W912QR24B0013_CERTFinal_Plans -0002.pdf

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25 SPA. @

15.0' = 375.0'

10 SPA. @

15.0' = 150.0' 20.0'

23 SPA. @

15.0' = 345.0'

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LIMITS OF CONSTRUCTION

SCALE: 1" = 30'

30' 60'0'

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LEGEND:

TYPE A - THICKENED EDGE EXPANSION

JOINT

TYPE A1 - DOWELED CONSTRUCTION

JOINT BETWEEN EXISTING AND

PROPOSED PAVEMENT

TYPE B - TIE BAR CONTRACTION JOINT

TYPE D - DUMMY CONTRACTION JOINT

TYPE E - DOWELED CONSTRUCTION

JOINT

REINFORCED SLAB

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GENERAL NOTES:

1. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS. COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED TO, THE REQUIREMENTS FOR SLEEVES, INSERTS, HOLES, HANGERS, AND ANCHORS. STRUCTURE SHALL BE DESIGNED TO BE SELF SUPPORTING.

2. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO OWNER'S

REPRESENTATIVE PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE AFFECTED. CONTRACT

DOCUMENTS DO NOT INDICATE MEANS AND METHODS.

3. DETAILS TITLED OR NOTED AS "TYPICAL" APPLY NOT ONLY WHERE SPECIFICALLY INDICATED OR

REFERENCED, BUT ALSO IN ALL OTHER CASES WHERE THE NATURE OF THE CONSTRUCTION

REQUIRES THEIR USE. DETERMINE APPLICABILITY OF TYPICAL DETAILS FROM DESCRIPTIVE TITLES OR FROM THE SIMILARITY OF A CONSTRUCTION CONDITION TO ANOTHER CONDITION WHERE THE DETAIL

IS SPECIFICALLY INDICATED OR REFERENCED.

4. PROVIDE TEMPORARY BRACING AND SHORING OF THE STRUCTURE AND COMPONENTS UNTIL ALL COMPONENTS ARE ERECTED AND ALL CONNECTIONS ARE FULLY MADE, AS NECESSARY, TO ENSURE

STABILITY DURING CONSTRUCTION. BRACE ALL WALLS DURING CONSTRUCTION AGAINST WIND

AND/OR CONSTRUCTION LOADS.

5. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [±X'-X"] REFERENCED TO THE FINISHED FIRST FLOOR ELEVATION DATUM [0'-0"]. SEE CIVIL DRAWINGS FOR ACTUAL DATUM

ELEVATION.

6. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS UNDER ANY

CIRCUMSTANCE.

7. NON-STRUCTURAL ELEMENTS OF THE BUILDING (ARCHITECTURAL FINISHES, MASONRY, VENEER AND ASSOCIATED TIES, INSULATION, SHEATHING, DUCTWORK, PIPING, ETC.) ARE TYPICALLY NOT SHOWN ON THE STRUCTURAL DRAWINGS, THEY ARE SHOWN FOR REFERENCE AND DESIGN INTENT ONLY. NON- STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED AS SHOWN ON THE OTHER DISCIPLINE DRAWINGS.

DESIGN CODE NOTES:

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND SPECIFICATIONS:

A. IBC 2015, INTERNATIONAL BUILDING CODE

B. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND STRUCTURES

C. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

D. ACI 360R-10, DESIGN OF SLABS ON GRADE

E. AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

F. AISI S100-07/S2-10, NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS, WITH SUPPLEMENT 2, DATED 2010.

G. UFC 1-200-01, GENERAL BUILDING REQUIREMENTS

H. UFC 3-301-01, STRUCTURAL ENGINEERING

I. UFC 3-310-04, SEISMIC DESIGN OF BUILDINGS

J. UFC 3-320-06A, CONCRETE FLOOR SLABS SUBJECTED TO HEAVY LOADS

K. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS

L. UFC 4-214-02, TACTICAL EQUIPMENT MAINTENANCE FACILITIES (TEMF) STANDARD DESIGN

DESIGN LOAD CRITERIA:

2. FIRST FLOOR LIVE LOADS:

HAZMAT/OIL STORAGE FLOOR 250 PSF

3. ROOF LIVE LOAD: 20 PSF

4. SNOW LOADS:

RISK CATEGORY I

SNOW IMPORTANCE FACTOR, Is 1.0 MINIMUM GROUND SNOW LOAD, Pg 15 PSF SNOW EXPOSURE FACTOR, Ce 0.9 SNOW THERMAL FACTOR, Ct 1.1 ROOF SLOPE FACTOR, Cs 1.0

FROST PENETRATION DEPTH 22 IN

MINIMUM LOW SLOPE ROOF SNOW LOAD, Pm 15 PSF

5. WIND LOADS:

RISK CATEGORY I

WIND IMPORTANCE FACTOR, Iw 1.0

BASIC WIND SPEED, V 115 MPH (ULTIMATE)

WIND EXPOSURE CATEGORY C

GUST EFFECT FACTOR, G 0.85

INTERNAL PRESSURE COEFFICIENTS, GCpi +/- 0.18

COMPONENTS AND CLADDING WIND PRESSURES

WIND PRESSURES SHOWN BELOW SHALL BE USED IN CONJUNCTION WITH LOAD COMBINATIONS

SPECIFIED IN SECTION 2.3 AND 2.4 OF ASCE 7-16.

WIND PRESSURES SHOWN BELOW ARE GROSS ULTIMATE WIND PRESSURES.

POSITIVE/NEGATIVE WIND PRESSURES REPRESENT WIND PRESSURES ACTING TOWARD/AWAY

FROM THE COMPONENT AND CLADDING SURFACES.

EDGE/CORNER ZONES OF 3'-0" SHALL BE USED.

6. SEISMIC LOADS:

RISK CATEGORY I

SEISMIC IMPORTANCE FACTOR, Ie 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss 0.50

MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.20

SITE CLASS D

DESIGN SPECTRAL RESPONSE ACCELERATION, Sds 0.47 DESIGN SPECTRAL RESPONSE ACCELERATION, Sd1 0.27

SEISMIC DESIGN CATEGORY D

SEISMIC ANALYSIS PROCEDURE BY SUPPLIER

SEISMIC-FORCE RESISTING SYSTEM BY SUPPLIER

RESPONSE MODIFICATION FACTOR, R BY SUPPLIER

SEISMIC RESPONSE COEFFICIENT, Cs BY SUPPLIER

7. ANTI-TERRORISM/FORCE PROTECTION CRITERIA:

NEW BUILDING LOCATION GREATER THAN 20 FT FROM INSTALLATION

PERIMETER

BUILDING CATEGORY UNINHABITED BUILDING

DESIGN LEVEL OF PROTECTION (LOP) VERY LOW (VLOP)

CONVENTIONAL CONSTR STANDOFF DISTANCE 56 FT

APPLICABLE EXPLOSIVE WEIGHT CLASS II

PROGRESSIVE COLLAPSE CRITERIA APPLIES NO (<3 STORIES)

EFFECTIVE

WIND AREA

ROOF ZONES WALL ZONES

INTERIOR EDGES CORNERS INTERIOR CORNERS

10 SF

20 SF

50 SF

100 SF

+18 / -55 +16 / -68 +16 / -33 +16 / -17

+18 / -80 +18 / -69 +18 / -55 +18 / -30

+18 / -95 +18 / -95 +18 / -64 +18 / -50

+30 / -32 +28 / -29 +27 / -28 +22 / -25

+30 / -40 +28 / -37 +27 / -34 +25 / -31

FOUNDATION AND SLAB NOTES:

1. FOUNDATIONS FOR THIS PROJECT ARE DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT EVALUATION PROVIDED BY THE LOUISVILLE DISTRICT, DATED JULY 2020.

2. BASED ON THE FOUNDATION REPORT, THE FOUNDATIONS SHALL BE DESIGNED TO BEAR ON SOIL CAPABLE OF SUPPORTING A MAXIMUM NET ALLOWABLE BEARING PRESSURE OF 3,000 POUNDS PER SQUARE (PSF) FOOT FOR COLUMN FOOTINGS AND 1,500 PSF IN FILL AREAS TO CONTROL SETTLEMENT.

CONTINUOUS WALL FOOTINGS SHALL BE SIZED FOR A MAXIMUM NET ALLOWABLE BEARING PRESSURE OF 2,500 PSF. WHERE A TOP OF FOOTING ELEVATION IS NOT SHOWN ON PLANS, ALL FOUNDATION WORK SHALL BE CONSTRUCTED TO BEAR AT OR BELOW THE FROST DEPTH OF 22" AS INDICATED IN

UFC 3-301-01.

3. THE CONTRACTOR SHALL HIRE AN INDEPENDENT TESTING LABORATORY AND GEOTECHNICAL

ENGINEER, REGISTERED AND LICENSED IN THE STATE WHERE THE WORK WILL BE ACCOMPLISHED, TO

VERIFY THAT ALL PLANS AND SPECIFICATIONS HAVE BEEN FOLLOWED AND ACCOMPLISHED.

4. ALL EXCAVATION SHALL BE PERFORMED SO THAT THE SITE AND AREA IMMEDIATELY SURROUNDING THE SITE WHICH AFFECTS CONSTRUCTION OPERATIONS WILL BE CONTINUALLY AND EFFECTIVELY DRAINED. THE CONTRACTOR SHALL PROVIDE DRAINAGE AND DEWATERING AS REQUIRED TO ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH SUBGRADE SOILS REMAINING DRY AND

FIRM UNTIL AFTER FOOTINGS ARE PLACED AND BACKFILLED. REMOVAL OF SURFACE WATER,

GROUNDWATER, AND ANY PERCHED WATER CONDITIONS THAT MIGHT BE ENCOUNTERED DURING

EXCAVATIONS SHALL BE ACCOMPLISHED BY APPROVED MEANS. REFER TO SPECIFICATION 31 00 00, EARTHWORK, FOR ADDITIONAL REQUIREMENTS.

5. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADES.

6. ENSURE THAT EARTH-FORMED FOOTINGS CONFORM TO THE SHAPE, LINES, AND THICKNESS

INDICATED ON THE FOUNDATION PLAN, SECTIONS, AND FOOTING SCHEDULES. EXCAVATION WIDTHS

SHALL BE A MINIMUM OF 4" GREATER THAN DIMENSIONS INDICATED.

7. DO NOT INSTALL FOUNDATIONS UNTIL FOUNDATION WORK HAS BEEN COORDINATED WITH ADJACENT

UNDERGROUND UTILITIES.

8. FOOTINGS SHALL BE LOWERED AS REQUIRED TO PASS UNDER UTILITY LINES. IN LIEU OF STEPPED FOOTINGS, PIPE SLEEVES THROUGH FOOTINGS MAY BE PROVIDED AS NECESSARY ACCORDING TO ACI 318-14.

9. PLACE 10 MIL VAPOR RETARDER AND 6" CAPILLARY WATER BARRIER UNDER ALL SLABS-ON-GRADE.

10. ALL 8" SLAB-ON-GRADE CONSTRUCTION JOINTS SHALL BE DOWELED CONSTRUCTION JOINTS.

SEE DOWELED CONSTRUCTION JOINT DETAILS.

11. WHERE SLABS OF VARYING THICKNESS ABUT AND SLAB SAW JOINTS ARE WITHIN 24" OF DETAIL

CENTERLINE, LOCATE SLAB SAW JOINT IN SLAB OF LESSER THICKNESS.

12. DURING CONSTRUCTION, ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S PROFESSIONAL GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE, CONCRETE CONSTRUCTION NOTES:

1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-14) AND THE SPECIFICATIONS FOR

STRUCTURAL CONCRETE (ACI 301-16) OF THE AMERICAN CONCRETE INSTITUTE (ACI).

2. ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN MINIMUM 28-DAY COMPRESSIVE STRENGTH (f'c) OF 4000

PSI.

3. CONCRETE SHALL BE NORMAL WEIGHT WITH A DENSITY OF 140 PCF TO 150 PCF UNLESS NOTED

OTHERWISE ON PLANS.

4. CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M.

SHOP FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.

5. WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A1064/A1064M. PROVIDE SHEET-TYPE WELDED WIRE REINFORCEMENT. SHEET LAPS SHALL BE TIED AND LAPPED ONE FULL MESH SPACING

PLUS 2".

6. CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE INDICATED.

CONTINUOUS REINFORCING STEEL SHALL BE SPLICED AS INDICATED BELOW. REINFORCING STEEL SHALL BE PLACED SO THAT SPACING IS NOT GREATER THAN OR EQUAL TO 2h or 18".

SPLICE BARS AS SHOWN BELOW:

A. #4 BAR HORIZONTAL SPLICE LENGTH = 33"

B. #5 BAR HORIZONTAL SPLICE LENGTH = 41"

C. HOOKED BAR DEVELOPMENT LENGTH = 7" FOR #4 BARS AND 9" FOR #5 BARS.

7. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED. IN NO CASE SHALL

REINFORCEMENT COVER BE LESS THAN THE REQUIREMENTS OF ACI 301.

A. CONCRETE DEPOSITED AGAINST THE GROUND 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2"

C. SLABS AND WALLS (NOT EXPOSED TO EARTH OR WEATHER) 1"

8. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90° HOOK A MINIMUM OF 12 BAR DIAMETERS IN LENGTH, UNLESS OTHERWISE NOTED. STIRRUPS, TIES, AND 180° HOOKS SHALL

CONFORM TO THE REQUIREMENTS OF ACI 318.

9. PROVIDE 1/2" THICK PRE-MOLDED JOINT FILLER MATERIAL WHERE SLABS ON GRADE ABUT VERTICAL

SURFACES.

10. ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED AND MAINTAINED

SECURELY IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

11. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, ANCHORS, RECESSES AND OTHER EMBEDDED

ITEMS UNLESS OTHERWISE INDICATED. REINFORCEMENT SHALL NOT BE CUT TO FACILITATE

PLACEMENT OF EMBEDDED ITEMS, UNLESS INDICATED.

12. NO CONCRETE SHALL BE PLACED UNTIL THE OWNER OR THE OWNER'S DESIGNATED

REPRESENTATIVE HAS INSPECTED ALL EMBEDDED WORK, INCLUDING REINFORCEMENT.

13. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" OR AS INDICATED.

14. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS EFFECTIVELY

COATED OR COVERED TO PREVENT ALUMINUM-CONCRETE REACTION AND ELECTROLYTIC ACTION

BETWEEN ALUMINUM AND STEEL.

15. CONCRETE SLAB ON GRADE JOINTS INDICATED ARE DIAGRAMMATIC AND DO NOT REPRESENT ALL OF

THE JOINTS REQUIRED FOR SLAB-ON-GRADE CONSTRUCTION.

16. CONTRACTOR SHALL PROVIDE JOINTS AT ALL RE-ENTRANT CORNERS INCLUDING, BUT NOT LIMITED TO, PIERS (AS SHOWN IN TYPICAL COLUMN ISOLATION JOINT), SLAB RECESSES, AROUND ALL TRENCH DRAIN RE-ENTRANT CORNERS (INCLUDING BETWEEN MAINTENANCE PIT AND TRENCH DRAIN, ENDS OF

TRENCH DRAINS TO PERIMETER PIERS, AND END OF TRENCH DRAIN TO INTERIOR PIPES.)

17. IN ADDITION, CONTRACTOR SHALL COORDINATE SLAB ON GRADE JOINT REQUIREMENTS WITH SLAB-

ON-GRADE CONSTRUCTION SEQUENCING. CONTRACTOR SHALL SHOW JOINT LAYOUT ON

REINFORCING SHOP DRAWING SUBMITTAL FOR APPROVAL.

PRE-ENGINEERED HAZARDOUS WASTE STORAGE BUILDING:

1. THE PRE-ENGINEERED HAZARDOUS WASTE STORAGE SYSTEM HAS BEEN PLANNED TO CONSIST OF A PRE-ENGINEERED DELEGATED DESIGN STRUCTURE. THE GRAVITY AND LATERAL FORCE RESISTING SYSTEMS AND ALL LATERAL BRACING SHALL BE DESIGNED BY THE BUILDING SYSTEM DESIGN. DESIGN BUILDING SYSTEM(S) IN ACCORDANCE WITH THE LATEST EDITIONS OF IBC, ASCE, AISC, AND UFC

DOCUMENTS.

2. DESIGN BUILDING SYSTEM FOR LIVE LOADS INDICATED AND A COLLATERAL DEAD LOAD OF 7 PSF IN

ADDITION TO BUILDING DEAD LOADS, WIND LOADS AND SEISMIC LOADS. PARAMETERS FOR

DEVELOPMENT OF WIND AND SEISMIC LOADS ARE LISTED IN THE GENERAL NOTES. INCLUDE THE

EFFECTS OF WINDWARD AND LEEWARD WIND PRESSURE AND SUCTION LOADS. USE SPREADER

BEAMS WHERE CONCENTRATED LOADS EXCEED PURLIN CAPACITY.

3. LOAD COMBINATIONS SHALL BE IN ACCORDANCE WITH LATEST EDITION OF IBC.

4. LIMIT THE STORY DRIFT OF THE STRUCTURE IN BOTH DIRECTIONS TO H/240 FOR ALL BUILDINGS FOR

SERVICE WIND LOADS OF A 10-YEAR MEAN RECURRENCE INTERVAL.

5. THE BUILDING DESIGNER IS RESPONSIBLE FOR PROVIDING ADDITIONAL STRUCTURAL MEMBERS AND

CONNECTIONS TO BUILDING SUB-FRAMING AS NECESSARY AROUND WINDOW AND SKYLIGHT

OPENINGS SUCH THAT FRAME ATTACHMENTS MEET ANTITERRORISM/FORCE PROTECTION CRITERIA

PER UFC 4-010-01. DOOR/WINDOW/SKYLIGHT CONNECTIONS TO SUPPORT STRUCTURE, AND

SUPPORTING FRAMING MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ATFP CRITERIA FOR A 3

SECOND EQUIVALENT LOAD OF 55 PSF APPLIED UNIFORMLY TO DOOR, WINDOW, AND SKYLIGHT

AREAS. WALL PANELS AS INDICATED ON THE ARCHITECTURAL DRAWINGS SHALL BE EVALUATED TO

MEET ATFP LOAD REQUIREMENTS.

SPECIAL INSPECTION NOTES:

1. INSPECTION OF FABRICATORS SHALL BE CONDUCTED IN ACCORDANCE WITH IBC 2015,

SECTION 1704.2.5

2. INSPECTION OF STEEL CONSTRUCTION SHALL BE CONDUCTED IN ACCORDANCE WITH IBC

2015, SECTION 1705.2

3. INSPECTION OF CONCRETE CONSTRUCTION SHALL BE CONDUCTED IN ACCORDANCE WITH

IBC 2015, SECTION 1705.3 AND TABLE 1705.3.

4. INSPECTION OF MASONRY CONSTRUCTION SHALL BE CONDUCTED IN ACCORDANCE WITH

IBC 2015, SECTION 1705.4.

5. INSPECTIONS FOR SEISMIC RESISTANCE SHALL BE AS PER IBC 2015, SECTION 1704.3.2

6. INCLUDE SPECIAL INSPECTIONS REQUIREMENTS IN CONTRACTOR'S QUALITY CONTROL

(CQC) PLAN.

7. THE CONTRACTOR SHALL RETAIN THIRD PARTY QUALITY ASSURANCE AGENCIES TO

CONDUCT SPECIAL INSPECTIONS REQUIRED BY IBC. INSPECTING AGENCY SHALL PROVIDE

REPORTS OF SPECIAL INSPECTIONS DIRECTLY TO THE GOVERNMENT.

STRUCTURAL ABBREVIATIONS

SYMBOL DESCRIPTION

AFF ABOVE FINISHED FLOOR

APPROX APPROXIMATELY

ARCH ARCHITECTURAL

BOC BOTTOM OF CONCRETE

BOF BOTTOM OF FOOTING

BOM BOTTOM OF MASONRY

BOS BOTTOM OF STEEL

BOT BOTTOM

BRG BEARING

CJ CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONN CONNECTION

CONC CONCRETE

CONT CONTINUOUS

CONSTR CONSTRUCTION

DCJ DOWELED CONSTRUCTION JOINT

DEG DEGREE

DIA DIAMETER

DN DOWN

DWG(S) DRAWING(S)

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

EOF EDGE OF FOUNDATION

EST ESTIMATED

EQ EQUAL

EW EACH WAY

FF FINISHED FLOOR

FDN FOUNDATION

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GOVT GOVERNMENT

HORIZ HORIZONTAL

KIP (k) 1000 POUNDS

SYMBOL DESCRIPTION

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MAX MAXIMUM

MBM METAL BUILDING MANUFACTURER

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

MFR MANUFACTURER

MIN MINIMUM

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE

PJF PREMOLDED JOINT FILLER

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCEMENT

REQD REQUIRED

SCHED SCHEDULE

SE SLAB EDGE

SJ SAWED CONTRACTION JOINT

SJI STEEL JOIST INSTITUTE

SIM SIMILAR

SL SLOPE(D)

SOG SLAB ON GRADE

SPCG SPACING

STD STANDARD

T&B TOP AND BOTTOM

TO TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF SLAB

TS THICKENED SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

WP WORKING POINT

WWF WELDED WIRE FABRIC

STRUCTURAL LEGEND

SLOPE DIRECTION

INDICATES ELEVATION

REFERENCED

TO FINISHED FLOOR

KEYED PLAN NOTE

COLUMN REFERENCE LINE

(CENTER LINE OF COLUMN)

SPOT ELEVATION

DN

X

[+/- X’-X”]

X

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SLAB DEPRESSION

BRICK WALL

CONCRETE ELEMENT

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