ABBREVIATIONS

NEW FACILITY16-2823

SHEET INDEXREFERENCE LEGEND

GREAT BEND, KANSAS

MATERIAL LEGEND

A DETAIL

GENERAL

Mechanical & Electrical Engineer ; Contractor ;

13605 W 96th TerraceLENEXA, KS 66215

(913) 529-5000www.p1group.com

PAUL-WERTENBERGER CONSTRUCTION1102 E 8th StreetHAYS, KS 67601(785) 625-8220

www.paulwertenberger.com

DEMOLITION PACKAGE

Civil Engineer ; Structural Engineer ;

www.pierceengineers.com

PIERCE ENGINEERS, INC241 Broadway Ave, Suite 500

MILWAUKEE, WI 53202(414) 578-6060

10 West Mifflin, Suite 205MADISON, WI 53703

(608) 256-7304

P1 GROUP, INC.

2319 N. JACKSON | P.O. BOX 1304JUNCTION CITY, KANSAS 66441

PH. (785) 762-5040 | FAX (785) 762-7744jc@kveng.com | www.kveng.com

KAW VALLEY ENGINEERING

CIVIL

MECHANICAL DEMOLITION

ELECTRICAL DEMOLITION

ARCHITECTURAL DEMOLITION

STRUCTURAL DEMOLITION

Contact: Brian Olson, CFM5910 Mineral Point Road

Madison, WI 53705ph. (800) 356-2644, ext. 665.8305

brian.olson@cunamutual.com

FACILITY VALUE MANAGEMENTP.O. Box 1870

Brookfield, WI 53008-1870ph. (262) 625-8220 | fax (262) 780-9147

www.facilityvaluemanagement.com

Smart Cabling Solutions1250 N Winchester #K

Olathe, KS 66061ph. (913) 390-9501 fax (913) 390-7017

www.thinkscs.com

KM Technology Design784 N. Main Street, Suite 156

Oregon, WI 53575ph. (608) 444-6067

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DEMOLITION GENERAL NOTES

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GENERAL NOTES PROJECT DESCRIPTION

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10 West Mifflin St, Suite 205 | Madison, WI 53703Phone: 608.256.7304 | Fax: 608.256.7306

www.pierceengineers.comPE project 16460

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MATERIAL STRENGTHS:

CAST-IN-PLACE CONCRETE: FOOTINGS

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 3000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.59MAXIMUM AGGREGATE SIZE 1 1/2"SLUMP LIMIT 5" ± 1"AIR CONTENT NO

FOUNDATION FROST WALLSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT YES 4 TO 6%

EXTERIOR PIERS, WALLS, AND COLUMNSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT YES 4 TO 6%

INTERIOR SLABS ON GRADEMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT NO

EXTERIOR SLABS ON GRADEMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT YES 4 TO 6%

SLABS ON METAL DECKMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT NO

CONCRETE TOPPINGSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT NO

STAIR LANDINGS & TREADSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT NO

SUPPORTED INTERIOR SLABS, BEAMS, & COLUMNSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT NO

SUPPORTED EXTERIOR SLABS, BEAMS, & COLUMNSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT YES 4 TO 6%

DRILLED PIERSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.50MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT NO

LIGHT WEIGHT CONCRETE (110 PCF MAX DENSITY)MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 4000PSIMAXIMUM WATER-CEMENTITIOUS RATIO 0.48MAXIMUM AGGREGATE SIZE 3/4"SLUMP LIMIT 4" ± 1"AIR CONTENT NO

SLURRY MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS f'c = 1000 PSI

MAXIMUM WATER-CEMENTITIOUS RATIO 0.55MAXIMUM AGGREGATE SIZE 1 1/2"SLUMP LIMIT 6" ± 1"AIR CONTENT NO

FIBER REINFORCEMENT: MACROSYNTHETIC FIBERS ENGINEERED & DESIGNED FOR USE IN CONCRETE SLABS COMPLYING WITH ASTM C 1116, TYPE III, 1 1/2' TO 2 1/2'' LONG

REINFORCING STEEL: ALL-ASTM A 615, GRADE 60, DEFORMED Fy = 60,000 PSI STEEL WELDED WIRE REINFORCEMENT, FLAT SHEETS Fy = 60,000 PSI

STRUCTURAL STEEL: ROLLED WIDE FLANGE SHAPES, ASTM A 992 GRADE 50 Fy = 50,000 PSI CHANNELS, ANGLES, & S SHAPES, ASTM A 36 Fy = 36,000 PSI PLATE & BAR, ASTM A 36 Fy = 36,000 PSI TUBE SHAPES, ASTM A 500 GRADE B Fy = 46,000 PSI PIPE, ASTM A 53, TYPE E OR S, GRADE B Fy = 46,000 PSI ALL OTHER ROLLED SHAPES, ASTM A 36 Fy = 36,000 PSI

COLD-FORMED METAL FRAMING GAUGE STEEL:

18 GAUGE AND LIGHTER Fy = 33,000 PSI16 GAUGE AND HEAVIER Fy = 50,000 PSIALL TRACK 16 GAUGE Fy = 50,000 PSI

GALVANIZED COATING G90

STRUCTURAL BOLTS: HIGH STRENGTH BOLTS, NUTS, & WASHERS, ASTM A 325 ZINC-COATED HIGH STRENGTH BOLTS, NUTS, & WASHERS, ASTM A 325 STAINLESS STEEL BOLTS, NUTS, & WASHERS, ASTM F 593 SHEAR CONNECTORS, ASTM A 108 GRADES 1015 THRU 1020 THREADED RODS, ASTM A 36 CLEVISES & TURNBUCKLES, ASTM A 108, GRADE 1035 EYE BOLTS & NUTS, ASTM A 108, GRADE 1030 ANCHOR BOLTS, ASTM F 1554, GRADE 36

WELDED CONNECTIONS: WELDING ELECTRODES E70XX

E80XX FOR WELDINGREINFORCING

GROUT BELOW BASE PLATES & BEARING PLATES: NONMETALLIC, SHRINKAGE-RESISTANT ASTM C 1107

WOOD FRAMING, UNO ON PLAN/DETAILS: DIMENSIONAL LUMBER:

JOISTS/BEAMS/HEADERS: SPRUCE-PINE-FIR NO. 2 OR BETTEREXTERIOR LUMBER: TREATED SOUTHERN PINE NO. 2 OR BETTERPOSTS/COLUMNS: SPRUCE-PINE-FIR NO. 2 OR BETTERWALL STUDS: SPRUCE-PINE-FIR NO. 2 OR BETTER

LAMINATED VENEER LUMBER (LVL):E = 1,900 ksi Fc(PARALLEL) = 2,510 psiFb = 2,600 psi Fc(PERPENDICULAR) = 750 psiFv = 285 PSI

PARALLEL STRAND LUMBER (PSL):E = 2,000 ksi Fc(PARALLEL) = 2,900 psiFb = 2,900 psi Fc(PERPENDICULAR) = 750 psiFv = 290 PSI

LAMINATED STRAND LUMBER (LSL):E = 1,300 ksi Fc(PARALLEL) = 1,400 psiFb = 1,700 psi Fc(PERPENDICULAR) = 680 psiFv = 400 PSI

DESIGN DATA:

APPLICABLE CODES/STANDARDS:

-INTERNATIONAL BUILDING CODE-2006-INTERNATIONAL EXISTING BUILDING CODE-2006-ASCE 7-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE/SEI 2005

STRUCTURAL DESIGN STANDARDS (DESIGN SHALL CONFORM TO THE CURRENT EDITION UNDER THE APPLICABLE CODE):

-ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY-ACI 530/530.1 BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES (AND RELATED COMMENTARIES)-ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS-AISC SEISMIC DESIGN MANUAL-WS D1.1/D1.1M STRUCTURAL WELDING CODE-STEEL-NDS-NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ASD/LRFD-NDS-NATIONAL DESIGN SPECIFICATION SUPPLEMENT, DESIGN VALUES FOR WOOD CONSTRUCTION

BUILDING RISK CATEGORY: II

BUILDING DESIGN LOADS/CRITERIA:

DESIGN LIVE LOADS: FLOOR FRAMING (RETAIL, OFFICE, RESTAURANT, RECREATIONAL) 100 PSF FLOOR FRAMING (LIGHT STORAGE) 125 PSF STAIRWAYS, CORRIDORS, LOBBIES (OTHER AREAS) 100 PSF CATWALKS 40 PSF INTERIOR PARTITION WALLS (UNIFORMLY DISTRIBUTED WEIGHT) 15 PSF INTERIOR PARTITION WALLS (HORIZONTAL DESIGN LOAD) 5 PSF

HANDRAIL ASSEMBLIES & GUARDS: 200LB LOAD OR 50 PLF LOAD APPLIED IN ANY DIRECTION AT TOP OF HANDRAIL ASSEMBLY OR GUARD & TO TRANSFER THIS LOAD THROUGH SUPPORTS TO THE STRUCTURE

ROOF SNOW LOADS & DESIGN DATA: DESIGN ROOF SNOW LOAD 14 PSF (BALANCED SNOW LOAD) FLAT ROOF SNOW LOAD (Pf)=(0.7*Ce*Ct*Is*Pg) 14.0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 SNOW LOAD IMPORTANCE FACTOR (Is) 1.0 ROOF THERMAL FACTOR (Ct) 1.0 GROUND SNOW (Pg) 20 PSF RAIN ON SNOW SURCHARGE 0.0 SLOPED ROOF FACTOR (Cs) 1.0

WIND DESIGN DATA: NOMINAL WIND SPEED 90.0 mph WIND DIRECTIONALITY FACTOR (Kd) 0.85 MEAN ROOF HEIGHT 18 FT WIND EXPOSURE CATEGORY C WIND EXPOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT ±0.18 BUILDING LENGTH (L) 240 FT LEAST WIDTH (B) 140 FT VELOCITY PRESSURE EXPOSURE COEFFICIENT Kh (CASE 1) 0.882 VELOCITY PRESSURE EXPOSURE COEFFICIENT Kh (CASE 2) 0.882 TOPOGRAPHIC FACTOR Kzt 1.0 EDGE STRIP (a) 7.2 FT END ZONE (2a) 14.4 FT DESIGN PROCEDURE METHOD 1 (SIMPLIFIED PROCEDURE)

WIND LOADS - COMPONENTS & CLADDING (NOMINAL WIND PRESSURES):

ROOF: SURFACE PRESSURE (PSF)

AREA 10 SF 50 SF 100 SF

NEGATIVE ZONE 1 -18.3 PSF -17.3 PSF -16.8 PSF

NEGATIVE ZONE 2 -30.8 PSF -23.2 PSF -19.9 PSF

NEGATIVE ZONE 3 -30.8 PSF -23.2 PSF -19.9 PSF

ALL POSITIVE ZONES 10.0 PSF 10.0 PSF 10.0 PSF

POSITIVE ZONES 2 & 3 16.8 PSF 15.1 PSF 14.3 PSF

OVERHANG ZONE 1 & 2 -26.4 PSF -25.3 PSF -24.9 PSF

OVERHANG ZONE 3 -26.4 PSF -25.3 PSF -24.9 PSF

WALL: SURFACE PRESSURE (PSF)

AREA 10 SF 100 SF 500 SF

NEGATIVE ZONE 4 -18.2 PSF -15.7 PSF -14.0 PSF

NEGATIVE ZONE 5 -22.4 PSF -17.4 PSF -14.0 PSF

POSITIVE ZONE 4 & 5 16.8 PSF 14.3 PSF 12.6 PSF

PARAPET: SOLID PARAPET PRESSURE 10 SF 100 SF 500 SF

CASE A = PRESSURE TOWARDS BUILDINGCASE A: INTERIOR ZONE 42.0 PSF 28.6 PSF 26.9 PSF

CASE A: CORNER ZONE 42.0 PSF 28.6 PSF 26.9 PSF

CASE B = PRESSURE AWAY FROM BUILDINGCASE B: INTERIOR ZONE -29.4 PSF -24.4 PSF -21.0 PSF

CASE B: CORNER ZONE -33.6 PSF -26.2 PSF -21.0 PSF

EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR (Ie) 1.0 MAPPED SPECTRAL ACCELERATIONS AT SHORT PERIODS (Ss) 0.112 g MAPPED SPECTRAL ACCELERATIONS AT (1)-SECOND PERIODS (S1) 0.043 g SITE CLASSIFICATION D DESIGN SPECTRAL RESPONSE COEFFICIENT AT SHORT PERIODS (Sds) 0.119 g DESIGN SPECTRAL RESPONSE COEFFICIENT AT (1)-SECOND PERIODS (Sd1) 0.068 g SEISMIC DESIGN CATEGORY B BASIC SEISMIC-FORCE-RESISTING SYSTEM ORDINARY STEEL MOMENT FRAMES DESIGN BASE SHEAR XXXW KIPS SEISMIC RESPONSE COEFFICIENT (Cs) 0.034 SEISMIC MODIFICATION FACTOR (R) 3.5 ANALYSIS PROCEDURE FOR SEISMIC DESIGN EQUIVALENT LATERAL FORCE ANALYSIS BUILDING IS IN BARTON COUNTY

SOIL DESIGN VALUES: SOIL UNIT WEIGHT 110 PCF (ASSUMED) LATERAL EARTH PRESSURE

ACTIVE (RETAINING WALLS) 40 PSF/FT OF DEPTHAT-REST (BASEMENT WALLS) 60 PSF/FT OF DEPTHPASSIVE 300 PSF (ASSUMED)

COEFFICIENT OF SLIDING FRICTION 0.30 (ASSUMED) SUBGRADE MODULUS 125 PCI ALLOWABLE SOIL BEARING PRESSURE 2,000 PSF

REFER TO SOILS REPORT NO. C16G9035 DATED 9/29/2016 PREPARED BY KAW VALLEY ENGINEERING FOR DESCRIPTION OF SOIL CONDITIONS,GEOTECHNICAL RECOMMENDATIONS, AND DESIGN VALUES

DEFLECTION LIMITS:

ROOF MEMBERS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

SUPPORTING GYPSUM BOARD CEILINGS L/360 L/360 L/240

SUPPORTING FLEXIBLE CEILINGS L/360 L/360 L/240

NOT SUPPORTING CEILING L/240 L/240 L/180

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC) L/600 L/600 L/600

FLOOR MEMBERS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC) L/600 N/A L/600

SUPPORTING FLEXIBLE MATERIALS L/360 N/A L/240

LINTEL/HEADER/BEAM MEMBERS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC) L/600 L/600 L/600

SUPPORTING FLEXIBLE MATERIALS (EIFS, SIDING, ETC.) L/360 L/360 L/240

EXTERIOR WALLS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

WITH RIGID FINISHES (BRICK, MASONRY, ETC) N/A L/600 N/A

WITH FLEXIBLE FINISHES (EFIS, SIDING, ETC) N/A L/360 N/A

ROOF MEMBERS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

SUPPORTING GYPSUM BOARD CEILINGS L/360 L/360 L/240

SOPPORTING FLEXIBLE CEILINGS L/360 L/360 L/240

NOT SUPPORTING CEILING L/240 L/240 L/180

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC) L/600 L/600 L/600

FLOOR MEMBERS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC) L/600 N/A L/600

SUPPORTING FLEXIBLE MATERIALS L/360 N/A L/240

LINTEL/HEADER/BEAM MEMBERS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

SUPPORTING RIGID MATERIALS (BRICK, MASONRY, ETC) L/600 L/600 L/600

SUPPORTING FLEXIBLE MATERIALS (EIFS, SIDING, ETC.) L/360 L/360 L/240

EXTERIOR WALLS: LIVE SNOW OR WIND DEAD + LIVE OR SNOW

WITH RIGID FINISHES (BRICK, MASONRY, ETC) N/A L/600 N/A

WITH FLEXIBLE FINISHES (EFIS, SIDING, ETC) N/A L/360 N/A

DEFLECTION LIMITS:

GENERAL:

1. ALL MATERIALS, CONSTRUCTION, AND DETAILS SHALL CONFORM WITH THE FOLLOWING:PLANS AND SPECIFICATIONSINTERNATIONAL BUILDING CODE-2012OSHA REGULATIONS

2. THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL BE FAMILIAR WITH THE ENTIRE SET OF CONSTRUCTION DOCUMENTS(ARCHITECTURAL, CIVIL, ELECTRICAL, PLUMBING, STRUCTURAL, ETC.) IN ORDER TO PROVIDE ALL CONSTRUCTION AND MATERIALS FORTHIS PROJECT.

3. THE CONTRACTOR SHALL REFER TO OTHER DRAWINGS CONTAINED IN THE CONSTRUCTION DOCUMENTS FOR ADDITIONAL SPECIFIEDMEMBERS, DIMENSIONS, ELEVATIONS, DETAILS, OPENINGS, INSERTS, SLEEVES, DEPRESSIONS, ETC. NOT SHOWN ON THE STRUCTURALDRAWINGS REQUIRED TO CONSTRUCT THIS PROJECT.

4. DETAILS SHOWN ON STRUCTURAL DRAWINGS SHALL BE APPLICABLE TO ALL PORTIONS OF THE CONTRACT DOCUMENTS UNLESSNOTED OTHERWISE.

5. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS.

6. DO NOT SCALE PLANS.

7. IN NO CASE SHALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE MADE UNLESS APPROVED BY THESTRUCTURAL ENGINEER.

8. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND CONSTRUCTION SEQUENCE IN ORDERTO ENSURE THE SAFETY OF THE BUILDING AND WORKMEN DURING CONSTRUCTION (MEANS & METHODS OF CONSTRUCTION). THISINCLUDES, BUT IS NOT LIMITED TO: SHORING, UNDERPINNING, TEMPORARY BRACING, ETC.

9. CONSTRUCTION DOCUMENTS SHOW DIMENSIONS AND ELEVATIONS TO SIGNIFICANT WORKING POINTS (COLUMN CENTERLINES,OUTSIDE FACE OF WALLS, TOP OF FRAMING MEMBERS, ETC.) MATERIAL SUPPLIERS AND DESIGNERS ARE RESPONSIBLE FOR ALLOTHER INFORMATION IN ORDER TO DETAIL/FABRICATE THEIR WORK. CONTACT THE ARCHITECT WITH ANY DISCREPANCIES.

10. IN THE EVENT OF ANY DISCREPANCIES BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER PLANS CONTAINED IN THIS SET OFCONSTRUCTION DOCUMENTS, THE CONTRACTOR SHALL BRING THE DISCREPANCY TO THE ARCHITECTS ATTENTION IN WRITINGIMMEDIATELY.

11. NO PROVISIONS HAVE BEEN MADE IN THE DESIGN OF THIS STRUCTURE FOR FUTURE EXPANSION.

METAL BUILDING:

1. THE ENTIRE DESIGN OF THE METAL BUILDING SUPERSTRUCTURE SHALL BE THE RESPONSIBILITY OF THEMETAL BUILDING SUPPLIER.

2. THE CONTRACTOR SHALL COORDINATE WITH THE METAL BUILDING SUPPLIER ANCHOR BOLT SIZES, TYPE,AND LOCATIONS.

3. METAL BUILDING SHOP DRAWINGS SHALL CONTAIN THE FOLLOWING INFORMATION:FRAMING PLANS SPECIFYING ALL MEMBER SIZES AND LOCATIONSANCHOR BOLT SIZES, LENGTHS, AND ELEVATIONSALL COLUMN FRAME VERTICAL & HORIZONTAL REACTIONS TRANSMITTED TO THE FOUNDATION

4. CONTRACTOR SHALL REVIEW AND COORDINATE WITH THE METAL BUILDING SUPPLIER ALL BUILDINGDIMENSIONS AND ELEVATIONS FOR THE METAL BUILDING TO ENSURE THAT THE METAL BUILDINGSTRUCTURE WILL SUFFICIENTLY BEAR ON THE FOUNDATION PRIOR TO THE METAL BUILDING FABRICATION.

FOUNDATION & EARTHWORK:

1. ALL EXTERIOR FOOTINGS MUST BEAR AT A MINIMUM DEPTH OF 4'-0'' BELOW ADJACENT FINISH EXTERIOR GRADE.

2. DO NOT PLACE ANY FOOTINGS ON FROZEN SUBGRADE.

3. BACK FILLING SHALL BE DONE SIMULTANEOUSLY ON BOTH SIDES OF FOUNDATION WALLS.

4. DO NOT PLACE BACK FILL AGAINST BASEMENT WALLS UNTIL THE TOP AND BOTTOM OF THE WALL ARE ADEQUATELY BRACED BY THESLAB ON GRADE AND THE FLOOR FRAMING AT THE TOP OF THE WALL.

5. REMOVE ANY EXISTING CONCRETE 2'-0'' BELOW NEW CONCRETE FOOTINGS AND SLABS ON GRADE, UNLESS NOTED OTHERWISE.

6. SHORING/OR UNDERPINNING SHALL BE DESIGNED TO LIMIT HORIZONTAL AND VERTICAL MOVEMENT OF EXISTING CONSTRUCTION TO1/4'' MAXIMUM IN ANY DIRECTION.

7. CENTER PIER AND COLUMN FOOTINGS ON COLUMN CENTERLINES AND WALL FOOTINGS ON WALL CENTERLINES UNLESS SPECIFICALLYNOTED OTHERWISE.

8. ALL BACK FILL WITHIN 3'-0'' OF RETAINING WALLS AND BASEMENT WALLS SHALL BE FREE DRAINING GRANULAR MATERIAL APPROVEDBY A SOILS ENGINEER AND COMPACTED TO 90% STANDARD PROCTOR.

9. TOP OF FOOTING ELEVATIONS SHOWN ON THESE CONSTRUCTION DOCUMENTS REPRESENT MINIMUM FOOTING DEPTHS FOR FROSTPROTECTION AND BEST JUDGMENT OF A SUITABLE BEARING STRATUM. ACTUAL GRADE CONDITIONS AND SUITABLE BEARINGSTRATUM MUST BE VERIFIED BY THE CONTRACTOR AND A SOILS ENGINEER AT THE TIME OF EXCAVATION.

10. FOOTING EXCAVATIONS MUST EXTEND TO COMPETENT BEARING MATERIAL. CONTRACTOR SHALL HIRE A SOILS ENGINEER TO FIELDVERIFY NET ALLOWABLE SOIL BEARING CAPACITY STATED ON THESE CONSTRUCTION DOCUMENTS AND IN GEOTECHNICAL REPORTFOR THIS PROJECT. IF SUITABLE BEARING STRATUM DOES NOT EXIST AT FOOTING ELEVATIONS STATED ON CONSTRUCTIONDOCUMENTS, EXCAVATIONS SHALL BE EXTENDED UNTIL SOIL WITH STATED BEARING CAPACITY IS REACHED. PLACE COMPACTED FILLBELOW FOOTINGS OR EXTEND FOOTINGS DOWN TO SUITABLE BEARING STRATUM. ENGINEERED FILL BELOW SLABS ON GRADE ANDFOOTINGS SHALL BE FREE DRAINING GRANULAR MATERIAL COMPACTED TO 95% MODIFIED PROCTOR AND PLACED PER THE SOILENGINEERS RECOMMENDATIONS.

11. REFER TO DESIGN DATA FOR DESCRIPTION OF SOIL CONDITIONS, GEOTECHNICAL RECOMMENDATIONS, AND DESIGN VALUES.

12. WHERE NEW FOOTINGS ABUT EXISTING FOOTINGS, STEP THE NEW FOOTING AS REQUIRED TO HAVE NEW BOTT/FTG ELEVATION MATCHEXISTING BOTT/FTG ELEVATION. CONTRACTOR SHALL FIELD VERIFY EXISTING BOTT/FTG ELEVATION.

CAST-IN-PLACE REINFORCED CONCRETE:

1. CONCRETE WORK SHALL CONFORM TO THE CURRENT EDITION OF ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURALCONCRETE" AND ACI 302 "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION".

2. CONTRACTOR SHALL ELECTRONICALLY SUBMIT STEEL REBAR SHOP DRAWINGS FOR APPROVAL PRIOR TO CONSTRUCTION.CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING TO THE ARCHITECT.

3. GROUT BELOW BASE PLATES AND BEARING PLATES SHALL BE NON-SHRINK, NON-METALLIC GROUT 1'' THICK MINIMUM.

4. STEEL REINFORCING BARS SHALL CONFORM TO ASTM A615 (GRADE 60). DEFORMED WELDED WIRE FABRIC SHALL CONFORM TO ASTMA185.

5. CONTRACTOR SHALL PROVIDE SUITABLE WIRE SPACERS, CHAIRS, TIES, ETC FOR SUPPORTING REINFORCING STEEL IN THE PROPERPOSITION WHILE PLACING CONCRETE.

6. PROVIDE (2)-#5 BARS AROUND ALL OPENINGS AND (2)-#5 BARS DIAGONALLY AT ALL OPENING CORNERS. EXTEND BARS 2'-6'' PASTOPENING.

7. PROVIDE 1/2'' EXPANSION JOINT MATERIAL AT INTERIOR LOCATIONS WHERE SLABS ABUT WALLS, COLUMNS, AND OTHER VERTICALSURFACES UNLESS NOTED OTHERWISE.

8. PROVIDE A 1'' CHAMFER ON EXPOSED CORNERS OF CONCRETE UNLESS NOTED OTHERWISE.

9. DO NOT PLACE CONDUITS, PIPES, DUCTS, OR FIXTURES IN STRUCTURAL CONCRETE UNLESS NOTED OTHERWISE.

10. SLEEVES, CONDUITS, OR PIPING PASSING THROUGH CONCRETE SLABS AND WALLS SHALL BE PLACED SO THAT THEY ARE NOT CLOSERTHAN THREE DIAMETERS ON CENTER AND SO THAT THEY DO NOT DISPLACE REINFORCING.

11. PROVIDE SAW CUT CONTROL JOINTS IN CONCRETE SLABS ON METAL DECK SPACED NO MORE THAN 20'-0'' APART. PLACE CONTROLJOINTS ON COLUMN CENTER LINES IN EACH DIRECTION. REFER TO CONTROL JOINT LAYOUT SHOWN ON FOUNDATION PLAN FORREFERENCE.

12. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY IRREGULARITIES OR DEFECTS IN CONCRETE SLABS (CRACKS, BUMPS,FLOOR CURLING, ETC.) BEFORE ANY FLOOR FINISHES ARE APPLIED.

13. REFER TO REINFORCEMENT DEVELOPMENT AND LAP SPLICE SCHEDULE FOR LAP SPLICES IN REINFORCING STEEL.

14. ALL LAPS IN REINFORCING STEEL SHALL BE CLASS ''B'' LAP SPLICES UNLESS OTHERWISE NOTED.

15. CONTRACTOR SHALL HIRE A MATERIALS TESTING LABORATORY TO CAST AND TEST CONCRETE CYLINDERS. ALL TESTING SHALL BE INACCORDANCE WITH ACI 318-05 SECTION 5.6. RESULTS OF CYLINDER TESTS SHALL BE SUBMITTED TO THE ARCHITECT. CONCRETETEST REPORTS SHALL STATE THE FOLLOWING INFORMATION:

LOCATION ON PROJECT WHERE THE CONCRETE IS USED7 DAY COMPRESSIVE STRENGTH28 DAY COMPRESSIVE STRENGTHAIR CONTENTSLUMPAMOUNT OF WATER ADDED ON JOB SITEMIX USED

16. ADDITION OF JOBSITE WATER TO CONCRETE SHALL BE PER ASTM C94.

17. TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ASTM C94.

18. CONCRETE TEST REPORTS SHALL DIRECTLY STATE WHETHER OR NOT THE TEST RESULT COMPLIES WITH THE CONSTRUCTIONDOCUMENTS AND SPECIFICATIONS.

19. CLASS C FLY ASH OR SLAG MAY BE SUBSTITUTED FOR CEMENT ON A POUND TO POUND BASIS UP TO 10% OF THE TOTALCEMENTITIOUS CONTENT.

20. ALL CONCRETE SLABS SHALL BE WET CURED PER ACI RECOMMENDATIONS FOR NO LESS THAN SEVEN DAYS OR AN APPROPRIATECURING COMPOUND MAY BE APPLIED.

21. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE ARE NOT PERMITTED IN ANY CONCRETE MIX.

22. PROVIDE THE FOLLOWING CLEAR COVER DISTANCES FOR REINFORCEMENT IN CONCRETE:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

CONCRETE EXPOSED TO EARTH OR WEATHER:NO. 6 THROUGH NO. 18 BARS: 2"NO. 5 BAR AND SMALLER: 1 1/2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:SLABS, WALLS, JOISTS: NO. 11 BAR AND SMALLER: 1"BEAMS AND COLUMNS: 1 1/2"

23. CONTRACTOR SHALL USE SMOOTH FORMS FOR EXPOSED CONCRETE SURFACES. ANY CONCRETE SURFACE REPAIRS SHALL BEPERFORMED BY THE CONTRACTOR AS REQUIRED. REPAIR AND PATCH DEFECTIVE AREAS WITH PROPRIETARY PATCHING COMPOUNDIMMEDIATELY AFTER REMOVAL OF FORMS.

STRUCTURAL STEEL:

1. DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO THE CURRENT EDITION OF AISC (AMERICAN INSTITUTE OF STEEL CONSTRUCTION)''MANUAL OF STEEL CONSTRUCTION''.

2. STEEL DETAILING AND CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF AISC 360 ''SPECIFICATIONS FORSTRUCTURAL STEEL BUILDINGS".

3. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS HOLDING CURRENT AWS CERTIFICATES IN THE TYPES OF WELDING SPECIFIED ONTHESE CONSTRUCTION DOCUMENTS.

4. CONTRACTOR SHALL ELECTRONICALLY SUBMIT STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION. CONTRACTOR SHALL REVIEWAND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING TO THE ARCHITECT.

5. CONTRACTOR SHALL DESIGN AND PROVIDE ANY TEMPORARY BRACING OR GUYS REQUIRED TO ERECT STEEL MEMBERS. TEMPORARY BRACINGSHALL BE LEFT IN PLACE UNTIL THE PERMANENT STRUCTURE IS IN PLACE AND SECURE.

6. PROVIDE 3/16'' CAP PLATE AT THE ENDS OF ALL EXPOSED TUBE AND PIPE MEMBERS, UNLESS NOTED OTHERWISE.

7. STAIRS, HANDRAILS, AND GUARDRAILS SHALL BE DESIGNED BY THE STEEL SUPPLIER.

8. ALL STEEL BEAMS SHALL BE FABRICATED WITH THE NATURAL CAMBER (WITHIN MILL TOLERANCE) IN THE UPWARD VERTICAL DIRECTION.

9. THE STEEL SUPPLIER SHALL COORDINATE HIS WORK WITH THE STEEL JOIST SUPPLIER ON THE PROJECT.

10. CONNECTION SELECTION:

10.1. FABRICATOR SHALL PROVIDE CONNECTION WHERE SPECIFIC DETAILS ARE PROVIDED (i.e. MOMENT CONNECTIONS)10.2. STRUCTURAL STEEL CONNECTIONS SHALL BE SELECTED OR COMPLETED BY AN EXPERIENCED STEEL DETAILER FOR ALL CONNECTIONS

NOT SPECIFICALLY DETAILED.10.3. DETAILER SHALL USE TABLES AND SCHEMATIC INFORMATION PROVIDED IN THE DRAWINGS OR TABLES IN THE AISC STEEL CONSTRUCTION

MANUAL IN THE SELECTION OR COMPLETION OF THE CONNECTIONS.10.4. SELECT CONNECTIONS BASED ON ASD DESIGN CRITERIA. REACTIONS SHOWN ON PLAN ARE SERVICE LOAD LEVEL, UNLESS NOTED

OTHERWISE.

11. ALTERNATE CONNECTIONS FROM WHAT IS SPECIFIED ON THE CONSTRUCTION DOCUMENTS WILL NOT BE ACCEPTED WITHOUT WRITTENAPPROVAL FROM THE STRUCTURAL ENGINEER.

12. PROVIDE STIFFENER PLATES ON BOTH SIDES OF BEAM WEBS AT ALL CONCENTRATED LOADS ABOVE AND BELOW A BEAM. UNLESS NOTEDOTHERWISE, FRAME THE LARGEST BEAM OVER COLUMNS AT BEAM TO BEAM INTERSECTIONS.

METAL DECK:

1. DECK, ACCESSORIES, AND ATTACHMENTS SHALL CONFORM WITH THE CURRENT EDITION OF ''STEEL DECK INSTITUTESPECIFICATIONS''.

2. PROVIDE SUPPORT AT COLUMNS AS REQUIRED FOR DECK SUPPORT. PROVIDE L2x2x3/16 MINIMUM.

3. AT OPENINGS IN DECK LESS THAN 12''x12'', PROVIDE A 16 GAUGE COVER PLATE FASTENED TO DECK WITH #12 TEK SCREWS.

4. AT CHANGE IN DECK DIRECTION, PROVIDE A 22 GAUGE x 12'' WIDE CONTINUOUS PLATE. PROVIDE SAME PLATE AT ALL RIDGES,VALLEYS, AND HIPS BENT TO MATCH PROFILE OF ROOF.

COLD-FORMED METAL FRAMING:

1. CONTRACTOR SHALL ELECTRONICALLY SUBMIT COLD-FORMED SHOP DRAWINGS WITH STRUCTURAL CALCULATIONSSTAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WISCONSIN TO THE ARCHITECT AND ENGINEERFOR APPROVAL. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING TO THE ARCHITECT.

2. SHOP DRAWING SUBMISSIONS SHALL INCLUDE THE FOLLOWING INFORMATION:THE NAME, ADDRESS, PHONE NUMBER, & FAX NUMBER OF THE SUPPLIER.ALL DESIGN LOADS.PLANS & ELEVATIONS KEYING IN ALL SECTIONS.CONNECTION DETAILS SPECIFYING ALL FASTENER TYPES, QUANTITY, & LOCATIONS.ALL REQUIRED BRIDGING, BRACING, & OTHER COLD-FORMED COMPONENTS.

3. ALL COLD-FORMED MEMBERS SPECIFIED ON THE CONSTRUCTION DOCUMENTS ARE MINIMUM SIZES. COLD-FORMEDDESIGNER TO VERIFY ALL SIZES.

4. REFER TO MATERIAL STRENGTHS FOR COLD-FORMED METAL FRAMING YIELD STRESS (Fy).

5. ALL COLD-FORMED MEMBERS SHALL BE GALVANIZED.

6. DESIGN, SUPPLY, AND INSTALL ANY HOT-ROLLED OR COLD-ROLLED SECTION NEEDED TO PROVIDE A COMPLETE EXTERIORCLADDING SYSTEM.

7. REFER TO DEFLECTION LIMIT CRITERIA FOR ALL COLD-FORMED FRAMING DEFLECTION REQUIREMENTS.

8. ALL WELDING SHALL BE AWS D1.3. WELDERS SHALL BE CERTIFIED FOR THE THICKNESS OF MATERIAL BEING WELDED.

9. SCREW PENETRATION THROUGH JOINED MATERIALS SHALL NOT BE LESS THAN THREE EXPOSED SCREW THREADS. REFERTO INSTALLATION INSTRUCTIONS OF THE SCREW MANUFACTURER AND/OR ASTM C-954 FOR MINIMUM SPACING AND EDGEDISTANCE AND TORQUE REQUIREMENTS.

10. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUDS. ALIGN TRACKS ACCURATELY TO LAYOUT AT BASE AND TOPS OFSTUDS. SECURE TRACKS AS RECOMMENDED BY STUD MANUFACTURER FOR TYPE OF CONSTRUCTION INVOLVED, EXCEPTDO NOT EXCEED 24'' o/c SPACING FOR POWDER-DRIVEN FASTENERS, OR 16'' o/c FOR OTHER TYPES OF ATTACHMENT.PROVIDE FASTENERS AT CORNERS AND END OF TRACKS.

11. WHERE SPLICING OF TRACK IS NECESSARY BETWEEN STUD SPACINGS, PROVIDE A PIECE OF STUD PLACED BETWEENADJACENT TRACKS AND FASTENED BY WELD OR SCREW TO EACH SIDE OF THE TRACK EACH END.

12. AT NON-LOAD BEARING WALLS, PROVIDE A SLIP TRACK AT TOP OF WALL.

13. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR BY WELDING. SCREWS AND WELDS SHALL BESUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTION.

14. ALL WELDS SHALL BE TOUCHED UP WITH ZINC-RICH PAINT.

15. INSTALL COLD-FORMED FRAMING MEMBERS IN ACCORDANCE WITH MANUFACTURERS PRINTED OR WRITTEN INSTRUCTIONSAND RECOMMENDATIONS UNLESS NOTED OTHERWISE.

16. FIELD CUTTING OF COLD-FORMED MEMBERS SHALL BE BY SAW OR SHEAR. TORCH CUTTING IS NOT PERMITTED.

17. TEMPORARY BRACING OF COLD-FORMED MEMBERS SHALL BE PROVIDED AND REMAIN IN PLACE UNTIL WORK ISPERMANENTLY STABILIZED. ALL BRACING REQUIRED SHALL BE DESIGNED AND SUPPLIED BY THE COLD-FORMEDCONTRACTOR.

EXISTING CONSTRUCTION/CONDITIONS:1. ALL EXISTING FRAMING SHOWN ON THESE DRAWINGS IS BASED ON AVAILABLE DOCUMENTATION & FIELD OBSERVATION TO DATE.

CONTRACTOR SHALL FIELD VERIFY ALL SIZES, DIMENSIONS, ELEVATIONS, AND CONFIGURATIONS OF EXISTING STRUCTURALELEMENTS (COLUMNS, BEAMS, WALLS, ETC.) AS NECESSARY TO PROPERLY INSTALL ALL NEW STRUCTURAL ELEMENTS AS SHOWN.COORDINATE DIFFERENCES BETWEEN FIELD CONDITIONS AND STRUCTURAL DRAWINGS WITH STRUCTURAL ENGINEER PRIOR TOPROCEEDING WITH WORK, AND PROCUREMENT/FABRICATION OF MATERIALS.

2. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF ANY CONFLICTSWITH CONSTRUCTION DOCUMENTS.

3. REMOVE AND REPLACE AND/OR MODIFY ALL EXISTING CONSTRUCTION (ARCHITECTURAL, STRUCTURAL, ELECTRICAL, ANDMECHANICAL) AS REQUIRED IN ORDER TO PLACE NEW STRUCTURAL WORK SHOWN ON THE CONSTRUCTION DOCUMENTS. DO NOTMODIFY STRUCTURAL COMPONENTS UNLESS DETAILED ON THE CONSTRUCTION DOCUMENTS.

4. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND CONSTRUCTION SEQUENCE IN ORDERTO ENSURE THE SAFETY OF THE BUILDING AND WORKMEN DURING CONSTRUCTION (MEANS & METHODS OF CONSTRUCTION). THISINCLUDES, BUT IS NOT LIMITED TO: SHORING, UNDERPINNING, TEMPORARY BRACING, ETC. CONTRACTOR SHALL DESIGN ANDPROVIDE ALL SHORING REQUIRED TO SUPPORT EXISTING CONSTRUCTION AND NEW CONSTRUCTION AS REQUIRED TO BUILD THISPROJECT.

EXISTING WOOD FRAMED BEARINGWALL TO RECEIVE TEMPORARYWEATHER PROOFING TO UNDERSIDE OF EXISTING ROOF DECK.

TEMPORARY 5 8"Ø WIREROPE CROSS BRACING

NEW PURLIN TO MATCHEXISTING PURLINS

5S3.0

4S3.0

EXISTING MEZZANINE STEELFLOOR TRUSSES BEARING ONWOOD FRAMED BEARING WALLS

EXISTING 4" SLAB WITH WWM

NEW TEMPORARY W6x15COLUMN TO SUPPORTEXISTING BEAM TYP.

CUT EXISTING MAIN BEAMAFTER TEMPORARYCOLUMN IS INSTALLED

8" CUT EXISTING ROOF DECK. INSTALL NEWFLASHING TO MAINTAIN WEATHERTIGHTNESS OF REMAINING BUILDING

CUT MEZZANINE FLOOR SHEATHINGAS NEEDED FOR BRACINGINSTALLATION. (TYP.)

CUT EXISTING SLAB

NEW TEMPORARY WALL800S162-68 AT 24" o/c

KRAFT FACE BATTINSULATION

12" DENS GLASS SHEATHING

AND WATERPROOFING

DEMOLITION GENERAL NOTES

DEMOLITION PHASING NOTES

GENERAL NOTES PROJECT DESCRIPTION

DEMOLITION SPECIFIC NOTES

DEMOLITION GENERAL NOTES

DEMOLITION PHASING NOTES

GENERAL NOTES PROJECT DESCRIPTION

DEMOLITION SPECIFIC NOTES

1S3.0 TYP.

2S3.0

TYP.

2S2.1

25'-0" 25'-0" 25'-0" 25'-0" ASSUMED 25'-0" TYP. 25'-0" 25'-0" 25'-0"

NEW W6x15 COLUMN TOSUPPORT EXISTING MAIN BEAM(TYP. @ SOUTH MEZZANINE)

EXISTING MEZZANINE WALL TO REMAIN

CONTRACTOR TO VERIFY EXISTING COLUMN LINE LOCATION PRIOR TO CONSTRUCTION, AND NOTIFY STRUCTURALENGINEER OF ANY DISCREPANCIES.

VERIFY EXISTING MEZZANINE FRAMING AND NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES.

TEMPORARY WALL BUILT BEFORE PHASE 1STRUCTURAL DEMOLITION TO BE STARTED.

1S3.0

6S3.0

TYP.

TEMPORARY WIRE ROPE CROSSBRACING AT BOTTOM FLANGE OFEXISTING MAIN BEAMS. (TYP. ALL BAYS)

TEMPORARY WIRE ROPE CROSSBRACING AT TEMPORARY FRAME.(TYP. ALL BAYS)

TEMPORARY WALL BUILT BEFOREPHASE 1 STRUCTURAL DEMOLITIONTO BE STARTED.

EXISTING WOOD FRAMED BEARINGWALL TO RECEIVE TEMPORARYWEATHER PROOFING TO UNDERSIDE OF EXISTING ROOF DECK.

TEMPORARY 5 8"Ø WIREROPE CROSS BRACING

NEW PURLIN TO MATCHEXISTING PURLINS

5S3.0

4S3.0

EXISTING MEZZANINE STEELFLOOR TRUSSES BEARING ONWOOD FRAMED BEARING WALLS

EXISTING 4" SLAB WITH WWM

NEW TEMPORARY W6x15COLUMN TO SUPPORTEXISTING BEAM TYP.

CUT EXISTING MAIN BEAMAFTER TEMPORARYCOLUMN IS INSTALLED

8" CUT EXISTING ROOF DECK. INSTALL NEWFLASHING TO MAINTAIN WEATHERTIGHTNESS OF REMAINING BUILDING

CUT MEZZANINE FLOOR SHEATHINGAS NEEDED FOR BRACINGINSTALLATION. (TYP.)

3S3.0

TYP.

5S2.1

TYP.

2S3.0

4S2.1

TYP.

NEW PURLINS TOMATCH EXISTING

CUT EXISTING SLAB

NEW TEMPORARY WALL800S162-68 AT 24" o/c

KRAFT FACE BATTINSULATION

12" DENS GLASS SHEATHING

AND WATERPROOFING

FRAMED OPENINGS AT THE EXISTING DOORLOCATIONS DETERMINED BY THE OWNERAND P1 GROUP (TYPICAL).

7S3.0

TYP.

6

RAISE UP THE CROSS BRACE AT THE SOUTH END TO AVOID THE TRANSFORMER.

: INSTALL HORIZONTAL BRIDGING IN WALL STUDS SPACED VERTICALLY IN ROWS 48” APART MAX.

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www.pierceengineers.comPE project 16460

S2.1

SCALE :DEMOLITION FLOOR PLAN1

S2.1 1/16" = 1'-0"

SCALE :TEMPORARY ENCLOSURE AT MEZZANINE2

S2.1 3/8" = 1'-0"

1 1/4"

MIN

.

TEMP WALL TO EXISTINGSLAB CONNECTION DETAILSCALE :

1S3.0 NTS

6" MIN.

SAW CUT EXISTING SLAB

12" DENS GLASS

SHEATHING ANDWATERPROOFING

800S162-68 AT 24" o/c

FLASHING

DESIRED EXTERIORWATERPROOF FINISHMATERIAL.

KRAFT FACE BATTINSULATION(11

4" MIN. PENETRATION)SIMPSON PHN AT 12" o/cSTAGGERED

EXISTING CONCRETE SLAB

TEMP WALL TO EXISTINGPURLIN CONNECTION DETAILSCALE :

2S3.0 NTS

DESIRED EXTERIORWATERPROOF FINISHMATERIAL.

CUT ROOF PURLINS

800S162-68 AT 24" o/c

KRAFT FACE BATTINSULATION

EXISTINGPURLIN SPACE

12" GYP BOARD

CUT ROOF DECK

NEW FLASHING2'-0"

℄

(3) 3 8"Ø THROUGH BOLTS

12" GYP. BOARD

TEMP WALL TO EXISTING PURLINCONNECTION DETAIL AT DATA ROOMSCALE :

3S3.0 NTS

DESIRED EXTERIORWATERPROOF FINISHMATERIAL.

CUT ROOF PURLINS

EXISTING FRAME

EXISTINGPURLIN SPACE

CUT ROOF DECK

NEW FLASHING2'-0"

℄

(3) 3 8"Ø THROUGH BOLTS

FIELD VERIFY

800S162-68 AT 24" o/c

KRAFT FACE BATTINSULATION

12" GYP. BOARD

EXISTING DATAROOM WALL

12" DENS GLASS

SHEATHING ANDWATERPROOFING

12" DENS GLASS

SHEATHING ANDWATERPROOFING

(OPTIONAL) TEMP WALL TO EXISTINGPURLIN CONNECTION DETAILSCALE :

2S3.0 NTS

DESIRED EXTERIORWATERPROOF FINISHMATERIAL.

CUT ROOF PURLINS

800S162-68 AT 24" o/c

KRAFT FACE BATTINSULATION

EXISTINGPURLIN SPACE

CUT ROOF DECK

2x6 TREATED BLOCKING℄

12" GYP. BOARD

12" DENS GLASS

SHEATHING ANDWATERPROOFING

EXISTING FRAMEEXISTING FRAME

NEW FLASHING

2x6 TREATED BLOCKING2x6 TREATED BLOCKING

KNEE WALL ABOVEEXISTING FRAMEBETWEEN PURLINS

METAL STUDS AT 24" o/cBETWEEN FLANGES

SPRAY POLYURETHANE FOAMSYSTEM TO MAINTAINWEATHER TIGHTNESS OFREMAINING BUILDING

SPRAY POLYURETHANE FOAMSYSTEM TO MAINTAINWEATHER TIGHTNESS OFREMAINING BUILDING

SPRAY POLYURETHANE FOAMSYSTEM TO MAINTAINWEATHER TIGHTNESS OFREMAINING BUILDING

XXX

XXX

XXX

HEADER-JAMB DETAIL AT NON LOAD-BRG INTERIOR WALL

SCALE :7

S3.0 NTS

OPTION "A" WELDED OPTION "B" SCREWED

800T125-68 BOTTOM TRACK

BEARING STUDEACH SIDE

2"x2"x14 GAUGE CLIPANGLE WITH (3) #10-16EACH LEG OR 18"x4" LONGFILLET WELD EACH LEG

800T125-68 JAMB STUD

VERTICAL STEELSTUDS EACH SIDE

1/8" 1 -12 EACH FACE

1/8" 1 -12 EACH FACE

800T125-68 BOTTOM TRACK

BEARING STUDEACH SIDE

2"x2"x14 GAUGE CLIPANGLE WITH (3) #10-16EACH LEG OR 18"x4" LONGFILLET WELD EACH LEG

800T125-68 JAMB STUD

VERTICAL STEELSTUDS EACH SIDE

(1) #10-16 SCREWS AT 12"ON CENTER EACH SIDE

TEMPORARY COLUMN BASE PLATE DETAILSCALE :

6S3.0 NTS

7"

1'-0"

4" M

IN

CUT SLAB

4"1 1/2" TYP.

1 1/2"

TYP

.

(4) 12"Ø THREADED RODEPOXIED 21

4" INTOUNCRACKED CONCRETE

W6x15 TEMPORARYCOLUMNS

34"x12"x7" A36 BASE PLATE

TEMORARY COLUMN BASE CONNECTION DETAILSCALE :

4S3.0 NTS

TEMPORARY COLUMNTOP CONNECTION DETAILSCALE :

5S3.0 NTS

W6x15 TEMPORARY COLUMN

34"x12"x7" A36 BASE PLATE

4" MIN

CUT EXISTING SLAB

2 1/4"

(4) 12"Ø THREADED RODS EPOXIED21

4" INTO EXISTING CONCRETE

DRILL HOLES FOR 134" EYE BOLTS

AT CABLE BRACING LOCATIONS

EXISTING MEZZANINE WALL

W6x15 TEMPORARYCOLUMN

12"x7"x7" A36 CAP PLATE

DRILL HOLES FOR 134" EYE BOLTS

AT CABLE BRACING LOCATIONS

DRILL HOLES IN EXISTINGBOTTOM FLANGE FOR

(2) 3 4"Ø A325 BOLTS

EXISTING MAIN BEAM

CUT BEAM AFTERTEMPORARY COLUMN ISINSTALLED

800S162-68 AT 24" o/c1

2" DENS GLASS SHEATHINGAND WATERPROOFING

KRAFT FACE BATTINSULATION

NEW PURLIN TOMATCH EXISTING

NEW FLASHING

CUT EXISTING ROOF DECK

SCREW EXISTING ROOF DECKTO TOP TRACK AT 6" o/c

800S162-68 AT 24" o/c

12" DENS GLASS SHEATHING

AND WATERPROOFING

KRAFT FACE BATTINSULATION

58"Ø WIRE ROPE BRACING

SPRAY POLYURETHANEFOAM SYSTEM TO MAINTAINWEATHER TIGHTNESS OFREMAINING BUILDING2x6 TREATED BLOCKING

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www.pierceengineers.comPE project 16460

S3.0