636-19-301 Drawings Part 2 (15 pages).pdf

GENERAL STRUCTURAL NOTES

DESIGN CRITERIA:

APPLICABLE BUILDING CODE: 2018 IBC (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 530-13: 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 SEISMIC DESIGN REQUIREMENTS, H-18-8

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.

SNOW LOAD:

GROUND SNOW LOAD Pg = 25 PSF FLAT ROOF SNOW LOAD* Pf = 21 PSF MINIMUM SNOW LOAD Pm = 24 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 0 PSF

*ANALYSIS OF SNOW LOADS WAS NOT TRIGGERED BY ASCE 7 NOR IEBC 2018.

SNOW LOADS ARE NOT REDUCIBLE.

WIND LOAD:

ULTIMATE WIND SPEED Vult = 124 MPH (3-SECOND GUST) ASD WIND SPEED Vasd = 96 MPH (3-SECOND GUST) DRIFT WIND SPEED (25-YEAR MRI) Vdrift = 84 MPH (3-SECOND GUST)

GUST EFFECT FACTOR G = 0.85

WIND EXPOSURE CATEGORY C

RISK CATEGORY IV

INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.18

*ANALYSIS OF WIND LOADS NOT TRIGGERED BY ASCE 7 NOR IEBC 2018

SEISMIC LOAD:

MAPPED SPECTRAL RESPONSE COEFFICIENTS

Ss = 0.072 S1 = 0.045

DESIGN SPECTRAL RESPONSE COEFFICIENTS

Sds = 0.077 Sd1 = 0.072

RISK CATEGORY IV

SEISMIC IMPORTANCE FACTOR Ie = 1.5

SEISMIC DESIGN CATEGORY C

SEISMIC SITE CLASS D (ASSUMED)

LONG-PERIOD TRANSITION PERIOD TL = 12 SEC

ALL NON-STRUCTURAL COMPONENTS REQUIRED FOR CONTINUED OPERATION AND/OR

LIFE-SAFETY SHALL BE SEISMICALLY BRACED (DELEGATED DESIGN) PER CHAPTER 13 OF

ASCE 7 AND THE PROJECT REQUIREMENTS.

*ANALYSIS OF SEISMIC LOADS FOR EXISTING LFRS NOT TRIGGERED BY ASCE 7 NOR IEBC

ROOF LIVE LOAD:

20 PSF TYPICAL

ROOF LIVE LOAD REDUCTIONS HAVE NOT BEEN MADE.

FLOOR LIVE LOAD*,**:

BOILER ROOM, FRAMED =300 PSF***

MECHANICAL AND ELECTRICAL

EQUIPMENT ROOMS = 150 PSF

OFFICE =50 PSF + 15 PSF PARTITION

RESTROOMS =60 PSF

STAIRWAYS, EXIT WAYS, LOBBIES,

ASSEMBLY AREAS AND

ELEVATOR LOBBIES =100 PSF

*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 WHERE LIVE LOAD ABOVE EXCEEDS 50 PSF.

***WEIGHT OF ACTUAL EQUIPMENT FOR NEW BOILERS, ECONOMIZERS, AND PLATFORMS

USED IN ANALYSIS = 68,000 POUNDS, 17,000 POUNDS, 1,600 POUNDS PER POST,

RESPECTIVELY. IF PROCURRED EQUIPMENT EXCEEDS THESE LOADS, NOTIFY

ARCHITECT.

LIVE LOAD REDUCTIONS HAVE NOT BEEN MADE.

INTERIOR WALLS:

5 PSF LATERAL LOAD IN ABSENCE OF ANY WIND LOAD EFFECTS

CONSTRUCTION LOADING IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR.

DELEGATED DESIGN

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS:

- METAL STAIRS AND PLATFORMS

- HANDRAILS AND GUARDRAILS

- NON-STRUCTURAL AT/FP RESTRAINTS, COMPONENTS WEIGHING 31 POUNDS OR

MORE RESTRAINED AGAINST 1.5 TIMES WEIGHT IN ANY DIRECTION.

- STEEL GRATING

- UTILITY SUPPORTS (BOTH INSIDE AND OUTSIDE OF BUILDING), INCLUDING GUY

WIRES AND CONNECTIONS TO STRUCTURE, SEE M/E/P AND ARCH.

- TEMPORARY (AND PERMANENT, WHERE ECONOMIZER SUPPORT OR PLATFORM

LOAD ON SLAB EXCEEDS 1,600 LB (ULTIMATE)) SHORING/SUPPORT, INCLUDING

FOUNDATIONS, SEE DRAWINGS.

2. FOR ALL ITEMS LISTED AS DELEGATED-DESIGN ITEMS, STAMPED ENGINEERING

CALCULATIONS PERFORMED BY A STRUCTURAL OR PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF NEBRASKA SHALL BE SUBMITTED FOR REVIEW AT THE

SAME TIME THAT SHOP DRAWINGS ARE ISSUED FOR REVIEW.

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 ARCHITECT SHALL BE NOTIFIED IN WRITING OF ANY EXISTING CONDITIONS WHICH

DIFFER FROM THOSE SHOWN ON THE CONTRACT DOCUMENTS.

3. THE 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 EXISTING

BUILDING 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 (IF REQUIRED

BY DELEGATED DESIGN), REINFORCED CONCRETE, STRUCTURAL STEEL, AND METAL

DECK.

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

INSPECTIONS.

CONCRETE AND REINFORCING STEEL:

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

OTHERWISE.

2. CONCRETE CLASSES AND USAGES:

A. STRUCTURED SLABS:

-MINIMUM COMPRESSIVE STRENGTH; 4,500 PSI AT 28 DAYS (AT 7 DAYS IF

TYPE III IS USED)

-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: NONE

3. FLY ASH MAY NOT BE USED.

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. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL MECHANICAL AND

ELECTRICAL SLEEVES AND ALL UTILITY LOCATIONS PRIOR TO PLACEMENT OF

CONCRETE.

6. 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.

7. ALL REINFORCING SHALL BE CONTINUOUS OR SHALL LAP 56 BAR DIAMETERS UNLESS

NOTED OTHERWISE.

8. 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.

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

10. 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.

11. 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.

12. 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 56 BAR DIAMETERS.

13. 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

14. THE CONTRACTOR SHALL SUBMIT CONCRETE REINFORCING STEEL SHOP DRAWINGS TO

THE ARCHITECT.

15. PROVIDE ¾-INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS, EXCEPT WHERE

MASONRY WALLS ARE LAID FLUSH WITH THE WALL, COLUMN, OR BEAM FACE.

16. 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.

17. 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.

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, 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

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 [AND AISC 341] USING

THE LOAD AND RESISTANCE FACTOR DESIGN METHOD.

21. THE CONTRACTOR SHALL SUBMIT STRUCTURAL STEEL SHOP DRAWINGS TO THE

ARCHITECT.

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 ARCHITECT.

STEEL DECK:

1. STEEL DECK SHALL CONFORM TO THE STEEL DECK SPECIFICATIONS AND LOAD TABLES

OF THE STEEL DECK INSTITUTE (SDI).

2. 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.

3. METAL DECKING SHALL BE CONTINUOUS OVER ONE OR MORE SPANS.

4. FASTEN DECK WITH #12 TEK SCREWS AT 36/4 PATTERN. METAL DECK SHALL HAVE A

MINIMUM OF #12 TEK SCREWS AT 18" O.C. FOR SIDELAP FASTENERS, UNLESS OTHERWISE

NOTED.

5. METAL DECK SHALL BE GALVANIZED AND PAINTED TO MATCH EXISTING UNDERSIDE OF

ROOF, UNLESS NOTED OTHERWISE. WHERE THE DECK COATING HAS BEEN DAMAGED,

THE COATINGS SHALL BE REPAIRED IN THE FIELD.

6. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, OR OTHER UTILITIES SHALL NOT BE

SUPPORTED BY THE STEEL DECK. SUCH MEMBERS SHALL BE SUPPORTED FROM STEEL

BEAMS OR REINFORCED CONCRETE SLABS (NOT PRECAST ROOF PANELS SEE

7. THE CONTRACTOR SHALL COORDINATE WITH THE OTHER DISCIPLINES’ DRAWINGS AND

THE LOCATION OF ALL OPENINGS CUT THROUGH METAL DECK.

8. 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.

9. PROVIDE ADDITIONAL ANGLES AND OTHER MISCELLANEOUS STEEL TO SUPPORTT

DECKING AT AREAS WHERE DECK IS CUT FROM COLUMNS OR OTHER PENETRATIONS TO

PREVENT WEAKENED AREAS IN DECK.

10. PROVIDE ALL NECESSARY DETAILS INCLUDING RIDGE AND VALLEY PLATES, CLOSURE

PLATES, AND ANY OTHER ACCESSORIES REQUIRED FOR A FINISHED SURFACE FOR ROOF

INSTALLATION.

11. THE CONTRACTOR SHALL SUBMIT STEEL DECK SHOP DRAWINGS TO THE ARCHITECT.

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.

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 COMPLETED.

(E) BOILER SUPPORT

SLAB, SEE PLAN

(E) FLOOR

SLAB,

SEE PLAN

STEEL COL. (DELEGATED DESIGN,

INCLUDING LOCATION AND SHAPE

SELECTION, ORIENTATION, SIZING, ETC.)

(E) LOAD BRG.

WALL (BEYOND)

(E) LOAD BRG. WALL

SEE NOTE 1SEE NOTE 1

(E) BOILER SUPPORT

SLAB, SEE PLAN

STEEL COL. (DELEGATED DESIGN,

INCLUDING LOCATION AND SHAPE

SELECTION, ORIENTATION, SIZING, ETC.)

(E) LOAD BRG. WALL

SEE NOTE 1SEE NOTE 1

(N) 7" REINFORCED CONC.

SLAB, SEE PLAN

(E) FLOOR

SLAB,

SEE PLAN

(N) SLAB

EXTENSION,

SEE PLAN

NOTE 1

ECONOMIZER SUPPORT POSTS

(DELEGATED DESIGN, INCLUDING

LOCATION AND SHAPE SELECTION,

ORIENTATION, SIZING, ETC.)

NOTE 1

POSITIONING OF ECONOMIZER SUPPORT POSTS

Scale: 3/4" = 1'-0"A1

(E) SLAB NOT SHOWN

SECTION A-ASECTION A-A PLAN VIEW

DETAIL NOTES

1. THE OUTERMOST EDGE, FACE, FLANGE TIP OF THE STEEL COLUMN SHALL NOT PROJECT OUTSIDE OF THE FOOTPRINT OF THE EXIST LOAD BRG.

WALL. IF CANNOT MEET THIS CRITERIA, DELEGATED DESIGNER SHALL DESIGN (AND CONTRACTOR PROVIDE) PERMANENT SUPPORT THROUGH

BASEMENT LEVEL, INCLUDING FOUNDATIONS AS REQUIRED.

2. SEE FOR INFILLING EXISTING OPENINGS IN BASEMENT WALL UNDER OR NEAR NEW POSTS.

(E) LOAD

BRG. WALL

1/2" Ø BOLTS IN 1/2" Ø

DROP-IN EXP. ACHORS

AT 18" O.C., MAX. SPACING

AROUND PAD PERIMETER

#4 @ 12" O.C., EA. WAYSTRUCTURED SLAB

OR SLAB-ON-GRADE,

REINF. NOT SHOWN

3/4" CHAMFER,

ALL SIDES

NOTE: COORDINATE SIZE & LOCATIONS OF PADS WITH MECH. & ELEC.

CONTRACTOR'S. PAD CONFIGURATION, SIZE & LOCATION OF ANCHORS &

SLEEVES SHALL CONFORM TO MANUFACTURER'S REQUIREMENTS.

SEE NOTE BELOW

1'-0"

4" MIN.

2"

1/ 2"

C

LR

2"

2" MIN., CLR.

4" o r A

S N

O

TE

D

HOUSEKEEPING EQUIPMENT PAD DETAIL

Scale: 1" = 1'-0"C1

8"

3"3"

E M

B

ED

5/16

2" MIN. LEVELING GROUT

POST TO

BASE PL

GUARDRAIL POST (GALV.),

SEE ARCH.

BASE PL 1/2x6x1'-2" (GALV.)

W/ 2- 3 4" Ø HILTI HAS-SS

THREADED RODS (3" EDGE

DIST. BOTH DIRECTIONS)

W/ HILTI HY270 ADHESIVE

(8" EMBED)

(E) BRICK MASONRY

PARAPET

EQ. EQ.

1'-0 1/2" V.I.F.

3/16 1

(N) HSS 6x2x3

16 HANGER

SUPPORT COORD. W/

M / E / P AND FINAL

ROUTING BY CONTRACTOR

(E) or (N)

W-BEAM,

SEE PLAN

6"

GUARDRAIL POST BASE CONN. DETAIL

Scale: 1 1/2" = 1'-0"C3NEW EQUIP. HANGER SUPPORT DET.

Scale: 1 1/2" = 1'-0"C2

DEDUCT ALTERNATE 1

DELETE GUARDRAIL AND

CONNECTION TO

EXISTING PARAPET

(N) POST (E) LOAD

BRG. WALL

(N) FULLY GROUTED CMU W/

MATCHING TH. OF (E) WALL.

FULLY INFILL (E) OPNG'S DIRECTLY

BELOW NEW POSTS OR WITHIN

AN IMAGINARY LINE 45° FROM

THE LOWER CORNERS OF THE

(E) OPENING.

INFILL OF EXIST. OPNG'S IN EXIST. LOAD-BRG.

BASEMENT WALL UNDER OR NEAR NEW POST

No ScaleD1

45°45°

INFILL OF EXISTING STACK OPENINGS

No ScaleE1

DEMO OF EXISTING DECK WITHIN CHANNEL OPENINGEXISTING CHANNEL SECTION - FYI NEW DECK OVER OPENING

6"

6" (>3")

18 GA. x CONT.

Z-PLATE, EA. OF

FOUR SIDES OF

ROOF OPENING

(E) PRECAST

CEMENT SLAB PANEL

DEPTH OF SLAB

AWAY FROM STEEL

SUPPORT BEAMS

2"

3/

4" (N) STEEL BEAM

SEE PLAN

2"

4" Ø MAXI-SET TAPCON

ANCHOR (EMBED 1") @

18" O.C. (6" MAX.

FROM ENDS)

#12 TEK

SCREWS

@ 18" O.C.

(N) METAL DECK,

SEE PLAN

CUT OPNG' IN CONT.

DECK, SEE MECH.

& ARCH.

METAL DECK TO PC SLAB CONN.

Scale: 1 1/2" = 1'-0"F1

2"

2C, 18 GA. NON-

COMPOSITE

METAL DECK

C8x11.5 (GALV.)

(E) STEEL BEAM

(E) PRECAST SLAB

FACE OF STACK

FRAMING AT NEW OPNG' DETAIL

Scale: 1 1/2" = 1'-0"D2

METAL ROOF DECK, SEE PLAN

STACK SUPPORT (DELEGATED DESIGN)

8" Ø A325-N BOLTS

@ 24" O.C., MAX.

(6" FROM ENDS)

C8x11.5 (GALV.)

(BEYOND),

SEE PLAN

FULL DEPTH

PJP C8 TO

C8, TYP.

636-19-301

3705 North 200th Street Elkhorn, Nebraska 68022

(402) 291-6941

CLH PROJECT

NO: 18-013

100% CD SUBMITTAL

CORRECT MECHANICAL

DEFICIENCIES VAMC -

OMAHA 2

GENERAL STRUCTURAL NOTES

& DETAILS

2SG101

87'-8"

'-6

18'-6"17'-9"20'-0"15'-4"16'-1"

'-3

'-3

'-1

0" 1'

-0

1'-0"

5'-0 1/2"9'-11"5'-9 3/4"9'-11 1/2"6'-0 3/16"10'-0 1/2"

6' -7

'-7

(E) 6" CONC. SLAB

(E) 6" CONC. SLAB

(E) 6" CONC. SLAB (E) 4" CONC. SLAB

(E) 6" CONC. SLAB

(E) 6" CONC. SLAB

(E) 6" CONC. SLAB

(E) 6 5/8" CONC. SLAB

T.O. SLAB (+6 5/8")

(E) 6" CONC. SLAB (E) 6" CONC. SLAB (E) 6" CONC. SLAB

(E) 6" CONC. SLAB

(E ) 1

5x

B M

(E ) 1

5x

B M

(E ) 1

5x

B M

(E) 14x18 BM

(E) 14x18 BM

(E) 14x18 BM

(E) 14x19 BM

(E) 12x15 BM

(E) 14x18 BM

(E) 18x22 BM

(E ) 1

2x

B M

(E ) 1

2x

B M

(E ) 1

2" W

AL

L

BE

LO

W

(E) 10x10 BM (E) 10x10 BM (E) 10x10 BM

(E) 12x18 BM

(E) 8x10 BM

(E) 8x8 BM(E ) 8 x8 B

M

(E ) 1

2x

B M

(E ) 1

4x

B M

(E ) 1

4x

B M

(E) 12" CONC. WALL BELOW

(E ) 1

2" C

O N

C . W

AL

L

BE

LO

W

(E) 6 5/8" CONC. SLAB

T.O. SLAB (+6 5/8")T.O. SLAB (+6")

6" MIN.,

12" MAX.,

TYP.

(N) 6" (OR 6 5 8" - MATCH EXIST. TH.)

CONC. SLAB OVER EXISTING SLAB

- INTENTIONALLY ROUGHEN TO

14" AMPLITUDE TOP SURFACE OF

EXIST. SLAB AND SIDE OF EXIST.

RAISED SLAB IN CONTACT WITH

NEW SLAB, TYP.

- DOWEL #3 @ 9" O.C. (EMBED 6" W/

HILTI HY200 INJECTION ADHESIVE)

W/ STD. 90 DEG. HOOK EXTENDED

TO 2" FROM EDGE OF NEW SLAB

(E) 12" CONC. WALL BELOW (E) 12" CONC. WALL BELOW

(E ) 1

2" C

O N

C . W

AL

L

BE

LO

W

(E ) 1

2" C

O N

C . W

AL

L

BE

LO

W

(E ) 1

2" C

O N

C . W

AL

L

BE

LO

W

(E ) 1

2" C

O N

C . W

AL

L

BE

LO

W

(E ) 1

2" C

O N

C . W

AL

L

BE

LO

W

(E) 4 14" HOUSE

KEEPING PAD

(MOTOR CONTROL

CENTER)

(E) 12" CONC. WALL BELOW

(E) CONC. WALL BELOW (E) CONC. WALL BELOW

FIRST FLOOR FRAMING PLAN

Scale: 1/4" = 1'-0"

FIRST FLOOR FRAMING PLAN NOTES

1. FOR STRUCTURAL GENERAL NOTES, SEE SHEET 2SG101

2. THE REQUIRED LAYOUTS AND ELEVATIONS OF THE NEW PLATFORMS ARE EXPECTED TO VARY FROM MANUFACTURER TO MANUFACTURER. THEREFORE, THE DESIGN OF THE NEW PLATFORMS IS DELEGATED TO THE CONTRACTOR. NEW PLATFORMS NO LARGER THAN THE EXISTING HUNG PLATFORMS MAY BE HUNG FROM THE EXISTING ROOF STRUCTURE (DELEGATED DESIGN BY CONTRACTOR).

3. * INDICATES DIMENSION TO BE COORDINATED WITH OTHER DISCIPLINES, COORDINATE WITH CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, AND ARCHITECTURAL DRAWINGS AND EQUIPMENT PROCURED FOR OPENING SIZES AND LOCATIONS.

4. ANY AND ALL TEMPORARY SHORING AND / OR BRACING TO BE DETERMINED AND DESIGNED BY A PROFESSIONAL STRUCTURAL OR CIVIL ENGINEER REGISTERED IN THE STATE OF NEBRASKA (DELEGATED DESIGN) AS REQUIRED TO ACCOMMODATE LOADS INDUCED BY

PROCURED EQUIPMENT, AND TRANSPORTED BY CONTRACTOR'S MEANS AND METHODS.

5. PROCURED BOILERS SHALL HAVE NORTH AND SOUTH SIDES BEARING DIRECTLY ON EXISTING WALLS TO BASEMENT (AS ILLUSTRATED) OR CONTRACTOR SHALL DESIGN AND PROVIDE PERMANENT SUPPORT (INCLUDING FOUNDATIONS AS REQUIRED) FOR NEW BOILERS IN THE

SAME MANNER AS INDICATED IN NOTE 4 ABOVE AND OR NOTE 6 BELOW.

6. MECHANICAL PLATFORMS AND ECONOMIZER SUPPORT POSTS TO BE DESIGNED BY A PROFESSIONAL STRUCTURAL OR CIVIL ENGINEER

REGISTERED IN THE STATE OF NEBRASKA. IF POST FACTORED LOAD EXCEEDS

1, 600 LB (ULTIMATE) AND NOT ON WALL PER , DELEGATED DESIGNER SHALL DESIGN (AND CONTRACTOR

PROVIDE) PERMANENT SUPPORT THROUGH BASEMENT LEVEL, INCLUDING FOUNDATIONS AS REQUIRED. BASEMENT SLAB-ON-GRADE (NOT TO BE USED FOR FOUNDATION SUPPORT) IS APPROXIMATELY 8'-10" BELOW FIRST FLOOR FINISH FLOOR.

7. NEW ECONOMIZER SUPPORT AND PLATFORM STRUCTURES SHALL BE INDEPENDENTLY STABLE AND NOT CONNECT TO EXISTING

BUILDING (EXCEPT FLOOR) FOR LATERAL SUPPORT. SEE MECH. AND ARCH. FOR

ADDITIONAL SCHEMATIC REQUIREMENTS OF ECONOMIZER SUPPORT AND PLATFORM STRUCTURES.

8. INDICATES: ECONOMIZER SUPPORT POST (MUST BE ON WALL BELOW) SEE , EXCEPT AS ADDRESSED IN NOTE 6 ABOVE.

9. INDICATES HSS POSTS (3" MAX. WIDTH) FOR PLATFORMS AVOID CONFLICTS W/ REQ'D ACCESS / MAINTENANCE FOR BOILERS

COORDINATE W/ MANUF. OF PROCURRED BOILERS.

10. FOR NEW CONCRETE HOUSEKEEPING PADS, SEE MECH, ARCH. AND

ECONOMIZER SUPPORT POSTS.

- DELEGATED DESIGN,

SEE NOTES 6 & 8

SEE NOTES 4&5

SEE NOTES 4&5 SEE NOTES 4&5

3' -0

M

IN

TY

P.

3' -0

M

IN

TY

P.

(N) 7" TH. CONC. SLAB

W/ #7 @ 8" O.C., EA.

WAY BOT. (PLACE

DIRECTLY ON TOP OF

EXIST. RAISED CONC.

SLAB (3-LOCATIONS)

O N

E N

D O

N E

N D

9'-9"

REMOVE (E) TOP SLAB, DO NOT

REMOVE ANY CONCRETE FROM

(E) ORIGINAL FLOOR SLAB. (GRIND

OR USE OTHER METHODS ACCEPTABLE

TO THE C.O.R. TO AVOID DAMAGING

THE EXIST. FLOOR SLAB BELOW.)

PLATFORM POSTS,

SEE NOTES 6 & 9, TYP.

SEE NOTE 9, TYP.

NEW BOILER

SUPPORT

RAILS (BY

MANUF.)

SEE MECH.

NEW BOILER

SUPPORT

RAILS (BY

MANUF.)

SEE MECH.

NEW BOILER

SUPPORT

RAILS (BY

MANUF.)

SEE MECH.

ALIGN,

FIELD

VERIFY

S11

S12S6 S12 S13

S7

S8 S9 S10

(107)(106)(106)

(104)

(1

(1

(1

(110) (110) (111)

(105)

DEDUCT ALTERNATE 2

DELETE STACK ECONOMIZER SECTIONS

AND ASSOCIATED SUPPORT STRUCTURE

ON EACH OF 3-NEW BOILERS

BEAM SCHEDULE FROM ORIGINAL

BUILDING RECORD DRAWINGS

No ScaleB7

SLAB SCHEDULE FROM ORIGINAL

BUILDING RECORD DRAWINGS

No ScaleB9

636-19-301

3705 North 200th Street Elkhorn, Nebraska 68022

(402) 291-6941

CLH PROJECT

NO: 18-013

100% CD SUBMITTAL

CORRECT MECHANICAL

DEFICIENCIES VAMC -

OMAHA 2

BUILDING 2 - FIRST FLOOR

FRAMING PLAN

2SF101

SCHEDULES FROM ORIGINAL DRAWINGS

No Scale

LOCATION PLAN

87'-8"

'-6

18'-6"17'-9"20'-0"15'-4"16'-1"

'-3

'-3

'-1

0" 1'

-0

1'-0"

(E) 12B16 1/2

(E) 6B12

(E) 6B12

(E ) 1

0B

(E ) 1

0B

(E) 14WF30

(E) W14

(E) W14 (E) 10WF25

(E ) 1

8W F6

(E ) 8

W F1

(E ) 1

6W F4

(E ) 1

6W F4

(E ) 1

4W F3

(E

) 1 4W

F3

(E ) 1

8W F5

(E ) C

6x 8.

(E ) 1

/2 " Ø

T

IE

R O

D S

TY

P.

ROOF FRAMING PLAN

Scale: 1/4" = 1'-0"

(E) W10

(E) HSS 3x3

(E) W10

(E) HSS 3x3

(E ) H

SS

x3

(E ) H

SS

x3

(E) HSS 3x3

13'-1 3/4"16'-3 1/2"

2'-1 1/4"

9' -1

0"

'-1 0"

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E) 14WF30

(E ) 1

6W F4

(E) 6B12

(E) 6B12

(E) 12B16 1/2

(E) 6B12

(E ) 6

B1

(E ) 6

B1

(E) 12B16 1/2

(E) 12B16 1/2

(E) 12B16 1/2

(E) 12B16 1/2

(E) 12B16 1/2

(E ) C

6x 8.

(E ) C

6x 8.

(E ) C

6x 8.

(E ) C

6x 8.

(E ) C

6x 8.

(E) 14WF30

SEE NOTE 6 SEE NOTE 6

SEE NOTE 5 SEE NOTE 5

ROOF FRAMING PLAN NOTES

1. FOR STRUCTURAL GENERAL NOTES, SEE SHEET 2SG101.

2. TOP OF STEEL (T.O.S.) ELEVATION = MATCH EXISTING.

3. * INDICATES DIMENSION TO BE COORDINATED WITH OTHER DISCIPLINES, COORDINATE WITH CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION, AND ARCHITECTURAL DRAWINGS AND EQUIPMENT

PROCURED FOR OPENING SIZES AND LOCATIONS.

4. "E.O.D." INDICATES EDGE OF DECK DIMENSION.

5. FOR NEW OPENING IN EXISTING ROOF, REMOVE ENTIRE EXISTING PRECAST CEMENT CHANNEL ROOF PANEL(S) ON CENTERLINE OVER EXISTING STEEL BEAMS (DO NOT SAWCUT). INSTALL NEW STEEL BEAM CHANNEL FRAME AND METAL DECK AND SAWCUT NEW OPENING FOR STACK. EXTENTS OF EXISTING PRECAST SLAB REMOVAL AND ASSOCIATED NEW ROOF TO BE FIELD VERIFIED AND ADJUSTED AT NO ADDITIONAL COST.

6. WHERE NEW OPENING IS GREATER THAN 1'-3" FROM CENTERLINE OF EXISTING ROOF BEAM ADD C8x11

MEMBERS AS DASHED. WHERE LESS THAN 1'-3", SEE

7. INDICATES: 1 12 WIDE RIB, 18-GAGE METAL ROOF DECK.

8. SEE ARCH. FOR NEW GUARDRAIL AND FOR CONNECTION TO (E) BRICK MASONRY PARAPET.

9. THE REQUIRED LAYOUTS AND ELEVATIONS OF THE NEW PLATFORMS ARE EXPECTED TO VARY FROM MANUFACTURER TO MANUFACTURER. THEREFORE, THE DESIGN OF THE NEW PLATFORMS IS DELEGATED TO THE CONTRACTOR. NEW PLATFORMS NO LARGER THAN THE EXISTING HUNG PLATFORMS MAY BE HUNG FROM

THE EXISTING ROOF STRUCTURE (DELEGATED DESIGN BY CONTRACTOR).

C H

A N

N E

L

SL

AB

S

(2 '-0

" W

ID

E)

(E ) 2

/4

" P R

EC

AS

T

R O

O F

ST

R

U C

TU

R

E N x 2'-0" N x 2'-0"

C8x11.5

C8x11.5C 8x

.5

C 8x

.5

SEE NOTE 6

SEE NOTE 5

N x 2'-0"

8'-11"

INFILL EXIST.

STACK OPNG'S,

SEE , ARCH. & MECH.

C8x11.5

C8x11.5

C8x11.5

C8x11.5C 8x

.5

C 8x

.5

C8x11.5

C8x11.5

C8x11.5

C8x11.5

C8x11.5

C8x11.5 1 1

STACK OPNG',

SEE MECH.

STACK OPNG',

SEE MECH. STACK OPNG',

SEE MECH.

'-3

'-8

SECTION A-A FROM ORIGINAL BUILDING RECORD DRAWINGS

Not To Scale

636-19-301

3705 North 200th Street Elkhorn, Nebraska 68022

(402) 291-6941

CLH PROJECT

NO: 18-013

100% CD SUBMITTAL

CORRECT MECHANICAL

DEFICIENCIES VAMC -

OMAHA 2

BUILDING 2 - ROOF FRAMING PLAN

2SF102

LOCATION PLAN