Attachment 7 - Structural - Drawings.pdf

GENERAL STRUCTURAL NOTES

DESIGN CRITERIA:

APPLICABLE BUILDING CODE: 2018 IBC AND IEBC (WITH VA AMENDMENTS)

SELECT REFERENCED STANDARDS:

ACI 301-14: CODE OF STANDARD PRACTICE FOR REINFORCED CONCRETE BUILDINGS

ACI 318-14: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ACI 530-15: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

AISC 303-16: CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES

AISC 360-16 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

ASCE 7-16: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, INCLUDING

SUPPLEMENT NO. 1 AND 2, EXCLUDING CHAPTER 14 AND APPENDIX 11A

AWS D1.1-04: STRUCTURAL STEEL WELDING CODE – STEEL

AWS D1.3-08: STRUCTURAL STEEL WELDING CODE – SHEET STEEL

AWS D1.4-11: STRUCTURAL STEEL WELDING CODE –REINFORCING STEEL

VA PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL – 1 OCT 2020

VA SEISMIC DESIGN REQUIREMENTS, H-18-8 – 1 NOV 2019, REVISED 1 MAY 2020

VA STRUCTURAL DESIGN MANUAL FOR HOSPITAL…PROJECTS – 1 FEB 2014

OTHER SELECT REFERENCED STANDARDS MAY BE INDICATED ELSEWHERE IN THE CONTRACT

DOCUMENTS, AS APPLICABLE.

THE PROVISIONS OF THE REFERENCED BUILDING CODE AND ALL REFERENCED STANDARDS THEREIN SHALL APPLY TO THIS PROJECT. WHERE THERE IS A CONFLICT BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL BE APPLICABLE. TYPICALLY, THE LATEST EDITION OF CONSTRUCTION STANDARDS SHALL BE UTILIZED, AS APPROVED BY THE

AUTHORITY HAVING JURISDICTION.

STRUCTURAL SYSTEMS HAVE BEEN DESIGNED (OR SHALL BE DESIGNED FOR DELEGATED DESIGN ITEMS)

TO RESIST THE FOLLOWING DESIGN LOADS IN THEIR FINAL, IN-PLACE CONDITION:

DEAD LOAD:

WEIGHT OF ALL MATERIALS OF FINAL BUILDING CONSTRUCTION, INCLUDING BUILT-IN PARTITIONS

AND FIXED SERVICE EQUIPMENT. EACH NEW TR ROOM USES ONE NEW HANGING PLATFORM TO

SUPPORT THREE (3) NEW SERVER RACKS AT 2,500 POUNDS EACH (FIXED EQUIPMENT).

SNOW LOAD: GENERATOR BUILDING

GROUND SNOW LOAD Pg = 25 PSF FLAT ROOF SNOW LOAD* Pf = 21 PSF MINIMUM SNOW LOAD Pm = 30 PSF SNOW EXPOSURE FACTOR Ce = 1.0 SNOW THERMAL FACTOR Ct = 1.0 SNOW IMPORTANCE FACTOR Is = 1.2

RISK CATEGORY IV

RAIN ON SNOW (ON SLOPES =<1/2:12) = N/A

* PARTIAL, UNBALANCED, AND DRIFT SNOW LOADING HAVE BEEN APPLIED IN ACCORDANCE

WITH BUILDING CODE AND ASCE 7.

SNOW LOADS ARE NOT REDUCIBLE.

WIND LOAD: GENERATOR BUILDING

ULTIMATE WIND SPEED Vult = 125 MPH (3-SECOND GUST) ASD WIND SPEED Vasd = 97 MPH (3-SECOND GUST) DRIFT WIND SPEED (10-YEAR MRI) Vdrift = 76 MPH (3-SECOND GUST)

GUST EFFECT FACTOR G = 0.85

WIND EXPOSURE CATEGORY C

RISK CATEGORY IV

INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.55

SEISMIC LOAD:

MAPPED SPECTRAL RESPONSE COEFFICIENTS

Ss = 0.087 S1 = 0.041

DESIGN SPECTRAL RESPONSE COEFFICIENTS

Sds = 0.093 Sd1 = 0.065

GENERATOR BUILDING:

RISK CATEGORY IV

SEISMIC IMPORTANCE FACTOR Ie = 1.5

SEISMIC DESIGN CATEGORY A

SEISMIC SITE CLASS D (ASSUMED)

BASIC SEISMIC-FORCE-RESISTING SYSTEM: BEARING WALL SYSTEM: ORDINARY

REINFORCED MASONRY SHEAR WALLS

RESPONSE MODIFICATION FACTOR R = 1.0

DESIGN BASE SHEAR V = __ KIPS

SEISMIC RESPONSE COEFFICIENT Cs = ___

LONG-PERIOD TRANSITION PERIOD TL = 12 SEC

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE

HANGING EQUIPMENT SUPPORT PLATFORMS:

RISK CATEGORY IV

SEISMIC IMPORTANCE FACTOR Ie = 1.5

SEISMIC DESIGN CATEGORY A

SEISMIC SITE CLASS D (ASSUMED)

BASIC SEISMIC-FORCE-RESISTING SYSTEM: ASCE 7 TABLE 13.6-1: SUSPENDED

INTERNALLY ISOLATED EQUIPMENT

COMPONENT AMPLIFICATION FACTOR a_p = 2.5 COMPONENT RESPONSE MODIFICATION FACTOR R_p = 2.5 SEISMIC DESIGN FORCE F_p = __ KIPS

ANALYSIS PROCEDURE USED: SEISMIC DESIGN FOR NONSTRUCTURAL

COMPONENTS (CHAPTER 13 OF ASCE 7)

ROOF LIVE LOAD: GENERATOR BUILDING

20 PSF TYPICAL

ROOF LIVE LOAD REDUCTIONS HAVE NOT BEEN MADE.

FLOOR LIVE LOAD*,**:

COMPUTER SERVER ROOM =125 PSF

OFFICES =50 PSF + 15 PSF PARTITION

TR ROOMS LIVE LOAD UNCHANGED – SIGNS POSTED

GENERATOR ROOM = 300 PSF (SLAB-ON-GRADE)

SWITCHGEAR ROOM = 200 PSF (SLAB-ON-GRADE)

ALL OTHER SPACES REMAIN UNCHANGED AND ARE UNAFFECTED BY THIS PROJECT.

*PROVISIONS FOR MOVEABLE PARTITIONS HAVE NOT BEEN APPLIED, WHICH IS IN

ACCORDANCE WITH BUILDING CODE, EXCEPT AS INDICATED ABOVE. FIXED

PARTITIONS (E.G., METAL STUDS) ARE CONSIDERED A DEAD LOAD.

**IN ACCORDANCE WITH SECTION 106.1 OF IBC, APPROVED DURABLE (ALLOWABLE)

LIVE LOAD POSTING SIGNS SHALL BE PROVIDED PROMINENTLY IN ALL PORTIONS

OF BUILDING RENOVATION PROJECT AND NEW CONSTRUCTION WHERE LIVE LOAD

ABOVE EXCEEDS 50 PSF.

LIVE LOAD REDUCTIONS HAVE BEEN MADE.

INTERIOR WALLS:

5 PSF LATERAL LOAD IN ABSENCE OF ANY WIND LOAD EFFECTS

CONSTRUCTION LOADING IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

GENERAL PROJECT NOTES

1. ALL DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY THE

CONTRACTOR PRIOR TO FABRICATION OR CONSTRUCTION.

2. THE RESIDENT ENGINEER WILL NOT ACCEPT SHOP DRAWINGS WITHOUT FIRST BEING REVIEWED AND SIGNED BY THE CONTRACTOR. ALL CHANGES SHALL BE FLAGGED AND NOTED AS DEVIATING FROM

THE CONTRACT DOCUMENTS.

4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF THE NEW AND EXISTING

BUILDINGS DURING THE EXECUTION OF THE CONTRACT.

5. ALL CONSTRUCTION SHALL BE COORDINATED WITH THE OWNER TO MINIMIZE DISRUPTION.

6. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN ADEQUATE SHORING AND BRACING TO PROTECT

THE EXISTING STRUCTURE AND UNFINISHED NEW CONSTRUCTION.

7. AN ENGINEER REGISTERED IN THE STATE OF NEBRASKA SHALL PERFORM THE DESIGN OF ALL SHORING.

SPECIAL INSPECTIONS:

1. PROVIDE SPECIAL INSPECTIONS AS REQUIRED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, THESE CONTRACT DOCUMENTS, AND THE STATEMENT OF SPECIAL INSPECTIONS FOR THE FOLLOWING:

SOILS AND FOUNDATIONS, REINFORCED CONCRETE, STRUCTURAL MASONRY, STRUCTURAL STEEL, AND METAL DECK.

2. PROVIDE THE SPECIAL INSPECTOR 48 HOURS PRIOR NOTICE FOR THE SPECIAL INSPECTIONS.

FOUNDATIONS AND FOOTINGS:

1. FOUNDATIONS ARE DESIGNED FOR A BEARING PRESSURE OF 2000 PSF FOR CONTINUOUS FOOTINGS AND 2000 PSF FOR ISOLATED SPREAD FOOTINGS. BASEMENT WALLS ARE DESIGNED FOR AN AT-REST, EQUIVALENT FLUID PRESSURE OF 110 PCF. SITE RETAINING WALLS ARE DESIGNED FOR AN ACTIVE, EQUIVALENT FLUID PRESSURE OF 45 PCF.

A PASSIVE, EQUIVALENT FLUID PRESSURE OF 140 PCF WAS USED FOR LATERAL (SLIDING) RESISTANCE. ALL VALUES ARE AS RECOMMENDED IN THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY THOMPSON DREESEN & DORNER, INC., SOILS CONSULTANT, DATED 01/14/22, [PROJECT #]. ALL RECOMMENDATIONS CONTAINED IN THE REPORT SHALL BE FOLLOWED

UNLESS SPECIFIED OTHERWISE IN THE CONTRACT DOCUMENTS.

2. IF THE CONTRACTOR DISCOVERS POOR SOIL CONDITIONS UPON EXCAVATION, THE ARCHITECT SHALL BE

NOTIFIED IN WRITING.

3. THE SOILS SPECIAL INSPECTOR SHALL INSPECT THE BEARING SOILS AFTER THE FOOTING EXCAVATION IS MADE.

4. THE CONTRACTOR SHALL NOTIFY THE SOILS SPECIAL INSPECTOR AT LEAST 48 HOURS PRIOR TO THE INSPECTION.

5. ALL FOOTINGS SHALL BE PLACED ON EITHER UNDISTURBED PREVIOUSLY COMPACTED CONTROLLED FILL OR

UNDISTURBED NATIVE SOILS AS RECOMMENDED IN THE GEOTECHNICAL ENGINEERING REPORT.

6. FOOTINGS SUBJECT TO FROST SHALL HAVE A MINIMUM OF 42 INCHES BETWEEN FINISHED GRADE AND THE BOTTOM OF FOOTINGS. ELEVATIONS OF BOTTOM OF ALL FOOTINGS HAVE BEEN ESTIMATED BASED ON AVAILABLE INFORMATION AND SHALL NOT BE CONSTRUED AS WAIVING ANY OF THE MINIMUM REQUIREMENTS.

7. REMOVE ALL DEBRIS FROM THE EXCAVATION BEFORE THE CONCRETE IS POURED.

8. ALL OVER-EXCAVATION SHALL BE FILLED WITH CONCRETE, ENGINEERED FILL APPROVED BY THE SOILS SPECIAL

INSPECTOR, OR FLOWABLE FILL.

9. ALL FORMS AND ORGANIC DEBRIS SHALL BE REMOVED PRIOR TO BACKFILLING.

10.THE CONTRACTOR SHALL BRING THE BACKFILL UP EQUALLY ON BOTH SIDES OF THE FOUNDATION WALLS AND

BEAMS BELOW GRADE SO AS NOT TO CREATE AN UNBALANCED LOADING.

11.FOR WALLS RETAINING SOIL ON ONE SIDE, THE CONTRACTOR SHALL NOT BACKFILL THE WALLS UNTIL THE SUPPORTING FLOOR SLAB IS IN PLACE AND SECURED AND THE CONCRETE FLOOR SLAB HAS ACHIEVED AT LEAST

75 PERCENT OF ITS DESIGN STRENGTH.

CONCRETE AND REINFORCING STEEL:

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301, UNLESS NOTED OTHERWISE.

2. CONCRETE CLASSES AND USAGES:

A. FOOTINGS AND STRUCTURAL STOOP SLABS:

- MINIMUM COMPRESSIVE STRENGTH; 4500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 1” NOMINAL, 30% OF TOTAL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- AIR ENTRAINMENT RANGE BETWEEN 4% AND 6%

- SEE DETAILS FOR REINFORCEMENT

B. INTERIOR SLABS ON GRADE:

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 1” NOMINAL, 40% OF TOTAL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

- REINFORCE W/ #4 @ 16" O.C., MAX., EA. WAY, UNLESS OTHERWISE INDICATED

C.CONCRETE FILL OVER METAL DECK :

- MINIMUM COMPRESSIVE STRENGTH; 3500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- SAND/GRAVEL AGGREGATE

- SLUMP RANGE BETWEEN 2" AND 4"

- NO ENTRAINED AIR

- REINFORCE W/ #4 @ 16" O.C., MAX., EA. WAY, UNLESS OTHERWISE INDICATED

D. FOUNDATION WALLS AND WALLS:

- MINIMUM COMPRESSIVE STRENGTH; 4500 PSI AT 28 DAYS

- MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO; 0.45

- COARSE AGGREGATE; LIMESTONE, 3/4” NOMINAL, 30% OF TOTAL AGGREGATE

- SLUMP RANGE BETWEEN 2” AND 4”

- AIR ENTRAINMENT RANGE BETWEEN 4% AND 6%

- REINFORCE W/ #4 @ 10" O.C., MAX. HORIZ. BARS OUTSIDE OF #6 @ 6" O.C., MAX. VERT. BARS, EA. FACE, UNLESS OTHERWISE INDICATED

3. FLY ASH MAY BE USED UP TO 25%, BY WEIGHT, OF CEMENTITIOUS MATERIAL. FLY ASH SHALL NOT BE USED IN

WALLS, COLUMNS, OR SLABS WITH EXPOSED CONCRETE FINISH.

4. NON-SHRINK GROUT SHALL BE CEMENTITIOUS STRUCTURAL GROUT AND SHALL NOT CONTAIN METALLIC MATERIAL OR CHLORIDES. MINIMUM COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS, 3,000 PSI AT 1 DAY, 5,000 PSI AT 7

DAYS AND 6,000 PSI AT 28 DAYS.

5. SURFACE ACCEPTING EXPANDABLE BENTONITE WATERSTOP SHALL BE SMOOTH AND SHALL HAVE EITHER A FORMED FINISH OR A FLOAT FINISH. ANY IRREGULARITIES IN THE CONCRETE SURFACE THAT WILL INTERFERE WITH THE WATERSTOP BEING PLACED IN INTIMATE CONTACT WITH THE CONCRETE SURFACE SHALL BE GROUND

SMOOTH PRIOR TO INSTALLATION.

6. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL MECHANICAL AND ELECTRICAL SLEEVES AND ALL

UTILITY LOCATIONS PRIOR TO PLACEMENT OF CONCRETE.

7. ALL REINFORCING STEEL SHALL BE ASTM A-615, GRADE 60, EXCEPT REINFORCING TO BE WELDED SHALL BE ASTM A-706, UNLESS NOTED OTHERWISE. WELDING SHALL USE E80XX ELECTRODES IN CONFORMANCE WITH AWS D1.4. [USER NOTE: ASTM A706, GRADE 60 REQUIRED FOR “INTERMEDIATE” AND HIGHER CONCRETE

FRAMING SYSTEMS.]

8. WELDED STEEL WIRE FABRIC SHALL BE ASTM A-185, PLAIN TYPE AND FINISH, FLAT SHEETS.

9. ALL REINFORCING SHALL BE CONTINUOUS OR SHALL LAP AS SCHEDULED FOR TENSION LAP SPLICES

UNLESS NOTED OTHERWISE.

10. HEADED DEFORMED BARS SHALL CONFORM TO ASTM A-615, GRADE 60 AND ASTM A970 INCLUDING ANNEX A1 REQUIREMENTS FOR CLASS HA HEAD DIMENSIONS. OBSTRUCTIONS OR INTERRUPTIONS OF THE BAR DEFORMATIONS, IF ANY, SHALL NOT EXTEND MORE THAN 2 BAR DIAMETERS FORM THE BEARING FACE OF THE HEAD.

11. PROVIDE CORNER BARS AND LAP CORNER BARS WITH MAIN REINFORCEMENT.

12. ALL INTERIOR CONCRETE SLABS-ON-GRADE SHALL BE 5” THICK AND SHALL BE REINFORCED WITH #4@16” c/c EACH

WAY, UNLESS NOTED OTHERWISE.

13. ALL INTERIOR CONCRETE SLABS-ON-GRADE SHALL HAVE CONTROL JOINTS ON COLUMN LINES AND AS

NECESSARY TO NOT TO EXCEED 10 FEET O.C., UNLESS SPECIFIED OTHERWISE.

14. FLOOR FINISH TOLERANCES FOR SLABS ON GRADE SHALL BE IN ACCORDANCE WITH ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS. THE F-NUMBER SYSTEM SHALL BE USED WITH A FLATNESS OF 50 AND A LEVELNESS OF 30 MEASURED IN ACCORDANCE WITH ASTM E 1155-87.

15. A VAPOR BARRIER SHALL BE USED AT ALL INTERIOR SLABS ON GRADE. THE THICKNESS SHALL BE AT LEAST 15 MILS.

16. THE PLACEMENT OF THE SLAB ON GRADE VAPOR BARRIER IS DEPENDENT UPON THE POTENTIAL FOR WETTING THE SUBGRADE. IF THE SLAB AND GRANULAR FILL ARE PLACED UNDER A WATERTIGHT ROOF, THE VAPOR BARRIER SHALL BE PLACED UNDER THE GRANULAR FILL. IF THE ROOF IS NOT IN PLACE, THE VAPOR BARRIER SHALL BE PLACED

DIRECTLY UNDER THE SLAB-ON-GRADE.

17. PROVIDE 2 ADDITIONAL #5 REINFORCING BARS AT ALL SIDES OF OPENINGS IN CONCRETE WALLS THAT ARE GREATER THAN 1'- 6" IN ANY DIRECTION. EXTEND THE BARS 2'-O" PAST EDGES OF THE OPENING (HOOK BARS IF NECESSARY).

18. WHERE THE SPACING OF SLAB REINFORCING IS CALLED OUT AS "ON CENTER (O.C.)", PLACE THE FIRST BAR 3" FROM

THE EDGE OF THE SLAB.

19. ALL REINFORCING STEEL SHALL BE EITHER CONTINUOUS OR DOWELED THROUGH CONSTRUCTION JOINTS. DOWELS SHALL BE THE SAME SIZE AND SPACING AS SCHEDULED REINFORCING AND SHALL LAP AS SCHEDULED.

20. CONCRETE PROTECTION FOR REINFORCING SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:

MINIMUM COVER (INCHES)

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH --------------------------- 3

EXPOSED TO EARTH OR WEATHER

#5 BARS AND SMALLER --------------------------------------------------------------- 1 ½ #6 THROUGH #18 BARS --------------------------------------------------------------- 2

NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH,

SLABS, WALLS AND JOISTS

#11 BARS AND SMALLER ------------------------------------------------ ¾

#14 AND #18 BARS ----------------------------------------------------------- 1 ½

BEAMS, GIRDERS AND COLUMNS (PRINCIPAL REINFORCEMENT,

STIRRUPS OR SPIRALS) -------------------------------------------------------------- 1 ½

CONCRETE FOUNDATION WALLS AND WALLS OF BUILDING 19 SHALL BE CONSIDERED EXPOSED TO EARTH OR WEATHER.

SLABS-ON-GRADE SHALL HAVE 2" CLEAR FROM TOP OF SLAB TO HORIZ. REBAR.

21. THE CONTRACTOR SHALL SUBMIT CONCRETE REINFORCING STEEL SHOP DRAWINGS TO THE RESIDENT ENGINEER.

22. PROVIDE ¾-INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS, EXCEPT WHERE MASONRY WALLS ARE LAID

FLUSH WITH THE WALL, COLUMN, OR BEAM FACE.

23. VERTICAL CONSTRUCTION CONTROL JOINTS IN THE CONCRETE FOUNDATION WALLS AND WALLS SHALL BE PLACED ONLY AS REQUIRED BY THE CONTRACTOR, BUT SHALL NOT BE PLACED WITHIN 6 FEET OF A BUILDING CORNER (EITHER OUTSIDE CORNER OR RE-ENTRANT CORNER) NOR WITHIN 6 FEET OF THE EDGE OF A WALL OPENING. SEE DETAIL HORIZONTAL CONSTRUCTION JOINTS MAY ONLY BE PLACED AT THE TOP OF THE FOOTINGS, AT THE TOP OF FOUNDATION WALL, AND/OR AT THE TOP OF STEEL ELEVATIONS. HORIZONTAL CONSTRUCTION JOINTS USED AT THE TOP OF THE FOUNDATION WALL AND/OR AT THE TOP OF STEEL ELEVATIONS SHALL BE INTENTIONALLY ROUGHENED TO ¼” AMPLITUDE. SUBMIT PROPOSED

CONSTRUCTION JOINT LAYOUT TO RESIDENT ENGINEER.

24. FORMWORK SHALL BE ADJUSTED BEFORE AND AFTER CONCRETE PLACING OPERATIONS (PRIOR TO INITIAL SET) TO COMPENSATE FOR FORMWORK DEFLECTION, IN ADDITION TO ANY CAMBER SPECIFIED ON THE DRAWINGS.

25. LAP GRADE BEAM TOP BARS AT MIDSPAN, BOTTOM BARS AT SUPPORTS, UNLESS DETAILED OTHERWISE.

26. NON-CONTINUOUS ENDS OF TOP BARS IN BEAMS AND SLABS SHALL TERMINATE WITH A STANDARD 90-DEGREE

OR 180 DEGREE HOOK, UNLESS SPECIFICALLY NOTED OTHERWISE.

CONCRETE AND BRICK MASONRY:

1. CONCRETE MASONRY UNITS SHALL BE STANDARD WEIGHT. HOLLOW UNITS SHALL CONFORM TO ASTM C 90 AND SOLID UNITS SHALL CONFORM TO ASTM C 55, GRADE N. MASONRY COMPRESSIVE STRENGTH (f'm) SHALL NOT BE LESS THAN 2000 PSI. NET AREA COMPRESSIVE STRENGTH OF MASONRY UNITS SHALL BE 2,800 PSI.

2. GROUT FOR FILLING BLOCK CELLS SHALL BE COURSE AGGREGATE GROUT MEETING ASTM C476, WITH A MINIMUM

STRENGTH OF 3,000 PSI AT 28 DAYS AND A SLUMP RANGE BETWEEN 8" AND 10".

3. GROUT OR MORTAR ADMIXTURES ARE NOT ALLOWED WITHOUT APPROVAL OF THE ENGINEER.

4. ALL WINDOW INFILL MASONRY SHALL BE UNREINFORCED AND UNGROUTED. REINFORCEMENT SHALL BE TRUSS TYPE WITH 3/16" SIDE RODS AND 3/16" CROSS RODS. REINFORCEMENT SHALL BE LAPPED AT ALL SPLICE LOCATIONS PER MANUFACTURER RECOMMENDATIONS. PROVIDE PREFABRICATED CORNER SECTIONS AND 'T' SECTIONS AT INTERSECTING WALLS UNLESS NOTED

OTHERWISE.

5. ALL MASONRY VENEER THAT HAS STRUCTURAL MASONRY BACKUP SHALL HAVE 3 WIRE LADDER TYPE HORIZONTAL JOINT

REINFORCING AT 16" OC.

6. ALL MASONRY VENEER THAT HAS METAL STUD BACKUP SHALL BE ANCHORED WITH 2 PIECE ADJUSTABLE WIRE TIES.

THE TIES SHALL BE SPACED 16" HORIZONTALLY AND 16" VERTICALLY.

7. ALL MASONRY SHALL HAVE OVERLAPPING MASONRY BONDING AT CORNERS AND WALL INTERSECTIONS. BOND BEAMS

SHALL HAVE CORNER BARS TO MATCH BOND BEAM REINFORCING.

8. VERTICAL CONTROL JOINTS FOR CONCRETE MASONRY UNITS SHALL NOT EXCEED 30 FEET O.C AND SHALL NOT EXCEED 6'-0" FROM CORNERS. HORIZONTAL JOINT REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS.

9. VERTICAL CONTROL JOINTS FOR BRICK MASONRY UNITS SHALL NOT EXCEED 25 FEET O.C. AND SHALL NOT EXCEED 10'-0"

FROM CORNERS.

10. THE CONTRACTOR SHALL SUBMIT STRUCTURAL MASONRY REINFORCING STEEL SHOP DRAWINGS TO THE RESIDENT ENGINEER.

STRUCTURAL STEEL:

1. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC 360 AND AISC 303, LATEST EDITIONS.

2. ALL WIDE FLANGES SHALL BE ASTM A992, GRADE 50, UNLESS NOTED OTHERWISE. CHANNELS, ANGLES AND PLATE MATERIAL SHALL BE ASTM A36, EXCEPT WHERE INDICATED TO BE Fy = 50 KSI, SHALL BE ASTM A572, GRADE 50.

3. ALL ROUND HOLLOW STRUCTURAL SECTIONS (HSS) SHALL BE ASTM A500, GRADE C, Fy=46 KSI.

4. ALL RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS) SHALL BE ASTM A500, GRADE C, FY = 50 KSI.

5. ALL STRUCTURAL STEEL BOLTS SHALL BE 3/4" DIAMETER ASTM A325N FOR STANDARD CONNECTIONS AND SHALL BE ASTM A325SC IN BRACED FRAME OR MOMENT FRAME CONNECTIONS UNLESS NOTED OTHERWISE. ANCHOR RODS SHALL BE 3/4" DIAMETER ASTM F1554 WITH A HEAD OR NUT AT THE EMBEDDED END AND A ½” MIN. PROJECTION ABOVE THE TOP NUT, UNLESS NOTED OTHERWISE.

6. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES BY CERTIFIED WELDERS IN ACCORDANCE WITH

AWS D 1.1, LATEST EDITION.

7. ALL WELDS SHALL BE MADE WITH E70 ELECTRODES.

8. STEEL SHALL BE THOROUGHLY CLEANED OF MILL SCALE PRIOR TO APPLICATION OF THE PRIMER IN ACCORDANCE WITH SSPC SP-2 OR SP-3 FOR CONCEALED STEEL AND SSPC SP-6 FOR STEEL EXPOSED TO VIEW.

9. SHOP PAINT CONCEALED STRUCTURAL STEEL WITH ONE COAT, 2 MILS OF FABRICATOR'S STANDARD PRIMER, AND SHOP PAINT STRUCTURAL STEEL EXPOSED TO VIEW WITH TNEMEC 9097 ZINC RICH PRIMER, SERIES 66 EPOXY, AND SERIES 73 SEMI-GLOSS TOP COAT, 2.5 MILS PER APPLICATION, COLOR BY OWNER. DO NOT PAINT THE CONTACT SURFACES OF SLIP-CRITICAL BOLTED CONNECTIONS, OF FIELD WELDED CONNECTIONS OR OF STEEL IN

CONTACT WITH CONCRETE.

10. STANDARD AISC CONNECTIONS SHALL BE USED UNLESS SHOWN OTHERWISE. NO CONNECTION SHALL HAVE

LESS THAN TWO BOLTS OR AN EQUIVALENT WELD.

11. BRACING MEMBERS SHALL BE FRAMED TO THE CENTERLINE OF THE BEAMS AND COLUMNS AT THE CONNECTION

UNLESS NOTED OTHERWISE.

12. MEMBERS COMPOSED OF TWO BACK TO BACK ANGLES OR CHANNELS SHALL HAVE STITCH BOLTS OR WELDS

AT 5'-0" O.C. MAXIMUM UNLESS NOTED OTHERWISE.

13. FACES OF STRUCTURAL STEEL MEMBERS THAT ARE IN CONTACT WITH METAL WALL PANELS SHALL BE FREE OF

PROJECTING NUT AND BOLT HEADS.

14. GALVANIZED STEEL SHALL BE SURFACE PREPARED BY CAUSTIC CLEANING, ACID PICKLING, AND FLUXING, AND SHALL BE HOT DIP GALVANIZED ACCORDING TO ASTM A123, "STANDARD SPECIFICATION FOR ZINC (HOT DIP

GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS".

15. STEEL PLATE THAT IS TO BE BENT AND HOT DIP GALVANIZED SHALL BE DONE SO IN ACCORDANCE WITH THE PROCEDURES OF ASTM A143-74 "STANDARD PRACTICE FOR SAFEGAURDING AGAINST EMBRITTLEMENT OF HOT DIP GALVANIZED STRUCTURAL STEEL PRODUCTS AND PROCEDURE FOR DETECTING EMBRITTLEMENT".

16. WHEN BENDING PLATE, THE FABRICATOR SHALL CONFORM TO AISC MANUAL OF STEEL CONSTRUCTION

REQUIREMENTS FOR THE MINIMUM RADIUS OF COLD BENDING FOR PLATE.

17. BASE PLATE HOLE AND WASHER SIZES FOR ANCHOR RODS SHALL BE PER AISC RECOMMENDATIONS.

18. BEARING SURFACES OF COLUMNS SHALL BE FINISHED TO PROVIDE FULL BEARING CONTACT WITH BASE PLATE (AND CAP PLATE AS REQUIRED FOR LOAD TRANSFER. BASE PLATES (AND CAP PLATES) SHALL BE

FINISHED IN ACCORDANCE WITH SECTION M2.8 OF AISC 360.

19. THE FREE END OF ALL CANTILEVERS SHALL USE FULL-DEPTH STIFFENERS EACH SIDE.

20. THE DESIGN WAS PERFORMED IN ACCORDANCE WITH AISC 360 USING THE ALLOWABLE STRESS

DESIGN METHOD.

21. THE CONSTRUCTION TYPE IS FULLY-RESTRAINED.

22. THE CONTRACTOR SHALL SUBMIT STRUCTURAL STEEL SHOP DRAWINGS TO THE RESIDENT ENGINEER.

STEEL STAIRS AND GRATING:

1. STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC 360 AND AISC 301, LATEST EDITIONS. DESIGN SHALL BE PERFORMED BY A STRUCTURAL ENGINEER, LICENSED IN THE STATE OF NEBRASKA.

2. ALL WIDE FLANGES SHALL BE ASTM A992, GRADE 50, UNLESS NOTED OTHERWISE. CHANNELS, ANGLES AND PLATE

MATERIAL SHALL BE ASTM A36.

3. STAIR TREADS SHALL BE 1" BAR GRATING WITH CHECKER PLATE NOSING.

4. PROVIDE SAFETY NOSING AT THE TOP OF ALL STAIRS AND AT OTHER EXPOSED EDGES OF THE FLOOR.

5. ALL LADDERS AND STAIRS SHALL BE SUPPORTED BY HANGERS AND POSTS ONLY WHERE INDICATED AND OTHERWISE BOLTED TO FRAMING MEMBERS, OR ANCHORED TO CONCRETE WITH 5/8" DIAMETER

SCREW ANCHORS EMBEDDED 4" INTO THE CONCRETE.

6. ALL METAL GRATING AND GRATING TREADS SHALL COMPLY WITH THE SPECIFICATIONS OF THE

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS.

7. WELDED STEEL GRATING SHALL HAVE 1" X 3/16" BEARING BARS AT 1 3/16" O.C., AND CROSS

BARS AT 4" O.C. UNLESS NOTED OTHERWISE.

8. ALL GRATING BEARING AND CROSS BARS SHALL BE IN LINE.

9. BAND ALL EXPOSED EDGES OF GRATING, EXCEPT AT SUPPORTS WHERE GRATING ABUTS CONCRETE, STEEL OR ADJACENT GRATING PANEL. BAND EDGES AT ALL BLOCKOUTS. ALL REMOVABLE GRATING PANELS SHALL BE BANDED.

10.CHECKERED FLOOR PLATE SHALL BE REGULAR QUALITY CARBON STEEL SAFETY PLATE AND SHALL BE FASTENED TO SUPPORTING MEMBERS WITH 3/16" FILLET WELDS 2" LONG, 8" O.C. UNLESS NOTED OTHERWISE.

11.THE CONTRACTOR SHALL SUBMIT STRUCTURAL STEEL STAIR AND GRATING SHOP DRAWINGS TO THE RESIDENT ENGINEER.

STEEL DECK:

1. STEEL DECK SHALL CONFORM TO THE STEEL DECK SPECIFICATIONS AND LOAD TABLES OF THE STEEL DECK INSTITUTE (SDI).

2. STEEL ROOF DECK SHALL BE 3" DEEP, 20 GAGE, TYPE N AND SHALL HAVE A MINIMUM YIELD STRESS OF 33,000 PSI.

3. COMPOSITE AND NON-COMPOSITE STEEL DECK SHALL HAVE A MINIMUM YIELD STRENGTH OF 50,000 PSI. DO NOT INSTALL

CONTRACTION JOINTS IN CONCRETE-FILLED METAL DECK.

4. METAL DECKING SHALL BE CONTINUOUS OVER THREE OR MORE SPANS.

5. FASTEN DECK WITH 5/8" PUDDLE WELDS AT 36/4 PATTERN AND WELDED WASHERS AS RECOMMENDED BY MANUFACTURER.

6. METAL DECK SHALL HAVE A MINIMUM OF #10 TEK SCREWS AT 12" O.C. FOR SIDELAP FASTENERS. SIDELAPS OF COMPOSITE FLOOR

DECK WITH SPANS OVER 5 FEET SHALL HAVE A MINIMUM OF #10 TEK SCREWS AT 36” O.C.

7. METAL DECK SHALL BE EITHER PAINTED OR GALVANIZED, AT CONTRACTORS OPTION, UNLESS NOTED OTHERWISE. WHERE WELDING

HAS DAMAGED THE DECK COATING, THE COATINGS SHALL BE REPAIRED IN THE FIELD.

8. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE STEEL ROOF DECK.

9. THE CONTRACTOR SHALL COORDINATE WITH THE OTHER DISCIPLINES’ DRAWINGS AND THE LOCATION OF ALL OPENINGS CUT

THROUGH METAL DECK.

10. ALL HOLES IN THE METAL DECK GREATER THAN 6" BUT LESS THAN 13" WIDE SHALL BE COVERED WITH A 14-GAGE STEEL PLATE EXTENDING 2 FLUTES BEYOND THE OPENING ON ALL SIDES AND FASTENED WITH #10 TEK SCREWS AT 6” O.C AROUND PERIMETER.

OPENINGS FROM 13” TO 36” SHALL BE FRAMED ON FOUR SIDES WITH L6x4x3/8 (LLV) ANGLES EXTENDING TO THE ADJACENT SUPPORTING

MEMBERS ON EACH SIDE BEYOND THE OPENING.

11. PROVIDE ADDITIONAL ANGLES AND OTHER MISCELLANEOUS STEEL TO SUPPORT DECKING AT AREAS WHERE DECK IS CUT FROM

COLUMNS OR OTHER PENETRATIONS TO PREVENT WEAKENED AREAS IN DECK.

12. PROVIDE ALL NECESSARY DETAILS INCLUDING RIDGE AND VALLEY PLATES, CLOSURE PLATES, AND ANY OTHER ACCESSORIES

REQUIRED FOR A FINISHED SURFACE FOR ROOF INSTALLATION.

13. THE CONTRACTOR SHALL SUBMIT STEEL DECK SHOP DRAWINGS TO THE RESIDENT ENGINEER.

COLD-FORMED METAL FRAMING:

1. ALL STUDS AND CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF NEBRASKA FOR THE SPACING AND LOADS INDICATED. WORK SHALL MEET THE REQUIREMENTS OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI), 'DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS', LATEST STANDARDS.

2. ALL COLD-FORMED STEEL MEMBERS SHALL BE FORMED FROM STEEL CONFORMING TO ASTM A446 AND HAVING A GALVANIZED

COATING MEETING THE REQUIREMENTS OF ASTM A653.

3. PROVIDE ALL ACCESSORIES, INCLUDING TRACKS, BLOCKING, LINTELS, CLIP ANGLES, STRAP BRACING, SHOES, AND FASTENERS TO PROVIDE A COMPLETE METAL FRAMING SYSTEM. ALL METAL FRAMING COMPONENTS SHALL HAVE A GALVANIZED FINISH COMPLYING WITH ASTM A525 FOR A MINIMUM G90 COATING (G60 MAY BE USED FOR INTERIOR FRAMING NOT ON EXTERIOR WALLS OF THE BUILDING).

4. CONNECTIONS FOR COLD-FORMED STEEL MEMBERS SHALL BE STANDARD DETAILS AS RECOMMENDED BY THE COLD-FORMED STEEL

MANUFACTURER UNLESS NOTED OTHERWISE.

5. FASTENING OF COLD-FORMED STEEL MEMBERS SHALL BE WITH SELF-TAPPING SCREWS OR WELDING. SELF-TAPPING SCREWS SHALL BE NO. 8 UNLESS NOTED OTHERWISE. SELF-TAPPING SCREWS SHALL HAVE A MINIMUM SPACING OF ¾" AND A MINIMUM EDGE DISTANCE OF ¾" UNLESS NOTED OTHERWISE. APPROVED SELF-TAPPING SCREWS SHALL BE SHALL BE MANUFACTURED BY BUILDEX, COMPASS, OR

GRABBER. WIRE TYING OF COMPONENTS IS NOT PERMITTED.

6. FASTENING OF COLD-FORMED STEEL FRAMING TO STRUCTURAL STEEL SHALL BE WITH MINIMUM #12 TEK SCREWS OR WITH MINIMUM

0.177 INCH SHANK DIAMETER POWDER DRIVEN FASTENERS UNLESS NOTED OTHERWISE.

7. FASTENING OF COLD-FORMED STEEL RUNNING TRACK TO CONCRETE FOUNDATION/SLAB SHALL BE WITH TWO ( 2 ) -1/4" x 1 ¼" SCREW ANCHORS AT 32" O.C. FASTENING OF COLD-FORMED STEEL FRAMING TO OTHER CONCRETE OR GROUTED SOLID MASONRY SHALL BE WITH MINIMUM 3/16" x 1 ¼" SCREW ANCHOR UNLESS NOTED OTHERWISE. APPROVED CONCRETE / MASONRY SCREW ANCHORS

SHALL BE:

a. TAPCON ANCHOR, BY ITW RAMSET / REDHEAD,

b. TAPCON ANCHOR, BY FASTENAL COMPANY,

c. KWIK-CON II+ FASTENING SYSTEM, BY HILTI,

d. OR AN APPROVED EQUAL.

8. FASTENING OF PLYWOOD SHEATHING TO COLD-FORMED STEEL FRAMING SHALL BE WITH NO. 8 BY 1 INCH FLAT HEAD SCREWS WITH A

MINIMUM HEAD DIAMETER OF 0.292 INCH UNLESS NOTED OTHERWISE.

9. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS, OR, WHERE REQUIRED, FOR AN ANGULAR FT TO ABUTTING MEMBERS. MEMBERS SHALL BE HELD IN PLACE UNTIL PROPERLY FASTENED.

10. SPLICES ARE NOT ALLOWED IN STUD MEMBERS.

11. TRACK MEMBER SPLICES SHALL BE FASTENED WITH BUTT-WELDS OR SHALL BE FASTENED WITH A PIECE OF STUD INSERTED AND CENTERED IN THE TRACK SPLICE WITH THREE (3) SCREWS IN EACH TRACK FLANGE FOR TWELVE (12) SCREWS TOTAL. THE CONTRACTOR

SHALL PROVIDE TWO STUDS UNDER ALL TRACK SPLICES.

12. THE CONTRACTOR SHALL USE A MINIMUM OF TWO STUDS SUPPORTING HEADERS AND A MINIMUM OF THREE STUDS AT CORNERS

UNLESS NOTED OTHERWISE.

13. INSTALL WALL STUD BRIDGING AFTER STUDS ARE ERECTED AND BEFORE CONSTRUCTION LOADS ARE APPLIED. BRIDGING SHALL BE ATTACHED IN A MANNER TO PREVENT STUD ROTATION. UNLESS NOTED OTHERWISE, BRIDGING SHALL BE SPACED AT 4'-0" ON CENTER

MAXIMUM. FOLLOW RECOMMENDATIONS BY COLD-FORMED STUD MANUFACTURER FOR BRIDGING.

14. THE CONTRACTOR SHALL SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS TO THE RESIDENT ENGINEER.

POST-INSTALLED ANCHORAGE:

1. ALL POST-INSTALLED (MECHANICAL AND/OR ADHESIVE) ANCHORS SHALL BE THE TYPE, SIZE AND EMBEDMENT AS SHOWN ON THE DRAWINGS. WHEN EMBEDMENT IS NOT SHOWN ON THE DRAWINGS, THE EMBEDMENT SHALL BE THE STANDARD (NOT MINIMUM)

EMBEDMENT AS RECOMMENDED BY THE MANUFACTURER.

2. THE PLACEMENT OF EXPANSION BOLTS IN MASONRY HEAD JOINTS OR 'T' JOINTS SHALL BE AVOIDED IF POSSIBLE. EXPANSION BOLTS

SHALL HAVE A MINIMUM OF 8" OF GROUT AROUND ALL SIDES OF THE BOLTS.

3. APPROVED EXPANSION ANCHORS SHALL BE:

a. KWIK BOLT 3 EXPANSION ANCHOR BY HILTI,

b. TRUBOLT WEDGE ANCHOR BY ITW RAMSET / REDHEAD,

c. OR AN APPROVED EQUAL.

4. APPROVED ADHESIVE ANCHORS SHALL BE:

a. HY-200 INJECTION ADHESIVE ANCHOR INTO SOLID CONCRETE OR SOLID MASONRY BLOCK, BY HILTI,

b. HY-70 INJECTION ADHESIVE ANCHOR WITH SCREEN TUBE INTO HOLLOW MASONRY BLOCK OR SOLID BRICK WITH VOIDS, BY HILTI,

c. EPCON ADHESIVE ANCHOR SYSYEM WITH CERAMIC 6 EPOXY INTO SOLID CONCRETE OR SOLID MASONRY, BY ITW RAMSET / REDHEAD,

d. EPCON ADHESIVE ANCHOR SYSYEM WITH CERAMIC 6 EPOXY WITH SCREEN TUBES INTO HOLLOW MASONRY BLOCK OR SOLID BRICK

WITH VOIDS, BY ITW RAMSET / REDHEAD,

e. OR AN APPROVED EQUAL.

EPS GEOFOAM:

1. FOR EPS GEOFOAM SUPPORTING FLOOR SLAB CONSTRUCTION, PROVIDE PRODUCT WITH COMPRESSIVE RESISTANCE @ 1% OF 50 PSI, DENSITY OF 1.5 POUNDS PER CUBIC FOOT OR LESS, FLEXURAL STRENGTH OF 40.0 PSI OR MORE, ELASTIC MODULUS OF 730 PSI OR

MORE, AND AN OXYGEN INDEX OF 24.0 OR MORE, ALL PER ASTM D6817.

2. MANUFACTURER SHALL HAVE A MINIMUM OF 10 YEARS DOCUMENTED EXPERIENCE IN THE MANUFACTURE OF LIGHTWEIGHT, GEO- SYNTEHTIC FILL AND A UL CLASSIFICATION IN CATEGORY “BRYX”, AS WELL AS A UL CLASSIFICATION IN CATEGORY “QORW” THAT ENSURES PHYSICAL PROPERTIES IN ACCORDANCE WITH ASTM D 6817. THIRD-PARTY CERTIFICATIONS THAT ONLY INCLUDE ASTM C 5778 PHYSICAL PROPERTIES WILL NOT BE CONSIDERED AS AN ALTERNATIVE EQUAL AND WILL BE REJECTED.

3. CONNECTORS SHALL BE GALVANIZED STEEL MULTI-BARBED CONNECTORS OR A URETHANE ADHESIVE. EACH CONNECTOR SHALL HAVE A LATERAL HOLDING STRENGTH OF AT LEAST 27.22 KG (60 LBS) WHEN TESTED WITH AN EPS15 GEOFOAM. INSTALL A MINIMUM OF 2 CONNECTORS FOR EACH 1.22 M (4 FT) X 2.44 M (8 FT) SECTION OF GEOFOAM MATERIAL OR AS REQUIRED BY THE MANUFACTURER OR AS DIRECTED BY THE RESIDENT ENGINEER. PRESS FIRMLY INTO THE RIGID FOAM UNTIL THE CONNECTOR IS FLUSH WITH THE SURFACE.

POSITION THE NEXT FOAM BLOCK AND SEAT FIRMLY BEFORE PLACING SUBSEQUENT BLOCKS.

DEMOLITION:

1. PRIOR TO REMOVAL OF THE EXISTING SUPPORTING STRUCTURE, ADEQUATELY SHORE THE EXISTING PORTIONS SO THAT NO MOVEMENT OCCURS. MAINTAIN THE EXISTING LINES AND ELEVATIONS AFTER PERMANENT SUPPORTS ARE IN PLACE.

2. SHORING FOR THE EXISTING STRUCTURE MUST BE POSITIONED TO ALLOW THE FACILITY TO OPERATE AND REMAIN OPEN DURING ITS

NORMAL HOURS.

3. ANY DEMOLITION OR CONSTRUCTION WHICH RESULTS IN SIGNIFICANT DUST OR NOISE MUST BE SEPARATED FROM THE REMAINING

BUILDING BY AN ADEQUATE DUST FRAMED PARTITION AND A POLYETHYLENE LINER.

4. PROVIDE TEMPORARY HOOK-UPS TO ALL DISRUPTED UTILITIES DURING DEMOLITION AND UNTIL THE NEW PERMANENT HOOK-UPS ARE

INSTALLED.

E4

19-S-502

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

636A-21-701

9/02/2022

EHRM INFRASTRUCTURE

UPGRADES

CONSTRUCTION

DOCUMENTS

GRAND ISLAND, NE

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard Street Omaha, NE 68102 Phone: (402) 455-7698

Specialized Engineering Solutions 10360 Ellison Circle Omaha, NE 68134 Phone: (402) 991-5520

IMEG Corp.

2882 106th Street Des Moines, IA 50322 Phone (515) 334-4324

Thompson, Dreessen & Dorner, Inc.

10836 Old Mill Rd Omaha, NE 68154 Phone: (402) 330-8860

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

B

IM

/2

-1 a -2

-7

V

A G ra n d

I s la n d

E H

R M

/V A

-G I B ld g

S tr u c t.

rv t

/3

/2

:1

:1

P

M

S-001

STRUCTURAL GENERAL NOTES

DRS MGJ

Revisions: Date:

JO

IS

TS

(E ) 1

0+

1/ 2"

REMOVE (E) CLAY TILE & CONC. RAMP IN

ITS ENTIRETY DOWN TO TOP OF (E) CONC.

TOPPING. ADD 1'-2 3/4" EPS GEOFOAM UNDER

3" N.W. CONC. W/ 6x6-W2.1xW2.1 W.W.F, MATCHING EXISTING FINISH FLOOR ELEVATION

(CONTRACTOR TO FIELD MEASURE & PROVIDE

EPS GEOFOAM AS REQ'D TO PROVIDE 3" OF

CONCRETE +/- 1/4")

JO

IS

TS

(E ) 8

+2

/2

JOISTS

(E) 8+2 1/2"

JOISTS

(E) 10+2 1/2" (E) 6" SLAB

(E)12 x 18(E)12 x 18 (E)12 x 19 1/2"

F.F. EL. = -1'-1"F.F. EL. = -4 1/4"

F.F. EL. = -1'-10"

(E )1 x

(E )1 x

(E )1 x

(E )1 x

GROUND FLOOR FRAMING PLAN NOTES:

1. FINISH FLOOR ELEVATION = 1859'-6"

UNLESS NOTED THUS: (-4 1/4").

B9

1-S-501

EPS GEOFOAM + 3"

N.W. CONC., SEE ARCH.

B7

1-S-501

B9

1-S-501

B9

1-S-501

SIM.

KEY PLAN

GROUND FLOOR,

LAUNDRY FLOOR INFILL

TRUE

NORTH

PLAN

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

636A-21-701

9/02/2022

EHRM INFRASTRUCTURE

UPGRADES

CONSTRUCTION

DOCUMENTS

GRAND ISLAND, NE

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard Street Omaha, NE 68102 Phone: (402) 455-7698

Specialized Engineering Solutions 10360 Ellison Circle Omaha, NE 68134 Phone: (402) 991-5520

IMEG Corp.

2882 106th Street Des Moines, IA 50322 Phone (515) 334-4324

Thompson, Dreessen & Dorner, Inc.

10836 Old Mill Rd Omaha, NE 68154 Phone: (402) 330-8860

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

3 4

10 11

6 191

KEYPLAN

B

IM

/2

-1 a -2

-7

V

A G ra n d

I s la n d

E H

R M

/V A

-G I B ld g

S tr u c t.

rv t

/3

/2

:1

:3

P

M

1-S-100

FLOOR FRAMING PLANS

DRS MGJ

1/4" = 1'-0"F6

GROUND FLOOR FRAMING PLAN - LAUNDRY ROOM FLOOR INFILL

(E)16 x16

(E )8 x

(E )8 x

(E )8 x

(E )1 x3

(E)16 x16

(E )1 x3

(E )1 x

JOISTS

(E) 8+2 1/2"

HSS10X6X3/8

HSS10X6X3/8

TR-01-0 FRAMING PLAN NOTES:

1. FINISH GROUND FLOOR ELEVATION = 1850'-2"

FINISH FIRST FLOOR ELEVATION = 1870'-6"

2. TOP OF STEEL ELEVATION = AS DETERMINED

IN FIELD, SEE

3. LOAD-RATING SIGNS INDICATING: "EQUIPMENT

LIMITED TO (3)-2500 LB SERVER RACKS PLACED

ONLY ON NEW SUPPORT FRAMES - REMAINDER

OF FLOOR NOT TO BE LOADED WITH EQUIPMENT"

TO BE PLACED PROMINENTLY IN ALL

NEW 'TR' ROOMS.

B5

1-S-501 1-S-501

B1

BELOW

B5

1-S-501

FOR TYP. BEAM SPLICE, SEE

C4

1-S-501

(E)12 x20

(E )9 x

(E )9 x

TR-01-1 FRAMING PLAN NOTES:

1. FINISH FIRST FLOOR ELEVATION = 1870'-6"

FINISH SECOND FLOOR ELEVATION = 1883'-1 1/4"

2. TOP OF STEEL ELEVATION = AS DETERMINED

IN FIELD, SEE

3. LOAD-RATING SIGNS INDICATING: "EQUIPMENT

LIMITED TO (3)-2500 LB SERVER RACKS PLACED

ONLY ON NEW SUPPORT FRAMES - REMAINDER

OF FLOOR NOT TO BE LOADED WITH EQUIPMENT"

JO

IS

TS

(E ) 8

+2

/2

(E)12 x 23 3/4

(E)12 x20

B5

1-S-501

1-S-501

B1

BELOW

B5

1-S-501

H S

S X

X

/8

H S

S X

X

/8

(E )9 x

(E )9 x

(E )9 x

(E)12 x20

(E)10 x 32

(E )1 x

/4

(E)10 x 16

(E)10 x 16

JO

IS

TS

(E ) 8

+2

/2

(E)10 x 32

(E) 4" SLAB

JO

IS

TS

TR-01-2 FRAMING PLAN NOTES:

1. FINISH SECOND FLOOR ELEVATION = 1883'-1 1/4"

FINISH THIRD FLOOR ELEVATION = 1894'-1 1/4"

2. TOP OF STEEL ELEVATION = AS DETERMINED

IN FIELD, SEE

3. LOAD-RATING SIGNS INDICATING: "EQUIPMENT

LIMITED TO (3)-2500 LB SERVER RACKS PLACED

ONLY ON NEW SUPPORT FRAMES - REMAINDER

OF FLOOR NOT TO BE LOADED WITH EQUIPMENT"

1-S-501

B1

B5

1-S-501

BELOW

H S

S X

X

/8

H S

S X

X

/8

(E)12 x20

(E)10 x 23 3/4

(E )1 x

/4 (E

)9 x

JO

IS

TS

(E ) 8

+2

/2

(E) 4" SLAB

(E)10 x 23 3/4

(E)12 x20

TR-01-3 FRAMING PLAN NOTES:

1. FINISH THIRD FLOOR ELEVATION = 1894'-1 1/4"

FINISH FOURTH FLOOR ELEVATION = 1905-1 1/4"

2. TOP OF STEEL ELEVATION = AS DETERMINED

IN FIELD, SEE

3. LOAD-RATING SIGNS INDICATING: "EQUIPMENT

LIMITED TO (3)-2500 LB SERVER RACKS PLACED

ONLY ON NEW SUPPORT FRAMES - REMAINDER

OF FLOOR NOT TO BE LOADED WITH EQUIPMENT"

1-S-501

B1

B5

1-S-501

BELOW

H S

S X

X

/8

H S

S X

X

/8

(E)10 x 16

1-S-501

D1

BELOW

TR-01-4 FRAMING PLAN NOTES:

1. FINISH FOURTH FLOOR ELEVATION = 1905'-1 1/4"

FINISH FIFTH FLOOR ELEVATION = 1917'-0 1/4"

2. TOP OF STEEL ELEVATION = AS DETERMINED

IN FIELD, SEE

3. LOAD-RATING SIGNS INDICATING: "EQUIPMENT

LIMITED TO (3)-2500 LB SERVER RACKS PLACED

ONLY ON NEW SUPPORT FRAMES - REMAINDER

OF FLOOR NOT TO BE LOADED WITH EQUIPMENT"

B5

1-S-501

HSS10X6X3/8

HSS10X6X3/8

(E)10 x 32 1/2

(E )1 x

/4 (E )9 x

(E)12 x20

(E )9 x

(E)10 x 34 3/4"

(E )9 x

TR-01-5 FRAMING PLAN NOTES:

1. FINISH FIFTH FLOOR ELEVATION = 1917'-0 1/4"

FINISH LOWER ROOF ELEVATION = 1928'-5 3/4"

2. TOP OF STEEL ELEVATION = AS DETERMINED

IN FIELD, SEE

3. LOAD-RATING SIGNS INDICATING: "EQUIPMENT

LIMITED TO (3)-2500 LB SERVER RACKS PLACED

ONLY ON NEW SUPPORT FRAMES - REMAINDER

OF FLOOR NOT TO BE LOADED WITH EQUIPMENT"

1-S-501

B1

BELOW

B5

1-S-501

H S

S X

X

/8

H S

S X

X

/8

KEY PLAN

Ground & 4th FLOOR TR

ROOM FRAMING

1st FLOOR TR ROOM FRAMING 2nd, 3rd & 5th FLOOR TR ROOM FRAMING

TRUE

NORTH

PLAN

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

636A-21-701

9/02/2022

EHRM INFRASTRUCTURE

UPGRADES

CONSTRUCTION

DOCUMENTS

GRAND ISLAND, NE

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard Street Omaha, NE 68102 Phone: (402) 455-7698

Specialized Engineering Solutions 10360 Ellison Circle Omaha, NE 68134 Phone: (402) 991-5520

IMEG Corp.

2882 106th Street Des Moines, IA 50322 Phone (515) 334-4324

Thompson, Dreessen & Dorner, Inc.

10836 Old Mill Rd Omaha, NE 68154 Phone: (402) 330-8860

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

3 4

10 11

6 191

KEYPLAN

B

IM

/2

-1 a -2

-7

V

A G ra n d

I s la n d

E H

R M

/V A

-G I B ld g

S tr u c t.

rv t

/3

/2

:1

:1

P

M

1-S-101

FLOOR FRAMING PLANS

DRS MGJ

1/4" = 1'-0"C1

TELECOM ROOM TR-01-0 - FRAMING PLAN

1/4" = 1'-0"C5

TELECOM ROOM TR-01-1 - FRAMING PLAN

1/4" = 1'-0"C8

TELECOM ROOM TR-01-2 - FRAMING PLAN

1/4" = 1'-0"F1

TELECOM ROOM TR-01-3 - FRAMING PLAN

1/4" = 1'-0"F5

TELECOM ROOM TR-01-4 - FRAMING PLAN

1/4" = 1'-0"F8

TELECOM ROOM TR-01-5 - FRAMING PLAN

GENERATOR

2'-0" TH. CONC. ISOLATION PAD

S T

R U

C T

U R

A L

S T

O O

P

12" CONC. WALL,

TYP., U.N.O.

20" CONC. FNDN. WALL, BELOW

ELEV. 1865'-6", TYP., U.N.O.

FTG. 38x12, TYP. @

PERIMETER, U.N.O.

B1

19-S-501

TOP OF FTG.

EL. 1862'-10"

TYP.

6" CONC. SLAB ON GRADE W/ #4 @ 16" O.C., EA. WAY

FOUNDATION PLAN NOTES:

1. FINISH FLOOR ELEVATION = 1865'-6"

B3

19-S-501

B5

19-S-501

A B C

20' - 0" 10' - 8"

30' - 8"

8'-0" WIDE OPNG. W/

SILL AT 1868'-10"

10'-0" W x 10'-0" H OPNG'

W/ SILL AT 1865'-6"

10'-0" W x 10'-0" H OPNG'

W/ SILL AT 1865'-6"

4'-4" W x 7'-10" H OPNG'

W/ SILL AT 1865'-0"

3'-4" W x 7'-10" H

OPNG' W/ SILL

AT 1865'-0"

4'-4" W x 7'-10" H

OPNG' W/ SILL

AT 1865'-0"

20" CONC. FNDN. WALL

AND WALL ON "2" BTWN

"A" AND "B",

4' - 4" 10' - 0" 2' - 0" 10' - 0"

20' - 0" 10' - 8"

S T

R U

C T

U R

A L

S T

O O

P

"2

TEMP. GEN. CONNECTION

EQUIP. PAD, 10" TH. SEE

B5

19-S-501

AND ELEC.

SIM.

4-3 1/2" Ø CONDUIT SLEEVES,

1'-0" O.C. - 2x2

C9

19-S-501

F1

19-S-501

HSS 12x4x3/8 LOUVER

SUPPORT JAMBS

(3-LOCATIONS)

HSS 12x4x3/8 LOUVER

SUPPORT JAMBS

(3-LOCATIONS)

TYP.

TYP.

TYP.

TYP.

TYP.

28" CONC. FNDN.

WALL, BELOW

ELEV. 1865'-6", 20"

CONC. WALL ABOVE,

THIS EXTERIOR WALL

FTG. 38x12, THIS EXTERIOR WALL

ON WALL COLUMN LINE "1" USE:

#8 @ 6" O.C., MAX., VERT. BARS, EA. FACE

W/ #4 @ 10" O.C., HORIZ., CLOSED TIES

SEE PROVIDE MATCHING DOWELS

FOR VERT. BARS INTO FTG.

ON WALL LINE "2" USE:

#8 @ 6" O.C., MAX., VERT. BARS, EA. FACE

W/ #6 @ 6" O.C., HORIZ., CLOSED TIES.

AND 2-#10 VERT. FULL HT. AT ALL JAMBS

AND AT ENDS OF WALL LINE "2". SEE

REINFORCE THIS FULL-HT.

WALL SEGMENT LIKE WALL

LINE "1", SEE

E1

19-S-502

E1

19-S-502

E1

19-S-502

FTG. 30x12, ON "2"

BTWN "A" AND "B"

12" CONC. WALL

ABOVE ELEV.

1865'-6", TYP. @

PERIMETER, U.N.O.

/4

6' - 3" 7' - 6" 7' - 9 1/4" 8' - 1 3/4"

W X

(2

W X

(2

W X

(2 )W10X12

W10X12

W X

W X

L6x4 (LLV) x CONT.

SUPPORT ANGLE

AROUND PERIMETER

OPEN

1 INDICATES SPAN DIRECTION OF2"-20 GA.

COMPOSITE METALDECK WITH 4" OF

NOMINAL WEIGHT CONCRETE FILL (6"

TOTAL) REINFORCED WITH #4@16" O.C.

EA. WAY

ROOF FRAMING PLAN NOTES:

1.

2. TOP OF STEEL ELEVATION = 1882'-4"

UNLESS NOTED THUS: (-1")

3. W18x35 (20)

C7

19-S-501

B7

19-S-501

C4

19-S-501

B7

19-S-501

SEE

W10X12

A B C

30' - 8"

20' - 0" 10' - 8"

4' - 4" 10' - 0" 2' - 0" 10' - 0"

20' - 0" 10' - 8"

W10X12

M C

X

.6

M C

X

.6

TOP OF WALL

EL.

OUTSIDE FACE OF

BRICK, SEE ARCH.

INDICATES NUMBER OF

3/4" DIA. x 4 1/2" TALL HEADED

SHEAR STUDS, EQ. SPACED

INDICATES STEEL BEAM SIZE

1' - 9" *

3' - 6" *

4. *: INDICATES DIMENSIONS TO BE

COORDINATED WITH OTHER DISCIPLINES

AND/OR ACTURAL EQUIPMENT/COMPNENTS

PROCURRED.

5. ROOF HATCH, SEE ARCH., CONTRACTOR

COORDINATE AND PROVIDE ANCHORAGE TO

SLAB PER MANUFACTURER'S REQUIREMENTS.

6. PROVIDE BEAM POCKET IN WALL WITH BASE PL SIM. TO DET.

7. SKEW 2-L4x4 BRACE AS REQ'D TO MAKE CONN.

TO HSS 12x12

C9

19-S-501

-L

X

X

/1

-L

X

X

/1

-L

X

X

/1

-L

X

X

/1

-L

X

X

/1

-L

X

X

/1

(B R

A C

E

(B R

A C

E

(B R

A C

E

(B R

A C

E

(B R

A C

E

(B R

A C

E

HSS12X12X1/2 (-1")HSS12X12X1/2 (-1")HSS12X12X1/2 (-1") HSS12X12X1/2 (-1")

(B R

A C

E

(B R

A C

E

(B R

A C

E

HSS12X12X1/2 (-1")HSS12X12X1/2 (-1")

W8x31 HANGER W8x31 HANGER

W8x31 HANGER

F1

19-S-501

-L

X

X

/1

-L

X

X

/1

-L

X

X

/1

B4

19-S-502

ROOF HATCH,

SEE NOTE 5

9 1/2" 9 1/2"

9 1/2" CONC. CURB

(4-SIDES OF

ENCLOSURE)

C2

19-S-502

HSS 6x6x3/8 POST UP

(4-CORNERS)

1882' - 4"

(INTERIOR WALL)

TYP.

TYP.

TYP.

TYP.

TYP.

TYP.

C9

19-S-502

NOTE 7

NOTE 7

NOTE 6, TYP.

C4

19-S-501

F1

19-S-502

3"

7' - 6" 3"

HSS10X6X3/8

H S

S X

X

/8

H S

S X

X

/8

HSS10X6X3/8

W10X12

(SLOPED)

(1 -2

(1 -1

2 INDICATES SPAN DIRECTION OF

3N-20 GA. METAL ROOF DECK

ENCLOSURE FRAMING PLAN NOTES:

1.

HSS 6x6x3/8 POST

(4-CORNERS)

6' - 0"

2. (1890'-9") INDICATES TOP OF STEEL

ELEVATION, SEE PLAN

TOP OF WALL EL. 1886'-10"

(TYP. AROUND PERIMETER)

(SLOPED)

(SLOPED)

(SLOPED)

W10X12

3. INDICATES (DOWNWARD) SLOPE

E Q

E Q

E Q

A B C

OUTSIDE FACE OF

BRICK, SEE ARCH.

4. HSS 16x6x3/8

INDICATES STEEL BEAM SIZE

HSS 6x6x3/8

INTERMEDIATE

LOUVER SUPPORTS

(6-LOCATIONS)

W X

W X

W X

(1 -6

(1

-6

(1

-6

C6

19-S-502

C7

19-S-502

TRUE

NORTH

PLAN

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

636A-21-701

9/02/2022

EHRM INFRASTRUCTURE

UPGRADES

CONSTRUCTION

DOCUMENTS

GRAND ISLAND, NE

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard Street Omaha, NE 68102 Phone: (402) 455-7698

Specialized Engineering Solutions 10360 Ellison Circle Omaha, NE 68134 Phone: (402) 991-5520

IMEG Corp.

2882 106th Street Des Moines, IA 50322 Phone (515) 334-4324

Thompson, Dreessen & Dorner, Inc.

10836 Old Mill Rd Omaha, NE 68154 Phone: (402) 330-8860

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

3 4

10 11

6 191

KEYPLAN

B

IM

/2

-1 a -2

-7

V

A G ra n d

I s la n d E

H R

M /V

A -G

I B ld g

S tr u c t.

rv t

/3

/2

:3

:5

P

M

19-S-101

FOUNDATION & FRAMING PLANS

BAS MGJ

1/4" = 1'-0" C6

FOUNDATION PLAN

1/4" = 1'-0" F6

ROOF FRAMING PLAN

1/4" = 1'-0"

F2

INTAKE ENCLOSURE FRAMING PLAN

(E) CONC. BEAM

PL 3/8x12 W/ 2-1/2" Ø HILTI HAS-E THREADED RODS

W/ HY 200 A/R ADH. (EMBED 4 1/2") (9" GAGE ON ANCHS.)

REMOVE INSIDE FACE OF (E) CLAY

TILE AS REQ'D TO INSTALL 3/8" PL

HSS 10x6 (ROTATED 90°), SEE PLAN

1/4

(E) CLAY TILE WALL

GROUT OPEN CELLS OF CLAY

TILE FULL

PLUG CELL

T.O.S.

EL. VARIES TO

AVOID UTILITY

CONFLICTS WHERE

OCCURS, FIELD

DETERMINE

NEW TR ROOM

TYP.

5/16

TYP.

HSS 3x3 HANGER, SEE B1

1-S-501

M

IN

HSS 5x3

3/8" PL

(E) FINISH FLOOR

L2 1/2x2x1/4x8 (LLV) W/

2-1/4" Ø KH-EZ SS316

SCREW ANCHORS BY

HILTI W/ 2 1/2" EMBED

6"

DO NOT FASTEN

L2 1/2x2 TO HSS 3x3

RACK

CONNECTION ANGLE AND HOLD-DOWN

BOLTS BY RACK MANUF. - CONTRACTOR

TO COORDINATE SIZES & LOCATIONS OF HOLES

HSS5X3X3/8 (ROTATED 90°)

C O

O R

D

W

E Q

U

IP

S

U P

P L

IE

D

3/8" PL

HSS3X2X1/4

HANGER, TYP.

B4

1-S-501

3-2000 LB RACKS

5/16

TYP.

COORD. W/ EQUIP. SUPPLIED

7'-8" @ GR, 1st, 2nd, & 3rd TR ROOMS 8'-4 1 /4" @ 5th TR ROOM

H S

S X

X

/1

H S

S X

X

/1

EDGE OF 3/8" PL

EDGE OF 3/8" PL

2"

2"

L3x2 FLOOR ANCHOR, 2-PER LONG SIDE

L3x2 FLOOR

ANCHOR, 1-PER

SHORT SIDE

A4

1-S-501

HSS5X3X3/8 (ROTATED 90°)

(E) JOIST & SLAB

(E) CONC. TOPPING

(KEEP INTACT)

METAL STUDS - SEE ARCH.

N.W. CONC.

(MATCH (E) FINISH

FLOOR ELEVATION)

(E) CONC. PAN

JOIST STRUCTURE

EPS GEOFOAM, SEE PLANS

& STRUCTURAL GENERAL NOTES

/4

RACK

3/8" PL

HSS 5x3

1-S-501 B4

1' - 4"

/2

/2

3/4" END PL W/

6-3/4" Ø A325 BOLTS

HSS 10x6 HSS 10x6

NOTE: BOLTS SHALL BE PRETENSIONED

(E) JOIST & SLAB

(E) CONC. TOPPING

(KEEP INTACT)

E) METAL STUDS OR

CLAY WALL TILE, SEE ARCH.

3" N.W. CONC.

(MATCH (E) FINISH

FLOOR ELEVATION)

(E) CONC. PAN

JOIST STRUCTURE

EPS GEOFOAM, SEE PLANS

& STRUCTURAL GENERAL NOTES

CUT & PLACE EPS GEOFOAM

UP AGAINST (E) FACE OF WALL

I.J. W/ JT.

FILLER, SEE

B6

19-S-502

/4

H S

S X

X

/8

R

O T

A T

E D

COORD. W/ EQUIP. SUPPLIED

2' - 10" *

3/8" PL

HSS3X2X1/4

HANGER, TYP.

B4

1-S-501

-2

L

B R

A C

K S

HSS3X3X5/16

HSS3X3X5/16

EDGE OF 3/8" PL

EDGE OF 3/8" PL

4"

4"

L3x2 FLOOR

ANCHOR, 2-PER

LONG SIDE

L3x2 FLOOR

ANCHOR, 1-PER

SHORT SIDE

A4

1-S-501

H S

S X

X

/8

R

O T

A T

E D

C O

O R

D

W E

Q U

IP

S

U P

P L

IE

D

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

636A-21-701

9/02/2022

EHRM INFRASTRUCTURE

UPGRADES

CONSTRUCTION

DOCUMENTS

GRAND ISLAND, NE

Alesia Architecture P.C.

3705 North 200th Street Elkhorn, Nebraska 68022 Phone: (402) 291-6941

Shaffer Stevens & Schaap P.C.

1070 Howard Street Omaha, NE 68102 Phone: (402) 455-7698

Specialized Engineering Solutions 10360 Ellison Circle Omaha, NE 68134 Phone: (402) 991-5520

IMEG Corp.

2882 106th Street Des Moines, IA 50322 Phone (515) 334-4324

Thompson, Dreessen & Dorner, Inc.

10836 Old Mill Rd Omaha, NE 68154 Phone: (402) 330-8860

AMI Environmental Inc 8802 S 135th Street Omaha, NE 68138 Phone: (402) 397-5001

B

IM

/2

-1 a -2

-7

V

A G ra n d

I s la n d

E H

R M

/V A

-G I B ld g

S tr u c t.

rv t

/3

/2

:1

:1

P

M

1-S-501

STRUCTURAL DETAILS

DRS MGJ

1 1/2" = 1'-0"B5

FRAMING DETAIL

1 1/2" = 1'-0"B4

PLATFORM DET.

1" = 1'-0"B1 RACK FRAMING PLATFORM PLAN (GR, 1st, 2nd, 3rd & 5th TR ROOMS

1 1/2" = 1'-0"B7

DET. AT NEW OFFICE INFILL

1" = 1'-0"A4

RACK FRAMING SECTION

1 1/2" = 1'-0"C4

BEAM SPLICE DETAIL (USE AS REQ'D AT TR ROOMS FOR INTERFERENCE)

1 1/2" = 1'-0"B9

DET. AT NEW OFFICE INFILL AGAINST EXISTING WALL

1" = 1'-0"D1 RACK FRAMING PLATFORM PLAN (4th TR ROOM)

GROUND FLOOR

1865' - 6"

12" CONC., SEE GENERAL

NOTES FOR REINF.

20" CONC. FNDN. WALL,

TYP. FOR 12" CONC.

WALL ABOVE.

(28" TH. @ 20" CONC.

WALL ABOVE)

SEE FNDN. PLAN

FOR FTG. SIZE

CONC. SLAB ON GRADE

#5 @ 12" O.C., TYP.

5-#5 x CONT, TYP.

#6 @ 8" O.C., MATCHING DOWELS

1/4" ISO. JT.

#6 @ 8" O.C., DOWELS

2-#5 x CONT.

TOP HORIZ. BARS

#5 @ 10" O.C., HORIZ.

RIGID INSULATION,

SEE ARCH.

1/2" EXP. JT. #4 @ 12" O.C., E.W.. 1/2" EXP. JT.

#4 @ 32" O.C.

(3 SIDES OF

STOOP)

1 1/2"-20 GA.

METAL DECK

6" VOID

SLOPE 1/4" / FT

SEE FNDN. PLAN

FOR FTG. SIZE

FOR REINF. SEE

20" CONC.,

SEE STRUCTURAL

GENERAL NOTES

FOR REINF.

8x40 CONC.

FNDN. WALL

W/ #5 @ 12" O.C.

B1

19-S-501

2-#5 x CONT.

#5 @ 12" O.C.

FTG. 1'-4" Wx1'-0" D

1/2" ISO. JT. (IJ)

MIN.

4" 2" MIN., CLR.

/2

C L R

C

L R

(1

S

IM

SEE NOTE BELOW

N O

T E

D

O R

A S

S E

E P

L A

N

#4 @ 12" O.C., EA. WAY, T & B

3/4" CHAMFER,

ALL SIDES

SLAB REINF.,

SEE STRUCT,

GEN. NOTES

NOTE:

COORDINATE SIZE & LOCATION OF PADS WITH MECH. & ELEC. CONTRACTORS.

PAD CONFIGURATION, SIZE AND LOCATION OF ANCHORS & SLEEVES SHALL

CONFORM TO MANUF'S REQUIREMENTS.

AT SIM. OVER EXCAVATE 3'-6" BELOW ISOLATION PAD AND REPLACE WITH

NON-FROST SUSCEPTIBLE SOIL.

#6 U-BAR, EA. SIDE

OF BEAM POCKET

W BEAM, SEE PLAN. WRAP BEAM W/

13# BLDG. FELT OR WHITE GREASE & FILL

BEAM POCKET WITHIN PLANE OF WALL

BASE PL 3/4"x12x10" W/ 4-3/4" Ø

ANCHOR RODS ON 1 1/2" MIN.

(2" MAX.) NON-SHRINK GROUT

-PROVIDE 3" SLOTTED HOLES

IN BEAM FLANGE, FINGER

TIGHTEN NUTS & UPSET THREADS

1' - 0"

E M

B E

D

WORKABLE GAGE

G E

N N

O T

E S

L A

P S

P L

IC

E S

E E

S T

R U

C T

FILL BEAM POCKET W/

NON-SHRINK GROUT

DECK BEARING ON CONC.

WALL SEE

C7

19-S-501

CONT. WALL (IF IT OCCURS) SEE PLAN

CONC. FILLED METAL DECK

(ORIENTATION VARIES) SEE PLAN

T.O.S.

EL. SEE PLAN

BOT. OF BEAM

POCKET

EL. VARIES -

CONTRACTOR

TO COORD.

ADD 2-#8 CONT.

(1-EA. FACE)

TYP. WALL REINF., SEE STRUCT. GEN. NOTES

* DETAIL ALSO OCCURS AT ENDS OF BEAMS BEARING ON WALLS, SEE PLAN

5/8

CONC.-FILLED METAL DECK-

SEE PLANS & STRUCTURAL

GENERAL NOTES (DECK SPANNING

EITHER DIRECTION)

L6x4x3/8 (LLV) CONT. W/ 3/4" Ø

HILTI KH-HUS SCREW ANCHORS

@ 24" O.C. (5" EMBED)

12" O.C.

GENERAL NOTES

Ld - SEE STRUCT.

SEE STRUCT. GEN. NOTES

LAP SPLICE LENGTH

#4 @ 8" O.C., DOWELS W/ STD.

90-DEG HOOKS

PL 1/4x4 CONT. W/ 3/8" x 6" HEADED

STUDS @ 24" O.C.

5/8

12" O.C.

CONC.-FILLED METAL DECK-

SEE PLANS & STRUCTURAL

GENERAL NOTES

C L R

MATCHING U-BARS,

SPLICED W/ VERT.

TYP. WALL REINF.,

SEE STRUCTURAL

GEENERAL NOTES

WALL OVER 8" TH.

WALLS 8" TH. OR LESS

CONC. WALL (SEE

PLAN FOR SIZE & REINF.)

CONC. WALL (SEE

PLAN FOR SIZE & REINF.)

HORIZ. BARS, SEE

STRUCT. GENERAL

NOTES & DETAILS

VERT. BARS, SEE

STRUCT. GENERAL

NOTES & DETAILS

G E

N E

R A

L N

O T

E S

C L R

C

O V

E R

S E

E S

T R

U C

T

CONT. FTG.

DOWELS

FROM FTG.

WHERE REQ'D

2-#6 EA. SIDE OF OPNG', EXTEND

2'-0" BEYOND OPNG', U.N.O.

- ON WALL LINE "1" USE 2-#8 VERT.

(AS DETAILED) & 3-#8 HORIZ. EXTENDED

4'-0" PAST OPNG' W/ STD. 90 DEG. HK, EA. END

R.O. WIDTH

R .O

W

ID

T

H

TYP. WALL REINF. NOT

SHOWN FOR CLARITY

VERT. BARS ABOVE & BELOW

OPNG'S SHALL HAVE MATCHING

U-BARS LAP SPLICED

W/ VERT. REINF., SIM. TO DET.

C7

19-S-501

GROUND FLOOR

1865' - 6"

ROOF

1882' - 10"

2-L4X4X7/16

W X

H S

S X

X

/1

6" CONC. SLAB

W/ 2" MTL. DECK

12" CONC. WALL

19-S-501

E9

HSS 12x12x1/2

19-S-501

D9 19-S-501

D7

6" CONC. SLAB ON GRADE

20" CONC. WALL

30x12 CONC. FTG.

19-S-501

F9

H S

S X

X

/8

TYP. WALL REINF. NOT

SHOWN FOR CLARITY

TYP. FNDN. WALL

REINF. NOT

SHOWN FOR CLARITY

2-1" Ø A325 BOLTS

3/8" STIFF.

3/4" GUSSET

PL (GR 50)

1" PL W/ 4-3/4" Ø A325 BOLTS

W.P. 3/8" END PL

HSS 8x2x1/4x4"

W/ 1/4" END PL'S

PL 3/4x10x10 W/ 2-#6 x 2'-6" 2-3/4" Ø x6" HEADED STUDS

W8

HSS 12x4

2-L4x4

F7

19-S-501

E7

19-S-501

12" CONC. WALL

TYP. WALL REINF. NOT

SHOWN FOR CLARITY

/2

2 1/2"

2"

ADD 3-#6 U-BARS

W/ 4'-0" LONG VERT. LEGS

@ 6" O.C., HORIZ. @ EMBED PL

#6 x4'-0"

M

IN

ROOF

1882' - 10"

PL 3/4x10x10 W/ 4-3/4" Ø x 6" HEADED STUDSHSS 8x2x1/4x4"

W/ 1/4" END PL'S

3/8" STIFF.

6" CONC. SLAB

W/ 2" MTL. DECK

12" CONC.

WALL

W8

E7

19-S-501

SIM.

TYP. WALL REINF. NOT

SHOWN FOR CLARITY

2-#6x4'-0"

EA. WAY

ROOF

1882' - 10"

2-1" Ø A325 BOLTS

3/4" GUSSET

PL (GR 50)

HSS 12x12

6" CONC. SLAB

W/ 2" MTL. DECK

/2

2 1/2"

2"

6" TYP.

1/4

HSS 8x2x1/4x4"W8

3/8" STIFF.,

EA. SIDE

(1/4)

12" CONC.

WALL

GUSSET PL

TYP. WALL REINF. NOT

SHOWN FOR CLARITY

ADD 3-#6 U-BARS

W/ 4'-0" LONG VERT. LEGS

@ 6" O.C., HORIZ. @ EMBED PL

5/16

" (1/4)

1/4

W8x31

3/8" STIFF., EA. SIDE

PL 1x6x10" (GR 50)

W/ 4-3/4" Ø A325 BOLTS

HSS 12x4x5/16

BLOCK FLANGE

GROUND FLOOR

1865' - 6"

6" CONC. SLAB

ON GRADE

20" CONC.

FNDN. WALL

HSS 12x4

3/8" END PL

PL 1 1/2x4x10 (GR 50)

PL 1 1/2x4x10 (GR 50)

2-3/4" Ø A325 BOLTS

HSS 5x4x3/8x2'-0"

HSS 4x3x1/4x1'-8" W/

1/4" END PL, EA. END

F6

19-S-501

E6

19-S-501

TYP. WALL REINF.

NOT SHOWN

FOR CLARITY

ADD 3-#6 U-BARS

W/ 4'-0" LONG

VERT. LEGS

@ 6" O.C., HORIZ.

@ EMBED PL

EQ EQ

#4 x2'-6" LONG

(MATCHING VERT.

BAR SPACING)

#4 x CONT., HORIZ.

3/8

PL 3/4x6x1'-8" W/ 2- 3/4" Ø x 6"

HEADED STUDS

PL 3/4x6x1'-8" W/ 2- 3/4" Ø x 6"

HEADED STUDS

1/4

4-#6 x4'-0"

(1/4)

3/8

W8x28

PL 1 1/2x4x10"

HSS 12x4x5/16

PL 1 1/2x4x10"

2-3/4" Ø A325 BOLTS

HSS 4x3x1/4x1'-8"

HSS 5x4x3/8

5/16

CONC.

FNDN.

WALL

TYP. WALL

REINF. NOT

SHOWN FOR

CLARITY

ADD 3-#6 U-BARS

W/ 4'-0" LONG VERT. LEGS

@ 6" O.C., HORIZ. @ EMBED PL

GROUND FLOOR

1865' - 6"

ROOF

1882' - 10"

W X

SILL ELEV.

1868' - 10"

2-L4X4X7/16

20" CONC. WALL

6" CONC. S

SLAB ON GRADE

H S

S X

X

/8

6" CONC. SLAB

W/ 2" MTL. DECK

HSS 12x12x1/2

38x12 CONC. FTG.

28" CONC.

FNDN. WALL

19-S-501

E3

19-S-501

F3

19-S-501