT

CORNER REF

DTL 3/S-005

ADD'L BARS AT

CORNER REF

DTL 3/S-005

L.6

0.9

PILASTER - 8 (PI-8)

5/

8"

3/ 8"

8"

10"10"

1'-8"

ANCH ROD

#3 TIES AT

14" OC

(8)-#7 VERT

1' -8

WALL REINF

P.1

13.6

1" 1'-4" 1'-0"

GRID

1' -0

3/ 4"

1/

4" C

O N

C W

AL

L

1' -0

"E X

IS

T

COL

C O

L

2'-4" (PILASTER)

4'-9" (BEAM)

1' -6

PILASTER - 9 (PI-9)

#3 TIES AT

14" OC

(10)-#7 VERT, PROVIDE

STD HOOK AT TOP

#4 BENT DWL SPACED

VERTICALLY AT 12" OC. DRILL

AND EMBED INTO EXIST

CONC WALL W/ HILTI HIT HY

200 ADHESIVE

8"

2' -0

TYP

2" CLR

TY

P

2" C

LR TY

P

2" C

LR

TYP

2" CLR

TY

P

2" C

LR

ANCH ROD

7 1/2" AT GRID H-1

5 3/4" TYP

V

ER

IF

Y

4"

TY

P

2 1/2" AT GRID A-8

PILASTER - 10 (PI-10)

GRID

COL

#3 TIES AT

14" OC

(8)-#7 VERT, PROVIDE

STD HOOK AT TOP

6"1'-1"1'-3"

1' -0

3/ 4"

1/

4" C

O N

C W

AL

L

1' -0

"E X

IS

T

C O

L

2'-4" (PILASTER)

4'-9" (BEAM)

1' -6

E M

BE

D

8"

2' -0

TY

P

2" C

LR

6"

2 1/2"

ANCH ROD

#4 BENT DWL SPACED

VERTICALLY AT 12" OC. DRILL

AND EMBED 10" INTO EXIST

CONC WALL W/ HILTI HIT HY

200 ADHESIVE

4" CLRE

M

BE

D

1' -2

EMBED

10"

GRID

2'-4"

1'-2" 1'-2"

1/

2" 5"

1' -0

TY

P

2" C

LR

TYP

2" CLR

(10)-#8 VERT

#3 TIES AT

14" OC

WALL REINF

PILASTER - 11 (PI-11)

ANCH ROD

TY

P

2" C

LR

C

LR

1/

2"

NOTE:

1. TOP OF PILASTER ELEVATION FOR PI-1, 3, 4, 5,

6, 7, 8 AND 11 SHALL BE 99'-4".

2. TOP OF PILASTER ELEVATION FOR PI-2 SHALL

BE 83'-7".

3. TOP OF PILASTER ELEVATION FOR PI-9 AND

10 SHALL BE 99'-0".

4. PROVIDE ADDITIONAL #3 CLOSED TIES AT TOP

OF EACH PILASTER, REFER SECTION 7/SB503.

5. CLEAN, ROUGHEN AND APPLY BONDING AGENT

TO EXISTING CONCRETE SURFACE AT

CONCRETE PILASTER.

GRID

8"

2'-0"

#4 BENT DWL SPACED

VERTICALLY AT 12" OC. DRILL

AND EMBED 10" INTO EXIST

CONC WALL W/ HILTI HIT HY

200 ADHESIVE

10"

EXIST CONC WALL

(4)-#7 AT TOP AND

BOT W/ 1'-0" HOOK

AT EA END

(4)-#7 AT TOP AND

BOT W/ 1'-0" HOOK

AT EA END

#3 CLOSED

STIRRUP AT

9" OC

#3 CLOSED

STIRRUP AT

9" OC

REF NOTE 5 BELOW

E M

BE

D

REF NOTE 5

BELOW

REF NOTE 5

BELOW

EXISTING

REINFORCING

BAR

CUT FACE OF EXISTING

CONC TO BE EXPOSED

REMOVE LOOSE CONC DEBRIS,

PRIME CONC SURFACE W/

BONDING AGENT WELD-CRETE

OR EQUAL AND FILL HOLE W/

REPAIR MORTAR

BACK-GOUGE REBAR AND

APPLY ANTI-CORROSIVE

METAL PRIMER AT EXPOSED

REBAR.EXISTING CONC

NOTE:

DETAIL ABOVE IS FOR EXISTING REINFORCED

CONCRETE WHICH SHALL BE CUT AND EXPOSED

TO VIEW.

1 1/2"

DESIGNED BY:

DRAWN BY:

WORK ORDER NO.

OFFICE OF

ISSUED BY

DRAWING NO.

DATE

PREPARED BYREVIEWED BY

REV DATE

APPROVED BY

DESCRIPTION

OF

SHEET NO.

APP'DCHECK

FACILITY MANAGEMENT

AMP-400

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

FEDERAL AVIATION ADMINISTRATION

DECEMBER 20, 2017

405/840-2931 www.fsb-ae.com

13-007860 AMP-400-E-

FRANKFURT SHORT BRUZA

DEPARTMENT OF TRANSPORTATION

5801 BROADWAY EXT., SUITE 500

OKLAHOMA CITY, OKLAHOMA

Work Request Construction No: 13-007860

MPB-24 (MULTI-PURPOSE BUILDING)

RENOVATION

M.OWENSBY

TIENG

AI LING

21544 O K L A H O M A

RE

G

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T E

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INEER

/1

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6:

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PM

C :\U se rs

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TYPICAL DETAILS

TAL

BJW

TAL 42

S-006

S-006

SCALE: 1" = 1'-0"

1 PILASTER TYPES

0 6" 1' 2'

1" = 1'-0"

2 TYP CUT REBAR PATCHING DETAIL

8 9 10 11 12 13 14 15 16

G

H

J

K

L

M

N

P

16.1

P.2

SF202

'-9

3/ 4"

CMU SHEAR WALL CMU SHEAR WALL

C M

U S

H

EA

R W

AL

L

SF201

SF202

SF201

SF201

SF202

L.6

L.1

K.6

J.3

13.1 13.6

G.9

9.9

P.3

P.1

P.4

11.3 12.6

ELEV

PIT

C M

U S

H

EA

R W

AL

L

ELEV = 84'-3"

TO EXIST SLAB

P2

P2

P2

P2

P2P2

P1P1

25'-0" 23'-4" 1'-8" 25'-0"

5'-2 1/4"

9'-9 3/4" 6'-5 3/4" 3'-6 1/4" 1'-8"

7'-7 5/8" 5'-8 3/8" 10'-0" 25'-0" 12'-11"

9' -4

1/ 2"

1' -1

3/

4" 9'

-1 1/

4" 4'

-1

1/ 4"

'-0

'-0

5' -8

3/ 8"

7' -7

5/ 8"

1' -8

3'

-6 1/

4"

6' -5

3/ 4"

9' -9

3/ 4"

5' -2

1/ 4"

'-0

1'

-8

'-4

SB401

TYP

SB501 TYP

SB502

SB502

SB502

SB501

SB501

SB501

14'-6"

'-6

5' -0

14'-0"

'-0

14'-0"

'-0

5'-0"

83'-3"

T O FTG

EL =

2'-11 1/4" 19'-11" 8'-6 1/4" 6'-6 1/2"

2' -1

1/

2"

'-1

2' -1

1/

2" 1'

-6 1/

4" 7'

-7

2' -1

1/

4"

'-1 1"

2' -1

3/ 4"

'-3

1' -6

3/ 4"

SB501

4 44

EXIST FTG

EXIST FTG

EXIST FTG

EXIST FTG

5'-0"

EXIST FTG

'-6

EXIST FTG

EXIST FTG

5' -0

P.05

1/ 2"

PROVIDE SOIL RETENTION

AND SHORING OF EXISTING

CONCRETE FOOTING. REFER

SOIL RETENTION SYSTEM

NOTES ON SHEET S-002

5' -0

P1P1

3'-6" 18'-0" 3'-6" 23'-4"

MATCH LINE

SEE 1/SB102

M

AT

C H

LI

N

E S

EE

1/

SB

MATCH LINE

SEE 1/SB102

M

AT

C H

LI

N

E S

EE

1/

SB

FOUNDATION PLAN NOTES

1 5" CONC SLAB ON GRADE REINF W/ #4 AT

16" OC EA WAY OVER 10-MIL VAPOR

RETARDER OVER 6" GANULAR FILL. TOP OF

SLAB ELEVATION SHALL MATCH EXISTING

BASEMENT CONC SLAB

2 1'-0" THICK CONC BASEMENT WALL, VERTICAL

AND HORIZONTAL REINF REFER WALL SECTION.

3 5" CONC SLAB REINF W/ #4 AT 16" OC EA WAY

OVER EXISTING ELEVATOR PIT. BACKFILL

BELOW SLAB WITH CRUSHER RUN OR

CRUSHED STONE. TOP OF SLAB ELEVATION

SHALL MATCH EXISTING CONC SLAB.

BP-1 BASE PLATE MARK, REFER BASE PLATE

TYPES 1/S-004

PI-1 PILASTER MARK, REFER PILASTER

TYPES 1/S-006

4 NEW FOUNDATION OR EXTENSION TO EXISTING

FOUNDATION, REFER FOUNDATION SECTION

FOR DETAILS. TOP OF FOOTING ELEVATION =

84'-3", UNLESS NOTED OTHERWISE.

P1 DRILLED PIER MARK, SIZE AND REINF

REFER SCHEDULE ON SHEET SF101

F1 FOOTING MARK, SIZE AND REINF REFER

SCHEDULE ON SHEET SF101

5 8" CMU WALL W/ VERTICAL REINFORCING #5 AT

32" OC AND BOND BEAM REINFORCED W/ (2)-#5

CONT. AT 4'-0" OC, TOP AND BOTTOM OF WALL.

DESIGNED BY:

DRAWN BY:

WORK ORDER NO.

OFFICE OF

ISSUED BY

DRAWING NO.

DATE

PREPARED BYREVIEWED BY

REV DATE

APPROVED BY

DESCRIPTION

OF

SHEET NO.

APP'DCHECK

FACILITY MANAGEMENT

AMP-400

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

FEDERAL AVIATION ADMINISTRATION

DECEMBER 20, 2017

405/840-2931 www.fsb-ae.com

13-007860 AMP-400-E-

FRANKFURT SHORT BRUZA

DEPARTMENT OF TRANSPORTATION

5801 BROADWAY EXT., SUITE 500

OKLAHOMA CITY, OKLAHOMA

Work Request Construction No: 13-007860

MPB-24 (MULTI-PURPOSE BUILDING)

RENOVATION

M.OWENSBY

TIENG

AI LING

21544 O K L A H O M A

RE

G

IS

T E

RE

D PROFESSIONAL ENG

INEER

/1

9/

6:

:3

PM

C :\U se rs

\ta l\D oc um en ts

\M y

Re vi t\6

_S tru c_ ta l.r vt

BASEMENT FOUNDATION SLAB PLAN -

AREA 1

TAL

BJW

TAL 43

SB101

SB101

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

1 BASEMENT FOUNDATION SLAB PLAN - AREA 1

N

KEYPLAN

0 4' 8' 16'

1/8" = 1'-0"

8 9 10 11 12 13 14 15 16

A

B

C

D

E

F

G

H

16.1

25'-0" 23'-4" 1'-8" 25'-0" 5'-2 1/4" 9'-9 3/4" 6'-5 3/4" 3'-6 1/4" 1'-8"

7'-7 5/8" 5'-8 3/8" 10'-0" 25'-0" 12'-11"

1' -9

3/ 4"

CMU SHEAR WALL

C M

U S

H

EA

R W

AL

L

SF201

SF204

SF204

SF204

SF201

13.1 13.6

G.9

9.9 11.3 12.6

EXISTING ELEVATOR

PIT TO REMAIN.

REPLACE EXISTING

ELEVATOR

C M

U S

H

EA

R W

AL

L

STEEL BRACE COL

EXIST LIFT PIT

TO REMAIN

SF201

P2

P2

P2

P2

P2

TO EXIST SLAB

EL =

1' -8

'-4

'-0

'-0

'-0

'-0

'-0

'-0

SB501

SB502 SIM

SB501

SB502

SB502 SIM

14'-6"

'-6

2' -1

1/

2"

84'-3"

2' -1

3/ 4"

'-1

1" 2'

-1

1/ 4"

2' -1

1/

2"

'-1

2' -1

1/

2"

6' -4

1/ 2"

2'-11 1/2" 12'-6 1/2"

2'-3"

SB501

'-0

14'-0"

14'-0"

'-0

6'

-0 " 13'-0"

EXIST FTG

EXIST FTG

5'-0"

EXIST FTG

EXIST CONC FTG

BELOW TO REMAIN

EXIST FTG

EXIST FTG

EXIST RETAINING

WALL FND

EXIST RETAINING

WALL FND

1'-6 3/4"…