Attachment 06 Omaha EHRM Structural_20230515 - Drawing.pdf

010000 - GENERAL REQUIREMENTS AND DESIGN CRITERIA

1. APPLICABLE BUILDING CODE AND SELECT REFERENCING STANDARDS

INTERNATIONAL BUILDING CODE, 2018.

ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

TMS 402-2016 BUILDING CODE FOR MASONRY STRUCTURES

AISC 360-16 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS

ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES INCLUDING SUPPLEMENT NO. 1

AND 2, EXCLUDING CHAPTER 14 AND APPENDIX 11A

VA SEISMIC DESIGN REQUIREMENTS, H-18-8

VA PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL FOR VA FACILITIES

PHYSICAL SECURITY DESIGN STANDARDS DATA DEFINITIONS FOR PSRDM, OCTOBER 1, 2020

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.

2. INTERPRETATION OF CONFLICTS

SHOULD CONFLICTS OCCUR IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL REQUEST

INTERPRETATION BEFORE PROCEEDING WITH THE ASSOCIATED WORK. ALL SUCH REQUESTS SHALL FIRST BE PRECEDED BY A DILIGENT INVESTIGATION INTO THE CONTRACT DOCUMENTS. EVIDENCE OF SUCH

INVESTIGATION SHALL BE CONTAINED IN ALL REQUESTS FOR INTERPRETATION SUBMITTED.

IF THE CONTRACTOR FAILS TO MAKE SUCH A REQUEST, THE CONTRACTOR IS EXPECTED TO COMPLETE THE WORK AS INDICATED IN THE CONTRACT DOCUMENTS. SHOULD CONFLICTS OCCUR IN OR BETWEEN DRAWINGS AND SPECIFICATIONS, THE CONTRACTOR SHALL ESTIMATE THE COST OF THE WORK BASED ON THE MORE EXPENSIVE WAY OF DOING THE WORK UNLESS HAVING ASKED FOR, AND OBTAINED, WRITTEN DECISION

BEFORE SUBMISSION OF PROPOSAL AS TO WHICH METHOD OR MATERIALS WILL BE REQUIRED.

3. STRUCTURAL SYSTEMS HAVE BEEN DESIGNED TO RESIST THE FOLLOWINGS DESIGN LOADS:

A. FLOOR LIVE LOADS

THE "TYPICAL MINIMUM LIVE LOAD USED FOR DESIGN" INDICATED BELOW WAS USED FOR ALL OCCUPANCY OR USE TYPES, EXCEPT THOSE WHERE THE "CODE-SPECIFIED MINIMUM LIVE LOADS" ARE GREATER, IN WHICH CASE THE ASSOCIATED LIVE LOAD INDICATED IN THE TABLE WAS USED FOR DESIGN. SEE

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR THE DEFINITION OF SPACES.

TYPICAL MINIMUM LIVE LOAD USED FOR DESIGN = 100 PSF, 1000 LB CONCENTRATED LOAD

* UNLESS OTHERWISE INDICATED, THE CONCENTRATED LOAD INDICATED WAS DISTRIBUTED OVER AN AREA OF 2.5 FEET BY 2.5 FEET (6.25 SQUARE FEET), AND LOCATED AS TO PROVIDE THE MAXIMUM LOAD

EFFECTS IN THE STRUCTURAL MEMBERS.

B. ROOF LIVE LOADS

20 PSF MINIMUM ROOF LIVE LOAD

C. ROOF SNOW LOADS, APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

GROUND SNOW LOAD, Pg = 25 PSF FLAT ROOF SNOW LOAD, Pf = 25 PSF SNOW EXPOSURE FACTOR, Ce = 1.0

SNOW IMPORTANCE FACTOR, I = 1.2 AT HOSPITAL AND GENERATOR BUILDING, 1.0 ALL ELSE

THERMAL FACTOR, Ct = 1.0

SNOW LOADS ARE NOT REDUCIBLE

D. INTERIOR WALLS

5 PSF LATERAL LOAD IN THE ABSENCE OF ANY WIND LOAD EFFECTS

E. WIND LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

BASIC WIND SPEED, Vult = 125 MPH AT HOSPITAL AND GENERATOR BUILDING, 114 MPH ALL ELSE

RISK CATEGORY = IV AT HOSPITAL AND GENERATOR BUILDING, II ALL ELSE

WIND EXPOSURE = C

INTERNAL PRESSURE COEFFICIENT, GPi = +/- 0.55 AT GENERATOR BUILDING, +/- 0.18 ALL ELSE

F. COMPONENTS AND CLADDING ULTIMATE WIND LOADS:

* PRESSURES SHOWN ARE APPLIED NORMAL TO THE SURFACE. PLUS AND MINUS SIGNS

SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.

** SEE ASCE 7 FOR DEFINITION. FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN,

VALUES MAY BE LINEARLY INTERPOLATED, OTHERWISE USE VALUES WITH THE LOWER EFFECTIVE

WIND AREA.

G. SEISMIC LOADS. APPLIED IN ACCORDANCE WITH THE BUILDING CODE INDICATED HEREIN.

SEISMIC IMPORTANCE FACTOR, Ie = 1.5 AT HOSPITAL AND GENERATOR BUILDING, 1.0 ALL ELSE

RISK CATEGORY = IV AT HOSPITAL AND GENERATOR BUILDING, II ALL ELSE

MAPPED SPECTRAL RESPONSE ACCELERATIONS

-SHORT PERIOD, Ss = 0.097g (SITE-SPECIFIC SEISMIC EVALUATION) -ONE-SECOND PERIOD, S1 = 0.045g (SITE-SPECIFIC SEISMIC EVALUATION)

SPECTRAL RESPONSE COEFFICIENTS

-SHORT PERIOD, Sds = 0.103g (SITE-SPECIFIC SEISMIC EVALUATION) -ONE-SECOND PERIOD, Sd1 = 0.072g (SITE-SPECIFIC SEISMIC EVALUATION)

SEISMIC DESIGN CATEGORY, SDC = A

BASIC SEISMIC-FORCE-RESISTING SYSTEM = ORDINARY REINFORCED MASONRY SHEAR WALLS (AT

GENERATOR BUILDING)

DESIGN BASE SHEAR, V = 25 KIPS (AT GENERATOR BUILDING)

SEISMIC RESPONSE COEFFICIENT, Cs = 0.077 (AT GENERATOR BUILDING)

RESPONSE MODIFICATION FACTOR, R = 2 (AT GENERATOR BUILDING)

LONG-PERIOD TRANSITION = 12 SEC PERIOD, TL

SITE CLASS: D

4. BLAST LOADING DESIGN CRITERIA

A. MISSION CRITICAL FACILITY

B. EXTERIOR DESIGN LEVEL THREAT = W2

C. MINIMUM STANDOFF DISTANCE = 50 FEET (SATISFIED BY SITE PLAN)

D. PRIMARY STRUCTURE = EXTERIOR LOAD BEARING WALLS AND ROOF

6. CONTRACTOR RESPONSIBILITIES

A. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS (INCLUDING FIELD VERIFICATIONS OF EXISTING

CONDITIONS AND DIMENSIONS) BEFORE STARTING WORK OR FABRICATING ANY REINFORCING STEEL, STRUCTURAL STEEL, COLD-FORMED STEEL ELEMENTS, OR PRECAST ELEMENTS. THE ARCHITECT SHALL

BE NOTIFIED OF ANY DISCREPANCIES FOUND.

B. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF WALL, ROOF, AND FLOOR OPENINGS AND SLEEVES, AND CONCRETE PADS UNDER EQUIPMENT. THE

CONTRACTOR SHALL VERIFY EXACT SIZE AND LOCATION WITH EQUIPMENT FURNISHED. OPENINGS IN

STRUCTURE TO BE HANDLED AS FOLLOWS:

OPENINGS THROUGH CONCRETE WALLS, FLOORS, AND ROOFS, WHICH MEASURE 12" OR LESS IN ALL

DIRECTIONS, SHALL BE CORE DRILLED.

OPENINGS THROUGH METAL ROOF DECK, WHICH MEASURE 6" OR LESS IN ALL DIRECTIONS, MAY BE CUT.

C. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADEQUATE SHORING AND BRACING OF THE STRUCTURE (NEW AND/OR EXISTING) FOR ALL LOADS THAT MAY BE IMPOSED DURING CONSTRUCTION.

D. WHEN CUTTING A NEW OPENING IN EXISTING CONCRETE OR MASONRY, THE CONTRACTOR SHALL NOT OVER CUT AT CORNERS. CORE-DRILL, CHIP AND GRIND AS REQUIRED AT CORNERS. A LAYOUT OF ALL PROPOSED OPENINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO SAWCUTTING.

E. ALL WALL FOOTINGS SHALL BE CENTERED ON CMU WALLS UNLESS NOTED OTHERWISE.

F. CONTRACTOR SHALL ENSURE NO STRUCTURAL MEMBERS OR ELEMENTS ARE DAMAGED OR ALTERED

UNLESS SO INDICATED BY THE STRUCTURAL ENGINEER. ANY SUCH DAMAGE THAT DOES OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER AND SHALL BE THE RESPONSIBILITY OF

THE CONTRACTOR.

7. PROVISIONS FOR FUTURE EXPANSION

A. NO PROVISIONS FOR FUTURE EXPANSION HAVE BEEN MADE IN THE STRUCTURAL SYSTEMS.

5. DESIGN ITEMS DELEGATED TO THE CONTRACTOR

THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS. DESIGNS SHALL SATISFY

THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

A. COLD-FORMED STEEL JOIST/STUD/TRUSS FRAMING AND PRE-FABRICATED COMPONENTS

B. SEISMIC BRACING OF NON-STRUCTURAL COMPONENTS

C. ATFP/PHYSICAL SECURITY:

a. NON-STRUCTURAL COMPONENT AT/FP RESTRAINTS

b. BLAST RESISTANT WALL AND ROOF CONSTRUCTION

D. FUEL TANK CONNECTION TO FOUNDATION

BLAST-INDUCED BASE SHEAR AT FUEL TANK, V = 87 KIPS (ULTIMATE)

ALL ITEMS LISTED AS DELEGATED DESIGN ITEMS SHALL BE PERFORMED AND STAMPED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF NEBRASKA. STAMPED ENGINEERING CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AT THE SAME TIME THAT RELATED SHOP DRAWINGS ARE SUBMITTED FOR

REVIEW.

014000 - QUALITY REQUIREMENTS

1. SPECIAL INSPECTIONS AND STRUCTURAL TESTING SHALL BE PERFORMED PER CHAPTER 17 OF IBC, THE CONTRACT DOCUMENTS, AND THE STATEMENT OF SPECIAL INSPECTIONS WHICH IS INCLUDED IN THE

CONTRACT DOCUMENTS.

033000 - CAST-IN-PLACE CONCRETE (REINFORCED)

1. ALL STRUCTURAL CONCRETE SHALL BE DESIGNED FOR A 28-DAY COMPRESSIVE STRENGTH OF:

f'c EQUALS 3500 PSI (NORMAL WEIGHT) [SLAB-ON-GRADE, SLAB-ON-DECK] f'c EQUALS 4500 PSI (NORMAL WEIGHT) [FOUNDATIONS, STOOP SLABS, JAMBS & LINTELS]

2. ALL REINFORCING STEEL SHALL BE DEFORMED, NEW, AND CONFORM TO ASTM A615 GRADE 60 (DEFORMED BARS)

3. ALL PLAIN WELDED WIRE REINFORCEMENT SHALL BE NEW AND CONFORM TO ASTM A185.

4. ALL DEFORMED WELDED WIRE REINFORCEMENT SHALL BE NEW AND CONFORM TO ASTM A497.

5. DEFORMED BAR ANCHORS SHALL BE NEW AND CONFORM TO ASTM A706. WELDING OF DEFORMED BAR

ANCHORS SHALL BE DONE WITH E80XX ELECTRODES IN CONFORMANCE WITH THE AMERICAN WELDING SOCIETY (AWS) "STRUCTURAL WELDING CODE - REINFORCING STEEL" AWS D1.4 - LATEST EDITION.

6. HEADED DEFORMED BARS SHALL BE NEW AND CONFORM TO ASTM A615 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 FROM THE BEARING FACE OF THE

HEAD.

7. HEADED SHEAR STUDS SHALL CONFORM TO A.W.S. D1.1 - LATEST EDITION REQUIREMENTS FOR STANDARD

HEADED STUDS.

8. CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES NOT EXPOSED DIRECTLY TO EARTH OR WEATHER SHALL BE 3/4" FOR SLABS, JOISTS, AND WALLS AND 1 1/2" FOR BEAM STIRRUPS AND COLUMN TIES

OR SPIRALS, UNLESS DETAILED OTHERWISE.

9. CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES WHICH WILL BE EXPOSED TO THE WEATHER OR BE IN CONTACT WITH EARTH (BUT NOT CAST AGAINST) SHALL BE 2" FOR BARS LARGER THAN #5 AND 1 1/2" FOR #5 BARS OR SMALLER, PROVIDE 3" COVER FOR REINFORCEMENT CAST AGAINST AND

PERMANENTLY EXPOSED TO EARTH, UNLESS DETAILED OTHERWISE.

10. SLABS-ON-GRADE, UNLESS NOTED OTHERWISE, SHALL BE 5 INCHES THICK WITH #4 @ 18 EACH WAY OVER VAPOR BARRIER OVER 6 INCHES OF GRANULAR FILL. REINFORCING SHALL BE LAPPED AS PER TABLE BELOW.

11. CONTRACTION JOINTS IN SLABS ON GRADE SHALL BE PLACED AT COLUMN LINE INTERSECTIONS AND AS NECESSARY TO NOT EXCEED A SPACING OF 36 TIMES THE SLAB THICKNESS OR 15'-0". WHICHEVER IS LESS.

MAXIMUM ASPECT RATIO SHALL BE 1.5 TO 1.0 UNLESS NOTED OTHERWISE.

12. PROVIDE 3/4-INCH CHAMFER ON ALL EXPOSED CONCRETE CORNERS EXCEPT WHERE MASONRY WALLS ARE

LAID FLUSH WITH COLUMN OR BEAM FACE.

13. WHERE THE WEIGHT OF EQUIPMENT OR MATERIALS BEING TRANSPORTED TO LOCATION, OR TEMPORARILY STORED, EXCEEDS THE DESIGN LIVE LOAD, PLANKING SHALL BE PROVIDED ON THE FLOOR SLAB AND SHORING

PROVIDED BENEATH THE FLOOR AS REQUIRED TO SUPPORT THE LOADS.

14. NO PENETRATIONS (SUCH AS PIPE SLEEVES, ELECTRICAL CONDUITS, ETC.) THROUGH ANY STRUCTURAL

MEMBER, SHALL BE MADE WITHOUT APPROVAL BY THE STRUCTURAL ENGINEER.

15. PROVIDE EXTERIOR CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL REINFORCING AT ALL CONCRETE

WALLS AND FOOTINGS - LAP AS PER TABLE BELOW.

16. PROVIDE LAP SPLICES IN CONFORMANCE WITH TABLE 033000-1, UNLESS OTHERWISE INDICATED. FOLLOW RESTRICTIONS ON LOCATIONS OF SPLICES AS INDICATED IN DETAILS, NOTES, OR SPECIFICATIONS.

050519 - POST-INSTALLED ANCHORAGE

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED IN THE CONTRACT DOCUMENTS. THE

CONTRACTOR SHALL OBTAIN APPROVAL FROM THE STRUCTURAL ENGINEER-OF-RECORD PRIOR TO

INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR. ALL POST-INSTALLED ANCHORS (IN CONCRETE OR CMU) ARE TO BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS (MPII) (INCLUDING BUT NOT LIMITED TO DRILL BIT SIZE, PROPER CLEANING OF HOLES, INSTALLATION TORQUE, AND TEMPERATURE CONSTRAINTS).

2. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF

ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE

CLEARANCES INDICATED ON THE DRAWINGS.

3. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY FERROSCAN, GPR, X-RAY, CHIPPING

OR OTHER MEANS AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

051200 - STRUCTURAL STEEL FRAMING

1. ALL STRUCTURAL STEEL W SHAPES SHALL BE ASTM A992

(UNLESS NOTED OTHERWISE).

STRUCTURAL STEEL FOR CHANNELS, ANGLES AND PLATES SHALL BE ASTM A36

(UNLESS NOTED OTHERWISE).

WHERE PLATES ARE INDICATED WITH Fy = 50 KSI, THEY SHALL BE ASTM A572, GRADE 50.

2. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE C WITH A MINIMUM YIELD STRENGTH OF 46,000

PSI FOR ROUND SECTIONS, AND 50,000 PSI FOR SQUARE AND RECTANGULAR SECTIONS.

3. STEEL PIPE COLUMNS SHALL CONFORM TO ASTM A53, TYPE E OR S, GRADE B, WITH A MINIMUM YIELD

STRENGTH OF 35,000 PSI.

4. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH "AISC 360-10, SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS, 2010". ALLOWABLE STRENGTH DESIGN METHOD.

5. ALL FIELD CONNECTIONS SHALL BE MADE WITH 3/4-INCH DIAMETER ASTM A325 BOLTS (BEARING TYPE CONNECTION), UNLESS NOTED OTHERWISE. BOLTS SHALL BE TIGHTENED (SNUG-TIGHT) IN CONFORMANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" RESEARCH COUNCIL ON

STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION.

6. BEAM SIZE FOLLOWED BY A NUMBER IN PARNTHESES ON THE FRAMING PLANS (E.G. W16x26(32)) SHALL BE COMPOSITE, WITH THE INDICATED NUMBER OF 3/4-INCH DIAMTER SHEAR STUDS APPROXIMATELY EQUALLY SPACED. IF NECESSARY, TWO SHEAR STUDS MAY BE PLACED IN ONE DECK FLUTE. THE HEIGHT OF THE STUDS AFTER WELDING SHALL BE 4 INCHES. STUDS ON W10X12, W10X15, W12X14, AND W12X16 BEAMS SHALL BE

PLACED DIRECTLY OVER THE BEAM WEB.

7. STEEL LINTELS, FOR OPENINGS NOT DETAILED, SHALL BE L5x5x5/16 (GALVANIZED).

8. ALL WELDING SHALL BE DONE WITH E70XX ELECTRODES IN CONFORMANCE WITH THE AMERICAN WELDING

SOCIETY (AWS) "STRUCTURAL WELDING CODE" AWS D1.1 - LATEST EDITION.

9. ALL INTERIOR EXPOSED STEEL SHALL MEET PRIMING AND PAINTING REQUIREMENTS AS DEFINED IN THE

INTERIOR PAINTING SPECIFICATION.

053100 - STEEL DECKING

1. DESIGN AND CONSTRUCTION OF STEEL ROOF DECK SHALL CONFORM TO ANSI/SDI-RD1.0.

2. STEEL DECKING SHALL BE DESIGNED FOR THE FOLLOWING MINIMUM YIELD STRENGTHS:

Fy = 33 ksi (STEEL ROOF DECK) Fy = 50 ksi (COMPOSITE STEEL DECK)

3. ALL METAL DECKING SHALL BE GALVANIZED PER THE SPECIFICATIONS.

4. STEEL ROOF DECK SHALL BE 1.5 INCH, 20 GAUGE WIDE RIB METAL DECK HAVING THE FOLLOWING MINIMUM

SECTION PROPERTIES:

Ip = 0.201 IN^4/FT In = 0.222 IN^4/FT Sp = 0.234 IN^3/FT Sn = 0.247 IN^3/FT p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING

36/7 AT ENDS AND INTERMEDIATE SUPPORTS (5/8” WELD OR EQUIV.)

5 SIDE LAP FASTENERS EQUALLY SPACED PER SPAN (#10 TEK SCREW OR EQUIV.)

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

ACCESSORIES REQUIRED FOR A FINISHED SURFACE FOR FLOOR OR ROOF INSTALLATION.

6. COMPOSITE STEEL DECK SHALL BE 2 INCH, 18 GAUGE COMPOSITE METAL DECK WITH NORMAL WEIGHT CONCRETE FILL AS INDICATED ON THE PLANS AND 6x6-W1.4xW1.4 WWF HAVING THE FOLLOWING MINIMUM

SECTION PROPERTIES:

Ip = 0.558 IN^4/FT In = 0.558 IN^4/FT Sp = 0.485 IN^3/FT Sn = 0.500 IN^3/FT p = FOR POSITIVE BENDING n = FOR NEGATIVE BENDING

36/4 AT ENDS AND INTERMEDIATE SUPPORTS (5/8" PUDDLE WELD)

4 SIDE LAP FASTENERS EQUALLY SPACED PER SPAN (BUTTON PUNCH OR EQUIV.)

054000 - COLD-FORMED METAL FRAMING

1. DESIGN: ALL STUDS, JOISTS AND CONNECTIONS, NOT SPECIFICALLY DETAILED ON THE DRAWINGS, SHALL BE DESIGNED FOR THE SPACINGS AND LOADS INDICATED, BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF NEBRASKA. DESIGN SHALL BE IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS". STEEL STRUCTURAL

MEMBERS".

2. FIRE-RESISTANCE RATINGS: COMPLY WITH FIRE-RESISTANCE RATINGS AS INDICATED AND AS REQUIRED BY GOVERNING AUTHORITIES AND CODES. PROVIDE MATERIALS, ACCESSORIES, AND INSTALLATION PROCEDURES WHICH HAVE BEEN LISTED BY UL OR TESTED IN ACCORDANCE WITH ASTM E119 FOR THE TYPE

OF CONSTRUCTION SHOWN.

3. PROVIDE ALL ACCESSORIES INCLUDING TRACKS, BLOCKING, LINTELS, CLIP ANGLES, STRAP BRACING, SHOES, AND FASTENERS TO PROVIDE A COMPLETE METAL FRAMING SYSTEM.

4. INSTALL HORIZONTAL BRIDGING AS REQUIRED BY STUD DESIGNER. MINIMUM BRIDGING SPACING SHALL BE

4'-0" ON CENTER UNTIL PERMANENT INTERIOR WALL SHEATHING IS INSTALLED.

5. ALL METAL FRAMING COMPONENTS SHALL BE FORMED FROM STRUCTURAL STEEL SHEET CONFORMING TO

THE REQUIREMENTS OF ASTM A653, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI.

6. ALL METAL FRAMING COMPONENTS SHALL HAVE A GALVANIZED FINISH COMPLYING WITH ASTM A525 FOR A MINIMUM G60 COATING. FRAMING COMPONENTS SERVING AS BACK-UP FOR MASONRY VENEER EXTERIOR

WALLS SHALL HAVE A MINIMUM G90 GALVANIZED FINISH.

7. ALL METAL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR

MEMBERS OR, WHEN REQUIRED, FOR AN ANGULAR FIT TO ABUTTING MEMBERS.

8. SPLICING OF AXIAL LOADED MEMBERS IS NOT PERMITTED.

9. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING AS STANDARD WITH

MANUFACTURER. SCREWS SHALL BE OF SUFFICIENT SIZE TO INSURE STRENGTH OF THE CONNECTION. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT. AT EXTERIOR WALLS THAT ARE PART OF THE BUILDING ENVELOPE, COAT SCREWS WITH BITUMINOUS OR ZINC-RICH PAINT. WIRE TYING OF COMPONENTS IS

NOT PERMITTED.

10. FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS PRIOR TO ERECTION. FABRICATE PANELS PLUMB, SQUARE, TRUE TO LINE AND BRACED AGAINST RACKING. PERFORM LIFTING OF PREFABRICATED

PANELS IN A MANNER TO PREVENT DAMAGE OR DISTORTION.

11. INSTALL FRAMING MEMBERS AS PER MANUFACTURER'S DESIGN AND RECOMMENDATIONS.

12. PROVIDE TEMPORARY BRACING, WHEN REQUIRED, UNTIL ERECTION IS COMPLETE.

PAN JOISTS V.I.F. EXISTING JOISTS (V.I.F.)

3" MIN 3" MIN

CUT LENGTH

PARALLEL TO

JOISTS SHALL

NOT EXCEED 12"

EDGE OF CUT

FOR MECHANICAL

OPENING

CONTRACTOR SHALL NOT CUT THROUGH ANY

JOIST OR DISTRIBUTION BEAMS UNDER ANY

CIRCUMSTANCES. CONTRACTOR TO SUBMIT

LAYOUT OF PROPOSED OPENINGS PRIOR TO

SAWCUTTING.

CONTRACTOR TO FIELD LOCATE AND

COORDINATE OPENING SIZE AND LOCATION

WITH MECHANICAL/ELECTRICAL DRAWINGS

AND SUPPLIED EQUIPMENT

CONTACT EOR FOR ANY REQUIRED

PENETRATIONS THAT EXCEED THE

LIMITS OF THIS DETAIL PRIOR

TO SAW CUTTING.

DISTRIBUTION RIB

ZONE WHERE IT IS PERMISSIBLE TO

CORE DRILL THRU THE DISTRIBUTION

RIB. AT LEAST 2" OF CONRETE SHALL

REMAIN BETWEEN CORED HOLES

EXIST. JOIST CONSTRUCTION

AND TOPPING

JO

IS

T

4"

4"

4"

4"

V.I.F.

DROP PANEL

9" MIN. FROM

MIN.

4"

EXIST. SLAB LOCATE EXIST. REBAR IN SLAB

PRIOR TO CORE DRILLING

USING NON-DESTRUCTIVE

TESTING METHODS. DO NOT

CUT REBAR. CONTACT EOR

PRIOR TO DRILLING IF REBAR

MUST BE CUT.

CORE DRILL HOLES*

FOR PIPE PENETRATIONS

EXIST. DROP PANEL - VERIFY

SIZE AND LOCATION IN

FIELD (WHERE OCCURS)

EXIST. CONCRETE COLUMN

*HOLES TO BE 8" MAX DIAMETER AND

AT LEAST 4" OF CONCRETE SHALL

REMAIN BETWEEN ADJACENT HOLES.

MIN.

4"

CORE DRILL HOLES* FOR PIPE

PENETRATIONS.

IF LARGER PENETRATIONS ARE

REQUIRED, CONTACT EOR PRIOR TO

ANY DRILLING OR INSTALLATION.

*HOLES TO BE 8" MAX DIAMETER AND

AT LEAST 4" OF CONCRETE SHALL

REMAIN BETWEEN ADJACENT HOLES.

EXISTING SLAB

(WHERE OCCURS)

EXISTING CONCRETE

FOUNDATION

6" 6"

NO PENETRATIONS IN TOP 6" OR BOTTOM 6" OF FOOTING

LOCATE EXISTING REBAR IN

FOUNDATION/WALL PRIOR TO

DRILLING USING NON-

DESTRUCTIVE TESTING METHODS.

DO NOT CUT REBAR. CONTACT

EOR PRIOR TO DRILLING IF REBAR

MUST BE CUT.

BRICK BEYOND

NEW HOLES FOR CONDUIT

OPENINGS. NO REINFORCEMENT

REQUIRED FOR PENETRATIONS

LESS THAN OR EQUAL TO 8"

DIAMETER

CONTACT EOR FOR PENETRATIONS

GREATER THAN 8" IN DIAMETER

PRIOR TO ANY DRILLING OR INSTALLATION.

042000 - UNIT MASONRY

1. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90.

2. MORTAR SHALL CONFORM TO ASTM C270, TYPE N OR S.

3. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY, f'm = 2000 PSI.

4. GROUT FOR REINFORCED CONCRETE MASONRY SHALL CONFORM TO ASTM C476, WITH A MINIMUM

COMPRESSIVE STRENGTH OF 2000 PSI.

5. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORING NECESSARY TO LATERALLY SUPPORT ALL

CONCRETE MASONRY WALLS AS REQUIRED.

6. PROVIDE GALVANIZED HORIZONTAL JOINT REINFORCING EVERY 16 INCHES IN HEIGHT IN ALL WALLS, NO. 9

GAGE MINIMUM, UNLESS INDICATED OTHERWISE.

7. GROUT ALL CELLS FULL UNDER STEEL BEAMS BEARING ON CONCRETE MASONRY WITHIN AN AREA 24 INCHES

WIDE BY 24 INCHES HIGH.

8. REINFORCE EXTERIOR CONCRETE MASONRY WALLS WITH (1)-#7 VERTICAL REINFORCEMENT AT EACH FACE IN

EVERY CELL. FULLY GROUT ALL CELLS. LAP AS SCHEDULED UNLESS OTHERWISE DETAILED. PLACE BOND BEAMS AT 48" MAX. VERTICAL SPACING, AT TOP OF WALL AND AS DETAILED. REINFORCE BOND BEAMS WITH (2)-#5 x CONTINUOUS UNLESS NOTED OTHERWISE.

9. REINFORCE INTERIOR NON-LOADBEARING CONCRETE MASONRY WALLS WITH (1)-#5 VERTICAL REINFORCEMENT AT 32" c/c IN GROUTED CELLS. PROVIDE REINFORCEMENT & GROUT IN ALL CORNER CELLS AND CELLS ADJACENT TO OPENINGS AND AT WALL ENDS. LAP AS SCHEDULED UNLESS OTHERWISE DETAILED.

PLACE BOND BEAMS AT TOP OF ALL INTERIOR CONCRETE MASONRY WALLS. REINFORCE BOND BEAMS WITH (2)-#5 x CONTINUOUS AND AS DETAILED.

10. LINTELS FOR OPENINGS NOT DETAILED SHALL BE 8 INCHES DEEP WITH (2)-#5 BOTTOM BARS.

11. PROVIDE LAP SPLICES OF REINFORCING STEEL IN CONFORMANCE WITH TABLE 042000-01, UNLESS OTHERWISE

INDICATED. FOLLOW RESTRICTIONS ON LOCATIONS OF SPLICES, AS INDICATED IN DETAILS, NOTES, AND

SPECIFICATIONS.

316000 - GENERAL FOUNDATIONS

1. FOUNDATION INVESTIGATION WAS MADE BY TERRACON CONULTANTS, INC. DATED AUGUST 9, 2011. THIS

REPORT IS AVAILABLE IN THE PROJECT SPECIFICATIONS.

2. EQUIVALENT FLUID PRESSURE FOR ACTIVE EARTH PRESSURE ON WALLS:

CANTILEVER (ACTIVE) RETAINING WALLS (DRAINED):

FOR STRUCTURAL DESIGN OF WALL = 40 PCF (GRANULAR), 45 PCF (LEAN CLAY)

BASEMENT (AT-REST) WALLS LATERALLY SUPPORTED TOP AND BOTTOM:

FOR STRUCTURAL DESIGN OF WALL = 55 PCF (GRANULAR), 60 PCF (LEAN CLAY)

3. BACKFILLING AGAINST WALLS AND GRADE BEAMS SHALL NOT BE DONE UNTIL CONCRETE HAS ATTAINED SUFFICIENT STRENGTH AND WALLS ARE PROPERLY SHORED OR BRACED. WHERE BACKFILL IS REQUIRED ON

BOTH SIDES OF WALLS, BACKFILL BOTH SIDES SIMULTANEOUSLY.

4. WHERE WALLS ARE SUPPORTED BY CONCRETE SLABS, SLABS SHALL HAVE CURED A MINIMUM 7 DAYS BEFORE

BACKFILLING.

5. THE SLAB-ON-GRADE SHALL BE SUPPORTED BY 6 INCHES OF FREE DRAINING GRANULAR MATERIAL AND 12 INCHES OF APPROVED STRUCTURAL FILL MATERIAL COMPACTED TO 95% OF THE MATERIAL'S MAXIMUM

STANDARD PROCTOR DRY DENSITY PER ASTM D 698.

6. SUBGRADE MATERIAL SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER. REFER TO

GEOTECHNICAL REPORT FOR MATERIAL CONSTRUCTION SPECIFICATIONS.

316100 - SPREAD FOOTINGS

1. ALL FOOTINGS SHALL BEAR ON APPROVED NATIVE SOILS OR NEW STRUCTURAL FILL. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE AT LEAST 42" BELOW FINISHED GRADE. 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 ON THESE DRAWINGS AND IN THE SPECIFICATIONS. ALL FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE SPECIAL INSPECTOR PRIOR TO CONSTRUCTION OF THE FOOTINGS. REFER

TO GEOTECHNICAL REPORT FOR MATERIAL CONSTRUCTION SPECIFICATIONS.

2. ALLOWABLE SOIL BEARING PRESSURE:

SPREAD AND CONTINUOUS FOOTINGS ON APPROVED NATIVE SOIL OR STRUCTURAL FILL = 2000 PSF (DEAD LOAD

PLUS FULL LIVE LOAD)

RETAINING WALLS = 2000 PSF (MAXIMUM TOE PRESSURE)

3. ULTIMATE FRICTION COEFFICIENT FOR SLIDING = 0.4.

4. ALLOWABLE PASSIVE SOIL PRESSURE FOR SLIDING RESISTANCE: 360 PCF (GRANULAR) 290 PCF (LEAN CLAY)

EQUIVALENT FLUID PRESSURE

1'

0.6h a = 3 ft h = 15 ft a.

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

OMAHA EHRM INFRASTRUCTURE

UPGRADE DESIGN

636-21-704

636 - OMAHA VA MEDICAL CENTER

B

IM

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IS

N

O m a h a E

H R

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H R

M -S tr u c tu re .r v t

/1

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P

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STRUCTURAL GENERAL NOTES AND DETAILS

RBC CTD

ISSUED FOR BID

FULLY SPRINKLERED

May 15, 2023

Office of Construction and

Facilities Management 01-S001

SCALE: 1 1/2" = 1'-0"

D3

TYPICAL NEW MECHANICAL OPENING IN PAN CONCRETE JOIST

SCALE: 1 1/2" = 1'-0"

E3

TYPICAL PENETRATIONS THROUGH EXIST. DISTRIBUTION RIBS

SCALE: 1" = 1'-0"

C3

TYPICAL PENETRATIONS THRU EXISTING ELEVATED FLOOR FLAT SLAB

SCALE: 1" = 1'-0"

E5

TYPICAL PENETRATIONS THRU EXISTING FOUNDATION/WALLS (ELEVATION)

SCALE: 1" = 1'-0"

D5

TYPICAL OPENING THRU EXISTING EXTERIOR BRICK

TABLE 042000-1 - LAP SPLICE LENGTHS IN GROUTED CMU (GRADE 60 BARS)

BAR SIZE BARS CENTERED IN CELL BARS OFFSET IN CELL (1 1/2" MIN. CLR.) BARS OFFSET IN CELL (2" CLR.)

#3 1’-0” 1’-5” 1'-1"

#4 1’-0” 2’-6” 1'-10"

#5 1’-8” 3’-9” 2'-10"

#6 3'-1" 4'-6" 4'-6"

#7 4'-4" 5'-3" 5'-3"

TABLE 010000-2 - ULTIMATE WALL SURFACE PRESSURE AT h

WALL

AREA 10 SF 100 SF 200 SF 500 SF

NEGATIVE ZONE 4 -40 -35 -30 -30

NEGATIVE ZONE 5 -50 -35 -35 -30

POSITIVE ZONES 4 & 5 35 30 30 30

TABLE 010000-2 - ULTIMATE ROOF SURFACE PRESSURE (PSF)

ROOF

AREA 10 SF 100 SF 200 SF 500 SF

NEGATIVE ZONE 1 -55 -45 -40 -35

NEGATIVE ZONE 1' -35 -35 -30 -20

NEGATIVE ZONE 2 -75 -60 -55 -50

NEGATIVE ZONE 3 -100 -70 -60 -50

POSITIVE ALL ZONES 15 15 15 15

033000 - LAP SPLICE LENGTHS NOTES

1. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW BARS.

2. TABULATED VALUES ARE FOR UNCOATED OR ZINC-COATED (GALVANIZED) BARS. FOR EPOXY COATED BARS, MULTIPLY LENGTH BY 1.5.

3. IF CONCRETE COVER IS LESS THAN 1.0 x db OR C-C SPACING IS LESS THAN 3.0 x db, MULTIPLY LENGTH BY 1.5. (db = BAR DIAMETER)

TABLE 033000-1 - LAP SPLICE LENGTHS (GRADE 60 BARS, NORMAL WEIGHT CONCRETE)

BAR

SIZE

f'c=3000 psi f'c=3500 psi f'c=4000 psi f'c=4500 psi f'c=5000 psi

TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS

#3 2'-4" 1'-10" 2'-2" 1'-8" 2'-0" 1'-7" 1'-11" 1'-6" 1'-10" 1'-5"

#4 3'-1" 2'-5" 2'-11" 2'-3" 2'-8" 2'-1" 2'-6" 2'-0" 2'-5" 1'-10"

#5 3'-11" 3'-0" 3'-8" 2'-9" 3'-4" 2'-7" 3'-2" 2'-5" 3'-0" 2'-4"

#6 4'-8" 3'-7" 4'-4" 3'-4" 4'-0" 3'-1" 3'-10" 2'-9" 3'-7" 2'-9"

#7 6'-9" 5'-3" 6'-3" 4'-10" 5'-10" 4'-6" 5'-6" 4'-3" 5'-3" 4'-1"

#8 7'-9" 6'-0" 7'-2" 5'-7" 6'-8" 5'-2" 6'-4" 4'-11" 6'-0" 4'-7"

#9 8'-9" 6'-9" 8'-1" 6'-3" 7'-7" 5'-10" 7'-2" 5'-6" 6'-9" 5'-3"

#10 9'-10" 7'-7" 9'-1" 7'-0" 8'-6" 6'-7" 8'-0" 6'-2" 7'-7" 5'-10"

#11 10'-11" 8'-5" 10'-1" 7'-10" 9'-5" 7'-3" 8'-11" 6'-10" 8'-5" 6'-6"

Revisions: Date:

01/G

5-15-2023

NEW 1 1/2" METAL ROOF DECK EXIST. CANOPY

FACE OF EXTERIOR BRICK

L6x4x5/16

(4) 3/8" Ø HILTI ALL-THREAD HAS ROD w/

HILTI HY 270 ADHESIVE (3 1/8" EMBED.)

AND HIT-SC 16x85 SLEEVE. INSTALL PER

MFR. REQ'S (DRILL SIZE. HOLE SIZE,

CLEANING PROCEDURES ETC.) TYP.

L6x4x5/16 ATTACHED TO EXISTING BRICK

WALL (SLOPE TO MATCH EXISTING)

1/4

TYP. AT ALL

FRAME WELDS

METAL STUD

-SEE ARCH.

EQ EQ EQ EQ

1/4" BENT PLATE

1 1/ 2"

SEE PLANS

2'-0"

MTL STUD

-SEE ARCH.

FACE OF BRICK

VAPOR BARRIER

NEW 5" SLAB-ON-GRADE w/ #4 BAR AT 18" c/c EA. WAY MAX SPACING

#3 BARx1'-0" w/ 4" EMBED (HILTI HY200 ADHESIVE) @ 18" c/c

STEM WALL BELOW

EXISTING STOREFRONT

FOR NEW SLAB TIE-IN

DEMO TOP 8" OF EXISTING

EXIST. SLAB-ON-GRADE

SIDEWALK

-SEE CIVIL

(2) #5xCONT.

#4 STIRRUP @ 24" c/c

8"

1/4" EXP. JT. w/ SEALANT

FREE DRAINING

GRANULAR FILL

LAP VAPOR BARRIER MINIMUM

4" w/ EXISTING VAPOR BARRIER

6"

#4 VERTx2'-6" @ 24" c/c

#4 BAR x CONT.

(3)-#5 TOP AND BOTT.

3' -0

9"

C6

01-SB101

EXISTING WALL TO BE REMOVED

- SEE ARCH.

EXISTING BRICK WALL

EXISTING BRICK WALL

10 11

T

NEW SLAB-ON-GRADE

E.L. = 100'-0"

20'-0" *

V .I.

F

7'-4 3/8" *

DOWEL CONTINUOUS FOOTING

LONGITUDINAL REBAR INTO EXISTING

FOOTING w/ 6" EMBED AND HILTI HY200

ADHESIVE. TYP BOTH ENDS

FACE OF BUILDING

EXISTING SLAB-ON-GRADE

E.L. = 100'-0"

1' -3

/4

EXISTING PIT

TO BE FILLED

A6

01-SB101

4'

-5

V .I.

F

5'-3" V.I.F.

A6

G-SB201

DEMO STEM WALL PER

TO FACILITATE CONSTRUCTION,

ABANDON WALL FOOTING

C6

01-SB101

L6 x4 x5 /1

L6x4x5/16

L6x4x5/16

L6 x4 x5 /1

EXISTING ROOF

EXISTING BRICK WALL

EXISTING BRICK WALL

NEW BRICK WALL BELOW

E6

01-SB101

10 11

T

9 1/2" * E.O.D.

V .I.

F

20'-0" *

8'-3 1/2" * 5'-9 3/8"

V .I.

F

1' -3

/4

FOUNDATION GENERAL NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET 01-S001.

2. * INDICATES DIMENSIONS TO BE COORDINATED WITH OTHER DISCIPLINES.

COORDINATE WITH CIVIL, MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS

AND EQUIPMENT SUPPLIED FOR OPENING SIZES AND LOCATIONS AND SUPPORT

LOCATIONS.

FRAMING GENERAL NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET 01-S001.

2. INDICATES 1 1/2", 20 GA. ROOF DECK.

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

4. * INDICATES DIMENSIONS TO BE COORDINATED WITH OTHER DISCIPLINES.

COORDINATE WITH CIVIL, MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS

AND EQUIPMENT SUPPLIED FOR OPENING SIZES AND LOCATIONS AND SUPPORT

LOCATIONS.

2" COMPOSITE FLOOR DECK

WITH 4 1/2" NORMAL WEIGHT

CONCRETE TOPPING

-SEE 01-S001 FOR DECK

PROPERTIES AND REINF. AND

CONNNECTIONS TO SUPPORTS

EXISTING CONCRETE WALL L5x5x3/8xCONT. (GALVANIZED) w/

5/8" Ø HILTI KWIK BOLT TZ2

(GALVANIZED) (3 1/4" EMBED.) @ 18"

c/c MAX. AROUND ENTIRE INFILL

EXISTING SLAB-ON-GRADE

1/

2" T

Y P

4" TYP.

1/4" EXP. JOINT

w/ SEALANT

#3 DOWEL x 1'-0" @ 24" c/c w/ HILTI HY200 ADHESIVE

AROUND ENTIRE INFILL

WWF

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

OMAHA EHRM INFRASTRUCTURE

UPGRADE DESIGN

636-21-704

636 - OMAHA VA MEDICAL CENTER

B

IM

/V

IS

N

O m a h a

E H

R M

/E H

R M

-S tr u c tu re .r v t

/1

/2

:3

:5

P

M

PLANS & DETAILS

RBC CTD

ISSUED FOR BID

FULLY SPRINKLERED

May 15, 2023

Office of Construction and

Facilities Management 01-SB101

SCALE: 1" = 1'-0"

E6

SECTION AT NEW ROOF OPENING

SCALE: 1" = 1'-0"

C6

NEW FOOTING AND SLAB

AREA OF WORK

FOR DETAILS A10

AND D10 (THIS SHEET)

SCALE: 3/8" = 1'-0"

D10

FOUNDATION PLAN

SCALE: 3/8" = 1'-0"

A10

ROOF FRAMING PLAN

A

B

D E

C

KEY PLAN

SCALE: 1" = 1'-0"

A6

PIT INFILL AT NEW STOOP

Revisions: Date:

9' -4

/2

20'-0"

(E) 16x7 WF 40

(E) 16x7 WF 45

(E x9

W F

(E x7

W F

(E x7

W F

(E

W

F

(E x7

/2

W F

EXISTING STAIR

OPENING

(E) 16x7 WF 36

G

H

(E) 16x7 WF 45

(E

B

EXISTING CONCRETE

JOIST CONSTRUCTION

(E) 4B7.5

4'-6 1/2" (V.I.F.)

E5

01-SF501

8' -0

(V

.I.

F

(E) 4B7.5

EXISTING OPENING EXISTING OPENING

8'-2"

EXISTING OPENING

TO BE FILLED IN

G

9' -4

/2

5'

-4

/2

20'-0"

4'-6 1/2" V.I.F.

H

F

12 13

(E) 16x7 WF 40

(E) 16x7 WF 45

(E x9

W F

(E x7

W F

(E x7

W F

(E

W

F

(E x7

/2

W F

(E x4

B

(E) 16x7 WF 36

(E) 16x7 WF 45

EXISTING CONCRETE

JOIST CONSTRUCTION

(E) 4B7.5

V.I.F.

EXISTING STAIR

OPENING

E5

01-SF501

8' -0

(V

.I.

F

(E) 4B7.5

EXISTING OPENING EXISTING OPENING

EXISTING OPENING

TO BE FILLED IN

V.I.F.

EXISTING CONCRETE BEAM EXISTING ENCASED W-BEAM

EXISTING SHAFT

L5x5x3/8xCONT. w/ 5/8" Ø HILTI KWIK BOLT TZ2 (3 1/4" EMBED.) @ 18" c/c

MAX. AROUND ENTIRE INFILL

1/

2" T

Y P

2" COMPOSITE FLOOR DECK

WITH 4 1/2" NORMAL WEIGHT

CONCRETE TOPPING

-SEE 01-S001 FOR DECK

PROPERTIES AND REINF.

WWF

FRAMING GENERAL NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET 01-S001.

2. INDICATES 2", 18 GA. FLOOR DECK, w/ 4 1/2" CONCRETE TOPPING.1

FRAMING GENERAL NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET 01-S001.

2. INDICATES 2", 18 GA. FLOOR DECK, w/ 4 1/2" CONCRETE TOPPING.1

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

OMAHA EHRM INFRASTRUCTURE

UPGRADE DESIGN

636-21-704

636 - OMAHA VA MEDICAL CENTER

B

IM

/V

IS

N

O m a h a

E H

R M

/E H

R M

-S tr u c tu re .r v t

/1

/2

:3

:5

P

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FRAMING PLAN

RBC CTD

ISSUED FOR BID

FULLY SPRINKLERED

May 15, 2023

Office of Construction and

Facilities Management 01-SF501

SCALE: 3/8" = 1'-0"

A10

4TH THRU 10TH FLOOR

SCALE: 3/8" = 1'-0"

D10

BASEMENT THRU 3RD FLOOR

A

B

D E

C

KEY PLAN

AREA OF WORK

FOR INFILL AT

NEW TELECOMM

ROOMS)

SCALE: NTS

E5

SECTION AT FLOOR INFILL

Revisions: Date:

LEVEL 1

0"

FULLY GROUTED CMU WALL

-SEE PLANS

WALL REINFORCING

-SEE STR GENERAL NOTES

G E

N E

R A

L N

O T

E S

LA

P

S P

LI

C

E P

E R

SLAB-ON-GRADE

-SEE PLANS

1/4" ISO JOINT w/ SEALER

(3)-#5 TOP AND BOTT.

#4 TIES @ 12" c/c

(1)-#4 EA. FACE

#7 DOWEL BAR MATCH

VERTICAL BAR SPACING

FACE OF BRICK

GRADE

11 5/8"

2'-6"

3' -0

8"

2' -6

100'-0"

E4

G-SB201

5" SLAB-ON-GRADE

EL. = 100'-0"

A6

G-SB201

E4

G-SB201

E4

G-SB201

E4

G-SB201

A10

G-SB201

A10

G-SB201

A10

G-SB201

1 2

A

B

28'-8 3/4"

'-8

/2

E8

G-SB203

APPROX. EXTENTS OF

GENERATOR

-SEE ARCH. AND ELEC.

FOR ISOLATION PAD

AT GENERATOR

-SEE

C4

G-SB202

HOUSEKEEPING PAD

-SEE

C6

G-SB202

9' -6

/8

9'

-9

7' -6

'-7

9' -6

'-1

1/ 8"

6' -0

'-8

/8

A10

G-SB201

DRAIN

-SEE CIVIL AND MECH.

FUEL CONTAINMENT

PAD

-SEE CIVIL

8" NON-LOADBEARING

CMU WALL

-SEE ARCH FOR EXTENTS

AND LOCATIONS

THICKENED SLAB AT

NON-LOADBEARING

CMU WALL TYP.

B4

G-SB202

12" CMU WALL TYP.

9" TYP.

9" T

Y P

'-1

/8

1'

-6

'-0

/4

1'

-6

5' -2

1'

-6

9' -9

1'

-6

1' -7

/8

B4

G-SB201

EXTERIOR CMU

WALL OPENING

-SEE

TYP.

2'-0" 13'-6 3/8" 1'-6" 9'-8 1/2" 2'-0"

3' -1

/8

9'

-9

1' -6

6'

-6

1' -6

9'

-9

/4

3' -3

/4

4'

-6

1' -6

9'

-9

1' -6

6'

-6

/8

1' -6

EQUIPMENT PAD

-SEE

C6

G-SB202

W16x36 (28)

W16x36 (28)

W16x36 (28)

W16x36 (28)

W16x36 (28)

6" E

.O .S

1' -5

/2

E

.O .S

1 2

A

B

C8

G-SB202

C8

G-SB202

C10

G-SB202

C10

G-SB202

TYP.

W16x36 (28)

W16x36 (28)

'-8

/2

TYP.

TOP OF 12" CMU

WALL EL. = 114'-10"

28'-8 3/4"

LINTEL

E6

G-SB202 TYP.

L-

L-

L-

L-

L-

L-

L-

L-

L-1

W16x36 (28)

W16x36 (28)

W16x36 (28)

W16x36 (28)

A10

G-SB202 TYP.

ROOF HATCH OPENING

-SEE ARCH.

A8

G-SB202

1' -5

/8

3' -1

3/

8" 3'

-4

/8

3' -9

3'

-9

3' -9

3'

-1

1/ 8"

3' -1

1/

8" 3'

-8

/8

3' -8

/8

3'

-8

/8

1' -4

3'

-4

3' -4

3'

-8

/8

3' -8

/8

3'

-8

/8

2' -5

/8

W16x36 (28)

W16x36 (28)

T Y

P . U

.N .O

6" E

.O .S

/8

E .O

.S

PROVIDE TOP OF NON-

LOADBEARING CMU

WALL ANCHORAGE

PER

D10

G-SB203 TYP.

L-2

L-2

L-

W16x36 (28)

W16x36 (28)

C8

G-SB202

C8

G-SB202

TYP.

TYP.

BEAM TO BEAM CONNECTION

E5

G-SB203

B8

G-SB202

TYP.

BEAM TO BEAM

CONNECTION w/ STD. HOLES

W x3

(6

W x3

(6

E5

G-SB203 TYP.

8"

TYP.

W16x36 (28)

L-

W x1

W x1

W16x36 (28)

1/

2" 2'

-7

/4

9"9" T

Y P

. U .N

.O

8"

FOR MECHANICAL

OPENINGS NOT SHOWN

-SEE ARCH. & MECH.

B10

G-SB202

W16x36 (28)

"T

"T

"T

"T

"T " 1"

W/ JT SEALER

1/4" EXP JT

(K.C.J.) KEYED CONSTRUCTION JOINT

A

(C.J.) CONTRACTION JOINT (I.J.) ISOLATION JOINT

PAINT FIRST POUR

WITH BOND

BREAKER

REINFORCING -

SEE STRUCTURAL

GENERAL NOTES

1 x 2 NOMINAL KEY

FREE DRAINING

GRANULAR FILL

VAPOR BARRIER

JOINT WITH SEALER

"T

M

IN

REINFORCING - SEE

STRUCTURAL GENERAL NOTES

(CUT EVERY OTHER

WIRE IF W.W.F. IS USED)

VAPOR

BARRIER

FREE DRAINING

GRANULAR FILL

JOINT FILLER

STRIPS

FACE OF WALL, COLUMN,

FOUNDATION OR OTHER

STRUCTURES

NOTES:

1. SEE PLANS AND/OR SPECIFICATIONS.

FOR LOCATION OF CONTROL JOINTS

2. SEE FOUNDATION PLAN

FOR SLAB THICKNESS "T"

B C

TOP OF S.O.G.

EL.=VARIES

(SEE PLANS)

COMPACTED

NATIVE SOIL

REINFORCING -

SEE STRUCTURAL

GENERAL NOTES

COMPACTED

NATIVE SOIL

T Y

P

2" C

LR

EXTERIOR WALL

FOOTING

-SEE

#4@12"c/c

EACH WAY

5'-0" UNLESS NOTED OTHERWISE

8"

V O

ID

6"

7" 1"

C

LR

1/

2"

1'-4"

1' -0

4"

8"

4"

SLAB ON GRADE

EL. - SEE PLAN

W.W.F. TO FIRST

SIDEWALK JT.

#4@12"c/c

MATCHING DOWELS

(ALL SIDES)

#4@12"c/c

HORIZ .

2" - 20 GAGE

METAL DECK

TOP OF FOOTING BEYOND

SEE PLANS

2-#6 CONT.

#4@12"c/c BENT

VERT.

(ALT. HK)

C

LR

1/

2"

3/8" JOINT

(LOCATE UNDER DOOR THRESHOLD)

#4 x 3'-0"@12"c/c

CONTACTOR'S OPTION TO WIDEN

WALL FOR TRENCH CONSTRUCTION

E4

G-SB201

FRAMING GENERAL NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET 01-S001.

2. INDICATES 2", 18 GA. ROOF DECK, w/ 3" CONCRETE TOPPING.

3. * INDICATES DIMENSIONS TO BE COORDINATED WITH OTHER DISCIPLINES.

COORDINATE WITH CIVIL, MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS

AND EQUIPMENT SUPPLIED FOR OPENING SIZES AND LOCATIONS AND SUPPORT

LOCATIONS.

4. TOP OF STEEL ELEVATION = 112'-0"

5. "E.O.S." INDICATES EDGE OF SLAB DIMENSION.

FOUNDATION GENERAL NOTES:

1. FOR STRUCTURAL GENERAL NOTES - SEE SHEET 01-S001.

2. * INDICATES DIMENSIONS TO BE COORDINATED WITH OTHER DISCIPLINES.

COORDINATE WITH CIVIL, MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS

AND EQUIPMENT SUPPLIED FOR OPENING SIZES AND LOCATIONS AND SUPPORT

LOCATIONS.

3. EL. 100'-0" = ELEVATION 1231.50 ON CIVIL PLANS.

CORNER

BARS

SINGLE LAYER WALL REINFORCING

CORNER

BARS

DOUBLE LAYER WALL REINFORCING

0"

0"

NOTE:

CORNER BARS ARE TO BE THE SAME SIZE AND

SPACING AS HORIZ. WALL BARS.

PROVIDE CORNER BARS AT "T" INTERSECTION

OF WALLS

* LAP AS PER

STRUCTURAL

GENERAL NOTES

JAMB REINFORCING

-SEE

SLAB-ON-GRADE

-SEE PLANS

1/4" ISO JOINT w/ SEALER

PROVIDE (3)-#5

SUPPLEMENTARY BENT BARS

#4 TIES @ 12" c/c

#7 DOWEL BAR MATCH

VERTICAL BAR SPACING

FACE OF BRICK

GRADE

3'-6"

3' -0

8"

G E

N E

R A

L N

O T

E S

LA

P

S P

LI

C

E P

E R

2' -6

B6

G-SB202

2'-0" 9"

WALL FOOTING

EDGE BEYOND

LEVEL 1

100'-0"

T.O.S. AT CMU WALL

112'-0"

OPENING

CMU WALL

G-SB202

E10

B6

G-SB202

B6

G-SB202

E2

G-SB201

E4

G-SB201

CMU WALL

CMU WALL

C8

G-SB202

B8

G-SB202 CONCRETE-ON-DECK BEYOND

TYP. TYP.

E4

G-SB201

SEE PLANS

1'-6" MIN.

E6

G-SB202 G

ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

OMAHA EHRM INFRASTRUCTURE

UPGRADE DESIGN

636-21-704

636 - OMAHA VA MEDICAL CENTER

B

IM

/V

IS

N

O m a h a

E H

R M

/E H

R M

-S tr u c tu re .r v t

/1

/2

:3

:5

P

M

PLANS AND DETAILS

RBC CTD

ISSUED FOR BID

FULLY SPRINKLERED

May 15, 2023

Office of Construction and

Facilities Management G-SB201

SCALE: 3/4" = 1'-0"

E4

TYPICAL WALL FOOTING AT CMU

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

B10

FOUNDATION PLAN AT GENERATOR BUILDING

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

B7

ROOF FRAMING PLAN AT GENERATOR BUILDING

SCALE: 1 1/2" = 1'-0"

A6

TYPICAL SLAB ON GRADE JOINT DETAILS

SCALE: 3/4" = 1'-0"

A10

CONCRETE STOOP DETAIL

A

B

D E

C

KEY PLAN

AREA OF WORK

FOR GENERATOR

BUILDING

SCALE: 3/4" = 1'-0"

A8

TYPICAL WALL CORNER REINFORCING

SCALE: 3/4" = 1'-0"

E2

TYPICAL WALL AT CONCRETE JAMB

G

SCALE: 1/2" = 1'-0"

B4

TYPICAL EXTERIOR CMU WALL OPENING

Revisions: Date: 5-15-2023

TYP.

C/C SPACING

ASTM C90 CONCRETE

MASONRY UNITS

HORIZ. LADDER TYPE JOINT

REINFORCING, MAXIMUM 16" c/c

VERTICAL SPACING - #9 GAGE MIN.

ALL CELLS FULLY GROUTED

LOCATION OF LAP

SPLICE BAR IF

REQUIRED (TYP.)

C

LR2"

(MIN.)

1/2" CLR

(T Y

P

5/ 8"

C O

V E

R

C

LR2"

CONCRETE ON DECK

-SEE PLANS

2-L4x4x1/4x0'-6"

(ONE EACH SIDE)

12" x 8" HIGH BOND BEAM

GROUT AS SHOWN OR

CUT 16" HIGH LINTEL BLOCK

(CONTRACTOR'S OPTION)

2-#5 CONT.MASONRY BEARING WALL

HORIZONTAL JOINT REINF.

SPACED VERTICALLY @ 16"c/c MAX.

BEARING PL 3/8"x5"x1'-0" w/2-1/2" Ø x 6" HEADED STUDS @ 8" c/c

VERT. WALL REINFORCING

AS PER STRUCTURAL GENERAL NOTES

6".

T.O.S.

EL. - SEE PLAN

W BEAM

GROUT POCKET FULL

3/16

BOLTED ANCHORAGE TO

CMU AS PER

PL 1/4"

C8

G-SB202

CONCRETE-ON-DECK

-SEE PLANS

VERTICAL WALL REINFORCING

PER STRUCTURAL GENERAL NOTES

CMU WALL

-SEE PLANS

BENT PL 5/16"xCONT. w/

VERT. LONG SLOTTED HOLE

W BEAM

-SEE PLANS

EL. = SEE PLANS

8" BOND BEAM

w/ (2)-#5xCONT.

#6 DEFORMED BAR ANCHOR

(WELDED TO BENT PL) ADJACENT

TO ALL-THREAD WHERE OCCURS

5/16

DBA TO PL

GENERAL NOTES

LAP SPLICE LENGTH PER

GALVANIZED PL 1"x5"x5"

1/

2"

(1) 3/4" Ø ASTM F1554

GR. 105 ALL-THREAD

AT 12" c/c MAX.

TYP.

2"

T Y

P

2"

T

Y P

TYP.

2"

S E

E P

LA

N

SEE PLAN

SEE PLAN

S E

E P

LA

N

CLR

2"

CLR

2"

2-#5 CORNER

BARS (TYP.)

2-#5 STRAIGHT

BARS (TYP.)

FULLY GROUTED AND

REINFORCED BOND

BEAM

2-#5 STRAIGHT

BARS (TYP.)

VERTICAL REINF.

IN GROUTED CELL

IF REQUIRED

STRAIGHT

BARS (TYP.)

CORNER BARS

4" O

R A

S N

O T

E D

SEE NOTE BELOW

1'-0"

MIN.

4"

2" MIN. CLR.

1/ 2"

C

LR

3"

3/4"

CHAMFER

ALL SIDES

1/2" Ø BOLTS IN

1/2" Ø DROP-IN EXPANSION

ANCHORS AT 18" c/c MAX. SPACING

AROUND PAD PERIMETER

2"

#4 @ 12"c/c

EACH WAY

SLAB ON GRADE OR

STRUCTURAL SLAB -

REINF. NOT SHOWN

NOTE:

COORDINATE SIZE AND LOCATION OF PADS WITH MECHANICAL AND ELECTRICAL

CONTRACTORS. PAD CONFIGURATION, SIZE AND LOCATION OF ANCHORS AND SLEEVES SHALL

CONFORM TO MANUFACTURER'S REQUIREMENTS

SEE PLAN

S E

E P

LA

N

S

0"

CONCRETE-ON-DECK

-SEE PLANS

(2)-#5 AROUND

ALL FLOOR OPENINGS

EXTEND 3'-0"

BEYOND OPENING

BENT PL 1/4"xCONT.

W BEAM

FINISHED FLOOR

EL. - SEE PLAN

SLAB REINF. -

SEE STRUCTURAL

GENERAL NOTES

1" C

LR

.3/16 2-12

VARIES

OPENING

-SEE PLANS

(13)-#7 VERT. EA. FACE (2 ROWS)

#4 TIES @ 6" c/c

CAST-IN-PLACE CONCRETE JAMB

2' -0

EXTERIOR FACE OF CMU WALL

0"

NOTE:

WHERE CMU BOND BEAMS OCCUR AT ELEVATIONS WHERE

OPENINGS OCCUR, PROVIDE (2)-#5 BENT BAR DOWELS INTO

CMU JAMBS.

WHERE CMU BOND BEAMS OCCUR AT ELEVATIONS WHERE

OPENINGS DO NOT OCCUR, CONTINUE BOND BEAM

REINFORCEMENT THROUGH CONCRETE JAMBS.

CONCRETE LINTEL

-FOR REINFORCING SEE

CAST-IN-PLACE

CONCRETE JAMB

VERTICAL REINFORCING

-SEE

B6

G-SB202

E6

G-SB202

OPENING

GENERAL NOTES

LAP SPLICE PER

BENT BAR w/ STD. HOOK

MATCH LINTEL BAR SIZE

AND SPACING TYP.

A S

N O

T E

D 4"

O R

SEE NOTE BELOW

MIN.

4"

2" MIN. CLR.

1/ 2"

C

LR

3/4" CHAMFER

ALL SIDES

NOTE:

COORDINATE SIZE AND LOCATION OF PADS

WITH MECH. AND ELEC. CONTRACTORS.

PAD CONFIGURATION, SIZE AND LOCATION

OF ANCHORS AND SLEEVES SHALL

CONFORM TO MFR'S. REQUIREMENTS

#6 @ 12"c/c

EACH WAY T&B

P

LA

N S

E E

C

LR

3"

SLAB REINF. -

SEE STRUCTURAL

GENERAL NOTES

SLAB ON GRADE

EL. - SEE PLAN

1/2" ISOLATION

JOINT (I.J.)

ANCHORAGE BY MFR.

SEE PLAN SEE PLAN

(3)-#5 EXTEND 3'-0"

BEYOND OPENING

BENT PL 5/16"xCONT.

W BEAM

FINISHED FLOOR

EL. - SEE PLAN

1/

2" C

LR

3/16 2-12

5/16

DBA TO PL TYP.#6 DEFORMED BAR ANCHORS

WHERE CMU WALL ATTACHMENT

OCCURS PER

C8

G-SB202

#3 TIES @ 6" c/c

E10

G-SB202

(7)-#7 EACH FACE

NOTE:

1. PROVIDE SHORING UNDER CONCRETE LINTEL FOR A MINIMUM OF

SEVEN DAYS AFTER PLACEMENT.

2. MONOLITHICALLY GROUT CMU LINTEL UNIT AND CELLS SOLID.

3. MECHANICALLY VIBRATE GROUT.

4. HORIZONTAL LINTEL REINFORCING SHALL NOT BE SPLICED.

5. GROUTING OF LINTEL SHALL BE CONTINUOUS WITHOUT

HORIZONTAL OR VERTICAL COLD JOINTS THE FULL HEIGHT

AND LENGTH OF THE LINTEL (INCLUDING END BEARING).

6. SEE DETAIL FOR CONCRETE LINTEL BEARING.

7. SEE DETAIL FOR CMU LINTEL BEARING.

(2)-#5 CONT.

8" NON-LOADBEARING CMU

CONCRETE LINTEL L-1 CMU LINTEL L-2

A6

G-SB202

1'-6"

1' -0

EXTERIOR FACE

OF CMU WALL

8"x8" CMU LINTEL

CMU VERT. REINF.

-SEE GERNERAL NOTES

CMU VERT. REINF.

-SEE GENERAL NOTES

#7 DOWEL BAR - MATCH

CMU VERT. REINF.

ROTATE STD. HOOKS AS

NECESSARY

* LAP AS PER

STRUCTURAL

GENERAL NOTES

BEARING

8" MIN.

6" MIN.

LINTEL REINFORCING

-SEE

E6

G-SB202

FOR OPENINGS 5'-0" WIDE OR LESS,

PLACE (1)-#5 FOR 8" CMU VERT. IN

ONE CELL ON EACH SIDE OF

OPENING. FOR OPENINGS GREATER

THAN 5'-0", PLACE (1)-#6 FOR 8" CMU

VERT. IN ONE CELL ON EACH SIDE

OF OPENING (TYP. UNO.) FULL

HEIGHT OF WALL

2" T

Y P

(4) GALV. 1" Ø ASTM F1554 GR.

105 ALL THREAD RODS CAST IN

WITH CONCRETE (DO NOT DRILL)

CAST-IN-PLACE

CONCRETE JAMB

-SEE

GALV. PL 1 5/8"x12"x16"

(GRADE 50)

CONCRETE-ON-DECK

-SEE PLANS

CJP

W BEAM

-SEE PLANS

5/16 12

TYP. EA. SIDE OF

WEB

PL 3/8"x4"x1'-0" EA SIDE

OF W BEAM WEB

SEE PLANS

1/2"

B6

G-SB202

1' -4

COPE BOTTOM FLANGE AS

REQUIRED FOR CONSTRUCTION

CMU WALL

-SEE PLANS

1/4" GALV. PL w/ 1" Ø GALV.

NELSON STUDS (6 1/4" MIN.

EMBED.) (2 STUDS PER CMU

CELL)

SEE ARCH. AND MECH.

28" MAX.

S E

E A

R C

H . A

N D

M E

C H

M A

X

1' -0

3"

2 x NOMINALWALL THICKNESS 8"

2-#5 CONT.

VAPOR

BARRIER

FREE DRAINING

GRANULAR FILL

SLAB ON GRADE

EL. - SEE PLAN

SLAB REINF. -

SEE STRUCTURAL

GENERAL NOTES

HORIZONTAL JOINT REINF.

SPACED VERTICALLY @ 16" c/c MAX.

VERTICAL WALL REINF.

-SEE STRUCTURAL GENERAL NOTES

THICKENED SLAB IS REQUIRED UNDER

ALL INTERIOR NON-LOAD BEARING

MASONRY WALLS UNLESS DETAILED OTHERWISE.

COORDINATE WALL LOCATIONS w/ ARCH. PLANS

S E

E P

LA

N

C

LR3"

2" C

LR

COMPACTED

NATIVE SOIL

ROTATE VERTICAL BARS AS

REQUIRED TO PROVIDE 3"

CLEAR COVER FOR END OF HOOKS

MATCH VERTICAL WALL REINF. WITH

DOWELS w/ STD. 90° HOOKS

(ALTERNATE HOOK)

LAP AS PER STRUCTURAL GENERAL NOTES

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

OMAHA EHRM INFRASTRUCTURE

UPGRADE DESIGN

636-21-704

636 - OMAHA VA MEDICAL CENTER

B

IM

/V

IS

N

O m a h a

E H

R M

/E H

R M

-S tr u c tu re .r v t

/1

/2

:3

:5

P

M

FOUNDATION AND FRAMING DETAILS

RBC CTD

ISSUED FOR BID

FULLY SPRINKLERED

May 15, 2023

Office of Construction and

Facilities Management G-SB202

SCALE: 1" = 1'-0"

E8

TYPICAL REINFORCED CMU WALL DETAIL

SCALE: 1" = 1'-0"

C10

STEEL BEAM BEARING PERPENDICULAR AT MASONRY

SCALE: 1 1/2" = 1'-0"

C8

TOP OF CMU WALL ANCHORAGE TO DIAPHRAGM

SCALE: 1 1/2" = 1'-0"

E3

BOND BEAM UNIT AT CORNER

SCALE: 1 1/2" = 1'-0"

C6

HOUSEKEEPING EQUIPMENT PAD DETAIL

SCALE: 1 1/2" = 1'-0"

A10

TYPICAL SLAB OPENING

SCALE: 1" = 1'-0"

B6

CAST-IN-PLACE CONCRETE JAMB

SCALE: 1 1/2" = 1'-0"

E10

CONCRETE LINTEL AT OPENING JAMB

SCALE: 1 1/2" = 1'-0"

C4

ISOLATION EQUIPMENT PAD DETAIL

SCALE: 1 1/2" = 1'-0"

A8

SLAB AT ROOF HATCH OPENING

Revisions: Date:

G

SCALE: 1" = 1'-0"

E6

CONCRETE AND CMU LINTEL DETAILS

SCALE: 1" = 1'-0"

A6

TYPICAL CMU LINTEL BEARING DETAIL

SCALE: 1" = 1'-0"

B8

TOP OF JAMB SUPPORT

SCALE:NONE

B10

CMU WALL OPENING PLATE

SCALE: 1 1/2" = 1'-0"

B4

TYPICAL THICKENED SLAB

SINGLE PLATE CONNECTION SCHEDULE

BEAM

SIZE

PLATE

LENGTH

"L"

PLATE

THICK

"T"

NUMBER OF

BOLTS "n"

BOLT SIZE

AND TYPE

W8 6" 3/8" 2 3/4"Ø A325-N

W10 6" 3/8" 2 3/4"Ø A325-N

W12 9" 3 3/4"Ø A325-N

W14 9" 3 3/4"Ø A325-N

12" 4 3/4"Ø A325-N

W18 12" 4 3/4"Ø A325-N

W16

NOTES:

1. DETAIL APPLIES TO ALL SIMPLY SUPPORTED BEAMS,

FRAMING INTO BEAMS, UNLESS SPECIFIC DETAILS

FOR AN ALTERNATE CONNECTION ARE PROVIDED.

2. "k" + 1 1/2" OR 3" MIN. - "k" = DISTANCE FROM OUTER FACE OF

FLANGE TO WEB TOE OF FILLET OF ROLLED SHAPE OR

EQUIVALENT DISTANCE ON WELDED SECTION, IN.

4"

2 1/2" 1 1/2"

2"

LE

N

G T

H

1/

2"

1/ 2"

"c /c

T Y

P

S P

A C

IN

G

S E

E N

O T

E

BOLTS - SEE SCHEDULE

PL "T" x 4" x "L"

0" M

IN

4"

2 1/2" 1 1/2"

2"

S E

E N

O T

E

0" M

IN

1/4

3/8"

3/8"

3/8"

3/8"

PAVEMENT

-SEE CIVIL

3' -6

#6 @ 12" c/c EACH WAY

TOP AND BOTTOM,

HOOK TOP BARS

1/4" EXPANSION JOINT w/

SEALANT TYP.

APPROX. EXTENTS OF FUEL TANK

8" 2 1/2"2 1/2" 8"

3' -6

T

Y P

(4)-#5xCONT. EA. STEM

#4 @ 12" c/c ENTIRE TANK PERIMETER

(VERTICAL BAR CENTERED IN WALL)

SEE CIVIL

2' -8

(2)-#5 SIDE BARS TYP.

M

IN

2"

C

LR1"

NON-LOADBEARING CMU

-SEE PLANS

VERT. WALL REINFORCING

AS PER STRUCTURAL

GENERAL NOTES

(2)-L3x3x1/4"x0'-9" LONG

@ 4'-0" C/C ANCHOR TO

METAL DECK w/ (2)-3/8" Ø HILTI

KWIK BOLT TZ2 EXP. ANCHORS

(2 1/2" EMBED.)

CMU BOND BEAM

w/ (2)-#5 CONT.

BENT PL. 1/4"x0'-9" LONG .

@ 4'-0" C/C ANCHOR TO

METAL DECK w/ (2)-3/8" Ø HILTI

KWIK BOLT TZ2 EXP. ANCHORS

(2 1/2" EMBED.)

CONCRETE ON DECK

-SEE PLANS

GROUT IF REQUIRED

NON-LOADBEARING CMU

-SEE PLANS

VERT. WALL REINFORCING

AS PER STRUCTURAL

GENERAL NOTES

(2)-L3x3x1/4"x0'-9" LONG

@ 4'-0" C/C ANCHOR TO

PL w/ #12 SELF-TAPPING SCREWS

CMU BOND BEAM

w/ (2)-#5 CONT.

PL 1/4" TO BRIDGE

BETWEEN FLUTES ANCHOR TO

METAL DECK w/ (2)-3/8" Ø HILTI

KWIK BOLT TZ2 EXP. ANCHORS

(2 1/2" EMBED.)

CONCRETE ON DECK

-SEE PLANS GROUT IF REQUIRED

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/1 6"

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/3 2"

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

G ra p h ic S ca le

/2

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

A/E:Consultant:

Sprinklered

OMAHA EHRM INFRASTRUCTURE

UPGRADE DESIGN

636-21-704

636 - OMAHA VA MEDICAL CENTER

B

IM

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FRAMING DETAILS

RBC CTD

ISSUED FOR BID

FULLY SPRINKLERED

May 15, 2023

Office of Construction and

Facilities Management

VA: Approver G-SB203

Revisions: Date:

SCALE:NONE

E5

TYPICAL BEAM TO BEAM CONNECTION AND SCHEDULE

SCALE: 1/2" = 1'-0"

E8

FUEL TANK PAD AND CONTAINMENT WALL

SCALE:NONE

D10

CMU PARTITION ANCHORAGE