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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) [email protected] | 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
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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D2.1A DEMOLITION FLOOR PLANPHASE 1
DEMOLITION GENERAL NOTES
DEMOLITION PHASING NOTES
B DIAGRAM OF CUSTOM DEMOC @ TEMPORARY WALLWALL SECTION
D @ TEMPORARY WALLWALL SECTION
GENERAL NOTES PROJECT DESCRIPTION
DEMOLITION SPECIFIC NOTES
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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
S0.1
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