589A7-21-132 Wichita Bid Drawings 04_Structural_Complete.pdf

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

CONSULTANTS

321 4 5 6 7 8 9 10

NO. DESCRIPTION DATE

PRINTS OF THIS DRAWING SHALL NOT BE USED FOR ANY PURPOSE

WHATSOEVER WITHOUT THE SEAL AND SIGNATURE OF THE

PROFESSIONAL ENGINEER

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

PROFESSIONAL ENGINEERING

CONSULTANTS

STRUCTURAL ENGINEER

ENGINEER OF RECORD

M-R PROJECT NO:

Structural :

PROFESSIONAL ENGINEERING

CONSULTANTS, PA (PEC)

Fire & Life Safety:

STANTON ENGINEERING SERVICES

Civil / Site Utility Engineering:

IMEG, CORP.

Hazardous Materials:

MABBETT & ASSOCIATES, INC.

Architect:

OCULUS, INC.

A u to d e s k D o c s /W ic h it a

C e n tr a liz e d

E m e rg e n c y P o w e r/

-0

S

T R

U C

T R

.r v t

/2

/2

:1

:3

A

M

S-000

STRUCTURAL

NOTES, SYMBOLS, ABBREVIATIONS

STRUCTURAL COVER SHEET

CONSTRUCT CENTRALIZED

EMERGENCY POWER SYSTEM

589A-21-132

Project Director

2026-03-26 JGH GG

BID DOCUMENTS

FULLY SPRINKLERED

ROBERT J. DOLE VA MEDICAL CENTER

WICHITA, KANSAS

0499-0162

GB#

HSS6X6X1/4

BP-1, P-1

F#

WF#

W16X26 (20) <3/4">

J#

GRADE BEAM MARK, REF. GRADE BEAM SCHEDULE

WALL FOOTING MARK, REF. WALL FOOTING SCHEDULE

SPREAD FOOTING MARK, REF. SPREAD FOOTING SCHEDULE

COLUMN SIZE

PILASTER TYPE, REF. PILASTER DETAILS

BASE PLATE TYPE, REF. BASE PLATE DETAILS

BRACED FRAME ABOVE, REF. FRAMING ELEVATIONS &

BRACED FRAME SCHEDULE

MOMENT CONN., REF. FRAMING ELEVATIONS & MOMENT

CONN. SCHEDULE

CAMBER

# OF HEADED SHEAR CONNECTORS (3/4" DIA. U.N.O.)

BEAM SIZE

JOIST MARK, REF. JOIST SCHEDULE

PLAN MARKS

BRACED FRAME BELOW, REF. FRAMING ELEVATIONS &

BRACE FRAME SCHEDULE

8' - 0"

SHEAR WALL MARK, REF. SHEAR WALL SCHEDULE

(POINTS TO SHEATHED SIDE)

SHEAR WALL LENGTH

L# LINTEL MARK AND SYMBOL, REF. LINTEL SCHEDULE

H# HEADER MARK, REF. HEADER SCHEDULE

# NUMBER OR POUNDS

(E) EXISTING

@ AT

ADD'L ADDITIONAL

ALT. ALTERNATE

APPROX. APPROXIMATE

ARCH. ARCHITECTURAL

B.O. BOTTOM OF

BLDG. BUILDING

BOT. BOTTOM

BRG. BEARING

C.J. CONTROL JOINT

CFS COLD-FORMED STEEL

CL CENTERLINE

CLR. CLEAR

CMU CONCRETE MASONRY UNIT

COL. COLUMN

COMP. COMPOSITE

CONC. CONCRETE

CONN. CONNECTION

CONST. CONSTRUCTION

CONT. CONTINUOUS

COORD. COORDINATE

CTR. CENTER

D(L) DEAD (LOAD)

DBA DEFORMED BAR ANCHOR

DEMO. DEMOLITION / DEMOLISH

DIA. DIAMETER

DIM. DIMENSION

DWG. DRAWING

DWL. DOWEL

E(L) EARTHQUAKE/SEISMIC (LOAD)

E.G. FOR EXAMPLE

E.J. EXPANSION JOINT

E.O.R. ENGINEER OF RECORD

EA. EACH

EL. ELEVATION

ELEC. ELECTRICAL

ELEV. ELEVATOR

EQ. EQUAL

EQUIP. EQUIPMENT

ETC. ET CETERA

EXIST. EXISTING

EXP. EXPANSION

EXT. EXTERIOR

F.S. FAR SIDE

F.V. FIELD VERIFY

FDN. FOUNDATION

FT FEET / FOOT

FTG. FOOTING

G.C. GENERAL CONTRACTOR

GA. GAUGE

GALV. GALVANIZED

GEN. GENERAL

H.D.G. HOT-DIP GALVANIZED

HD. ST. HEADED STUD

HORIZ. HORIZONTAL

I.D. INSIDE DIAMETER

I.E. INVERT ELEVATION

ABBREVIATIONS

LOAD BEARING CMU (NON-LOAD BEARING CMU HALFTONED)

EARTH

EXISTING

GROUT/SAND/GRANULAR FILL

PRECAST CONCRETE

CONCRETE

NOT IN SCOPE (E.G. VENEER, PAVING, ETC.)

STEEL (IN SECTION)

MATERIAL LEGEND

GRATING

1. BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC), 2024 EDITION, INCLUDING LOCAL SUPPLEMENTS.

THE STRUCTURE IS CLASSIFIED AS A RISK CATEGORY IV FACILITY.

2. DEAD AND LIVE LOADS:

UNIFORM CONCENTRATED TOTAL

LOCATION LIVE LOAD LIVE LOAD DEAD LOAD*

ROOF 40 PSF ---------- 70 PSF

SLAB ON GRADE 100 PSF 2,000 LB ----------

CATWALK 40 PSF 300 LB

*TOTAL DEAD LOAD INCLUDES WEIGHT OF STRUCTURAL ELEMENTS.

3. SNOW LOADS

GROUND SNOW LOAD, Pg: 28.0 PSF FLAT ROOF SNOW LOAD, Pf: 23.0 PSF SNOW EXPOSURE FACTOR, Ce: 1.0 SNOW IMPORTANCE FACTOR, Is: 1.0 THERMAL FACTOR, Ct 1.131 ROOF SLOPE FACTOR, Cs 1.0

DRIFTING OF SNOW AND UNBALANCED SNOW SHALL BE IN ACCORDANCE WITH THE CODE. FOR SNOW DRIFT INFORMATION SUCH AS DRIFT SURCHARGE LOAD, Pd, AND WIDTH OF SNOW DRIFTS, w, REFERENCE SNOW DRIFT TABLE.

4. WIND:

BASIC WIND SPEED, V: 122 MPH (3 SECOND GUST)

ALLOWABLE STRESS DESIGN WIND SPEED, Vasd: 94.5 MPH (3 SECOND GUST)

WIND EXPOSURE: C

INTERNAL PRESSURE COEF.: +/-0.18

COMPONENTS AND CLADDING PRESSURE SHALL BE USED FOR DESIGN OF EXTERIOR WALLS, WINDOWS, DOORS, AND MISCELLANEOUS MATERIALS NOT SPECIFICALLY SHOWN ON THE PLANS.

FOR COMPONENTS AND CLADDING DESIGN WIND PRESSURES, REFERENCE COMPONENT AND CLADDING

TABLE.

5. SEISMIC:

SITE CLASS: DEFAULT

SEISMIC DESIGN CATEGORY: C

SEISMIC IMPORTANCE FACTOR: 1.5

SS: 0.12

S1: 0.061

SDS: 0.11

SD1: 0.087

SEISMIC FORCE RESISTING SYSTEM: STRUCTURAL SYSTEMS NOT SPECIFICALLY DETAILED

FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION COEF., R 3

METHOD OF ANALYSIS: EQUIVALENT LATERAL FORCE

CS: 0.053

BASE SHEAR: 43 KIPS

6. RAIN INTENSITY (DURATION/100 YEAR MEAN RECURRENCE):

15 MINUTE: 1.68 INCHES PER HOUR

60 MINUTE: 3.45 INCHES PER HOUR

7. BLAST/ANTI -TERRORISM

A. THE STRUCTURE IS DESIGNED TO MEET THE BLAST-RESISTANT DESIGN REQUIREMENTS FOR

MISSION CRITICAL FACILITIES PER THE 2020 VA PHYSICAL SECURITY AND RESILIENCE DESIGN MANUAL, REVISED MAY 1ST, 2024.

B. STRUCTURAL DESIGN IS BASED ON THE CRITERIA AND LOADS INCLUDED IN "BLAST DESIGN GUIDANCE, 589A-21-132 CONSTRUCT CENTRALIZED EMERGENCY POWER SYSTEM - WICHITA VAMC

PSRDM "CRITICAL" DESIGNATION - 50' STANDOFF", DATED JANUARY 28TH, 2026.

STEP IN SURFACE ELEVATION

SLOPE IN SURFACE ELEVATION

DESIGN CRITERIA

I.J. ISOLATION JOINT

IN INCH(ES)

INT. INTERIOR

K KIPS

L(L) LIVE (LOAD)

LBS POUNDS

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC. LOCATION

MANUF. MANUFACTURER

MAX. MAXIMUM

MECH. MECHANICAL

MIN. MINIMUM

MISC. MISCELLANEOUS

MTL. METAL

N.A. NOT APPLICABLE

N.S. NEAR SIDE

N.T.S. NOT TO SCALE

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

O.H. OVERHEAD

OPP. OPPOSITE

P.A.F. POWDER ACTUATED FASTENER

PCF POUNDS PER CUBIC FOOT

PEMB PRE-ENGINEERED METAL BUILDING

PERP. PERPENDICULAR

PL. PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

QTY. QUANTITY

RAD. RADIUS

REF. REFERENCE

REINF. REINFORCING

REQ'D REQUIRED

REV. REVISION/REVISED

S.J. SAWN JOINT

S.S. STAINLESS STEEL

SCHED. SCHEDULE

SF SQUARE FEET/FOOT

SIM. SIMILAR

SPA. SPACE(S)

SQ. SQUARE

SSE SPECIALTY STRUCTURAL ENGINEER

STD. STANDARD

STIFF. STIFFENER

STRUCT. STRUCTURAL

T.O. TOP OF

T/C TENSION/COMPRESSION

TEMP. TEMPORARY

TYP. TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT. VERTICAL

W(L) WIND (LOAD)

W/ WITH

W/C WATER / CEMENT RATIO

WP WORKING POINT

WT. WEIGHT

WWF WELDED WIRE FABRIC

P-# DRILLED PIER MARK, REF. DRILLED PIER SCHEDULE

03/25/2026

SOIL PREPARATION AND FOUNDATIONS

1. THE FOUNDATION SYSTEM IS DESIGNED AS RECOMMENDED IN THE GEOTECHNICAL INVESTIGATION PREPARED BY PEC, JOB NO. 230478-000. A COPY IS IN THE SPECIFICATIONS OR IS AVAILABLE FOR

INSPECTION AT THE ENGINEER'S PLACE OF BUSINESS.

2. REMOVE TOP SOIL CONTAINING ORGANIC MATERIAL AND PREPARE THE BUILDING PAD IN ACCORDANCE WITH

THE CIVIL ENGINEERING PLANS, SPECIFICATIONS, AND GEOTECHNICAL INVESTIGATION.

3. REMOVE SOIL AS REQUIRED TO ALLOW FOR A LOW VOLUME CHANGE ZONE MIN 30" THICK UNDER THE FLOOR SLAB AND DRAINAGE MATERIAL. FILL TO SUBGRADE ELEVATION SHOWN ON THE DRAWINGS WITH NON-

EXPANSIVE FILL OR STABILIZED SOIL PER SPECIFICATION.

4. DO NOT BACKFILL FOUNDATIONS/BASEMENT WALLS UNTIL THE RESTRAINING SLABS OR ADEQUATE BRACING ARE IN PLACE. ALL BACKFILL SHALL BE PLACED AND COMPACTED IN ACCORDANCE WITH THE SPECIFICATION.

5. EXTERIOR SLABS SHALL SLOPE AWAY FROM THE STRUCTURE A MINIMUM OF 1/4" PER FOOT UNLESS NOTED

OTHERWISE.

6. SOIL SUPPORTED FOUNDATIONS:

A. DESIGN BEARING PRESSURE (NET) IS 2000 PSF FOR FOUNDATIONS BEARING ON UNDISTURBED SOIL OR APPROVED ENGINEERED FILL MATERIAL. BEARING MATERIALS SHALL BE VERIFIED BY A LICENSED

GEOTECHNICAL ENGINEER.

B. ALL FOUNDATIONS ARE DESIGNED WITH EARTH FORMED SIDES; THE TOP 7-1/4" OF THE FOUNDATION SHALL BE FORMED TO THE DESIGN DIMENSION WHEN VISIBLE AFTER CONSTRUCTION IS COMPLETE. THE CONSTRUCTED FOUNDATION DIMENSION SHALL BE NO LESS THAN THE DESIGN DIMENSION, AND NO

MORE THAT 6" GREATER THAN THE DESIGN DIMENSION.

7. DESIGN LATERAL EARTH PRESSURES (EQUIVALENT FLUID PRESSURE)

A. ACTIVE: 31 PCF

PASSIVE: 424 PCF

AT-REST: 49 PCF

4. MISCELLANEOUS CONCRETE DETAILS:

A. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4" INSIDE THE FORMS OR TOOLED TO 3/4"

RADIUS UNLESS NOTED OTHERWISE.

B. SLABS ON GRADE SHALL HAVE CONSTRUCTION JOINTS AND/OR CONTROL JOINTS (SAWN JOINTS) TO DIVIDE THE SLAB INTO PANELS, NOT TO EXCEED 144 SQUARE FEET. THE LONG DIMENSION SHALL NOT EXCEED THE SHORT DIMENSION BY MORE THAN 20%. CONTRACTOR TO SUBMIT PROPOSED LOCATIONS

FOR APPROVAL.

C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF ALL FORMING AND SHORING. SHORING FOR ELEVATED SLABS SHALL BE SET SO THAT ANY LOAD DUE TO THE CONCRETE OPERATIONS DOES NOT CAUSE THE FORMS TO SETTLE (SLACK, TAKE-UP, ETC.). ELEVATED SLABS THAT SPAN OVER TWENTY FIVE FEET SHALL HAVE AN ADDITIONAL SLIGHT CAMBER SET INTO THE FORMS FOR THE DEAD LOAD DEFLECTION OF THE SLAB (APPROXIMATELY L/480). SCREEDS SHALL ALSO INCORPORATE THIS CAMBER TO CREATE A FINISHED SLAB OF UNIFORM THICKNESS. ELEVATED SLABS SHALL NOT HAVE THE FORMS REMOVED WITHOUT PLACING RESHORES. IF ADDITIONAL ELEVATED SLABS WILL BE SHORED ON TOP OF PREVIOUSLY CAST ELEVATED SLABS, THE SLABS SHALL BE RESHORED IN ACCORDANCE WITH ACI.

D. NO ALUMINUM SHALL BE EMBEDDED IN CONCRETE. CONDUITS AND PIPING EMBEDDED IN CONCRETE WALLS, SLABS, OR BEAMS SHALL BE SPACED A MINIMUM OF FOUR DIAMETERS AND THE OUTSIDE DIAMETER SHALL BE LESS THAN 30% OF THE MEMBER THICKNESS AND PLACED BETWEEN LAYERS OF

REINFORCING.

E. NO CONDUIT MAY BE EMBEDDED IN SLABS ON METAL DECK OR TOPPING SLABS ON PRECAST CONCRETE

UNLESS SPECIFICALLY DETAILED OR NOTED OTHERWISE ON STRUCTURAL PLANS.

F. RADIANT FLOOR TUBING EMBEDDED IN SLABS ON GRADE SHALL BE INSTALLED BELOW THE REINFORCING

AS DETAILED.

5. WHEN THE CONCRETE WILL HAVE MOISTURE SENSITIVE FLOOR COVERING, THE CONTRACTOR SHALL COORDINATE THE CURING TIME TO ALLOW THE MOISTURE VAPOR TRANSMISSION TO REDUCE THE LEVEL THAT THE ADHESIVE MANUFACTURER WILL GUARANTEE THE INSTALLATION. THE CONTRACTOR SHALL HAVE THE FLOOR COVERING INSTALLER TEST THE MOISTURE VAPOR TRANSMISSION OR USE AN ADHESIVE DESIGNED FOR THE RATE OF VAPOR TRANSMISSION OCCURRING AT THE TIME OF INSTALLATION.

CONCRETE REINFORCING

1. MATERIALS ASTM GRADE

PLATE & ANGLE: A36 ---

REINFORCING STEEL: A615 60

WELDED WIRE FABRIC (WWF): A185 60 (MIN.)

HEADED STUDS: A108 ---

ANCHOR RODS (BOLTS): F1554 36

2. DETAILS:

A. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS NOTED OTHERWISE. WHEN WELDING IS APPROVED, WELDING SHALL BE IN ACCORDANCE WITH AWS D1.4 "WELDING REINFORCING STEEL, ETC."

B. WELDED WIRE FABRIC SHALL BE FURNISHED IN FLAT SHEETS.

C. SHOP DRAWINGS SHALL BE SUBMITTED WITH REINFORCING STEEL IN ACCORDANCE WITH ACI 315.

D. WHEN MECHANICAL SPLICES ARE INDICATED ON THE PLANS, THE SPLICE SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE REINFORCING STEEL. REQUESTS BY THE CONTRACTOR FOR

MECHANICAL SPLICES MUST BE SUBMITTED IN WRITING.

3. PLACEMENT:

A. ALL REINFORCING AND EMBEDMENTS SHALL BE SUPPORTED ON CHAIRS/BOLSTERS TO THE DESIGN DIMENSIONS. SPACING SHALL BE SUFFICIENTLY CLOSE TO PREVENT DISPLACEMENT OR PERMANENT DEFORMATION DUE TO CONCRETE PLACEMENT, FOOT TRAFFIC, OR VIBRATION. "PUDDLING IN" OR

"PULLING UP" REINFORCING IS NOT AN ACCEPTABLE METHOD FOR PLACING REINFORCING.

CHAIRS/BOLSTERS SHALL HAVE PLASTIC COATED FEET OR BE MADE OF STAINLESS STEEL.

CHAIRS/BOLSTERS IN CONTACT WITH EARTH SHALL HAVE BOTTOM PLATES AND BE COATED TO PREVENT CORROSION. ANCHOR RODS SHALL BE HELD IN PLACE WITH TEMPLATES SUFFICIENTLY STRONG TO

PREVENT DISPLACEMENT OR TILTING.

B. MAINTAIN ACI CLEAR COVER ON REINFORCING AS LISTED BELOW UNLESS NOTED OTHERWISE.

CAST AGAINST EARTH (BOTTOM OR SIDES): 3"

FORMED - EXPOSED TO SOIL, WEATHER OR LIQUIDS: 2"

FORMED SLABS - INTERIOR: 1"

SLABS ON GRADE (FROM TOP OF SLAB): 1.5"

C. PROVIDE CORNER BARS OF THE SAME SIZE AND SPACING AS ADJACENT REINFORCING.

D. OPENINGS IN WALLS OR SLABS SHALL BE REINFORCED PER DETAIL.

E. REINFORCING STEEL SHALL BE LAPPED PER CONCRETE REINFORCEMENT LAP TABLE.

F. WELDED WIRE FABRIC SHALL BE LAPPED ONE FULL SQUARE PLUS 2".

MASONRY

1. MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE TMS 402/602 AND THE BUILDING CODE.

2. MATERIALS:

A. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE TWO-CELL, LIGHTWEIGHT AGGREGATE UNITS WITH A SPECIFIED MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI ON NET AREA AT 28 DAYS CONFORMING TO

ASTM C90.

B. ALL MORTAR SHALL BE TYPE "S" CONFORMING TO ASTM C270.

C. THE MINIMUM COMPRESSIVE STRENGTH (f'm) OF A PRISM ASSEMBLED OF CMU AND FULL MORTAR

BEDDING SHALL BE 2000 PSI AT 28 DAYS ON THE NET AREA.

D. ALL GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM GROUT COMPRESSIVE STRENGTH (f'c) OF

2500 PSI.

E. REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF ASTM A615, GR. 60.

F. CMU LOCATED BELOW GRADE SHALL BE NORMAL-WEIGHT AGGREGATE UNITS WITH ALL CELLS GROUTED

SOLID.

G. ALL CMU SHALL BE IN RUNNING BOND.

3. HORIZONTAL WALL REINFORCING:

A. PROVIDE CONTINUOUS HORIZONTAL REINFORCING AT THE TOP OF THE WALL AND AT A MAXIMUM OF 4'-0" ON CENTER IN KNOCK-OUT BOND BEAMS UNLESS NOTED OTHERWISE. REINFORCING STEEL SHALL BE

LAPPED PER THE CMU REINFORCING LAP TABLE.

B. PROVIDE HORIZONTAL REINFORCING AT THE HEAD OF ALL OPENINGS IN A "U" SHAPED SOLID BOTTOM LINTEL BLOCK. CUT OFF THE BOTTOM SHELL OF THE LINTEL BLOCKS AT VERTICAL REINFORCING LOCATION FOR JAMBS. PROVIDE HORIZONTAL REINFORCING AT THE SILL OF ALL OPENINGS IN A KNOCK- OUT BOND BEAM. REINFORCING STEEL SHALL EXTEND BEYOND OPENING PER TYPICAL DETAILS.

C. MINIMUM HORIZONTAL REINFORCING IN ALL LINTELS AND BOND BEAMS SHALL BE AS FOLLOWS UNLESS

NOTED OTHERWISE:

THICKNESS REINFORCING

8" (2) #4 12" (2) #5 U.N.O.

4. VERTICAL REINFORCING:

A. PROVIDE VERTICAL REINFORCING (NORMAL REINFORCING) IN FULLY GROUTED CELLS, CENTERED AND HELD IN PLACE BY REINFORCING STEEL GUIDES IN ALL WALLS AS FOLLOWS, UNLESS NOTED OTHERWISE:

THICKNESS EXTERIOR & LOAD BRG. WALLS

8" #5 AT 48" O.C.

12" REF. ELEVATIONS

B. PROVIDE VERTICAL FULLY GROUTED REINFORCED CELLS AT EACH SIDE OF AN ISOLATION JOINT, AT INTERSECTIONS OF WALLS, EACH SIDE OF A WALL OPENING, AT EACH BEAM BEARING, AND AT THE END

OF A WALL.

C. VERTICAL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE TOP OF THE SUPPORTING MEMBER TO THE TOP BOND BEAM. THERE SHALL BE A DOWEL, CAST INTEGRAL WITH THE SUPPORTING MEMBER, FOR EACH VERTICAL REINFORCING BAR EXCEPT AS NOTED. ALL VERTICAL REINFORCING STEEL SHALL BE HOOKED INTO TOP BOND BEAM. ALL HOOKS, STRAIGHT EMBEDMENTS AND LAPS SHALL BE PER TABLE.

5. LOCATION AND DETAILS OF CONTROL AND ISOLATION JOINTS IN MASONRY WALLS SHALL BE PER WALL ELEVATIONS. IF NOT SHOWN OR NOTED ON THE ARCHITECTURAL DRAWINGS, THE MAXIMUM SPACING OF CONTROL OR ISOLATION JOINTS SHALL BE AT A LENGTH TO HEIGHT RATIO OF 2:1 OR 30'-0" O.C., WHICHEVER IS LESS. REINFORCING IN ALL BOND BEAMS, INCLUDING THE TOP BOND BEAM, SHALL BE DISCONTINUOUS AT CONTROL AND ISOLATION JOINTS. CONTRACTOR SHALL SUBMIT A JOINT LAYOUT PLAN FOR APPROVAL PRIOR

TO CONSTRUCTION..

5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING WALL ELEVATIONS AS PART OF THE SUBMITTAL.

WALL ELEVATIONS SHALL INCLUDE HORIZONTAL AND VERTICAL REINFORCING, EMBEDS, CONTROL JOINTS, OPENINGS, ETC. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ALL OPENING LOCATION.

6. EMBEDDED CONDUIT, PIPES OR SLEEVES SHALL BE NO CLOSER THAN 3 DIAMETER ON CENTER OR DISPLACE

MORE THAN 2% OF THE NET AREA.

LINTELS SUPPORTING CMU WALLS OVER OPENINGS, UNLESS NOTED OTHERWISE, SHALL BE:

OPENING WIDTH LINTEL

< 4'-0" 8"X8" CMU "U" SHAPED BOND BEAM W/ (2) #5

12"X8" CMU "U" SHAPED BOND BEAM W/ (2) #6

> 4'-0" REF. PLANS

ALL LINTELS SHALL BEAR A MINIMUM OF 8" ON EACH END. EXTERIOR LINTELS SHALL BE GALVANIZED UNLESS

NOTED OTHERWISE BY ARCHITECT

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL MEET THE LATEST "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGE," AND HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE AND THE LATEST EDITION OF

AISC "MANUAL OF STEEL CONSTRUCTION".

2. STRUCTURAL STEEL SHALL BE NEW AND MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE

ON THE DRAWINGS:

TYPE ASTM GRADE

W & WT SHAPES A992 ------

PLATES, CHANNELS, & ANGLES A36 ------

RECTANGULAR HSS SECTIONS A500 C (FY=50 KSI)

STRUCTURAL BOLTS A325 ------ (ASTM F1852)

ERECTION BOLTS A307 ------

HEADED ANCHOR STUDS A108 1015/1025

3. ALL BOLTED CONNECTIONS SHALL BE STANDARD AISC BEARING TYPE FRAMING CONNECTIONS. BOLTS

SHALL BE TENSION-INDICATING FOR INSPECTION PURPOSES.

A. BOLTED MOMENT CONNECTIONS INDICATED ON DRAWINGS SHALL USE FRICTION TYPE PRETENSIONED

BOLTS AND INDICATED AS SLIP CRITICAL (SC).

4. ALL CONNECTIONS NOT DETAILED OR OTHERWISE NOTED SHALL BE PROVIDED BY THE FABRICATOR AND

HIGHLIGHTED FOR THE ENGINEER OF RECORD'S REVIEW.

A. ALL MOMENT CONNECTIONS AS INDICATED ON THE DRAWINGS SHALL DEVELOP THE FULL MOMENT CAPACITY OF THE CONNECTED MEMBERS. MOMENT CONNECTIONS SHALL BE WELDED TYPE UNLESS

NOTED OTHERWISE.

B. SLIP CRITICAL (SC) CONNECTIONS SHALL HAVE UNCOATED CLASS A FAYING SURFACES.

STEEL DECKING

1. DECK SHALL BE ATTACHED TO ALL SUPPORTING MEMBERS.

A. ATTACH METAL DECK TO STEEL MEMBERS WITH 5/8" DIAMETER PUDDLE WELDS. USE WELDING WASHERS

FOR DECKS THINNER THAN 22 GAUGE. WELDS SHALL BE IN ACCORDANCE WITH THE CURRENT

STANDARDS OF THE AWS. REFERENCE THE DECK ATTACHMENT DETAIL.

(IF MECHANICAL FASTENERS ARE PREFERRED, CONTRACTOR MAY SUBMIT A REPLACEMENT THAT IS

SHOWN TO HAVE EQUAL OR GREATER CAPACITY THAN THE DECK ATTACHMENT SHOWN)

B. SIDE LAPS OF METAL DECK SHALL BE FASTENED TOGETHER WITH #10 TEK SCREWS WITH METAL IN FULL

CONTACT. REFERENCE THE DECK ATTACHMENT DETAIL.

2. NON-COMPOSITE FLOOR DECK SHALL BE 1.5" DEEP, 20 GAUGE, NON-COMPOSITE METAL DECK WITH THE

FOLLOWING PROPERTIES:

MINIMUM FY: 50 KSI

MINIMUM IP: 0.217 IN4

MINIMUM SP: 0.229 IN3

MINIMUM IN: 0.197 IN4

MINIMUM SN: 0.224 IN3

3. COMPOSITE FLOOR DECK SHALL BE 2" DEEP, 20 GAUGE, COMPOSITE METAL DECK WITH THE FOLLOWING

PROPERTIES:

MINIMUM FY: 50 KSI

MINIMUM IP: 0.409 IN4

MINIMUM SP: 0.326 IN3

MINIMUM IN: 0.407 IN4

MINIMUM SN: 0.337 IN3

COMPOSITE DECK SHALL [CONFORM TO ASTM A653 WITH G60 FINISH/RECEIVE FINISH PER SPECIFICATION].

DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS. WHEN THE COMPOSITE DECKING EXCEEDS THE MAXIMUM SAFE CONSTRUCTION SPAN AS DEFINED BY SDI, THE CONTRACTOR SHALL SHORE THE DECKING. DECK SHORING SHALL CONSIST OF A SINGLE HORIZONTAL SHORE MIDWAY BETWEEN BEAMS SUPPORTED BY SHORES THAT SPAN FROM BEAM TO BEAM. THIS ALLOWS THE SHORES/DECKING TO

DEFLECT WITH THE BEAMS. DO NOT SHORE DECK FROM GRADE OR FLOOR BELOW.

4. PROVIDE ANGLE FRAME TO SUPPORT METAL DECK AT ALL ROOF DRAINS AND OTHER OPENINGS GREATER

THAN 8" X 8". OPENINGS SMALLER THAN 8" REQUIRE NO REINFORCEMENT.

CONSTRUCTION DETAILS FOR STRUCTURAL MOVEMENT

1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ACCOMMODATIONS IN GLAZING, ARCHITECTURAL FINISHES, PLUMBING, HVAC, AND ELECTRICAL ELEMENTS TO PREVENT DAMAGE DUE TO DEFLECTION OF

ROOF, WALL AND FLOOR MEMBERS.

2. VERTICAL DEFLECTIONS DUE TO GRAVITY LOADS: LIVE/SNOW/WIND TOTAL

OPEN WEB ROOF JOISTS L/360 L/240

WIDE FLANGE ROOF BEAMS & GIRDERS L/360 L/240

3. HORIZONTAL DEFLECTIONS OF INDIVIDUAL MEMBERS:

A. EXTERIOR WALLS WIND OR SEISMIC

WITH PLASTER OR STUCCO FINISHES L/360

WITH BRICK OR STONE VENEER L/600

WITH GLASS FINISHES L/175 (MAX 3/4")

B. INTERIOR WALLS

WITH PLASTER OR STUCCO FINISHES L/360

ALL OTHERS L/240

4. DEFLECTION LIMITS OF WHOLE BUILDING FRAME DUE TO WIND* (W) OR SEISMIC (E):

A. THE BUILDING HAS BEEN DESIGNED FOR A LIMITED DRIFT FOR WIND

CONVENTIONAL BUILDING (FLOOR TO FLOOR/ROOF) H/200 (W), AS REQ'D PER ASCE 7 (E)

CONCRETE

1. ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318 AND THE BUILDING CODE, AND IN

CONFORMANCE WITH THE CURRENT "ACI MANUAL OF CONCRETE PRACTICE."

2. THE CONCRETE REQUIREMENTS ARE:

A. FINE AGGREGATE FOR LIGHTWEIGHT AND NORMAL WEIGHT CONCRETE SHALL MEET ASTM C33.

B. COARSE AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. COARSE AGGREGATES SHALL BE NO LESS THAN 50% OF THE TOTAL AGGREGATE BY WEIGHT, UNLESS APPROVED

BY THE ENGINEER PRIOR TO MIX DESIGN SUBMITTAL.

C. ALL COARSE AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C330. COARSE AGGREGATE SHALL BE NO LESS THAN 50% OF THE TOTAL AGGREGATE BY VOLUME, UNLESS APPROVED BY THE ENGINEER PRIOR TO MIX DESIGN SUBMITTAL. AGGREGATE SHALL BE DELIVERED "VACUUM

SATURATED" OR STORED SUBMERGED IN WATER.

D. THE CONTRACTOR OR MIX DESIGNER SHALL SPECIFY AN APPROPRIATE SLUMP PER ACI 117 FOR THE APPLICATION AS NEEDED FROM PUMPING, WORKABILITY, AND FINISHING. IF CONCRETE IS PLACED THROUGH A FUNNEL HOPPER AT THE TOP OF A DEEP FOUNDATION ELEMENT, THE MIX SHALL HAVE A

SLUMP BETWEEN 4" AND 8".

E. THE CONCRETE COMPRESSIVE STRENGTH, f'c, SHALL BE BASED ON 28-DAY TESTS UNLESS NOTED

OTHERWISE.

F. REFER TO CONCRETE MIX DESIGN REQUIREMENTS TABLE FOR MIX DESIGN.

3. ADMIXTURES, HARDENERS, & CURING COMPOUNDS

A. ALL CONCRETE ADMIXTURES SHALL, WHEN MIXED INTO CONCRETE, BE NON-CHLORIDE AND NON-

CHLORIDE FORMING.

B. ALL ADMIXTURES MUST CONFORM TO ASTM C 494 AND C 260.

C. CONCRETE CURING COMPOUND AND SEALERS SHALL MEET ASTM C 309 TYPE 1 OR 1D.

D. USE OF "SELF CONSOLIDATING" CONCRETE MUST BE SUBMITTED FOR APPROVAL WITH THE CONCRETE

MIX DESIGN.

E. CONCRETE PENETRATING HARDENER SEALERS SHALL BE USED ON ALL EXPOSED CONCRETE FLOORS

UNLESS OTHER COATINGS ARE REQUIRED BY THE ARCHITECT.

5. ALL WELDING SHALL BE IN ACCORDANCE WITH LATEST AWS CODE, SECTION D1.1. ALL WELD MATERIAL

SHALL BE 70 KSI TENSILE STRENGTH.

6. STEEL FRAMING MEMBERS SHALL NOT BE SPLICED.

7. OPENINGS SHALL NOT BE FIELD-CUT IN THE FLANGE OR WEBS OF STEEL MEMBERS.

8. PACK GROUT SOLIDLY BETWEEN BEARING SURFACES AND BASE PLATES WITH FACTORY-PACKAGED, NON- METALLIC, NON-SHRINK, NON-CORROSIVE GROUT COMPLYING WITH ASTM C1107. GROUT TO HAVE A

MINIMUM COMPRESSIVE 28 DAY STRENGTH OF 7,500 PSI.

9. GALVANIZED STRUCTURAL STEEL SHALL CONFORM TO ASTM A123 FOR MEMBERS AND ASTM A153 FOR CONNECTION ELEMENTS. REPAIR ANY DAMAGED GALVANIZING COATING IN ACCORDANCE WITH ASTM A780.

8. DRILLED SHAFT PIERS:

A. DESIGN FOUNDATION BEARING PRESSURE (NET) OF 1750 PSF AND DESIGN FOUNDATION SIDE FRICTION OF 800 PSF. FOUNDATIONS ARE TO PENETRATE 3' INTO SHALE. BEARING MATERIALS SHALL BE VERIFIED

BY A LICENSED GEOTECHNICAL ENGINEER.

B. BID DEPTH FOR BOTTOM OF PIERS SHALL BE AT ELEVATION -28'. REFERENCE THE SPECIFICATION FOR UNIT PRICE ADD/DEDUCT FORMS. BOTTOM OF PIER ELEVATION IS APPROXIMATE AND SHALL BE VERIFIED

BY THE OWNER'S REPRESENTATIVE AT THE TIME OF CONSTRUCTION.

C. THE SUBSURFACE GEOTECHNICAL INVESTIGATION INDICATED THAT TEMPORARY CASINGS MAY BE

REQUIRED WHILE PLACING DRILLED SHAFTS.

D. REINFORCING FOR ALL DRILLED SHAFTS SHALL BE PLACED PRIOR TO CONCRETING AND BE SPACED FROM THE SIDES WITH 3" SIDE SPACERS. CONCRETE SHALL BE PLACED WITH A TREMMIE. CONCRETE SHALL NOT BE PLACED IN FLOWING WATER. CONCRETE MAY BE PLACED IN STILL WATER PROVIDED THE

TREMMIE END IS EMBEDDED IN THE WET CONCRETE A MINIMUM OF 2'-0" AT ALL TIMES.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

CONSULTANTS

321 4 5 6 7 8 9 10

NO. DESCRIPTION DATE

PRINTS OF THIS DRAWING SHALL NOT BE USED FOR ANY PURPOSE

WHATSOEVER WITHOUT THE SEAL AND SIGNATURE OF THE

PROFESSIONAL ENGINEER

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

PROFESSIONAL ENGINEERING

CONSULTANTS

STRUCTURAL ENGINEER

ENGINEER OF RECORD

M-R PROJECT NO:

Structural :

PROFESSIONAL ENGINEERING

CONSULTANTS, PA (PEC)

Fire & Life Safety:

STANTON ENGINEERING SERVICES

Civil / Site Utility Engineering:

IMEG, CORP.

Hazardous Materials:

MABBETT & ASSOCIATES, INC.

Architect:

OCULUS, INC.

A u to d e s k D o c s /W ic h it a

C e n tr a liz e d

E m e rg e n c y P o w e r/

-0

S

T R

U C

T R

.r v t

/2

/2

:1

:3

A

M

S-001

STRUCTURAL

NOTES

GENERAL NOTES

CONSTRUCT CENTRALIZED

EMERGENCY POWER SYSTEM

589A-21-132

Project Director

2026-03-26 JGH GG

BID DOCUMENTS

FULLY SPRINKLERED

ROBERT J. DOLE VA MEDICAL CENTER

WICHITA, KANSAS

0499-0162

CONCRETE MIX DESIGN REQUIREMENTS

LOCATION

COMPRESSIVE

STRENGTH, f'c

(PSI)

TARGET

AIR

CONTENT

EXPOSURE

CLASSES NOTES

F C S W

DRILLED PIERS 3000 NR F0 C1 S0 W1

GRADE BEAMS/STEM

WALLS/FOOTINGS

4500 6% F2 C1 S0 W1

INTERIOR SLAB ON GRADE 4000 NR F0 C0 S0 W0

SLAB ON DECK 4000 NR F0 C0 S0 W0

LEAN CONC. FILL 250 NR F0 C0 S0 W0

POST INSTALLED ANCHORING SYSTEMS

1. SUBSTITUTION OF POST INSTALLED ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE DRAWINGS WILL

NOT BE PERMITTED UNLESS APPROVED BY THE ENGINEER OF RECORD IN ADVANCE.

2. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII) AND THE EVALUATION REPORT (ER/ESR) SPECIFIED INCLUDING HOLE PREPARATION, TEMPERATURE AND MOISTURE CONDITIONS. HOLES SHALL BE DRY AT THE TIME OF INSTALLATION.

3. ADHESIVE ANCHORS:

A. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE CONTRACTOR MUST MAINTAIN TRAINING RECORDS OF ALL CONTRACTOR PERSONNEL INSTALLING ANCHORS AND SUBMIT TO

THE ENGINEER OF RECORD PRIOR TO INSTALLING ANCHORS UPON REQUEST.

B. ADHESIVE ANCHORS SHALL BE USED IN CONJUNCTION WITH THE APPROPRIATE ADHESIVE SYSTEM.

STANDARD REINFORCING STEEL REBAR ANCHORED IN CONCRETE SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE 60 UNLESS NOTED OTHERWISE. ALL THREADED ANCHORS SHALL BE IN ACCORDANCE TO

ASTM F1554 GRADE 36 (OR BETTER) OR STAINLESS STEEL 304/316.

C. APPROVED ADHESIVES FOR PREVIOUSLY CAST CONCRETE:

MANUFACTURER/PRODUCT EVALUATION REPORT

HILTI HIT-HY200 ICC-ES ESR-3963

HILTI HIT-HY270 SAFE SET INSTALLATION ICC-ES ESR-3187

HILTI HIT-RE 500 V3 SAFE SET INSTALLATION ICC-ES ESR-2322/3814

SIMPSON STRONG-TIE SPEED CLEAN SET-3G ICC-ES ESR-4057

SIMPSON STRONG-TIE SPEED CLEAN AT-3G ICC-ES ESR-5026

DEWALT PURE110+ ICC-ES ESR-3298

DEWALT AC200+ ICC-ES ESR-4027

D. APPROVED ADHESIVES FOR GROUTED MASONRY:

MANUFACTURER/PRODUCT EVALUATION REPORT

HILTI HIT-HY 200 SAFE SET ICC-ES ESR-4143

SIMPSON STRONG-TIE SPEED CLEAN SET-3G ICC-ES ESR-4844

DEWALT AC100+ GOLD ICC-ES ESR-3200

4. EXPANSION ANCHORS:

A. APPROVED EXPANSION ANCHORS FOR PREVIOUSLY CAST CONCRETE:

MANUFACTURER/PRODUCT EVALUATION REPORT

HILTI KWIK BOLT KB-TZ2 ICC-ES ESR-4266

SIMPSON STRONG-TIE STRONG BOLT 2 ICC-ES ESR-3037

DEWALT POWER-STUD+ ICC-ES ESR-2502

5. SCREW ANCHORS:

A. APPROVED SCREW ANCHORS FOR PREVIOUSLY CAST CONCRETE:

MANUFACTURER/PRODUCT EVALUATION REPORT

HILTI KH-EZ ICC-ES ESR-3027

SIMPSON STRONG-TIE TITEN HD ICC-ES ESR-2713

DEWALT WEDGE-BOLT+ ICC-ES ESR-2526

CONTRACT/CONSTRUCTION DOCUMENTS

1. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN A FULL SET OF THE MOST RECENT REVISIONS OF EACH DOCUMENT INCLUDING ALL PLANS, SPECIFICATIONS, ADDENDA, AND SUPPLEMENTAL INSTRUCTIONS.

2. THE CONTRACTOR SHALL REVIEW THE DOCUMENTS PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY MATERIALS FOR CONFLICTS. IF CONFLICTS OCCUR THE CONTRACTOR SHALL USE THE MOST STRINGENT

REQUIREMENT OR REQUEST A CLARIFICATION THROUGH A REQUEST FOR INFORMATION (RFI).

3. THE DOCUMENTS MAY NOT BE REPRODUCED IN WHOLE OR IN PART FOR USE ON PROJECTS OTHER THAN IDENTIFIED IN THE TITLE BLOCK. SHOULD THE CONTRACTOR USE THE DOCUMENTS AS A PORTION OF A SHOP DRAWING SUBMITTAL, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY CONSEQUENCES RESULTING

FROM ERRORS IN THE REPRODUCED DOCUMENTS.

4. DETAILS LABELED TYPICAL ARE INTENDED TO REPRESENT A CONDITION THAT OCCURS AT SEVERAL

LOCATIONS IN THE PLANS WHETHER OR NOT THE DETAIL IS REFERENCED.

5. DO NOT SCALE THE PLANS AND DETAILS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.

CONTRACTOR'S RESPONSIBILITY

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL SUB-CONTRACTOR SUBMITTALS AND NOTING ALL DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS PRIOR TO SUBMITTING TO THE ENGINEER

FOR REVIEW.

2. SUBSTITUTION REQUESTS SHALL BE SUBMITTED IN WRITING WITH THE COST REDUCTION AMOUNT AND THE SCHEDULE IMPACT FOR THE OWNER (SUBMITTALS WITHOUT THE COST AND SCHEDULE IMPACT WILL NOT BE REVIEWED). A COMPARISON OF THE DATA WITH THE MATERIAL SPECIFIED INCLUDING CODE APPROVALS

SHALL BE PROVIDED.

3. REQUESTS FOR INFORMATION (RFI) SHALL BE SUBMITTED IN WRITING WITH COST, SCHEDULE IMPACT, AND SUGGESTED SOLUTION INCLUDED. AN RFI THAT DOES NOT INCLUDE THE COST AND SCHEDULE IMPACT WILL

NOT BE REVIEWED.

4. DEFECTIVE WORK REPORT (DWR) SHALL BE SUBMITTED TO THE ENGINEER. THE DWR SHALL REPORT THE DEFECT AND PROPOSE A REMEDIATION OF THE DEFECT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH THE REMEDIATION OF THE DEFECT INCLUDING ENGINEERING COSTS, IF ANY.

5. WHEN THE CONTRACTOR BECOMES AWARE OF WHAT MAY BE AN UNFORESEEN CONDITION THAT COULD AFFECT COST OR SCHEDULE, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING. AFTER REVIEW AND ENGINEER'S DETERMINATION THAT AN UNFORESEEN CONDITION EXISTS; THE CONTRACTOR SHALL SUBMIT A CHANGE ORDER REQUEST FOR APPROVAL WITH BOTH COST AND SCHEDULE IMPACT ATTACHED.

6. THE CONTRACTOR'S SCHEDULE MUST PROVIDE A REASONABLE TIME ALLOWANCE FOR THE ENGINEERING

REVIEW AND APPROVAL.

7. THE CONTRACTOR WILL BE SOLELY RESPONSIBLE FOR SITE SAFETY. THE ENGINEER IS RESPONSIBLE FOR FOLLOWING THE CONTRACTOR'S CONSTRUCTION SITE SAFETY INSTRUCTIONS PROVIDED IN WRITING.

ALTERNATELY, THE CONTRACTOR SHALL ASSIGN AN ESCORT TO ADVISE THE ENGINEER OF SITE SAFETY ISSUES DURING SITE VISITS. THE ENGINEER'S PURPOSE OF A SITE VISIT IS SOLELY TO BECOME FAMILIAR WITH THE GENERAL PROGRESS AND QUALITY OF THE PROJECT. THE ENGINEER'S SITE VISIT IS NOT A

QUALITY CONTROL FUNCTION.

CONSTRUCTION MEANS AND METHODS ISSUES

1. SLAB ON GRADE AND ELEVATED SLABS ARE NOT DESIGNED TO SUPPORT CRANES, FORKLIFTS, TRUCKS, MANLIFTS, OR OTHER CONSTRUCTION RELATED EQUIPMENT UNLESS NOTED AS SUCH. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE IF CONSTRUCTION EQUIPMENT CAN BE SAFELY OPERATED

ON THESE SLABS AND TO REPAIR ANY DAMAGE THE EQUIPMENT MAY CAUSE.

2. THE CONSTRUCTION DOCUMENTS REPRESENT A STABLE STRUCTURE IN THE COMPLETED FORM. THE CONTRACTOR SHALL PROVIDE ANY TEMPORARY BRACING AND/OR SHORES TO SAFELY CONSTRUCT THE

BUILDING AND PREVENT DAMAGE DURING CONSTRUCTION.

3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION THAT MAY AFFECT THE PROJECT AND REPORT DISCREPANCIES TO THE ENGINEER. ANY DIMENSIONS FOR ELEVATIONS THAT IMPACT NEW WORK SHALL BE VERIFIED PRIOR TO FABRICATION OF ANY MATERIAL. EXISTING BUILDING ELEMENTS THAT ARE TO BE ABANDONED THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED.

4. WHEN A PIECE OF EQUIPMENT (HVAC, ELECTRICAL, KITCHEN, ETC.) IS PROVIDED THAT IS DIFFERENT THAN THE EQUIPMENT THAT THE STRUCTURE WAS DESIGNED FOR EITHER BY SIZE, WEIGHT OR CONFIGURATION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH THE REMEDY OF THE SITUATION. THOSE COSTS SHALL INCLUDE THE ENGINEERING COSTS TO REDESIGN PORTIONS OF THE

STRUCTURE TO ACCOMMODATE THE SUBSTITUTED EQUIPMENT.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL DESIGN AND MATERIALS FOR ATTACHING NON-STRUCTURAL ELEMENTS TO ANY PORTION OF THE STRUCTURE TO RESIST ALL LOADS, INCLUDING SEISMIC, IN A WAY THAT DOES NOT OVERSTRESS STRUCTURAL MEMBERS. NON-STRUCTURAL ELEMENTS CAN BE FOUND IN EACH OF THE OTHER DISCIPLINES (ARCHITECTURAL, MECHANICAL, ELECTRICAL, ETC.).

STRUCTURAL TESTS, INSPECTIONS, AND QUALITY ASSURANCE

1. ALL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED PER CHAPTER 17 OF THE BUILDING CODE

WITH LOCAL SUPPLEMENTS, UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED.

GRATING AND FLOOR PLATE

1. GRATING SHALL BE CONNECTED TO SUPPORTS PER MANUFACTURER'S RECOMMENDATIONS, USING ANCHOR

AND CLIP ASSEMBLIES UNLESS NOTED OTHERWISE.

2. BAR GRATING DESIGNATED ON DRAWINGS IS BASED ON MCNICHOLS COMPANY. EQUALS MAY BE SUBMITTED

FOR APPROVAL BY THE ENGINEER OF RECORD.

A. NO NOTCHING OR CUTTING OF BEARING BARS BEFORE WELDING IS PERMISSIBLE.

MISCELLANEOUS METALS

1. ALL CONNECTIONS SHALL BE COMPATIBLE WITH MATERIALS BEING CONNECTED UNLESS FULLY ISOLATED

WITH A DI-ELECTRIC MATERIAL.

2. ALUMINUM SHALL CONFORM TO ASTM B221, ALLOY 6063-T52 FOR HANDRAIL AND ALLOY 6061-T6 FOR STRUCTURAL SHAPES. TOOLS USED FOR ALUMINUM SHALL BE FREE OF RESIDUE FROM OTHER METALS.

3. STAINLESS STEEL SHAPES SHALL CONFORM TO ASTM A276, TYPE 304. WHEN WELDING IS REQUIRED, STAINLESS STEEL SHAPES SHALL CONFORM TO ASTM A276, TYPE 304 L. TOOLS USED FOR STAINLESS STEEL

SHALL BE FREE OF RESIDUE FROM OTHER METALS.

REQUIRED SPECIAL INSPECTIONS AND TESTS OF

CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

1. Inspect drilling operations and maintain complete and accurate records for each element.

TYPE FREQUENCY

2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes

3. For concrete elements, perform tests and additional special inspections in accordance with Section 1705.3.

Continuous

Continuous

INSPECTION OF STEEL ELEMENTS OF COMPOSITE

CONSTRUCTION PRIOR TO CONC. PLACEMENT

Placement and installation of steel deck

Inspection of Steel Elements of Composite Construction Prior to Concrete Placement

Placement and installation of steel headed stud anchors

Document acceptance or rejection of steel elements

P

P

P

P

P P

REQUIRED SPECIAL INSPECTIONS

AND TESTS OF SOILS

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

TYPE FREQUENCY

Periodic

2. Verify excavations are extended to proper depth and have reached proper material.

3. Perform classification and testing of compacted fill materials.

4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill.

5. Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.

Periodic

Periodic

Periodic

Continuous

REQUIRED SPECIAL INSPECTIONS OF STEEL

CONSTRUCTION OTHER THAN STRUCT STEEL

1. Material verification of cold-formed steel deck:

TYPE FREQUENCY

REFERENCED

STANDARD

Periodic

ASTM

standards

a. Identification markings to conform to ASTM standards specified in the approved construction documents.

2. Inspection of welding:

b. Manufacturer's certified test reports.

a. Cold-formed steel deck:

1. Floor and roof deck welds.

Periodic

Periodic AWS D1.3

REQUIRED SPECIAL INSPECTIONS AND TESTS

OF CONCRETE CONSTRUCTION

1. Inspect reinforcement, including prestressing tendons, and verify placement.

TYPE FREQUENCY

REFERENCED

STANDARD

IBC

REFERENCE

Periodic ACI 318 Ch.

20, 25.2, 25.3, 26.6.1-26.6.3

1908.4

AWS D1.4

ACI 318:

26.6.4

3. Inspect anchors cast in concrete. Periodic ACI 318: 17.8.2

Continuous

ACI 318:

17.8.2.4

5. Verify use of required design mix. Periodic ACI318: Ch.19, 26.4.3, 26.4.4

1904.1, 1904.2 1908.2, 1908.3

6. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

Continuous

ASTM C172,

ASTM C31,

ACI 318: 26.5,

26.12

1908.10

7. Inspection of concrete and shotcrete placement for proper application techniques.

Continuous ACI 318: 26.5 1908.6, 1908.7, 1908.8

8. Verify maintenance of specified curing temperature and techniques.

Periodic

ACI 318:

26.5.3-26.5.5 1908.9

Continuous Continuous

ACI 318: 26.10

ACI 318: 26.10

10. Inspect erection of precast concrete members. Periodic

ACI 318:

Ch. 26.9

11. Verify in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.

Periodic

ACI 318:

26.11.2

12. Inspect formwork for shape, location and dimensions of the concrete member being formed.

Periodic

ACI 318:

26.11.1.2(b)

Periodic

Periodic

Continuous

Periodic ACI 318: 17.8.2

Welding procedure specifications (WPSs) available

Inspection Tasks Prior to Welding QUALITY

CONTROL

QUALITY

ASSURANCE

Manufacturer certifications for welding consumables available

Welder identification system1

Material identification (type/grade)

Fit-up of groove welds (including joint geometry)

P

Configuration and finish of access holes

Check welding equipment

Use of qualified welders

Control and handling of welding consumables

No welding over cracked tack welds

Welds cleaned

Size, length and location of welds

Arc strikes k-area2

Backing removed and weld tabs removed (if required)

Repair activities

Document acceptance or rejection of welded joint or member

P

P

P

O O

O O

O O

O O

O O

O

O O

O O

O O

O O

O O

O O

O O

P P

P P

P P

P P

P P

P P

P P

REQUIRED SPECIAL INSPECTIONS AND TESTS OF

STRUCTURAL STEEL FOR WELDING PROCESS

• Joint preparation

• Dimensions (alignment, root opening, root face, bevel)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

• Backing type and fit (if applicable)

Fit-up of fillet welds

• Dimensions (alignment, gaps at root)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

Inspection Tasks During Welding

QUALITY

CONTROL

QUALITY

ASSURANCE

• Packaging

• Exposure Control

Environmental conditions

• Wind speed within limits

• Precipitation and temperature

WPS followed

• Settings on welding equipment

• Travel speed

• Selected welding materials

• Shielding gas type/flow rate

• Preheat applied

• Interpass temperature maintained (min/max)

• Proper position (F, V, H, OH)

Welding Techniques

• Interpass and final cleaning

• Each pass within profile limitations

• Each pass meets quality requirements

Inspection Tasks After Welding

QUALITY

CONTROL

QUALITY

ASSURANCE

Welds meet visual acceptance criteria

• Crack prohibition

• Weld/base-metal fusion

• Crater cross section

• Weld profiles

• Weld size

• Undercut

• Porosity

Quality Control - Requirements on the part of the steel fabricator and erector.

Quality Assurance - Requirements on the part of the project owner's representative.

P Perform these tasks for each weld joint or member.

O Observe these items on a random basis. Operations need not be delayed pending these inspections 1 The fabricator or erector, as applicable, shall maintain a system by which a welder who has welded a joint or member can be identified. Stamps, if used, shall be the low-stress type.

2 When welding of doubler plates, continuity plates or stiffeners has been performed in the k-area, visually inspect the web k-area for cracks within 3 inches (75 mm) of the weld.

Inspection Tasks Prior to Bolting

QUALITY

CONTROL

QUALITY

ASSURANCE

Manufacturer certifications available for fastener materials

Fasteners marked in accordance with ASTM requirements

O P

O O

REQUIRED SPECIAL INSPECTIONS AND TESTS OF

STRUCTURAL STEEL FOR BOLTING PROCESS

Inspection Tasks During Bolting

QUALITY

CONTROL

QUALITY

ASSURANCE

Inspection Tasks After Bolting

QUALITY

CONTROL

QUALITY

ASSURANCE

Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane)

O O

Proper bolting procedure selected for joint detail

Connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements

Pre-installation verification testing by installation personnel observed and documented for fastener assemblies and methods used

Proper storage provided for bolts, nuts, washers and other components

P

O O

O

O O

O O

Fastener assemblies, of suitable condition, placed in all holes and washers (if required) are positioned as required

Fastener component not turned by the wrench prevented from rotating

Fasteners are pretentioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges

Joint brought to the snug-tight condition prior to the pretensioning operation

O O

O O

O O

O O

Document acceptance or rejection of bolted connections P P

Quality Control - Requirements on the part of the steel fabricator and erector.

Quality Assurance - Requirements on the part of the project owner's representative.

P Perform these tasks for each weld joint or member.

O Observe these items on a random basis. Operations need not be delayed pending these inspections

Quality Control - Requirements on the part of the steel fabricator and erector.

Quality Assurance - Requirements on the part of the project owner's representative.

P Perform these tasks for each weld joint or member.

O Observe these items on a random basis. Operations need not be delayed pending these inspections

QUALITY

CONTROL

QUALITY

ASSURANCE

Special Inspection Additional Requirements:

• Additional items that need special inspection, in the opinion of the building official, shall be inspected.

• Coordination of Special Inspections with construction of the inspected items shall be the responsibility of the contractor.

• If Special Inspection is waived by the Authority having Jurisdiction, the general contractor shall provide the designer of record with a copy of the written exemption for each item that has been waived.

• The building official may perform inspections in addition to and/or concurrently with the Special Inspection's outlined in the tables.

• The general contractor is responsible for implementing a quality control program. The quality control program is in addition to the Special Inspection requirements and must meet or exceed those responsibilities required as part of the contract drawings and specifications.

Inspection Task FREQUENCY(b)

a. Proportions of site-prepared mortar

b. Grade and size of prestressing tendons and anchorages

c. Grade, type and size of reinforcement, connectors, anchor bolts, and prestressing tendons and anchorages

d. Prestressing technique

e. Properties of thin-bed mortar for AAC masonry

a. Grout space

b. Placement of prestressing tendons and anchorages

c. Placement of reinforcement, connectors, and anchor bolts

d. Proportions of site-prepared grout and prestressing grout for bonded tendons

3. Verify compliance of the following during construction:

2. Prior to grouting, verify that the following are in compliance:

During construction verification of proportions of materials as delivered to the project site for premixed or preblended mortar, prestressing grout, and grout other than self-consolidation grout.

MINIMUM SPECIAL INSPECTION

1. As masonry construction begins, verify that the following are in compliance:

a. Materials and procedures with the approved submittals

b. Placement of masonry units and mortar joint construction

f. Preparation, construction, and protection of masonry during cold weather (temperature below 40°F(4.4°C)) or hot weather (temperature above 90°F (32.2°C))

g. Application and measurement of prestressing force

h. Placement of grout and prestressing grout for bonded tendons is in compliance

i. Placement of AAC masonry units and construction of thin-bed mortar joints

4. Observe preparation of grout specimens, mortar specimens, and/or prisms

REQUIRED QUALITY ASSURANCE PROTOCOL FOR MASONRY CONSTRUCTION

Prior to construction verification of f'm and f'AAC except where specifically exempted by the Code.

During construction, verification of f'm and f'AAC for every 5,000 sq. ft (465 sq. m).

MINIMUM VERIFICATION REQUIREMENTS

REQUIRED FOR

QUALITY ASSURANCE(a)

Level 1 Level 2 Level 3 TMS 602

Prior to construction, verification of compliance of submittals. R R R Art. 1.5

NR R R Art. 1.4 B

During construction, verification of Slump flow and Visual Stability Index (VSI) when self-consolidating grout is delivered to the project site.

NR R R Art. 1.5 & 1.6.3

Art. 1.4 BNR NR R

Art. 1.4 BNR NR R

REFERENCE FOR CRITERIA

Level 1 Level 2 Level 3 TMS 602

f. Sample panel construction

NR P P

NR P P

P P

C(c)/P(d) C

P C

P P

Art. 2.1, 2.6 A & 2.6 C

Art. 2.4B & 2.4 H

Art. 3.4 & 3.6 A

Art. 3.6 B

Art. 2.1 C.1

Art. 1.6 D

NR

NR

NR

REFERENCE FOR CRITERIA

TMS 402

Art. 3.2 D & 3.2 F

Art. 2.4 & 3.6Sec. 10.8 & 10.9

Art. 3.2 E & 3.4Sec. 6.1, 6.3.1, 6.3.6 & 6.3.7

Art. 2.6 B & 2.4 G.1.b

NR

P CNR

P CNR

P PNR

P PNR

c. Size and location of structural members

d. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames, or other construction

e. Welding reinforcement

Art. 1.5

Art. 3.3 B

Art. 3.3 F

Sec. 1.2.1 (e), 6.2.1 & 6.3.1

Sec. 6.1.6.1.2

Art. 1.8 C & 1.8 D

Art. 3.6 B

Art. 3.5 & 3.6 C

Art. 3.3 B.9, & 3.3 F.1.b

Art. 1.4 B.2.a.3,

1.4 B.2.b.3, 1.4 B.2.c.3, 1.4

B.3 & 1.4 B.4

(a) R = Required, NR = Not Required

(b) Frequency refers to the frequency of inspection, which may be continuous during the task listed or periodically during the listed task, as defined in the table.

NR = Not Required, P = Periodic, C = Continuous

(c) Required for the first 5000 square feet (465 square meters) of AAC masonry

(d) Required after the first 5000 square feet (465 square meters) of AAC masonry

P PNR

P PNR

P PNR

C CNR

P CNR

P PNR

C CNR

C CNR

C(c)/P(d) CNR

P CNR

Minimum Verification

(a) Where applicable, see Section 1705.12, Special inspections for seismic resistance.

(b) Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in accordance with 17.8.2 in ACI 318, or other qualification procedures. Where specific requirements are not provided, special inspection requirements shall be specified by the registered design professional and shall be approved by the building official prior to the commencement of the work.

2. Reinforcing bar welding:

a. Verify weldability of reinforcing bars other than

ASTM A706

b. Inspect single-pass fillet welds, maximum 5/16"; and

c. Inspect all other welds.

4. Inspection of anchors post installed in hardened concrete members.b

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.

b. Mechanical anchors and adhesive anchors not defined in 4.a.

9. Inspection of prestressed concrete for:

a. Application of prestressing forces; and

b. Grouting of bonded prestressing tendons.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

CONSULTANTS

321 4 5 6 7 8 9 10

NO. DESCRIPTION DATE

PRINTS OF THIS DRAWING SHALL NOT BE USED FOR ANY PURPOSE

WHATSOEVER WITHOUT THE SEAL AND SIGNATURE OF THE

PROFESSIONAL ENGINEER

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

PROFESSIONAL ENGINEERING

CONSULTANTS

STRUCTURAL ENGINEER

ENGINEER OF RECORD

M-R PROJECT NO:

Structural :

PROFESSIONAL ENGINEERING

CONSULTANTS, PA (PEC)

Fire & Life Safety:

STANTON ENGINEERING SERVICES

Civil / Site Utility Engineering:

IMEG, CORP.

Hazardous Materials:

MABBETT & ASSOCIATES, INC.

Architect:

OCULUS, INC.

A u to d e s k D o c s /W ic h it a

C e n tr a liz e d

E m e rg e n c y P o w e r/

-0

S

T R

U C

T R

.r v t

/2

/2

:1

:3

A

M

S-002

STRUCTURAL

GENERAL NOTES AND SPECIAL

INSPECTION TABLES

CONSTRUCT CENTRALIZED

EMERGENCY POWER SYSTEM

589A-21-132

Project Director

2026-03-26 JGH GG

BID DOCUMENTS

FULLY SPRINKLERED

ROBERT J. DOLE VA MEDICAL CENTER

WICHITA, KANSAS

0499-0162

1 3 4

C

1' - 2" 1' - 9"

7"

1' - 9" 1' - 2"24' - 9" 24' - 9" 21' - 6"

1' - 2" 7"

7" 1' - 2"

P-2

P-1 P-1 P-2

2' - 4" 2' - 0"

2'

2'

T Y

P

2'

T Y

P

2'

TYP.

2' - 4"

TYP.

2' - 4"

GB1

G B

G B

T.O.PIER EL.= -6' - 4"

T.O.PIER EL.= -6' - 4"

T.O.PIER EL.= -4' - 4"

T.O.PIER EL.= -4' - 4"

T.O.PIER EL.= -6' - 4"

T.O.PIER EL.= -4' - 4"

DRILLED PIER

CL

DRILLED PIER

CL

DRILLED

PIER CL

DRILLED

PIER CL

1' - 11" 15' - 1" 9' - 8" 7' - 0 1/2" 16' - 2 1/2"

5'

8"

1' - 4" 8" 12' - 8" 8"

2' - 9" 2' - 9"

P-3P-3P-3

G B

GB3

G B

GB3

GB2

P-3 P-3

T.O.CONC. EL.= -4' - 6"

2'

"SIM.

8'

/4

2'

2'

CONTRACTOR TO PROVIDE TEMP. SHORING

AS REQ'D FOR PHASING CONSTRUCTION OF

FUEL TANKS

8" 3' - 0" 8"

TRENCH,

REF. /1 S-101

S Q

2'

1'

1'

T.O.PIER EL.= -4' - 4"T.O.PIER EL.= -4' - 4"

T.O.PIER EL.= -4' - 4"

A

A

1. SEE SHEETS S-000 FOR TYP. PLAN MARKS AND ABBREVIATIONS. SEE SHEETS

S-001 AND S-002 FOR GENERAL NOTES AND SPECIAL INSPECTION TABLES

2. SEE SHEET S-501 FOR TYP. FOUNDATION DETAILS

STEP OF BOT. OF GB, REF.

SUMP PIT, REF.

REF. MECH. DRAWINGS FOR PIPE SLEEVE QUANTITY AND LOCATION

CL OF SLEEVES EL. = -2' - 6" (VERIFY W/ MECH. DRAWINGS)

/5 S-503

/14 S-501

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

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

CONSULTANTS

321 4 5 6 7 8 9 10

NO. DESCRIPTION DATE

PRINTS OF THIS DRAWING SHALL NOT BE USED FOR ANY PURPOSE

WHATSOEVER WITHOUT THE SEAL AND SIGNATURE OF THE

PROFESSIONAL ENGINEER

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

PROFESSIONAL ENGINEERING

CONSULTANTS

STRUCTURAL ENGINEER

NORTH

ENGINEER OF RECORD

M-R PROJECT NO:

Structural :

PROFESSIONAL ENGINEERING

CONSULTANTS, PA (PEC)

Fire & Life Safety:

STANTON ENGINEERING SERVICES

Civil / Site Utility Engineering:

IMEG, CORP.

Hazardous Materials:

MABBETT & ASSOCIATES, INC.

Architect:

OCULUS, INC.

A u to d e s k D o c s /W ic h it a

C e n tr a liz e d

E m e rg e n c y P o w e r/

-0

S

T R

U C

T R

.r v t

/2

/2

:1

:3

A

M

S-100

STRUCTURAL

FLOOR PLANS

GRADE BEAN AND DRILLED PIER PLAN

CONSTRUCT CENTRALIZED

EMERGENCY POWER SYSTEM

589A-21-132

Project Director

2026-03-26 JGH GG

BID DOCUMENTS

FULLY SPRINKLERED

ROBERT J. DOLE VA MEDICAL CENTER

WICHITA, KANSAS

0499-0162

SCALE: 1/4" = 1'-0"1 GRADE BEAM AND DRILLED PIER DIMENSION PLAN

PLAN NOTES:

PLAN MARKS:

A

B

C

2' - 2" 24' - 9" 24' - 9" 21' - 6" 2' - 2"

75' - 4"

S-201

A

S-201

B S-201

D

S-202

A

4' - 6" 18' - 4 1/4" 5' - 7 1/2" 18' - 4 1/4" 5' - 7 1/2" 18' - 4 1/4" 4' - 6 1/4"

6'

3'

4'

3'

4'

3'

2'

2'

11' - 6" 12' - 6" 11' - 6" 12' - 6" 11' - 6" 5' - 9"

8' - 3" 4' - 3"7' - 6" 5' - 0"

9'

/2

3' - 0" 10' - 8"

2' - 0" 4' - 9" 17' - 3" 2' - 0" 5' - 6" 16' - 6" 2' - 0"

2'

4'

T.O.CONC.

EL. = -1'- 4"

T.O.CONC.

EL. = -1'- 4"

T.O.CONC.

EL. = -1'- 4"

3'

5'

F1 F1 F1 F1

F3 F2 F2

F3

6" CONC. SLAB ON GRADE, REINF. W/ #4 @ 12" O.C.

EA. WAY, OVER 15 MIL VAPOR BARRIER AND

PREPARED SUBGRADE IN ACCORDANCE WITH

GEOTECHNICAL INVESTIGATION, T.O.CONC. EL. 0' - 0"

8" CMU WALL

8'

1 1 1

S-501

S-501 9

S-501

S-501

TYP.

S-501

TYP.

S-501

TYP.

S-501

TYP.

S-203

A

S-203

B

S-204

A S-204

B

W14x61

B2

W14x61

B2

W14x48

B2

W14x48

B3

W14x48

B1

W1…