17-3 - S1-1 - GENERAL NOTES.pdf

IMPORTANCE FACTOR

SNOW EXPOSURE FACTOR

GROUND SNOW LOAD

ROOF LIVE LOAD

ROOF SNOW LOAD

FLOOR LIVE LOAD

DESIGN LIVE LOADS

GENERAL NOTES

BASEMENT (SLAB-ON-GRADE)

*(INCREASE FOR DRIFTING PER ASCE 7-05, SECTION 7.7)

20 PSF

100 PSF

20 PSF MIN

1.0

1.0

20 PSFPf =

Is =

Ce = Pg =

THERMAL FACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ct = 1.0

RAIN ON SNOW SURCHARGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 PSFPr = FLAT-ROOF SNOW LOAD* ((Pf = 0.7CeCtIsPg + Pr > (I Pg))

20 PSFPs =SLOPED-ROOF SNOW LOAD* (Ps = Cs Pf)

50,000 36,000

4,000 3,000

65,000

46,000

60,000

WIDE FLANGE AND TEE SHAPES DESIGNATED AS W AND WT (ASTM A992)

CHANNELS, ANGLES, PLATES AND BARS (ASTM A36)

GENERAL

DESIGN STRESSES

CONCRETE (STRENGTH DESIGN) MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS:

FOOTINGS

ALL OTHER CONCRETE

REINFORCING BARS (ASTM A615 GRADE 60)

WELDED WIRE FABRIC (ASTM A185)

HOLLOW STRUCTURAL SECTIONS - RECTANGULAR STEEL TUBES (ASTM A500 GRADE B)

SOIL BEARING PRESSURE FOR FOUNDATIONS (ASSUMED - IN SITU SOIL)

PSI

PSI

PSI

PSI

PSI

PSI

PSI

fy = fy = fy = fy = fy = f'c = f'c =

PSF1,500

1. THE REQUIREMENTS OF THESE GENERAL NOTES APPLY UNLESS OTHERWISE NOTED ON PLANS OR IN

SPECIFICATIONS.

2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO COMMENCING WORK. THE

ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES WHICH MAY EXIST.

3. ANY DISCREPANCIES BETWEEN STRUCTURAL AND ARCHITECTURAL DRAWINGS SHALL BE BROUGHT TO

THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER.

4. DO NOT SCALE DRAWINGS.

5. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION AND IS THEREFORE

DEPENDENT UPON DIAPHRAGM ACTION OF THE ROOF DECK AND FLOOR DECK AND ATTACHMENT TO

THE SHEAR WALLS FOR STABILITY AND FOR RESISTANCE TO WIND AND SEISMIC FORCES. THE

CONTRACTOR SHALL FURNISH AND INSTALL ALL NECESSARY BRACING REQUIRED TO PROPERLY

CONSTRUCT THE BUILDING UNTIL THESE ELEMENTS ARE COMPLETE AND CAPABLE OF PROVIDING THIS

SUPPORT.

6. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED ON THE STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF THE

FRAMING AT THE TIME THE LOADS ARE IMPOSED.

7. SHOP DRAWINGS MUST BE CHECKED AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMISSION.

8. 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. WHERE NON-STRUCTURAL ELEMENTS ARE SHOWN ON THE STRUCTURAL

DRAWINGS, THEY ARE SHOWN FOR REFERENCE AND DESIGN INTENT ONLY. NON-STRUCTURAL

ELEMENTS SHALL BE CONSTRUCTED AS SHOWN ON THE ARCHITECTURAL, ELECTRICAL AND PLUMBING

DRAWINGS.

9. ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS ARE IDEALIZED ELEVATIONS BASED ON DECK THICKNESSES AND SLOPES SHOWN ON DRAWINGS. IT IS THE RESPONSIBILITY OF THE CONTRACTORS

TO COORDINATE THEIR WORK WITH OTHER TRADES AND ADJUST ELEVATIONS AS NECESSARY TO

ACCOUNT FOR DEAD LOAD DEFLECTION.

10. WALL OPENINGS AND TERMINATIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE DIAGRAMMATIC ONLY. WALL TERMINATIONS AND OPENING JAMBS, HEADS, AND SILLS SHALL BE CONSTRUCTED AS SHOWN ON THE ARCHITECTURAL DRAWINGS. WHERE VENEERS WRAP JAMBS, DETAIL AND FABRICATE LINTELS TO BEAR ON SOLID STRUCTURE. DO NOT BEAR LINTELS OR BEAMS ON VENEERS (BRICKS, SIDING, ETC.). IF THE ARCHITECTURAL DRAWINGS DO NOT INCLUDE DETAILS FOR ANY OF THESE

CONDITIONS, CONSULT WITH ARCHITECT FOR DIRECTION.

11. EXISTING CONSTRUCTION SHOWN IN BASED ON GENERAL CONSTRUCTION PRACTICE AND SITE OBSERVATION (WHERE EXPOSED) AND IS NOT GUARANTEED TO BE TRUE OR EXACT. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS RELEVANT TO HIS WORK PRIOR TO CONSTRUCTION.

FOUNDATION CONSTRUCTION

1. FOUNDATIONS ON THIS PROJECT ARE DESIGNED FOR THE ASSUMED ALLOWABLE BEARING

PRESSURE. THE SPECIAL INSPECTOR SHALL VERIFY THAT THE BEARING STRATA IS ADEQUATE TO

SUPPORT THE DESIGN LOAD AND MAKE RECOMMENDATIONS FOR REMEDIATION AS REQUIRED.

2. ELEVATIONS GIVEN ARE TO THE TOP OF FOOTINGS WHERE APPLICABLE.

3. ALL FOOTINGS MUST BE SUPPORTED ON UNDISTURBED SOIL CAPABLE OF SUPPORTING DESIGN

LOADS WITHOUT APPRECIABLE SETTLEMENT.

4. IN GRANULAR SOILS (SANDS AND GRAVEL) THE SOIL SHALL BE MECHANICALLY TAMPED TO A HARD

SURFACE IMMEDIATELY PRIOR TO PLACING FOOTING.

5. LOCATE EXISTING UNDERGROUND UTILITIES IN AREAS OF CONSTRUCTION. COORDINATED WITH

UTILITY COMPANIES FOR ANY SHUT-OFF REQUIREMENTS OF STILL ACTIVE LINES.

6. WHEN EXCAVATIONS APPROACH THE GROUND WATER LEVEL, THE WATER LEVEL SHALL BE

LOWERED BY AN ACCEPTABLE DEWATERING SYSTEM SO THAT THE WATER LEVEL IS MAINTAINED

CONTINUOUSLY A MINIMUM OF 2'-0" BELOW THE EXCAVATION.

7. EXISTING FOUNDATIONS:

A. EXISTING FOUNDATIONS SHOWN ON DRAWINGS ARE APPROXIMATE. EXACT

CONDITIONS MUST BE VERIFIED AT TIME OF CONSTRUCTION.

B. WHEN NEW FOOTINGS MEET EXISTING FOOTINGS, THEY SHALL BE STEPPED

AT A RATIO OF 2 HORIZONTAL TO 1 VERTICAL.

C. UNLESS OTHERWISE NOTED, NEW FOOTINGS SHALL NOT BEAR BELOW

EXISTING FOOTINGS.

8. FOR PLACEMENT AND COMPACTION OF FILL UNDER SLABS ON GRADE, SEE SPECIFICATIONS. IF NOT

OTHERWISE NOTED, COMPACT ALL FILL TO 98% OF OPTIMUM LABORATORY DENSITY IN

ACCORDANCE WITH ASTM D698 STANDARD PROCTOR METHOD. PLACE FILL IN 6" TO 8" LAYERS AND

COMPACT WITH VIBRATORY TAMPING EQUIPMENT.

CONCRETE CONSTRUCTION

1. ALL CONCRETE CONSTRUCTION TO BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 301-05, ACI 318-05 AND ACI DETAILING MANUAL, EXCEPT THAT CONSTRUCTION AND REMOVAL OF FORMS AND RESHORING SHALL BE INSPECTED BY THE CONTRACTOR'S ENGINEER.

2. FURNISH BAR SUPPORTS WHERE NECESSARY DURING CONSTRUCTION.

3. PROVIDE PLASTIC, PLASTIC-COATED (NOT PLASTIC-TIPPED) OR STAINLESS STEEL CHAIRS IN ALL CONCRETE

EXPOSED TO VIEW IN COMPLETED STRUCTURE.

4. PROVIDE PIPE SLEEVES AND INSERTS IN CONCRETE WORK WHERE REQUIRED. SEE ARCHITECTURAL AND

MECHANICAL DRAWINGS.

5. CONSTRUCTION JOINTS SHALL BE POSITIONED SO AS NOT TO CHANGE THE STRUCTURAL DESIGN REQUIREMENTS. LOCATION OF ALL CONSTRUCTION JOINTS SHALL BE APPROVED BY THE ENGINEER.

6. WELDING OF REINFORCING BARS (INCLUDING TACK WELDING) IS NOT PERMITTED.

7. PROVIDE HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS; MINIMUM 1 1/2" DEPTH WITH HEIGHT

EQUAL TO ONE-THIRD OF MEMBER DEPTH, UNLESS OTHERWISE SHOWN OR NOTED.

8. ALL EXPOSED CORNERS OF CONCRETE SHALL BE CHAMFERED 45 DEGREES. MINIMUM CHAMFER TO BE 1/2".

9. REINFORCING FOR SLABS ON GROUND (IN FLAT SHEETS) SHALL BE IN THE MIDDLE OF THE SLAB EXCEPT AS OTHERWISE NOTED AND SHALL BE POSITIVELY SUPPORTED AND MAINTAINED IN THIS POSITION DURING

PLACEMENT OF CONCRETE.

10. SPLICES:

A. LAP ALL COMPRESSION SPLICES 30 BAR DIAMETERS OF THE LARGER BAR.

B. LAP ALL TENSION SPLICES IN ACCORDANCE WITH THE FOLLOWING TABLE. MODIFY LENGTHS AS NOTED:

11. CONCRETE PROTECTION FOR REINFORCEMENT: COVER

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . 3"

B. CONCRETE EXPOSED TO EARTH OR WEATHER

NO. 6 THROUGH NO. 18 BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2" NO. 5 BAR, W31 OR D31 WIRE AND SMALLER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1/2"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

SLABS, BEAMS, AND WALLS

NO. 11 BAR AND SMALLER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3/4"

CONCRETE COMPRESSIVE STRENGTH

29"#4 25"

#5

#6

36"

43" 37"

31"

3,000 PSI

BAR SIZE

#3 21"

4,000 PSI

19"

1. INCREASE SPLICE LENGTH BY THE FOLLOWING:

2. NOTE: INCREASED LENGTHS ARE ACCUMULATIVE

1. HORIZONTAL TOP BARS WITH GREATER

THAN 12" OF CONCRETE BELOW

2. BAR SPACING LESS THAN 2 BAR

DIAMETERS

22"

33"

28"

5,000 PSI

17" +30%

+50%

ROOF, FLOOR, OR WALL OPENINGS

1. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE NUMBER, SIZE, AND LOCATION OF ALL SLEEVES

AND OPENINGS REQUIRED FOR MECHANICAL OR ELECTRICAL ITEMS.

2. SLEEVES AND OPENINGS SHALL BE LOCATED IN A MANNER THAT WILL MAINTAIN THE STRUCTURAL

INTEGRITY OF THE ROOF, FLOOR, OR WALL SYSTEM.

3. NO STRUCTURAL ELEMENTS ARE TO BE CUT UNLESS SPECIFICALLY APPROVED BY THE ENGINEER.

LOOSE LINTEL SCHEDULE

1. THIS SCHEDULE IS FOR LINTELS OVER MASONRY OPENINGS NOT OTHERWISE SHOWN OR NOTED ON

DRAWINGS, INCLUDING NON-BEARING PARTITION WALLS.

A. ANGLES AND SUPPORT PLATES EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED.

B. MINIMUM BEARING LENGTH FOR ANGLES AND WT'S SHALL BE 6" EACH END. MINIMUM BEARING LENGTH

FOR TUBES SHALL BE 8" EACH END. SEE TYPICAL DETAILS FOR BOND BEAM CONSTRUCTION.

C. PROVIDE STEEL ANGLE LINTELS ABOVE ALL DUCT PENETRATIONS 16" AND WIDER THROUGH

MASONRY WALLS.

D. FOR MULTI-WYTHE WALL CONSTRUCTION, PROVIDE LINTEL FOR EACH WYTHE PER SCHEDULE FOR

GIVEN WYTHE THICKNESS.

E. INSTALL ANGLE LINTELS WITH VERTICAL LEG CONCEALED IN WALL CONSTRUCTION.

2. FOR 4" MASONRY WALLS PROVIDE:

SPAN LIMITS ANGLE SIZE

0" TO 4'-0" L3 1/2x3 1/2x 5/16 4'-1" TO 5'-6" L4x3 1/2x 5/16 LLV 5'-7" TO 7'-6" L5x3 1/2x 5/16 LLV 7'-7" TO 9'-6" L6x3 1/2x3/8 LLV

3. FOR 8" MASONRY WALLS PROVIDE:

SPAN LIMITS LINTEL SIZE

0" TO 6'-0" (2) L4x3 1/2x5/16 6'-1" TO 12'-6" HSS 8x4x1/4 + PL 1/4x7 (TYPE 1, SEE DET R/S3.1)

SPECIAL INSPECTION

1. SPECIAL INSPECTIONS AS DEFINED IN SECTION 1704.1 OF THE KENTUCKY BUILDING CODE ARE REQUIRED.

2. SPECIAL INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY APPROVED BY THE ARCHITECT

AND THE STRUCTURAL ENGINEER AND PAID FOR BY THE OWNER.

3. THE INSPECTOR SHALL OBSERVE WORK FOR CONFORMANCE WITH THE APPROVED STRUCTURAL DRAWINGS AND SPECIFICATIONS AND PREPARE INSPECTION REPORTS STATING HIS/HER OBSERVATIONS. COPIES OF THE INSPECTION REPORTS SHALL BE SUBMITTED TO THE CONTRACTOR, THE ARCHITECT AND THE STRUCTURAL

ENGINEER.

4. ALL DISCREPANCIES BETWEEN THE CONSTRUCTION DOCUMENTS AND THE WORK BEING PERFORMED SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF ARCHITECT AND THE

STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK.

5. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT OF INSPECTIONS DOCUMENTING COMPLETION OF ALL REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS.

6. SPECIAL INSPECTIONS ARE REQUIRED FOR THE FOLLOWING WORK:

INSPECTION OF FABRICATORS

PERFORM SPECIAL INSPECTIONS PER SECTION 1704.2 OF THE KENTUCKY BUILDING CODE.

STEEL CONSTRUCTION

PERFORM SPECIAL INSPECTIONS PER SECTION 1704.3 OF THE KENTUCKY BUILDING CODE.

CONCRETE CONSTRUCTION

PERFORM SPECIAL INSPECTIONS PER SECTION 1704.4 OF THE KENTUCKY BUILDING CODE.

WOOD CONSTRUCTION

PERFORM SPECIAL INSPECTIONS PER SECTION 1704.6 OF THE KENTUCKY BUILDING CODE.

SOILS CONSTRUCTION

PERFORM SPECIAL INSPECTIONS PER SECTION 1704.7 OF THE KENTUCKY BUILDING CODE.

STEEL DECK CONSTRUCTION

1. STEEL DECK DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE LATEST, AWS STRUCTURAL

WELDING CODE AND THE STEEL DECK INSTITUTE SPECIFICATIONS.

2. STEEL FLOOR DECK SHALL BE CONTINUOUS OVER A MINIMUM OF 2 SPANS.

3. DO NOT HANG OR SUPPORT ANY LOADS SUCH AS STUD WALLS, BULKHEADS, PIPES, ETC FROM STEEL DECK.

WOOD CONSTRUCTION

1. FRAMING PLANS ARE SCHEMATIC; SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS.

2. WOOD STRESS GRADE FOR ALL STRUCTURAL FRAMING MEMBERS:

2x4 = SPRUCE PINE FIR, STUD GRADE 2x6 = SPRUCE PINE FIR, NO. 2 GRADE 2x8, 2x10, 2x12 = SOUTHERN PINE, NO. 2 GRADE

3. CONSTRUCTION SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION.

4. PROVIDE HEADERS OVER ALL OPENINGS IN NONBEARING 2x4 WALLS. ADD ADDITIONAL MEMBER FOR 2x6

WALLS.

CLEAR SPAN MEMBER SIZE

0 TO 5'-0" (2) 2 x 6 5'-0" TO 7'-0" (2) 2 x 8 7'-0" TO 9'-0" (2) 2 x 10 9'-0" TO 11'-0" (2) 2 x 12

5. CUTTING OF JOISTS AND BEAMS FOR PIPES SHALL NOT BE PERMITTED WITHOUT THE APPROVAL OF THE

ENGINEER.

6. BOLT HOLES IN WOOD SHALL BE 1/16" OVERSIZE. WASHERS SHALL BE USED ON ALL BEARINGS OF HEADS AND NUTS AGAINST WOOD. WASHERS SHALL BE STANDARD PLAIN WASHERS EXCEPT AS OTHERWISE NOTED BOLTS SHALL CONFORM TO ASTM A307. BOLTS, NUTS, AND WASHERS SHALL BE GALVANIZED WHERE

EXPOSED TO THE WEATHER.

7. ALL POSTS OR STUD WALLS INTERSECTING WITH CONCRETE OR MASONRY WALLS SHALL HAVE THE END

STUD OR POST BOLTED WITH 1/2" DIAMETER SLEEVE ANCHORS AT 4'-0" O.C.

8. JOIST HANGERS, SHEET METAL FRAMING CLIPS AND ANGLES, STRAPS, ETC., SHALL BE AS MANUFACTURED BY THE SIMPSON COMPANY OR OTHER APPROVED. METAL CONNECTORS SHALL BE GALVANIZED TO G90 THICKNESS FOR UNTREATED LUMBER AND TO G185 THICKNESS FOR PRESERVATIVE TREATED LUMBER.

9. CEILING JOISTS WHERE REQUIRED SHALL BE AS FOLLOWS:

CLEAR SPAN MEMBER SIZE

0 TO 8'-0" 2 x 4'S @ 16" O.C.

8'-0" TO 14'-0" 2 x 6'S @ 16" O.C.

14'-0" TO 20'-0" 2 x 8'S @ 16" O.C.

10. INSTALL FLOOR JOISTS WITH CROWN EDGE UP.

11. INSTALL SOLID BLOCKING @ 6'-0" O.C. MAX IN FIRST TWO FLOOR JOIST SPACES WHERE FLOOR JOISTS SPAN PARALLEL TO EXTERIOR MASONRY WALL. CONNECT BLOCKING TO WALL AS NOTED IN PLAN.

12. WHERE ACCESS PREVENTS USE OF HANGER WITH OUT TURNED FLANGES ON SUPPORTING MEMBER (i.e. END OG HEADER OR LEDGER) PROVIDE SIMPSON METAL HANGER FROM THE LUC, HUC, OR HUSC FAMILY

OR SIMILAR DEPTH AND CAPACITY TO ADJACENT HANGERS, UNLESS NOTED OTHERWISE.

13. INSTALL BRIDGING OF TYPE INDICATED BELOW BETWEEN JOISTS WHERE NOMINAL DEPTH-TO-THICKNESS

RATIO EXCEEDS 6, AT INTERVALS OF 8 FEET.

A. DIAGONAL WOOD BRIDGING FORMED FROM BEVEL CUT NOMINAL 1-INCH BY 4-INCH LUMBER,

DOUBLE-CROSSED AND NAILED BOTH ENDS TO JOISTS.

B. SOLID WOOD BRIDGING 2 INCHES THICK BY DEPTH OF JOIST, END NAILED TO JOIST.

EQUIPMENT SUPPORT

1. WHERE EQUIPMENT IS SUPPORTED FROM WOOD FRAMING (INCLUDING RAFTERS, JOISTS, ETC), ATTACHMENT SHALL BE MADE SUCH THAT LOAD IS BEARING ON WOOD FRAMING. NO TENSION CONNECTION

SHALL BE PERMITTED.

2. AT POINT OF LOAD, INSTALL 2x BLOCKING IN DIRECTION PERPENDICULAR TO SPAN OF LOADED MEMBER.

3. APPLY LOADS TO MEMBERS THAT ARE DESIGNATED FOR ADDITIONAL LOADS AS NOTED ON DRAWINGS. NOTIFY ENGINEER IF LOADS NOTED ARE EXCEEDED, OR IF LOADS DO NOT OCCUR IN LOCATION ANTICIPATED AND AS

INDICATED ON FRAMING PLANS.

A) SHORE EXISTING WALL AT THE DIRECTION OF CONTRACTOR EMPLOYED SHORING ENGINEER.

B) SAWCUT POCKET IN EXISTING MASONRY FOR STEEL LINTEL, DO NOT OVERCUT CORNERS. GROUT

VOIDS BELOW LINTEL BEARING SOLID DOWN 16" MINIMUM.

C) INSTALL STEEL LINTEL TIGHTLY INTO POCKET, INFILL LINTEL POCKET W/ SOLID MASONRY.

D) SAWCUT WINDOW/DOOR OPENING IN EXISTING MASONRY WALL BENEATH THE LINTEL. DO NOT

OVERCUT CORNERS.

E) TOOTH IN NEW C.M.U. AT JAMBS AS REQUIRED.

DEMOLITION AND RECONSTRUCTION NOTES

2. EXTENT OF SLAB REPLACEMENT FOR INSTALLATION OF NEW UTILITIES, ETC. NOT SHOWN. CONTRACTOR TO

COORDINATE SUCH WORK W/ SUBCONTRACTORS' DURING BID.

3. AT NEW OR ENLARGED OPENINGS IN MASONRY WALLS WHICH EXTEND DOWN TO FLOOR, REMOVE MASONRY

TO 8" MINIMUM BELOW FINISHED FLOOR AND INFILL W/ NEW FLOOR SLAB.

1. WHERE EXISTING SLAB ON GRADE IS TO BE PARTIALLY REMOVED FOR PLUMBING, UTILITIES, NEW FOOTINGS ETC., SAWCUT PERIMETER OF SLAB REMOVAL. PLACE NEW VAPOR RETARDER WITHIN EXTENT OF SLAB REMOVAL. DOWEL NEW SLAB TO EXISTING W/ 1/2"ø x 18" SMOOTH RODS DRILLED 6" INTO EXISTING SLAB AT MID-DEPTH, SEE DETAIL C/S3.1. IF EXISTING SLAB ON GRADE TO BE REMOVED IS NEXT TO EXISTING MASONRY WALL, SAWCUT PERIMETER OF SLAB REMOVAL CAREFULLY TO AVOID DAMAGING EXISTING

MASONRY WALL.

4. WHERE EXISTING CONCRETE SLAB ON GRADE IS REMOVED AND REPLACED, LEVEL AND FILL EXISTING

SUBGRADE WITH NEW CRUSHED STONE AS REQUIRED FOR PREPARATION OF NEW SLAB.

5. PROCESS TO INSTALL STEEL LINTEL IN EXISTING MASONRY WALL:

6. REPAIR OF ANY DAMAGE CAUSED TO THE BUILDING DURING DEMOLITION AND CONSTRUCTION IS SOLELY

THE RESPONSIBILITY OF THE CONTRACTOR.

SHORING / BRACING DESIGN AND INSTALLATION

1. THE GENERAL TRADES CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ENGINEERING, SUPPLYING, AND INSTALLING ALL TEMPORARY SHORING AND BRACING NECESSARY TO RESIST GRAVITY AND LATERAL LOADS AS THE EXISTING BUILDING IS SELECTIVELY DEMOLISHED AND RECONSTRUCTED WITH NEW STRUCTURAL ELEMENTS.

THE DESIGN OF SHORING SHALL BE PERFORMED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF KENTUCKY IN CONSIDERATION OF APPLIED, POTENTIAL AND CONSTRUCTION LOADING; CONSTRUCTION METHODS, TECHNIQUES AND SEQUENCE; AND SCHEDULE. THE CONTRACTOR SHALL SUBMIT TO THE ARCHITECT (FOR THEIR RECORDS) TEMPORARY SHORING DRAWINGS (PLANS AND ALL NECESSARY DETAILS) SEALED, SIGNED, AND DATED BY THE PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION. SHORING SUBMITTAL SHALL ALSO INCLUDE A WRITTEN DESCRIPTION OF THE INTENDED CONSTRUCTION SEQUENCE, PREPARED BY THE SHORING ENGINEER AND REVIEWED AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT FOR THEIR RECORDS. SHORING SUBMITTAL

SHALL INCLUDE WRITTEN DESCRIPTION OF LOADS AND LOAD COMBINATIONS CONSIDERED.

2. SUGGESTED SHORING DETAILS HAVE BEEN INCORPORATED INTO THE CONSTRUCTION DOCUMENTS IN SOME INSTANCES.

WHERE PROVIDED, THEY SHALL BE CONSTRUED AS SUGGESTIONS ONLY WHEREIN IF SUCH SCHEME IS USED, THE DESIGN AND DETAILS MUST STILL BE VERIFIED BY (AND FULL RESPONSIBILITY TAKEN) BY THE SHORING ENGINEER.

3. SHORING AND BRACING IS REQUIRED, BUT IS NOT LIMITED TO, THE FOLLOWING:

A. WHERE DEMOLITION OF FLOOR AND / OR ROOF MEMBERS REMOVE LATERAL BRACING TO WALL, COLUMN, OR PIER

MEMBERS.

B. WHERE NEW OPENINGS IN WALLS MUST BE CREATED.

C. WHERE DEMOLITION OF BEARING WALLS AND / OR SUPPORT BEAMS REMOVE VERTICAL SUPPORT TO GRAVITY LOAD

MEMBERS.

D. WHERE DEMOLITION OF SHEAR WALLS, BRACED FRAMES, OR OTHER LATERAL LOAD RESISTING SYSTEM REMOVES

BUILDING RESISTANCE TO LATERAL WIND, SEISMIC, OR EARTH LOADS.

4. CEASE DEMOLITION OPERATIONS AND NOTIFY ARCHITECT IF ANY EXISTING STRUCTURAL ELEMENT TO REMAIN IN SERVICE DEVELOPS CRACK, BOW, DEFLECTION, ETC. OR IF ANY COMPONENT OF THE EXISTING STRUCTURE APPEARS DAMAGED, CORRODED OR OTHERWISE COMPROMISED.

FIRST FLOOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF CORRIDORS ABOVE FIRST FLOOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80 PSF OFFICES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50* PSF CLASSROOMS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40* PSF

*PLUS 15 PSF PARTITION LOAD ALLOWANCE.

≤10

EFFECTIVE WIND

LOCATION PER ASCE 7-05: FIGURE 6-11

AREA (SQ FT)

COMPONENTS & CLADDING EXTERNAL PRESSURE LOADS (PSF)

6.4 -15.9

6.1

-15.5

5.6

-14.9

5.1

-14.5

≥500

6.4 -26.6

6.4 -40.1

15.9 -17.2

15.9 -21.3

6.1 -23.8

6.1 -33.2

15.2 -16.5

15.2 -19.8

5.6 -20.1

5.6 -24.1

14.2 -15.6

14.2 -18.0

5.1 -17.2

5.1 -17.2

13.5 -14.8

13.5 -16.5

11.9 -13.2

11.9 -13.2

GENERALIZED ROOF PLAN

WALL ELEVATION

3 3

55 4 a a a a a a a a

NOTES:

1. DESIGN CRITERIA: V = 90 MPH, I = 1.0,

OCCUPANCY CATEGORY = II, EXPOSURE CATEGORY = B

2. a = 4'

3. POSITIVE PRESSURE VALUES REFER TO FORCES ACTING

TOWARDS BUILDING, NEGATIVE PRESSURE VALUES REFER

TO FORCES ACTING AWAY FROM THE BUILDING.

4. EACH COMPONENT MUST BE DESIGNED FOR MAXIMUM

POSITIVE AND NEGATIVE FORCES.

5. FOR COMPONENTS HAVING EFFECTIVE AREAS IN BETWEEN

TABULATED VALUES, DESIGN LOADS MAY BE INTERPOLATED.

OTHERWISE DESIGN LOAD MUST BE TAKEN FROM THE NEXT

LOWEST EFFECTIVE AREA.

6. INTERNAL PRESSURE FOR ENCLOSED BUILDINGS IS INCLUDED

IN ABOVE VALUES.

7. THE NET C&C PRESSURE (INCLUDING INTERNAL PRESSURE)

FOR ANY COMPONENT SHALL NOT BE TAKEN LESS THAN 10 PSF

ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE.

1 3 4 5

PSF

PSF

PSF

PSF

N/A N/A

PSF

PSF

PSF

PSF

CATEGORY II

90 MPH

EXPOSURE B

PSF

PSF

PSF

PSF

PSF

PSF

PSF

PSF

N/A N/A

HORIZONTAL LOADS (TRANSVERSE WIND)

END ZONE WALL

INTERIOR ZONE WALL

END ZONE ROOF

INTERIOR ZONE ROOF

INTERIOR ZONE ROOF

INTERIOR ZONE WALL

END ZONE ROOF

END ZONE WALL

HORIZONTAL LOADS (LONGITUDINAL WIND)

VERTICAL LOADS (TRANSVERSE WIND)

END ZONE WINDWARD ROOF

END ZONE LEEWARD ROOF

INTERIOR ZONE LEEWARD ROOF

INTERIOR ZONE WINDWARD ROOF

END ZONE WINDWARD OVERHANG

INTERIOR ZONE WINDWARD OVERHANG

INTERIOR ZONE WINDWARD OVERHANG

END ZONE WINDWARD OVERHANG

INTERIOR ZONE WINDWARD ROOF

INTERIOR ZONE LEEWARD ROOF

END ZONE LEEWARD ROOF

END ZONE WINDWARD ROOF

VERTICAL LOADS (LONGITUDINAL WIND)

MAIN WIND FORCE RESISTING SYSTEM

WIND LOAD (PER ASCE 7-05 CHAPTER 6)

IMPORTANCE FACTOR

BASIC WIND SPEED

OCCUPANCY CATEGORY

EXPOSURE CATEGORY

Iw =

V =

1.00

14.0 9.3

-7.3 -4.4

14.0 9.3

-7.3 -4.4

-16.8 -9.6

-11.7 -7.4

-16.8 -9.6

-11.7 -7.4

SEISMIC DESIGN CATEGORY

METHOD OF ANALYSIS

SEISMIC RESISTING SYSTEM

BASIC STRUCTURAL SYSTEM

EARTHQUAKE DESIGN DATA

EQUIVALENT LATERAL FORCE PROCEDURE

CATEGORY B

ORDINARY PLAIN MASONRY

BEARING WALL SYSTEM

OCCUPANCY CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . USE GROUP II

CLASS DSITE CLASS

Sds = 0.206DESIGN SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT DESIGN 1 SECOND PERIOD SPECTRAL RESPONSE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sd1 = 0.126

IMPORTANCE FACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ie = 1.0

SEISMIC BASE SHEAR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = 230 KIPS

COUNTY / STATE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . KENTON / KENTUCKY

SHEAR WALLS

S1 = 0.079MAPPED 1 SECOND PERIOD RESPONSE ACCELERATION

Ss = 0.193MAPPED SHORT PERIOD RESPONSE ACCELERATION

RESPONSE MODIFICATION FACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R = 1.5 SEISMIC RESPONSE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Cs = 0.137

STEEL CONSTRUCTION

1. STEEL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE AISC SPECIFICATIONS AND

CODE OF STANDARD PRACTICE, AND THE AWS STRUCTURAL WELDING CODE.

2. CONNECTIONS - WELDED OR HIGH STRENGTH BOLTED:

A. A325-N WITH HARDENED WASHERS - USE FOR ALL CONNECTIONS OTHER THAN SLIP CRITICAL

AND OTHER CONNECTIONS AS NOTED ON DRAWINGS.

B. UNLESS SNUG TIGHT CONNECTIONS ARE NOTED ON THE DRAWINGS AS BEING PERMITTED, ALL BOLTS

CONNECTIONS SHALL BE TIGHTENED TO FULL PRETENSIONING LOAD.

C. UNLESS SPECIFICALLY NOTED ON THE DRAWINGS OR WITHOUT WRITTEN PERMISSION FROM THE

ENGINEER, ALL BOLTS FOR THE PROJECT SHALL BE OF ONE ASTM TYPE AND ONE DIAMETER.

D. USE STANDARD HOLES WITH THE FOLLOWING EXCEPTIONS: OVERSIZE HOLES ARE PERMITTED WHEN

BOLTS ARE LOADED IN TENSION; SHORT SLOTTED HOLES ARE PERMITTED FOR SHEAR LOADING

PERPENDICULAR TO THE SLOT.

E. HARDENED WASHERS SHALL BE USED OVER ALL OVERSIZED OR SHORT-SLOTTED HOLES IN AN OUTER PLY. WHERE LONG-SLOTTED HOLES ARE USED IN AN OUTER PLY, 5/16" THICK A36 PLATE

WASHERS OR CONTINUOUS BAR WITH STANDARD HOLES SHALL BE PROVIDED.

F. WHERE REACTION IS NOTED, DEVELOP SAME. WHERE NOT NOTED, CONNECTIONS SHALL DEVELOP

ONE-HALF OF THE TOTAL UNIFORM LOAD CAPACITY OF THE BEAM.

G. WHEREVER POSSIBLE, USE FRAMED BEAM CONNECTIONS AS LISTED IN TABLES 10-1, 10-2, 10-3 OR 10-4 OF THE AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION. THE LENGTH OF CONNECTION ANGLES AND PLATES SHALL BE NOT LESS THAN ONE-HALF OF THE T DISTANCE OF THE BEAM WEB.

H. PREAPPROVED CONNECTION DETAILS ARE PROVIDED ON DRAWING S3.1.

J. SINGLE PLATE SHEAR CONNECTIONS ARE NOT PERMITTED WHERE THE REACTION EXCEEDS 50 KIPS, AT FIELD APPLIED CONNECTIONS, OR CONNECTIONS TO COLUMNS (OTHER THAN AT SKEWED

CONNECTIONS, MOMENT CONNECTIONS, PIPE COLUMNS, TUBE COLUMNS WITH FACE DIMENSION 4"

OR LESS, OR CONNECTIONS WITH REACTIONS LESS THAN 15 KIPS).

K. THROUGH PLATE CONNECTIONS AT TUBE COLUMNS ARE NOT PERMITTED, UNLESS NOTED OTHERWISE.

SHEAR CONNECTIONS TO TUBE COLUMNS SHALL BE WT OR DOUBLE ANGLE KNIFE CONNECTIONS

EXCEPT AS NOTED ABOVE.

3. WELDING ELECTRODES SHALL BE E70XX EXCEPT WHERE OTHER ELECTRODES ARE REQUIRED FOR

COMPATIBILITY WITH MATERIAL BEING WELDED.

4. SHOP DRAWINGS ARE REQUIRED AND SHALL NOTE TYPE OF ELECTRODES, SIZE OF ALL WELDS, TYPE

AND SIZE OF ALL BOLTS, AND FIELD VERIFIED DIMENSIONS.

5. SEE SPECIFICATIONS FOR ALL PAINTING REQUIREMENTS.

6. BEAMS BEARING ON MASONRY SHALL BEAR A MINIMUM OF 8" ONTO THE WALL, UNLESS OTHERWISE NOTED.

BEAR BEAMS FULL LENGTH OF BEARING PLATES. MASONRY SHALL BE BUILT TIGHT AROUND BEAM UNLESS

OTHERWISE NOTED.

7. ALL SHOP AND FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDER.

8. PROVIDE MINIMUM OF (4) 3/4" DIAMETER x 1'-0" EMBED ANCHOR BOLTS AND 2" GROUT UNDER ALL

COLUMN BASE PLATES.

9. PROVIDE MINIMUM OF (2) 1/2" DIAMETER x 5" STUD ANCHORS UNDER ALL BEAM BEARING PLATES.

10. DO NOT WELD TO EXISTING STEEL WITHOUT WRITTEN APPROVAL FROM THE ENGINEER.

11. COLUMN SPLICES TO BE AS PER AISC DETAILING MANUAL WITH ADDITION OF 3/8" WEB PLATES EACH SIDE.

12. MISCELLANEOUS HANGING LOADS SUCH AS STAIR STRINGERS, PIPES, MECHANICAL UNITS, ETC., SUPPORTED BY STEEL MEMBERS SHALL HAVE THESE LOADS APPLIED IN SUCH A MANNER THAT NO TORSIONAL FORCES ARE INDUCED IN THESE MEMBERS, I.E., LOADS SHALL PASS THROUGH THE CENTERLINE OF WIDE FLANGE

SECTIONS AND THROUGH THE SHEAR CENTER OF CHANNELS.

#7 62" 54" 48"

#8 71" 62" 55"

STRUCTURAL

ABBREVIATIONS

LONG LEG HORIZONTAL

LONG LEG VERTICAL

OPPOSITE HAND

SLAB ON GRADE

TYPICAL

VERTICAL

WIDE

RADIUS

MINIMUM

ON CENTER

MAXIMUM

VERT

TYP

W

OPH

O.C.

S.O.G.

R

LLH

LLV

MAX

MIN

BOTTOM

ARCHITECTURAL

CLEAR

HOLLOW STRUCTURAL SECTION

CONTINUOUS

DRAWINGS

EACH FACE

EACH WAY

DEEP

BOT

DWGS

E.F.

E.W.

HSS

CLR

CONT

ARCH

LVL LAMINATED VENEER LUMBERCANTILEVERCANT

LONG FACE VERTICAL

LONG FACE HORIZONTAL

LFV

LFH

F.R.C. FIBER REINFORCED CONCRETE

GALVANIZEDGALV

GAUGE WELDED WIRE FABRICW.W.F.

PL PLATE

C.M.U. CONCRETE MASONRY UNIT

DET DETAIL

SIMILARSIM

EDGE OF SLABE.O.S.

HORIZONTALHORIZ

ELEVATIONELEV

EXP EXPANSION

APA AMERICAN PLYWOOD ASSOCIATION

POWDER ACTUATED FASTENERP.A.F.

F.F.E. FINISHED FLOOR ELEVATION

NOT TO SCALEN.T.S.

D

GA

F.R.T. FIRE RETARDANT TREATED

PRESERVATIVE TREATEDP.T.

UNLESS NOTED OTHERWISEU.N.O.

NOT IN CONTRACTN.I.C.

MATERIAL LEGEND

CRUSHED STONE

CONCRETE

EARTH /

ENGINEERED FILL

EMBEDMENTEMBED

EXISTINGEX

F.V. FIELD VERIFY

COLUMN SCHEDULE

BASE PLATE TYPE

CAP PLATE

ELEV (-10'-8"±)

ANCHOR RODS

BASEMENT

BASE PLATE

ELEV (+0'-0")

FIRST FLOOR

FLOOR ELEVATION

COLUMN MARK

NOTES:

A

GALV 1/2x12x12

C1

(BASEMENT

COLUMNS)

GALV (4) 3/4"ø

1. ELEVATIONS SHOWN ARE TO THE BOTTOM OF THE BASE PLATE AND TOP OF CAP PLATE.

SEE PLAN FOR TOP OF FOUNDATION OR PIER ELEVATION.

2. CAP PLATES SHALL BE WELDED TO COLUMN ALL AROUND WITH SEAL WELD U.N.O.

3. SEE DETAIL B/S3.1 FOR ADDITIONAL COLUMN BASE INFORMATION.

4. WHERE NOTED IN SCHEDULE ABOVE, SEE DETAIL B/S4.1 FOR REQUIRED ANCHOR ROD

EMBEDMENT LENGTH.

VA

R

IE

S

W x3

REMARK

A-2 B-2 C-2 D-2 E-2

G-1

ELEV (+16'-2"±)

SECOND FLOOR

G

AL

V P

IP

E

ST

D

H

SS

x5 x5 /1

SEE DET C/S4.1

1"

2'

B

(4) 3/4"ø

SEE DET E/S4.1

1 1/4x11x11

ELEV (+29'-5"±)

THIRD FLOOR

ELEV (VARIES)

ROOF

F.V. COL LENGTH

EX

W

O O

D C

O L

EX

W

O O

D C

O L

SEE DET

E/S4.1

SEE DET

G/S4.1

SEE DET

M/S4.1

A

F-3

H

SS

x5 x5 /1

4'

4"

C

NOTE 4.

(4) 3/4"ø

5/16x5x5

3/4x13x13

3"3"

5/16x5x5

3/4x10x13

(4) 3/4"ø

SEE DET

K/S4.2

SEE DET

K/S3.1

APPROVED FOR PROGRAM CONCEPT ONLY

APPROVED FOR PROGRAM CONCEPT ONLY

DATE

DATE

ENGINEERING

DIVISION OF

AGENCY

AUTHORIZED AGENT

FOR INTENT ONLY

DIV. OF ENGR.

REVIEWED

ENGR. ACCT. NO.

DRAWING NO.

DATE

A&E FILE NO.

CHECKED BY

SHEET DRAWN BY

RECORD DATE

DATEREVISIONS

COMMONWEALTH OF KENTUCKY

FINANCE AND ADMINISTRATION CABINET

DEPARTMENT FOR FACILITIES MANAGEMENT

DIVISION OF ENGINEERING

FRANKFORT, KENTUCKYDK

BSM

470-C5N5-NC11-01

PROFESSIONAL SERVICES CLASSROOM CENTER

RECORD DRAWINGS DATE: 12/18/2015

BROWN & KUBICAN, PSC.

These record drawings have been prepared, in part, on the basis of information compiled and furnished by others. The Engineers has not verified the accuracy and/or completeness of this information and shall not be responsible for any errors or omissions that may be incorporated as a result of erroneous information provided by others.

/3

/2

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\ 1

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T C

A bo de

B K

L

O C

A L

B

S M

S

3.

rv t

S1.1

GENERAL NOTES

GATEWAY URBAN CAMPUS

438-440 Scott St., Covington, KY 41011

01/06/14

201114.02