ABBREVIATION LIST

@ AT& ANDØ DIAMETERAB ANCHOR BOLTSACI AMERICAN CONCRETE INSTITUTEADDL ADDITIONALADH ADHESIVEAFF ABOVE FINISHED FLOORAHU AIR HANDLING UNITAISC AMERICAN INSTITUTE OF STEEL CONSTRUCTIONAISI AMERICAN IRON AND STEEL INSTITUTEALT ALTERNATEARCH ARCHITECT'S / ARCHITECTURALASTM AMERICAN SOCIETY FOR TESTING AND MATERIALSAWS AMERICAN WELDING SOCIETYB/ or BOT BOTTOMBCX BOTTOM CHORD EXTENSIONBFF BELOW FINISHED FLOORBLDG BUILDINGBM BEAMBOS BOTTOM OF STEELBRG BEARINGBTWN BETWEENCANT CANTILEVERCJ CONTROL JOINTCL CENTERLINECLR CLEARCMU CONCRETE MASONRY UNITCOL COLUMNCONC CONCRETECONN CONNECTIONCONST JT CONSTRUCTION JOINTCONT CONTINUOUSCONTR CONTRACTORCOORD COORDINATECTRD CENTEREDd NAILS (PENNY)DBA DEFORMED BAR ANCHORDEFL DEFLECTIONDEPR DEPRESSION / DEPRESSEDDET DETAILDIAG DIAGONALDIM DIMENSIONDIST DISTANCEDWG(S) DRAWING(S)DWL(S) DOWEL(S)EA EACHEE EACH ENDEF EACH FACE EJ EXPANSION JOINT ELEV ELEVATIONEMBED EMBEDDED / EMBEDMENTENGR ENGINEEREOD EDGE OF DECKEOS EDGE OF SLABEQ EQUALEQUIP EQUIPMENTEW EACH WAYEXIST EXISTINGEXP EXPANSIONEXT EXTERIORFDN FOUNDATIONFFE FINISHED FLOOR ELEVATIONFOM FACE OF MASONRYFOW FACE OF WALLFS FAR SIDEFTG FOOTINGGA GAUGEGALV GALVANIZEDHD HEADEDHI HIGHHORIZ HORIZONTALHSS HOLLOW STRUCTURAL SECTIONINT INTERIORJT JOINTK KIP(S)KB KNEE BRACEKSI KIPS PER SQUARE INCHLB LONG BARLBS POUNDSLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLO LOWLOC LOCATIONLSH LONG SIDE HORIZONTALLSV LONG SIDE VERTICALLWC LIGHT WEIGHT CONCRETEMAX MAXIMUMMC MOMENT CONNECTIONMECH MECHANICALMEP MECHANICAL/ELECTRICAL/PLUMBINGMFR MANUFACTURERMID MIDDLEMIN MINIMUMMISC MISCELLANEOUSMOW MIDDLE OF WALLMP MASONRY PILASTERNo or # NUMBERNS NEAR SIDENTS NOT TO SCALENWC NORMAL WEIGHT CONCRETEOC ON CENTEROPNG OPENINGOPP OPPOSITE HAND

CON'T

PAF POWDER ACTUATED FASTENERPED PEDESTALPL PLATEPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPT PRESSURE TREATEDP-T POST-TENSIONEDREF REFERENCEREINF REINFORCINGREQD REQUIREDSB SHORT BARSCHD SCHEDULESIM SIMILARSOG SLAB ON GRADESPEC(S) SPECIFICATION(S)SQ SQUARESTD STANDARDSTIFF STIFFENERSTIRR STIRRUP(S)STL STEELSTR STRUCTURALT/ TOPTCX TOP CHORD EXTENSIONTOC TOP CHORD CONCRETETOF TOP OF FOOTINGTOS TOP OF STEELTOW TOP OF WALLTYP TYPICALUNO UNLESS NOTED OTHERWISEVERT VERTICALVIF VERIFY IN FIELDW/ WITHWWF WELDED WIRE FABRICWP WORK POINT

GENERAL

1. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE THE METHOD ORMEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, AND SEQUENCE. ALL APPLICABLE SAFETY REGULATIONS TO BE FOLLOWED STRICTLY.

2. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETED STRUCTURE. APPLICATIONS OF CONSTRUCTION LOADS TO THE PARTIALLY COMPLETED STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR AND SO INCLUDED IN THE DESIGN OF SHORING, BRACING, FORMWORK, AND ANY OTHER SUPPORTING ELEMENTS PROVIDED FOR CONSTRUCTION OF THE STRUCTURE. DURING ERECTION AND UNTIL ALL PERMANENT CONNECTIONS ARE MADE, THE CONTRACTOR MUST PROVIDE TEMPORARY BRACING FOR THE STRUCTURE IN ALL DIRECTIONS.

3. THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND GRADE CONDITIONS (BOTH NEW AND EXISTING), REPORTING ANY DISCREPANCIES TO THE ENGINEER PRIOR TO ORDERING MATERIALS OR PROCEEDING WITH ANY PHASE OF THE WORK.

4. THE CONTRACTOR SHALL COMPARE STRUCTURAL SECTIONS WITH ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCY TO THE ENGINEER PRIORTO FABRICATION OR INSTALLATION OF STRUCTURAL MEMBERS.

5. DO NOT SCALE DIMENSIONS FROM DRAWINGS. THE CONTRACTOR SHALL REQUEST, FROM THE ENGINEER, NECESSARY DIMENSIONS NOT SHOWN ON THE DRAWINGS.

6. IF ANY BIDDER IS IN DOUBT AS TO THE INTENT OF THE PLANS, THEY SHALL REQUEST AN INTERPRETATION FROM THE ENGINEER IN WRITING AT LEAST TEN (10) DAYS PRIOR TO THE SCHEDULED BID DATE.

7. WHERE A DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS EVEN THOUGH NOT SPECIFICALLY REFERENCED ON THE DRAWINGS.

DESIGN CRITERIA

1. APPLICABLE CODES: A. 2018 NORTH CAROLINA STATE BUILDING CODE (2015 INTERNATIONAL BUILDING CODE WITH REVISIONS) B. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-10) C. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14) D. STEEL CONSTRUCTION MANUAL, 13TH EDITION (AISC 325-11) E. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360-10) F. AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE (D1.1-10)

2. LIVE LOADS UNIFORM (PSF) CONCENTRATED(LB)MECHANICAL 150 N/APRODUCTION AREA 150 2,000AHU SUPPORT AREA 60 (DIST WT OF AHU) N/AAHU ACCESS / GRATING AREA 40 1,000

1. RISK CATEGORY II2. SNOW LOAD:

GROUND SNOW LOAD Pg = 15 PSFIMPORTANCE FACTOR Is = 1.1SNOW EXPOSURE FACTOR Ce = 1.0THERMAL FACTOR Ct = 1.1FLAT SNOW ROOF LOAD Pf = 16.5 PSF (+5 PSF RAIN)

3. WIND LOAD:BASIC DESIGN WIND VELOCITY V = 115 MPHEXPOSURE CATEGORY BINTERNAL PRESSURE COEFFICIENTS N/A (OPEN STRUCTURE)BASE SHEAR (AHU PLATFORM) Vx = 7.7k Vy = 11.9k

RENOVATION - ACCORDING TO THE INTERNATIONAL BUILDING CODE, SECTIONS 3403.4 & 3404.4, THIS PROJECT IS CLASSIFIED AS AN ADDITION OR ALTERATION THAT DOES NOT INCREASE THE DEMAND CAPACITY RATIO IN ANY EXISTING STRUCTURAL ELEMENT BY MORE THAN 10% CUMULATIVE SINCE THE ORIGINAL CONSTRUCTION, NOR DECREASE THE DESIGN STRENGTH OF ANY EXISTING STRUCTURAL ELEMENT TO LESS THAN THAT REQUIRED BY CODE FOR NEW STRUCTURES. THEREFORE THE EXISTING WIND FORCE-RESISTING SYSTEM HAS NOT BEEN ANALYZED.

COMPONENTS AND CLADDING - ALL BUILDING COMPONENTS AND CLADDING ENGINEERED BY THE COMPONENT MANUFACTURER ARE TO BE DESIGNED BY THE MANUFACTURER'S ENGINEER FOR WIND LOADS DETERMINED PER THE NORTH CAROLINA STATE BUILDING CODE FOR THE BASIC DESIGN WINDVELOCITY, IMPORTANCE FACTOR, AND EXPOSURE LISTED ABOVE.SEISMIC LOAD (2008 USGS SEISMIC DESIGN MAPS):DESIGN METHOD - EQUIVALENT LATERAL FORCE PROCEDURESs 15.4 %gS1 7.7 %g Sds 16.4 %gSd1 12.3 %g IMPORTANCE FACTOR Ie =SITE CLASS DSEISMIC RESPONSE COEFFICIENT Csx = 0.055 Csy = 0.055SEISMIC DESIGN CATEGORY BSEISMIC BASE SHEAR (AHU PLATFORM) Vx = 3.2k Vy = 3.2k

SEISMIC FORCE-RESISTING SYSTEM - STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE, EXCLUDING CANTILEVER COLUMN SYSTEMS RESPONSE MODIFICATION COEFFICIENT DEFLECTION AMPLIFICATION FACTOR BASE SHEAR.

NONSTRUCTURAL COMPONENT ANCHORAGE - ALL ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND PLUMBING COMPONENTS ARE TO BE ATTACHED AS REQUIRED BY ASCE 7 CHAPTER 13, "SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS". EACH INDIVIDUAL CONTRACTOR RESPONSIBLE FOR THE COMPONENT MUST PROVIDE PROJECT SPECIFIC DESIGN AND DOCUMENTATION PREPARED BY AN ENGINEER LICENSED IN THE STATE OF NORTH CAROLINA. CHAPTER 13 DEFINES THE FORCE REQUIRED TO SUPPORT THE COMPONENT FOR THE ANCHORAGE AND BRACING. THE COST OF PREPARING THIS INFORMATION AND DESIGN SHALL BE INCLUDED IN EACH CONTRACTOR’S BID THAT IS PROVIDING THE COMPONENT.

FUTURE LOADS:UNLESS SPECIFICALLY NOTED, THERE ARE NO PROVISIONS MADE FOR FUTURE FLOORS, ROOFS, OR OTHER LOADS.

FOUNDATIONS

1. FOUNDATION DESIGN IS BASED ON A PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE OF 1,500 PSF, ACCORDING TO IBC TABLE 1806.2. THISPRESUMPTIVE BEARING PRESSURE MUST BE FIELD VERIFIED BY A GEOTECHNICAL ENGINEER PRIOR TO FOUNDATION CONCRETE PLACEMENT.

2. FOOTINGS SHALL BE CARRIED TO LOWER ELEVATIONS THAN THOSE SHOWN ON THE DRAWINGS IF REQUIRED BY THE GEOTECHNICAL ENGINEER OR TESTING LAB TO REACH SOIL CAPABLE OF PROVIDING THE DESIGN ALLOWABLE SOIL BEARING PRESSURE.

3. THE SUBGRADE AND UNDERFLOOR FILL SHALL BE PREPARED TO A POINT THAT EXTENDS 3'-0" MINIMUM BEYOND THE LIMITS OF THE FOUNDATION. 4. MINIMUM SUBGRADE PREPARATION REQUIREMENTS ARE AS FOLLOWS: COMPACT ALL FILL UNDER BUILDING TO 98% MAXIMUM DENSITY AS

DETERMINED BY ASTM D698. PLACE IN LAYERS OF 8" MAXIMUM LOOSE THICKNESS. VERIFY FIELD DENSITY, ASTM D1556, WITH AT LEAST ONE TEST PER 2,000 SQUARE FEET PER LAYER. SEE SPECIFICATIONS FOR OTHER TESTING REQUIREMENTS.

5. UTILITY LINES SHALL NOT BE PLACED THROUGH OR BELOW FOUNDATIONS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. CONTRACTOR SHALL SUBMIT DETAILED DRAWINGS OF ALL SUCH CONDITIONS PRIOR TO CONSTRUCTION.

CONCRETE / REINFORCING STEEL

1. CONCRETE COMPRESSIVE STRENGTH IN 28 DAYS: EXTERIOR SLAB ON GRADE 4,500 PSI, NORMAL WEIGHTINTERIOR SLAB ON GRADE, FOOTINGS, PEDESTALS, SUMP PIT, EQUIPMENT PADS 3,000 PSI, NORMAL WEIGHT

2. REINFORCING: TYPICAL - ASTM A615, GRADE 60 REINFORCING TO BE WELDED - ASTM A706 DEFORMED BAR ANCHORS - ASTM A 496 WELDED WIRE FABRIC - ASTM A1064 (FLAT SHEETS ONLY)

3. GROUT UNDER BASE PLATES TO BE HIGH STRENGTH (5,000 PSI), NON-SHRINK. 4. REFER TO THE DRAWINGS FOR REINFORCING LAP REQUIREMENTS. WHERE LAP SPLICES ARE NOT SHOWN, LAP PER ACI 318 OR CRSI STANDARDS. 5. LAP WELDED WIRE FABRIC SHEETS 8" MINIMUM.6. CLEAR COVER FROM FACE OF CONCRETE:

CAST IN PLACE CONCRETE (MEASURE TO OUTERMOST REINFORCING) -CONCRETE CAST AGAINST AND EXPOSED TO EARTH 3"CONCRETE EXPOSED TO EARTH/WEATHER 2" FOR #6 BARS AND LARGER

1 1/2" ELSECONCRETE NOT EXPOSED TO EARTH/WEATHER 3/4" FOR SLABS AND WALLS

1 1/2" FOR BEAMS AND COLUMNS (TO TIES)PROVIDE REINFORCING IN SLABS ON GRADE, 1-1/2" FROM TOP OF SLAB:4" SLABS 6x6-W2.1xW2.15" SLABS 6x6-W2.9xW2.96" SLABS #3@12"OC EACH WAY

7. BAR SUPPORTS FOR CONCRETE EXPOSED TO VIEW SHALL HAVE PLASTIC COATED LEGS OR BE HOT DIP GALVANIZED AFTER FABRICATION. 8. HEADED CONCRETE ANCHORS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A108, GRADES 1010, 1015, 1017, OR 1020. STUDS SHALL BE

AUTOMATICALLY END WELDED IN THE SHOP OR FIELD IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 9. EMBED PLATES MUST BE SET IN THE FORM BEFORE POURING CONCRETE, NOT PLACED INTO TOP OF WET CONCRETE. THE CONTRACTOR SHALL CONTACT

THE ENGINEER FOR CORRECTIVE DETAILS FOR ANY EMBED PLATES LEFT OUT OF CONCRETE POURS. 10. FOR SLABS ON GRADE, SLAB AND FOOTING REINFORCING SHALL BE HELD IN PLACE BY BAR SUPPORTS WITH SAND PLATES, OR PRECAST CONCRETE BAR

SUPPORTS AS DESCRIBED IN CHAPTER 3 OF THE CRSI MANUAL OF STANDARD PRACTICE. BAR SUPPORTS SHALL BE SPACED AT A MAXIMUM OF 4'-0"OC BOTH WAYS. ROCKS, CMU, OR CLAY BRICK WILL NOT BE USED AS SUPPORTS.

11. REBAR SHALL NOT BE HEATED WITH A TORCH IN THE FIELD. 12. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER FAR ENOUGH IN ADVANCE (48 HOURS) OF EACH CONCRETE POUR TO ALLOW AMPLE TIME TO

CHECK THE LAYOUT OF THE STEEL BEFORE THE BEGINNING OF THE ACTUAL POUR, BUT NOT PRIOR TO 90% OF THE STEEL HAVING BEEN PLACED.

CONCRETE CONSTRUCTION JOINTS

1. CONTRACTOR SHALL PROVIDE NECESSARY CONSTRUCTION JOINTS IN MONOLITHIC CONCRETE POURS SO THAT THE QUALITY OF PLACEMENT AND FINISH MEETS THE REQUIREMENTS OF PLANS. THE CONTRACTOR SHALL SUBMIT A PLAN SHOWING THE LOCATION OF ALL CONSTRUCTION JOINTS TOTHE STRUCTURAL ENGINEER FOR APPROVAL.

2. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS. ALL VERTICAL CONSTRUCTION JOINTS IN SLABS AND BEAMS SHALL BE MADE WITH BULKHEADS. ADDITIONAL REINFORCING AT CONSTRUCTION JOINTS SHALL BE AS SPECIFIED BY THE STRUCTURAL ENGINEER. SEE TYPICAL CONSTRUCTION JOINT DETAILS.

STRUCTURAL STEEL

1. STRUCTURAL STEEL: WIDE FLANGE SHAPES (W SECTIONS) - ASTM A992, GRADE 50 (FY=50 KSI) CHANNELS, ANGLES, RODS, AND BARS - A36 (FY=36 KSI) PLATES - ASTM A572, GRADE 50 (FY=50 KSI) OR ASTM A36 (FY=36 KSI) SQUARE AND RECTANGULAR TUBES - ASTM A500, GRADE B (FY=46 KSI) PIPES - ASTM A53, GRADE B (FY=35 KSI)

2. ANCHOR BOLTS AND THREADED RODS SHALL CONFORM TO ASTM F1554, GRADE 36. 3. DESIGN, FABRICATION AND ERECTION SHALL BE AS PER SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360-05). 4. BEAM SIMPLE SHEAR AND BRACED FRAME CONNECTIONS NOT DETAILED ON STRUCTURAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER

RETAINED BY THE STEEL SUPPLIER AND REGISTERED IN THE STATE OF NORTH CAROLINA. THE CONNECTIONS FOR NON-COMPOSITE BEAMS SHALL BE DESIGNED FOR REACTIONS SHOWN ON DRAWINGS OR FOR REACTIONS DETERMINED BY USING THE ALLOWABLE UNIFORM LOAD AS TABULATED IN PART 3 OF THE AISC STEEL CONSTRUCTION MANUAL FOR THE SECTION, SPAN AND STRENGTH OF STEEL SPECIFIED. CONNECTIONS SHALL BE MADE WITH ASTM A325 3/4"Ø BOLTS (MINIMUM), TIGHTENED TO A SNUG-TIGHT CONDITION PER AISC REQUIREMENTS.

5. THE CONNECTION ENGINEER SHALL SUBMIT A SIGNED AND SEALED LETTER STATING THEY HAVE REVIEWED THE STEEL SHOP DRAWINGS AND THE CONNECTIONS ARE CONSISTENT WITH THEIR CALCULATIONS AND INTENT.

6. WHERE STEEL MEMBERS ARE WELDED AND NO SIZE IS SPECIFIED, PROVIDE FULL LENGTH FILLET WELDS BOTH SIDES OF MEMBER. WELD SIZES SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: MEMBER THICKNESS WELD SIZE3/16" 3/16"1/4" 3/16"5/16" 3/16"3/8" 1/4"7/16" 1/4"1/2" 5/16"9/16" 3/8"5/8" 7/16"

7. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE ENGINEER AS TO LOCATION AND TYPE OF SPLICE TO BE MADE. ANY MEMBER HAVING A SPLICE NOT SHOWN AND DETAILED ON SHOP DRAWINGS WILL BE REJECTED.

8. ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY CODE. USE E70 SERIES ELECTRODES FOR ALL STRUCTURAL STEEL WELDS. 9. SEE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR ALL ITEMS REQUIRED TO BE HOT-DIP GALVANIZED AFTER FABRICATION. 10. STRUCTURAL STEEL SHALL BE PUNCHED FOR WOOD BLOCKING, NAILERS, CLIPS AND TIES IN ACCORDANCE WITH STRUCTURAL DETAILS. 11. ULTRASONIC INSPECTION BY THE TESTING LABORATORY SHALL BE PROVIDED FOR ALL WELDS CALLED FOR ON THE STRUCTURAL DRAWINGS OR SHOP

DRAWINGS AS FULL PENETRATION WELDS.

ADHESIVE AND MECHANICAL POST-INSTALLED ANCHORS

1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH ADHESIVE OR MECHANICAL POST-INSTALLED ANCHOR ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.

2. PRE-APPROVED MANUFACTURERS ARE HILTI, SIMPSON STRONG-TIE, AND POWERS. WHERE DETAILS INDICATE SPECIFIC ADHESIVE OR MECHANICAL POST-INSTALLED ANCHORS, IT IS ACCEPTABLE AT THE CONTRACTOR'S OPTION TO SUBMIT AN ALTERNATE SIMILAR PRODUCT PROVIDED BY A DIFFERENTMANUFACTURER AS LONG AS THE MANUFACTURER'S DATA PROVIDES EQUIVALENT LOAD CAPACITY TO THE ANCHOR SPECIFIED.

3. MANUFACTURER'S DATA FOR ALL ADHESIVE AND MECHANICAL POST-INSTALLED ANCHORS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. SUBMITTALS FOR ADHESIVE ANCHOR PRODUCTS SHALL INCLUDE ICC-ES EVALUATION REPORTS. STRICTLY FOLLOW THE MANUFACTURER'S SPECIFICATIONS AND INSTALLATION INSTRUCTIONS. HEED ALL LABEL WARNINGS. INSTALL IN ACCORDANCE WITH APPLICABLE SAFETY LAWS.

4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE DIAMETER OF THE STEEL MEMBER BEING INSTALLED.5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO INSTALLATION OF ADHESIVE. HOLES SHALL BE FREE OF ALL

DELETERIOUS MATERIAL SUCH AS LAITANCE, DUST, DIRT, AND OIL. 6. CONTRACTOR PERFORMING ADHESIVE WORK SHALL BE AN APPROVED CONTRACTOR BY THE MANUFACTURER FURNISHING THE ADHESIVE MATERIALS, AND

SHALL HAVE NO LESS THAN FIVE YEARS EXPERIENCE IN THE VARIOUS TYPES OF ADHESIVE RELATED WORK REQUIRED IN THIS PROJECT. A CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO DO THE WORK.

DEMOLITION

1. THE CONTRACTOR SHALL NOTIFY ALL LOCAL AGENCIES HAVING JURISDICTION, AND SHALL OBTAIN ALL NECESSARY PERMITS REQUIRED FOR THE DEMOLITION AND REMOVAL OF THE DEBRIS RESULTING FROM THE DEMOLITION.

2. CONTRACTOR SHALL RETAIN, AT THEIR EXPENSE, A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NORTH CAROLINA, TO DETERMINE ALL CONSTRUCTION PHASE SHORING REQUIREMENTS. CONTRACTOR SHALL SUBMIT TO THE OWNER AND THE ENGINEER OF RECORD, SIGNED AND SEALED DRAWINGS, OUTLINING OPERATIONAL SEQUENCES, SHORING CONCEPTUAL PLANS, METHODS USED FOR THE PROTECTION OF STRUCTURESTO REMAIN AND NEIGHBORING STRUCTURES.

3. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE PROTECTION AND STABILITY OF EXISTING AND NEW STRUCTURES DURING CONSTRUCTION. 4. BEFORE UNDERTAKING ANY DEMOLITION WORK OR ORDERING MATERIAL, ASCERTAIN BY SURVEY THE EXISTING CONDITIONS OF THE PROPERTIES AND

BUILDINGS ADJOINING OR IN CLOSE PROXIMITY TO THE PREMISES. THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY. 5. PROVIDE AND MAINTAIN BRACING AND SHORING AS NEEDED. KEEP SUPPORTING STRUCTURE IN PLACE DURING NEW CONSTRUCTION AND UNTIL NEW

STRUCTURE IS COMPLETED. 6. STORE AND PROTECT ALL MATERIAL TO BE REMOVED AND REUSED. 7. IF SAFETY OR INTEGRITY OF STRUCTURAL SYSTEM APPEARS TO BE COMPROMISED, CEASE OPERATIONS IMMEDIATELY AND NOTIFY THE OWNER AND THE

ENGINEER. PROPERLY BRACE AND SUPPORT STRUCTURE BEFORE RESUMING OPERATIONS. 8. ANY DAMAGE OCCURRING TO THE EXISTING STRUCTURE, ADJACENT STRUCTURES, STREETS, SIDEWALKS, UTILITY LINES OR ANY OTHER PUBLIC OR

PRIVATE PROPERTIES, SHALL BE REINSTALLED TO THE ORIGINAL CONDITION BY THE CONTRACTOR AT NO COST TO THE OWNER OR THE ENGINEER.9. ALL OPENINGS IN EXISTING CONSTRUCTION SHALL BE SAW CUT OR DRILLED. 10. ALL EXISTING INFORMATION SHOWN IS REFERENCED FROM EXISTING DRAWINGS PREPARED BY DANIEL ENGINEERING, DATED 08/08/1985.

REPRODUCTION

1. THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREIN AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HERE ON.

STEEL HANDRAIL /GUARDRAIL

1. HANDRAIL (ALSO SOMETIMES REFERRED TO AS "GUARDRAIL") SHALL BE SOURCED FROM A COMPANY NORMALLY ENGAGED IN THE MANUFACTURE OF PIPE RAILING. RAILING SHALL BE SHOP ASSEMBLED IN LENGTHS NOT TO EXCEED 24 FT FOR ERECTION AND SHALL CONFORM TO APPLICABLE OSHA GUIDELINES AND THE 2018 NORTH CAROLINA BUILDING CODE.

2. UNLESS NOTED OTHERWISE, THE HANDRAIL SHALL BE MADE OF ATSM A53 GRADE B STRUCTURAL STEEL PIPE SECTIONS WELDED OR FITTED TOGETHER WITH COMPONENT FITTINGS DESIGNED PER THE REQUIREMENTS OF THE ANSI/NAAMM STANDARD AMP 521-01 (R2012). SAMPLES OF ALL COMPONENTS, BASES, TOE PLATE AND PIPE SHALL BE SUBMITTED FOR APPROVAL AT THE REQUEST OF THE ENGINEER.

3. THE HANDRAIL SHALL BE DESIGNED TO WITHSTAND A 200 LB CONCENTRATED LOAD IN ANY DIRECTION AT ANY POINT ALONG THE TOP RAIL AS WELL AS A NON-CONCURRENT DISTRIBUTED LOAD OF 50 LB/FT APPLIED HORIZONTALLY ALONG THE TOP RAIL, AND THE EFFECTS THEREOF.

4. POSTS SHALL NOT INTERRUPT THE CONTINUATION OF THE TOP RAIL AT ANY POINT ALONG THE RAILING, INCLUDING CORNERS AND END TERMINATIONS (OSHA 1910.23). THE TOP SURFACE OF THE TOP RAILING SHALL BE SMOOTH AND SHALL NOT BE INTERRUPTED BY PROJECTED FITTINGS.

5. THE MID-RAIL AT A CORNER RETURN SHALL BE ABLE TO WITHSTAND A 200 LB LOAD WITHOUT LOOSENING. THE VENDOR SHALL DETERMINE THE APPROPRIATE FREE OVERHANG DISTANCE OF THE RAILING AT A CORNER BEYOND THE NEAREST POST FOR THE SYSTEM BEING INSTALLED.

6. HANDRAIL SHALL BE TOP MOUNTED TO STRUCTURAL STEEL MEMBERS AS APPLICABLE. UNLESS NOTED OTHERWISE, HANDRAIL SHALL NOT BE ATTACHED TO FLOOR PLATE OR BAR GRATING. COORDINATE ANY DEVIATIONS WITH ENGINEER OF RECORD AND/OR OWNER.

STEEL STAIRS

1. STEEL STAIRS AND LANDINGS AND ALL CONNECTIONS SHALL BE DESIGNED BY THE SUPPLIER FOR A LIVE LOAD OF 100 PSF. TREADS SHALL BE DESIGNED FOR A 300 POUND POINT LOAD DISTRIBUTED OVER 4 SQUARE INCHES. ALL STAIR SHOP DRAWINGS SHALL BEAR THE SEAL OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NORTH CAROLINA. CALCULATIONS SHALL BE SUBMITTED FOR REVIEW WITH THE STAIR SHOPDRAWINGS.

223 S. WEST STREETSUITE 1100RALEIGH, NC 27603

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<-1'-4">

18'-9" VIF

VIF

6'-

9"

VIF

10'-9"

VIF

9'-3"

EXISTING

BUILDING 3

EDGE OF

PAVING, VIF

4'-

0"

3'-

6 1

3/1

6"

4'-0" 4'-0" 20'-8" VIF 30'-0" VIF VIF

4'-8 11/16"

11'-3" VIF

VIF

4'-0"

VIF

20'-0"

VIF

24'-0"

VIF

24'-0"

26'-

11 1

/4"

VIF

VIF

5'-3 3/4"

VIF

18'-

0"

±

VIF

19'-

4"

±

VIF

14'-

0"

±

VIF

16'-

6"

±

VIF

14'-

8"

±

EXISTING

COLUMN, TYP, VIF

EXISTING

COLUMN, TYP, VIF

VIF

3'-7" ±

VIF

7'-0" ±

VIF

1'-10" ±

(E) P3

25'-

0"

VIF

VIF

7'-

0"

20'-

0"

VIF

18'-

0"

VIF

F3

F3

F3

F3

13'-

11"

4'-

9 1

/8"

2'-10" 21'-0"

EXIST SANITARY

SEWER LINE

BELOW, VIF

EXIST

CURB, VIF

P1 P1

P1 P1

HSS6x6x1/4, TYP

EXIST 36" STORM

SEWER LINE BELOW, VIF

FUTURE EXHAUST FAN

ON EQUIPMENT PAD

PER 1/SB02

SEE MECH DWGS

EXTEND EXIST

PAD PER 5/SB02

NEW EXHAUST FAN ON

EQUIPMENT PAD PER

1/SB02, SEE MEP DWGS

NEW EXHAUST FAN

ON EXIST

EQUIPMENT PAD,

SEE MEP DWGS

4'-

4"

4 1/2"

7'-8 9/16"

23'-

11"

10'-

6"

12'-

0"

12'-

0"

12'-

0"

11'-

6"

3'-

2 1

/8"

NEW T-POST &

FOUNDATION,

TYP OF 8

10

SB02

_______

7

SB02

_______

-7'-0"

6'-0"

6'-

0"

_____SF05

1

NEW TRENCH,

SEE MEP DWGS

HOUSEKEEPING PAD,

SEE 9/SB02, TYP OF 5

1

SB03

_______

1

SB03

_______

F7

7'-0"

2'-4"

1'-0"

1'-

0"

2'-4"

2'-

4"

COORD LOCATION

WITH FINAL TOOL

LAYOUT

2

SB03

_______

NEW FOUNDATION AND SUPPORT

STRUCTURE FOR EXHAUST STACK,

COORD W/ EQUIP, SEE MEP DWGS

NOTES:

1. FOR GENERAL NOTES AND ABBREVIATIONS, SEE SHEET G01.

2. FINISHED FLOOR ELEVATION VIF, UNO. REFERENCE ELEVATION 0'-0".

3. TOP OF FOOTING 1'-4" MIN BELOW EXISTING GRADE, UNO. <No> INDICATES TOP OF FOOTING ELEVATION, SEE PLAN.

4. "F#" INDICATES FOOTING TYPE, SEE 3/SB02.

5. "P#" INDICATES CONCRETE PEDESTAL, SEE PLAN AND 5/SB02. TOP OF PEDESTAL TO MATCH BUILDING 3 FINISHED FLOOR

ELEVATION, UNO. [No] INDICATES TOP OF PEDESTAL ELEVATION RELATIVE TO BUILDING 3 FINISHED FLOOR ELEVATION.

6. (E) AND HALF-TONE LINEWORK INDICATES EXISTING STRUCTURE.

7. DIMENSIONS REFERENCING EXISTING STRUCTURE ARE BASED ON EXIST FACILITY DWGS AND/OR FIELD MEASUREMENTS AND

ARE PROVIDED FOR REFERENCE ONLY. CONTRACTOR SHALL VERIFY IN FIELD ALL SUCH DIMENSIONS AND REPORT ANY

DISCREPANCIES TO ENGINEER OF RECORD.

8. "G1" INDICATES CMW-4-150 11-W-4 GALVANIZED CLOSE MESH BAR GRATING OR APPROVED EQUIVALENT.

223 S. WEST STREET

SUITE 1100

RALEIGH, NC 27603

T 919.380.8750

FIRM LICENSE #C-1051

PROJECT S19168.00

Hip

p E

ngin

eeri

ng

& C

on

su

ltin

g, In

c.

Phon

e: 9

19−3

13−5

300

F

ax:

919

−313

−5558

4600 S

ilicon D

rive D

urham, N.C

. 27703

us t

oll−

free

: 80

0−533−2

583

Cor

pora

te H

eadq

uart

ers

Uni

ted

Sta

tes

of A

mer

ica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

C

D

E

F

G

H

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K

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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B

C

D

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F

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17

17

DA

TE

MO

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AC

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NB

Y.

CK

.A

P.

CIP:

RE

V.

BLDG.: FLOOR:

SITE:

DISP.:

SHEET: REV.:

Page of

SYSTEM:

Confidential

The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

Pro

ject

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fa

x: 9

19-7

55-9

995

NC

FIR

M L

ICEN

SE N

UM

BER

: C-2

146

hip

p p

ro

jec

t n

o. r

1914

9

HIP

P E

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INEER

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IC17

OC

T2

019

ISS

UE

D F

OR

CO

NS

TR

UC

TIO

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AC

CP

LC

PL

N/A

R1

21N

OV

2019

ISS

UE

D F

OR

RE

VIE

WM

AC

CP

LC

PL

N/A

R2

12

DE

C20

19

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DE

ND

UM

1-I

SS

UE

D F

OR

CO

NS

TR

UC

TIO

NM

AC

CP

LC

PL

N/A

CR

EE

BLD

G 3

K P

RO

CE

SS

FIT

-UP

FO

UN

DA

TIO

N P

LA

N

1/8" = 1'-0"SB01

1 FOUNDATION PLAN

1

S SB

01

R1

R1

R1

R2

R2

R2

Reflow

Table

Reflow

Table

TableTable Table

Sikama

Oven

SUSS002 SUSS004SUSS0005

SUSS006SUSS007SUSS008SUSS010

TRANSFER ROOM

Reflow

Table

Reflow

Table

TableTable Table

Sikama

Oven

SUSS002 SUSS004SUSS0005

SUSS006SUSS007SUSS008SUSS010

TRANSFER ROOM

Reflow

Table

Reflow

Table

TableTable Table

Sikama

Oven

SUSS002 SUSS004SUSS0005

SUSS006SUSS007SUSS008SUSS010

TRANSFER ROOM

Reflow

Table

Reflow

Table

TableTable Table

Sikama

Oven

SUSS002 SUSS004SUSS0005

SUSS006SUSS007SUSS008SUSS010

TRANSFER ROOM

Reflow

Table

Reflow

Table

TableTable Table

Sikama

Oven

SUSS002 SUSS004SUSS0005

SUSS006SUSS007SUSS008SUSS010

TRANSFER ROOM

Reflow

Table

Reflow

Table

TableTable Table

Sikama

Oven

SUSS002 SUSS004SUSS0005

SUSS006SUSS007SUSS008SUSS010

TRANSFER ROOM

Reflow

Table

Reflow

Table

TableTable Table

Sikama

Oven

SUSS002 SUSS004SUSS0005

SUSS006SUSS007SUSS008SUSS010

TRANSFER ROOM

6

F

D

E

J

1.50.5

J.1

J.2

(E) W10x22

(E)

W10x22

(E)

W10x22

(E) W10x22

(E)

W10x22

KB KB

KB KB

KB

KB

(3) EQ SPACES

KB

KB

1 2

TOS STEEL =

+10'-0", VIF

(E)

W10x22

EXISTING

BUILDING 3

EXIS

TIN

G

BU

ILD

ING

2

(3) EQ SPACES

30'-0" VIF

(2) EQ SPACES

20'-8" VIF

(3) EQ SPACES

30'-0" VIF

VIF

12'-0"

CANT

(E)

W10x15

3 4 5

(E)

W10x22

(E)

W10x22

(E)

W10x15

(E)

W10x15

(E)

W10x22

(E)

W10x15

(E)

W10x22

(E)

W10x22

(E)

W10x22

(E)

W10x22

(E)

W10x22

(E)

W10x15

(E)

W10x22

(E)

W10x22

(E)

W10x22

(E)

W10x15

(E)

W10x15

(E)

W10x22

(E)

W10x15

(E)

W10x15

(E) W10x22

(E) W10x22

(E)

W10x15

(E)

W10x15

(E)

W10x15

(E) W10x22

(E)

W10x15

(E)

W10x15

(E) W10x22

(E) W10x22

(E)

W10x15

(E)

W10x15

(E)

W10x15 (E)

W10x15

(E)

W10x22

(E)

W10x22

(E)

W10x15

(E) W10x15

(E) W10x15

(E)

W10x15

(E)

W10x15

(E) W

10x2

2(E) W

10x2

2

(E) W10x15

(E) W10x15

20'-

0"

VIF

23'-

0"

VIF

VIF

6'-

9"

VIF

8'-0"

VIF

10'-9"

VIF

9'-3"

VIF

20'-0"

VIF

24'-0"

VIF

24'-0"

VIF

17'-5 3/16"

26'-

11 1

/4"

VIF

(3)

EQ

SPAC

ES

25'-

0"

VIF

VIF

7'-

0"

(2)

EQ

SPAC

ES

20'-

0"

VIF

(2)

EQ

SPAC

ES

18'-

0"

VIF

4'-0"

HI & LO, TYP, VIF

4'-0"

(2)

EQ

SPAC

ES

14'-

2"

EXISTING PIPE

BRIDGE, VIF

EXISTING PIPE

BRIDGE, VIF

(E)

W10x22

4'-0"(1

5'-

0")

(15'-

0")

(15'-

0")

(15'-

0")

(15'-

0")

(15'-

0")

(15'-

0")

(15'-

0")

_____SF02

1

EXIST AHU

PLATFORM, VIF

EXISTING PIPE

BRIDGE, VIF

(E)

W8x13

(E) W8x13

(E)

W8x13(E

)

W8x10

(E) W8x13

(E) W8x13

SEE 1/SF04

FOR CONTINUATION

W6x15

10

SB02

_______

NEW T-POST & FOUNDATION,

TYP OF 8, SEE 1/SB01 FOR

DIMENSIONS

5

SF04

_______

NEW OUTRIGGER @

7'-0" OC MAX FOR

NEW PIPE SUPPORT

PER 5/SF04

NOTES:

1. FOR GENERAL NOTES AND ABBREVIATIONS, SEE SHEET G01.

2. TOP OF STEEL ELEVATION OF AHU PLATFORM IS 12'-0" ABOVE BLDG 3 FINISHED FLOOR ELEVATION.

(No.) INDICATES TOS ELEV RELATIVE TO BLDG 3 FINISHED FLOOR ELEVATION.

3. (E) & HALF-TONE LINEWORK INDICATE EXISTING STRUCTURE.

4. "KB" INDICATES KNEE BRACE, SEE 2/SF02.

5. ALL STRUCTURAL STEEL & CONNECTIONS SHALL BE GALVANIZED.

6. DIMENSIONS REFERENCING EXISTING STRUCTURE ARE BASED ON EXIST FACILITY DWGS AND/OR FIELD

MEASUREMENTS AND ARE PROVIDED FOR REFERENCE ONLY. CONTRACTOR SHALL VERIFY IN FIELD ALL

SUCH DIMENSIONS AND REPORT ANY DISCREPANCIES TO ENGINEER OF RECORD.

223 S. WEST STREET

SUITE 1100

RALEIGH, NC 27603

T 919.380.8750

FIRM LICENSE #C-1051

PROJECT S19168.00

Hip

p E

ngin

eeri

ng

& C

on

su

ltin

g, In

c.

Phon

e: 9

19−3

13−5

300

F

ax:

919

−313

−5558

4600 S

ilicon D

rive D

urham, N.C

. 27703

us t

oll−

free

: 80

0−533−2

583

Cor

pora

te H

eadq

uart

ers

Uni

ted

Sta

tes

of A

mer

ica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

C

D

E

F

G

H

I

J

K

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

C

D

E

F

G

H

I

J

K

17

17

DA

TE

MO

C #

AC

TIO

NB

Y.

CK

.A

P.

CIP:

RE

V.

BLDG.: FLOOR:

SITE:

DISP.:

SHEET: REV.:

Page of

SYSTEM:

Confidential

The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

Pro

ject

Sh

eet

Tit

le

SCD

237

R2

- -

2301 R

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tel: 9

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55-1033

fa

x: 9

19-7

55-9

995

NC

FIR

M L

ICEN

SE N

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BER

: C-2

146

hip

p p

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t n

o. r

1914

9

HIP

P E

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& c

on

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, in

c.

12/12/2019

5DC6

IC17

OC

T2

019

ISS

UE

D F

OR

CO

NS

TR

UC

TIO

NM

AC

CP

LC

PL

N/A

R1

21N

OV

2019

ISS

UE

D F

OR

RE

VIE

WM

AC

CP

LC

PL

N/A

R2

12

DE

C20

19

AD

DE

ND

UM

1-I

SS

UE

D F

OR

CO

NS

TR

UC

TIO

NM

AC

CP

LC

PL

N/A

CR

EE

BLD

G 3

K P

RO

CE

SS

FIT

-UP

PA

RT

IAL

EL

EV

AT

ED

FR

AM

ING

PL

AN

1/8" = 1'-0"SF01

1 EQUIPMENT PLATFORM & BRIDGE FRAMING PLAN

2

S SF

01

A

R2

3

15'-2" 5'-10"

W12x26

W12x26

HSS6x6x1/4 COL, TYP

(E) W10x22 (E) W10x22

(E) W10x22

(E)

W10x1

5

(E)

W10x1

5(E)

W10x1

5

(E) W10x22

(E) W10x22

(E) W10x22

13'-

11"

9 1

/8"

EXIST PIPE BRIDGE, VIF

W10x1

9

W10x1

9

W10x1

9

W10x1

9

W10x1

9

W8x10 W8x10 W8x10 W8x10

KB KB

KB

KB

REMOVABLE GUARDRAIL BY SUPPLIER, SEE

7/SF02, TYP

NEW AHU, SEE MECH DWGS

CO

ORD

W/

EQ

UIP

5'-

0"

±

(3) EQ SPACES = 17'-0"

3

SF02

_______

4

SF02

_______

1/4"Ø TIE ROD, SEE 2/SF03, TYP

G1

KB

W8x10

W10x1

9

W10x1

9

KB

3'-

3"

2"

KB

TYP

6"

TYP

4'-

9"

4'-0"

WID

TH O

F R

UN

2'-

6"TO

STA

IR C

L

1'-

9"

5

SF03

_______

5

SF03

_______

5

SF03

_______

NEW STAIR, BY SUPPLIER

KB

MC1

MC1

7

SF03

_______

1'-

0"

SEE SCHD

1'-

0"

SEE SCHD

T/FTGSEE PLAN

PEDESTAL, SEE DETAIL 2/SB02

HSS6x6x1/4 COLUMN, TYP

KNEE BRACE, SEE 2/SF02, TYP

FUTURE STRUCTURE FOR PROPOSED AHU ABOVE

1/4"x8"x8" CAP PL, TYP

3/16TYP

TOSCOORD W/ EQUIP

TOSSEE PLAN

MAX

10'-

0"

BEAM, SEE PLAN, TYP

CL CL

TYP

T/PEDESTALSEE PLAN

EXIST GRADE TYP, VIF

NEW EQUIP, SEE MECH DWGS

4'-

8 1

/4"

±

W10x19

W10x19

HVAC DUCT, SEE MECH DWGS

TOSCOORD W/ DUCT

REMOVABLE GUARDRAIL, BY SUPPLIER, SEE PLAN

AND 7/SF02

SEE PLANSEE PLAN

1/4"x8"x8" CAP PL, TYP

3/16TYP

T/FTG

SEE PLAN

PEDESTAL, SEE

DETAIL 2/SB02

HSS6x6x1/4

COLUMN, TYP

KNEE BRACE,

SEE 2/SF02, TYP

FUTURE STRUCTURE FOR

PROPOSED AHU ABOVE

1/4"x8"x8" CAP PL, TYP

TOS

COORD W/ EQUIP

TOS

SEE PLAN

CL

TYP

T/PEDESTAL

SEE PLAN

EXIST GRADE TYP, VIF

MAX

10'-

0"

CL

BEAM, SEE PLAN, TYP

SEE PLAN

REMOVABLE GUARDRAIL BY SUPPLIER, SEE PLAN AND

7/SF02, TYP

NEW STAIR BY SUPPLIER

SEE PLAN

OPENING

4'-0"±

PROVIDE 3'-6"x2'-0"x1'-0" THICK FOOTING FOR STAIR, ALIGN TOF W/ EXISTING FINISHED

GRADE (VIF)

(3)#5 LB, (4)#5 SB

REMOVABLE GUARDRAIL, BY STAIR SUPPLIER

3

WT3

x6

WP

COL, SEE PLAN & SCHD

BEAM, SEE PLAN1/4"x8"x8" CAP PL WP

3/8" GUSSET PLATE,

SIZE TO FIT (TYP)

1/4 3

1/4 3TYP

1

1

TOSSEE PLAN

3'-

6"

CL

(2) 3/4"Ø A325 BOLTS, TYP

NOTES:1. FOR PLAN NOTES, SEE 1/SF01.2. G1 INDICATES SPAN DIRECTION OF NEW GALV STEEL BAR GRATING W/ 1 1/4"x3/16" BEARING BARS @ 1-3/16" "OC (OR BETTER).3. "MC#" INDICATES MOMENT CONNECTION TYPE, SEE 6/SF03.4. "KB" INDICATES KNEE BRACE, SEE 2/SF02.

223 S. WEST STREETSUITE 1100RALEIGH, NC 27603

T 919.380.8750FIRM LICENSE #C-1051

PROJECT S19168.00

Hip

p E

ngin

eeri

ng

& C

on

su

ltin

g, In

c.

Phon

e: 9

19−3

13−5

300

F

ax:

919

−313

−5558

4600 S

ilicon D

rive D

urham, N.C

. 27703

us t

oll−

free

: 80

0−533−2

583

Cor

pora

te H

eadq

uart

ers

Uni

ted

Sta

tes

of A

mer

ica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

C

D

E

F

G

H

I

J

K

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

C

D

E

F

G

H

I

J

K

17

17

DA

TE

MO

C #

AC

TIO

NB

Y.

CK

.A

P.

CIP:

RE

V.

BLDG.: FLOOR:

SITE:

DISP.:

SHEET: REV.:

Page of

SYSTEM:

Confidential

The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

Pro

ject

Sh

eet

Tit

le

SCD

237

R2

- -

2301 R

EX

WO

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S D

RIV

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ra

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tel: 9

19-7

55-1033

fa

x: 9

19-7

55-9

995

NC

FIR

M L

ICEN

SE N

UM

BER

: C-2

146

hip

p p

ro

jec

t n

o. r

1914

9

HIP

P E

NG

INEER

ING

& c

on

su

lt

ing

, in

c.

12/12/2019

5DC6

IC17

OC

T2

019

ISS

UE

D F

OR

CO

NS

TR

UC

TIO

NM

AC

CP

LC

PL

N/A

R1

21N

OV

2019

ISS

UE

D F

OR

RE

VIE

WM

AC

CP

LC

PL

N/A

R2

12

DE

C20

19

AD

DE

ND

UM

1-I

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D F

OR

CO

NS

TR

UC

TIO

NM

AC

CP

LC

PL

N/A

CR

EE

BLD

G 3

K P

RO

CE

SS

FIT

-UP

AH

U F

RA

MIN

G P

LA

N A

ND

DE

TA

ILS

1/2" = 1'-0"SF02

1 AHU FRAMING PLAN

1/2" = 1'-0"SF02

3 SECTION

1/2" = 1'-0"SF02

4 SECTION3/4" = 1'-0"SF02

2 TYPICAL KNEE BRACE

2

S SF

02

MAX

1'-6"

LOCATE AS NEEDED

3'-0"

BASE PLATE AND CONNECTION BY

SUPPLIER

GUARDRAIL POST

CONTINUOUS TOE PLATE, SEE OTHER

SECTIONS

MAX SPACING BETWEEN POSTS

5'-0"

SEE GUARDRAIL NOTE 5 ON G01

1'-

9"

3'-

6"

TOP OF STRUCTURAL STEEL MEMBER, SEE PLAN

BEAM, SEE PLAN

SEE TYPICAL GUARDRAIL CONNECTION DETAIL

TYPICAL GUARDRAIL CONNECTION DETAIL

(ATTACHMENT TO STRUCTURAL STEEL)

NOTES:1. PAINT ALL GUARDRAIL MEMBERS, COMPONENTS AND CONNECTIONS OSHA SAFETY YELLOW UNO.

2. SEE DWG G01 FOR ADDITIONAL NOTES PERTAINING TO GUARDRAIL.

FOR ACCESS

PROVIDE REMOVABLE POST CONNECTION

3/8" SHEAR PL

No. 2 CLEVIS W/1/2"Ø PIN

TIE ROD, SEE PLAN

COL, SEE PLAN

A A

LO BEAM, SEE PLAN

4"

TIE ROD W/CLEVIS

SECTION A-A

COL, SEE PLAN

4"

TOSSEE PLAN

GRATING, SEE PLAN

GRATING ATTACHMENT, BOLT & CLIP BY SUPPLIER,

SEE PLAN NOTES

BEAM, SEE PLAN

1/8 1-12TOE PL TO BEAM

CONT 1/4" TOE PL

1/8 1-12

NOTES:1. GRATING MAY BE WELDED TO SUPPORTING BEAM(S) AS REQUIRED, FOLLOW MFR

RECOMMENDATIONS.

GUARDRAIL BY SUPPLIER, SEE 1/SF03

COL, SEE PLAN

BEAM, SEE PLAN

CL

SEE PLAN

PL 1/2"x7"x12"

W/(4)3/4"Ø A325 BOLTS

1/4

KNEE BRACE,SEE PLAN & 2/SF02

3/8" STIFFENER PL

TYP1 1/2"

FUTUR STRUCTURE FOR PROPOSED AHU ABOVE

NOTES1. PROVIDE ULTRASONIC TESTING AT FULL PENETRATION WELDS.

TYPE A

BEAM, SEE PLAN3/8"x6"x6" PL

BEAM, SEE PLAN

1/4 4TYP

BACKING BAR

TYP

223 S. WEST STREETSUITE 1100RALEIGH, NC 27603

T 919.380.8750FIRM LICENSE #C-1051

PROJECT S19168.00

Hip

p E

ngin

eeri

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& C

on

su

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g, In

c.

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e: 9

19−3

13−5

300

F

ax:

919

−313

−5558

4600 S

ilicon D

rive D

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. 27703

us t

oll−

free

: 80

0−533−2

583

Cor

pora

te H

eadq

uart

ers

Uni

ted

Sta

tes

of A

mer

ica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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.A

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RE

V.

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SITE:

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The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

Pro

ject

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Tit

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SCD

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NC

FIR

M L

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: C-2

146

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UE

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AC

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PL

N/A

R1

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ISS

UE

D F

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N/A

R2

12

DE

C20

19

AD

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1-I

SS

UE

D F

OR

CO

NS

TR

UC

TIO

NM

AC

CP

LC

PL

N/A

CR

EE

BLD

G 3

K P

RO

CE

SS

FIT

-UP

AH

U F

RA

MIN

G S

EC

TIO

NS

AN

D D

ET

AIL

S

3/4" = 1'-0"SF03

1 TYPICAL GUARDRAIL CONSTRUCTION

NTSSF03

2 TYPICAL HORIZONTAL BRACE CONNECTION

2

S SF

03

1 1/2" = 1'-0"SF03

5 SECTION

3/4" = 1'-0"SF03

7 TYPICAL KNEE BRACE

3/4" = 1'-0"SF03

6 MOMENT CONNECTION DETAIL

F

E

(E)W10x22

(E)

W10x2

2

(E)

W10x2

2

(E)W10x15

(E)W10x22

(E)W10x15

20'-

0"

VIF

7'-

0"

(2)

EQ

SPA

CES

20'-

0"

4'-0"

HI & LO, TYP, VIF

EXISTING PIPE BRIDGE, VIF(E)

W10x22

4'-0"

(15'-

0")

(15'-

0")

EXISTING PIPE BRIDGE, VIF

(E)

W8x1

0

(E)

W8x1

3

(E) W8x13

(E)W8x13

(E)

W8x1

0

(E) W8x13

(E) W8x13

(E) W8x13

(E) W8x13

(E)

W8x1

0

(E) W8x13

(E) W8x13

(E)

W8x1

0

(E) W8x13

(E) W8x13

(E)

W8x1

0

(E) W8x13

(E) W8x13

(E)

W8x1

0

(E) W8x13

(E) W8x13

(E)

W8x1

0

(E)

W8x1

0

(E) W8x13

(E) W8x13

(E)

W8x1

0

(E)

W8x1

0

(E) W8x13

(E) W8x13

(E)

W8x1

0

(E)

W8x1

0

(E) W8x13

(E) W8x10

(E)

W8x1

0(E)W8x10

(E)

W8x1

3

(E)

W8x1

0(E)W8x10

(E)W8x10

(E)

W8x1

0

(E)

W8x1

0

(E)

W8x1

0

(E)

W8x1

0

(E)

W8x1

0

(E)

W8x1

0

(E)

W8x1

0

TOS=(16'-0")TYP

NEW OUTRIGGER @10'-0" OC MAX FOR NEW PIPE SUPPORT PER 2/SF04

VIF

12'-0"

VIF

12'-0"

VIF

12'-0"

VIF

12'-0"

VIF

12'-0"

VIF

12'-0"

VIF

11'-9 1/2"

VIF

11'-9 1/2"

VIF

22'-11 11/16"

TYP,

VIF

4'-

0"

(E) W8x10

(E)

W8x1

3(E

) W

8x1

3

NEW T-POSTS @10'-0" MAX OC PER 4/SF04

(E)

W8x1

3

3

SF04

_______

10

SB02

_______

5

SF04

_______

NEW OUTRIGGER @7'-0" OC MAX FOR NEW PIPE SUPPORT PER 5/SF04

2

SF04

_______

4

SF04

_______

SF054

MAX

2'-6"

CL

TOSSEE PLAN,

VIFR

1/2"x6"x10" PL

NEW PIPING, SEE MEP, TYP

NEW W4x13

CL EXIST & NEW BEAM

CONNECTION BY PIPE SUPPLIER

EXIST BEAM,SEE PLAN, VIF

1/4

3"

4" 4" 3/4" A325 TC BOLT, TYP

SECTION A-A

A

ACONNECTION BY

PIPE SUPPLIER

1'-6" 1'-6"

CL

5'-

0"

MAX

EXIST BEAM, TYP

PL 1/2"x5"x10" W/(4)3/4"Ø A325 TC BOLTS

NEW PIPING, SEE MEP DWGS

W4x13

HSS3x3x1/4 POST

1/4TYP

TOSCOORD W/

MECH DWGS

NOTES:1. ALL STRUCTURAL STEEL FRAMING AND CONNECTIONS SHALL BE GALVANIZED.

EXISTING COL, VIF

EXISTING BEAM, VIF, TYP

NEW PIPING,

SEE MECH DWGS

EXISTING PIPING, VIF

NEW T-POST, SEE PLAN AND 5/SF04

TOSVIF

EXISTING UTILITY RACK, VIF

EXISTING PIPING, VIF

NEW PIPING, SEE MEP DWGS

NEW DUCT, SEE MEP DWGS

BASE PL PER 2/SF04

NEW W4x13@10'-0"OC

1'-8"

1/4

223 S. WEST STREETSUITE 1100RALEIGH, NC 27603

T 919.380.8750FIRM LICENSE #C-1051

PROJECT S19168.00

Hip

p E

ngin

eeri

ng

& C

on

su

ltin

g, In

c.

Phon

e: 9

19−3

13−5

300

F

ax:

919

−313

−5558

4600 S

ilicon D

rive D

urham, N.C

. 27703

us t

oll−

free

: 80

0−533−2

583

Cor

pora

te H

eadq

uart

ers

Uni

ted

Sta

tes

of A

mer

ica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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B

C

D

E

F

G

H

I

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17

17

DA

TE

MO

C #

AC

TIO

NB

Y.

CK

.A

P.

CIP:

RE

V.

BLDG.: FLOOR:

SITE:

DISP.:

SHEET: REV.:

Page of

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The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

Pro

ject

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tel: 9

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55-1033

fa

x: 9

19-7

55-9

995

NC

FIR

M L

ICEN

SE N

UM

BER

: C-2

146

hip

p p

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t n

o. r

1914

9

HIP

P E

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INEER

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& c

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, in

c.

12/12/2019

5DC6

IC17

OC

T2

019

ISS

UE

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OR

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TR

UC

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AC

CP

LC

PL

N/A

R1

21N

OV

2019

ISS

UE

D F

OR

RE

VIE

WM

AC

CP

LC

PL

N/A

R2

12

DE

C20

19

AD

DE

ND

UM

1-I

SS

UE

D F

OR

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TR

UC

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AC

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PL

N/A

CR

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BLD

G 3

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RO

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SS

FIT

-UP

PIP

E S

UP

PO

RT

FR

AM

ING

PLA

N

1/8" = 1'-0"SF04

1 EXISTING PIPE FRAMING SUPPORT PLAN

NTSSF04

2 DETAIL3/4" = 1'-0"SF04

4 DETAIL

2

S SF

04

NOTES:1. FOR GENERAL NOTES AND ABBREVIATIONS, SEE SHEET G01.2. (E) & HALF-TONE LINEWORK INDICATE EXISTING STRUCTURE.3. ALL STRUCTURAL STEEL & CONNECTIONS SHALL BE GALVANIZED.4. DIMENSIONS REFERENCING EXISTING STRUCTURE ARE BASED ON EXIST FACILITY DWGS AND/OR FIELD MEASUREMENTS AND ARE PROVIDED FOR REFERENCE ONLY.

CONTRACTOR SHALL VERIFY IN FIELD ALL SUCH DIMENSIONS AND REPORT ANY DISCREPANCIES TO ENGINEER OF RECORD.

3/4" = 1'-0"SF04

3 ELEVATION

NOTES:1. ALL STRUCTURAL STEEL FRAMING AND CONNECTIONS SHALL BE GALVANIZED.

3/4" = 1'-0"SF04

5 SECTIONR1

R1

R1R1

R1

LEVEL 148'-6"

(1)3/4"Ø A325 BOLT

L4x4x1/4

L4x4

x1/4

L4x4

x1/4

L8x8

x5/8

L8x8

x5/8

1/2"x10"x10" BASE PL, TYP

3/16(1)3/4"Øx9"

ADHESIVE ANCHOR,

CENTERED ON PL, TYP

C8x11.5

C8x11.5

C8x11.5

C8x11.5

TOS=+27'-4"

TOS=+17'-4"

TOS=+10'-0"

(2)3/4"Ø A325 BOLTS, TYP

SEE PLAN

TOS=+35'-11 3/4"

TOS=+4'-6"

C8x11.5

L4x4x1/4

5" TYP

TOS=+22'-4"

4'-

4"

L8x8x5/8 COL, TYP

DUCT, SEE MEP DWGS

5'-4"

SF05

2

SF05

3

SF05 4 SF054

TOS=+4'-6"

TOS=+10'-0"

TOS=+17'-4"

TOS=+22'-4"

TOS=+27'-4"

C8x11.5

C8x11.5

C8x11.5

L8x8

x5/8

L8x8

x5/8

C8x11.5

C8x11.5

L4x4

x1/4

C8x11.5

SEE 2/SF05

L4x4x1/4

L4x4

x1/4

L4x4x1/4

TOF

0'-0"

TOS=+36'-0"

TYP

6"

TYP

4"

SEE PLAN

4"

TYP

4"

TYP

L8x8

x5/8

L8x8

x5/8

C8x11.5

L4x4

x1/4

C8x11.5

L4x4x1/4

C8x11.5

L4x4

x1/4

C8x11.5

TOS=+10'-0"

TOS=+18'-8"

TOS=+27'-4"

TOS=+36'-0"

TOF0'-0"

SEE PLAN

223 S. WEST STREETSUITE 1100RALEIGH, NC 27603

T 919.380.8750FIRM LICENSE #C-1051

PROJECT S19168.00

Hip

p E

ngin

eeri

ng

& C

on

su

ltin

g, In

c.

Phon

e: 9

19−3

13−5

300

F

ax:

919

−313

−5558

4600 S

ilicon D

rive D

urham, N.C

. 27703

us t

oll−

free

: 80

0−533−2

583

Cor

pora

te H

eadq

uart

ers

Uni

ted

Sta

tes

of A

mer

ica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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B

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H

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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B

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D

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F

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17

17

DA

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AC

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Y.

CK

.A

P.

CIP:

RE

V.

BLDG.: FLOOR:

SITE:

DISP.:

SHEET: REV.:

Page of

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The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

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fa

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-75

5-9

995

NC

FIR

M L

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NS

E N

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C-2

14

6hip

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no. r1

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DD

EN

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-IS

SU

ED

FO

R C

ON

ST

RU

CT

ION

MA

CC

PL

CP

LN

/A12

DE

C20

19

CR

EE

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G 3

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SS

FIT

-UP

DU

CT

SU

PP

OR

T D

ET

AIL

1/2" = 1'-0"SF05

2 ELEVATION

3/4" = 1'-0"SF05

1 PLAN

2

S SF

05

A

ASF05

5 ISOMETRIC VIEW

A1/2" = 1'-0"SF05

3 ELEVATION1/2" = 1'-0"SF05

4 ELEVATION

IC

PEDESTAL P1

NOTES:1. COAT BASE PLATE, ANCHOR BOLTS, AND COLUMN BELOW SLAB ON GRADE WITH AN

APPROVED ASPHALT PAINT.2. PROVIDE STANDARD ACI 90° HOOK AT BOTTOM END OF ALL VERTICAL BARS IN

PEDESTAL.

NON-SHRINK GROUT, SEE BASE PLATE DETAIL

3/4"Ø ANCHOR RODS, EMBED= 12"

TOFSEE PLAN

SCH

D

SEE

COL, SEE PLAN

3/4"x12"x12" BASE PLATE

SEE FTG SCHD FOR REINF

9" 9"

9"

9"

#3 TIES @12"OC

(8)#7 VERT

CONC PEDESTAL, SEE PLAN DETAILS FOR

REINF

(3) ADDL TIES @2"OC AROUND ANCHOR BOLTS

CLR3"

SEE SCHD

CL COL/PEDESTAL/FTG, UNO

CL

CL

CL

T/PEDESTALSEE PLAN

EXISTING FINISHED GRADE, VIF

CC

5/SB02

B

CC

5/S

B02

A

TYPE 13/16

1/4"x2"SQUARE PL WASHER SIZE

DIMENSION "C"

BOLT SIZE

1 1/2"

3/4"Ø

2"GROUT THICKNESS

ANCHOR BOLT

T/FTGT/PEDESTAL

SEE S

CH

D

SEE S

CH

DT

PRO

JEC

TIO

NX"

MIN

SQUARE PL WASHER T&B, SEE SCHD

(1/2" THICK MIN)

COL BASE PL

LEVELING NUT

NON-SHRINK GROUT, SEE SCHD

ANCHOR BOLT

TACK WELD OR DAMAGE THREADS

NUT

COORD W/FAN

EXIST EQUIP PAD, VIF

EXIST SUBGRADE, VIF

#4x1'-6" DOWELS @18"OC, DRILL & INSTALL IN ADHESIVE INTO EXIST CONC, EMBED = 6" MIN, TYP

NEW SLAB ON GRADE PER 1/SB02

EXIST FIN GRADE OR

PAVING, VIF

FFE

MATCH EXIST

#57 CRUSHED

COMPACTED STONE

6"

NOTES:1. THE EXACT SIZE, SHAPE, AND LOCATION OF EQUIPMENT PADS SHALL BE

DETERMINED BY THE CONTRACTOR AFTER APPROVAL OF EQUIPMENT SHOP DRAWINGS. ANCHOR BOLTS WHERE REQUIRED SHALL BE SIZED AND LOCATED ACCORDING TO MANUFACTURER'S REQUIREMENTS.

CONCRETE TO BE 4,500 PSI, AIR-ENTRAINED

#6@12"OC EA WAY

FINSHED GRADE OR

PAVING, SEE CIVIL DWGS

3/4" CHAMFER, TYP

8"MIN4"

SEE N

OTE 2

1'-

6"

MIN

TYP

1'-0"

CLR3"

1

2

OPTION 1

CONCRETE TO BE 4,500 PSI,

AIR-ENTRAINED

#6@12"OC EA WAY, T&B

FINSHED GRADE OR

PAVING, SEE CIVIL DWGS

3/4" CHAMFER, TYP

MIN4"

SEE N

OTE 2

1'-

6"

MIN

OPTION 2

(2)#6 CONT, TYP

DUCT, SEE MECHANICAL DWGS

W6x15x5'-0" LONGT/STEEL VARIES10'-4" TO 20'-10"COORD W/ MECH DWGS

1/4

HSS5x5x3/8

3/4"x12"x12" BASE PL

(3) ADDL TIES @3"OC

EXISTING GRADE, VIF

(4) 3/4"Ø ANCHOR RODS, EMBED=12"

(8)#7 VERT

#3 TIES @12"OC

T/PILE

0'-0"

2'-0"Ø

6'-

6"

LEVEL 148'-6"

3"

1'-

0"

TOF

-7'-0"

6"

2"

EXISTING SLAB ON GRADE, VIF

#4x1'-6" DOWELS @18"OC, DRILL & EMBED 4" IN

ADHESIVE TYP

COORD W/ MEP DWGS

SEE PLAN

TYP

2'-0"

TYP

6" 8"

LAP,

TYP

3'-

0"

DOWELS TO MATCH SIZE AND SPACING OF VERT

REINF; LAP PER SCHD

#5@12"OC, EW

TOP AND BOTT

PROVIDE 3" MUD SLAB @ CONTRACTOR'S OPTION,

REINF W/ WWF 1.4x1.4 6x6

PIT COATING, SEE

ARCH DWGS

(4)#4 CONT, TYP

#4 DOWELS @

12"OC, TYP

#4@8"OC, EA WAY

CTRD IN PIT WALL

CONT 2x4 KEYWAY, TYP

CONT WATERSTOP

TYP

6"

TYP

3 1

/2"

ALUMINUM FLOOR DOOR, H20 RATED BY BABCOCK DAVIS, SEE ARCH DWGS

ANCHOR STRAP BY DOOR SUPPLIER

BLOCK OUT, FILL W/ NON-SHRINK GROUT AFTER LEVELING DOOR

DRILL SLAB AND SET BARS IN APPROVED ADHESIVE

#4@18"OC ALL AROUND, TYP

ROUGHEN SURFACE OF SLAB; TREAT AS CONST JT

#4 CONT ALL AROUND

WWF 4x4-W4.0xW4.0

NOTES:1. THE EXACT SIZE, SHAPE, AND LOCATION OF EQUIPMENT (HOUSEKEEPING) PAD(S)

SHALL BE DETERMINED BY THE CONTRACTOR AFTER APPROVAL OF EQUIPMENT SHOP DRAWINGS. ANCHOR BOLTS WHERE REQUIRED SHALL BE SIZED AND LOCATED ACCORDING TO MANUFACTURER'S REQUIREMENTS.

2. SEE ARCHITECTURAL DRAWINGS FOR FINISH COATING.

6" SLAB ON GRADE, SEE PLAN

PLAN

SEE

TO 1

2"

PAD

S U

P

MAX

2 1

/2"

223 S. WEST STREETSUITE 1100RALEIGH, NC 27603

T 919.380.8750FIRM LICENSE #C-1051

PROJECT S19168.00

Hip

p E

ngin

eeri

ng

& C

on

su

ltin

g, In

c.

Phon

e: 9

19−3

13−5

300

F

ax:

919

−313

−5558

4600 S

ilicon D

rive D

urham, N.C

. 27703

us t

oll−

free

: 80

0−533−2

583

Cor

pora

te H

eadq

uart

ers

Uni

ted

Sta

tes

of A

mer

ica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A

B

C

D

E

F

G

H

I

J

K

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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B

C

D

E

F

G

H

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17

17

DA

TE

MO

C #

AC

TIO

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Y.

CK

.A

P.

CIP:

RE

V.

BLDG.: FLOOR:

SITE:

DISP.:

SHEET: REV.:

Page of

SYSTEM:

Confidential

The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

Pro

ject

Sh

eet

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MARK

SIZEREINFORCEMENT

(EACH WAY)

WIDTH LENGTH DEPTH TOP BOTTOM

F2 2'-0" 2'-0" 1'-0" NA (3)#5

F3 3'-0" 3'-0" 1'-0" (4)#5 (4)#5

F7 7'-0" 7'-0" 1'-6" (8)#6 (8)#6

NTSSB02

3 FOOTING SCHEDULE

DETAIL

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SB02

4STEEL COLUMN BASE PLATES

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6 DETAIL

3/4" = 1'-0"SB02

1 TYPICAL EXTERIOR EQUIPMENT PAD

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10 SECTION

3/4" = 1'-0"SB02

7 SECTION AT SUMP PIT

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9 TYPICAL EQUIPMENT PAD

R1

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LEVEL 148'-6"

SEE MEP DWGS

3/8" ALUMINUM CHECKER PLATE

DW

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8"8"

CONT #4@12"OC MAX

CONT #3@12"OC MAX

EXIST SLAB, VIF

#4 DOWELS x1'-4" LONG, DRILL AND SET IN ADHESIVE, EMBED=4"

#4 BARS @12"OC

CONT L2x2x1/4 (GALV) W/ 1/2"Øx3" HD

STUDS @24"OC, EA SIDE

1

1

#3@12"OC

COMPACTED #

57 STONE

4"

NOTES:1. LIMIT PLATE LENGTH TO 4'-0" AND PROVIDE LIFTING HOLES

FOR MAINTENANCE ACCESS.2. SEE ARCHITECTURAL DRAWINGS FOR TRENCH COATING.

LEVEL 148'-6"

6"

COORD W/ MEP

SEE PLAN 6"

6"

(2)#4 EA SIDE

(3)#4 EA WAY

#4 DOWELS, 2 EA SIDE, DRILL AND SET IN

ADHESIVE, EMBED=4"

NOTES:1. SEE ARCHITECTURAL DRAWINGS FOR PIT COATING.

DW

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223 S. WEST STREETSUITE 1100RALEIGH, NC 27603

T 919.380.8750FIRM LICENSE #C-1051

PROJECT S19168.00

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Page of

SYSTEM:

Confidential

The information contained in this document is proprietary and

confidential information of CREE Inc. and may not be disclosed,

reproduced or used in any manner without prior written consent of

the Company.

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