Attachment 6 - Structural - Drawings.pdf

SPECIAL INSPECTION OF STEEL CONSTRUCTION

REQ'D VERIFICATION & INSPECTION CONTINUOUS PERIODIC

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1. MATERIAL VERIFICATION OF HIGH-STRENGTH

BOLTS, NUTS & WASHERS:

A. IDENTIFICATION MARKINGS TO CONFORM TO

ASTM STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

B. MANUFACTURES CERTIFICATE OF

COMPLIANCE REQUIRED.

2. INSPECTION OF HIGH-STRENGTH BOLTING:

A. BEARING-TYPE BOLT CONNECTIONS

B. PRE-TENSIONED & SLIP-CRITICAL

CONNECTIONS

3. MATERIAL VERIFICATION OF STRUCTURAL

STEEL:

A. IDENTIFICATION MARKINGS TO CONFORM TO

ASTM STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

4. MATERIAL VERIFICATION OF WELD FILLER

MATERIALS:

A. IDENTIFICATION MARKINGS TO CONFORM TO

ASTM STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS.

B. MANUFACTURES CERTIFICATE OF

COMPLIANCE REQUIRED.

5. INSPECTION OF WELDING:

A. STRUCTURAL STEEL:

1) COMPLETE & PARTIAL PENETRATION GROOVE

WELDS

2) MULTI-PASS FILLET WELDS

3) SINGLE-PASS FILLED WELD >5/16"

4) SINGLE-PASS FILLET WELDS <=5/16"

5) FLOOR AND DECK WELDS

B. REINFORCING STEEL:

1) VERIFICATION OF WELDABILITY OF

REINFORCING STEEL OTHER THAN ASTM A706

2) WELDING OF REINFORCING STEEL RESISTING

FLEXURAL & AXIAL FORCES IN INTERMEDIATE &

SPECIAL MOMENT FRAMES, & BOUNDARY

ELEMENTS OF SPECIAL REINFORCED

CONCRETE SHEAR WALLS & SHEAR

REINFORCEMENT.

3) WELDING OF SHEAR REINFORCEMENT

4) WELDING OF OTHER REINFORCING STEEL

6. INSPECTION OF STEEL FRAME JOINT DETAILS

FOR COMPLIANCE WITH APPROVED

CONSTRUCTION DOCUMENTS:

A. DETAILS SUCH AS BRACING & STIFFENING

B. MEMBER LOCATIONS

C. GROUTING OF SHEAR LUGS AND

BASEPLATES

D. APPLICATION OF PROPER JOINT DETAILS AT

EACH CONNECTION

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

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Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH REG. NO. AR 2012034754 EXP. 12/31/2023

ENGR REG. NO. PE 2014031351 EXP. 12/31/2023

CIVIL ENGINEER

OLSSON

550 ST LOUIS ST,

SPRINGFIELD, MO 65806

(417) 885-1736

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY-SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

HEALTHCARE PLANNER

ASPEN COMMUNICATIONS, LLC

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 85712

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

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B

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STAMP:

Drawing Number

Building Number

SPUR #: 1794.13

/2

/2

:1

:4

A

M

STRUCTURAL GENERAL NOTES

TJSCGB

FINAL BID DOCUMENTS

EHRM TRAINING & ADMIN

SUPPORT

06/28/2022

589-21-702

VA MEDICAL CENTER

4801 LINWOOD BLVD

KANSAS CITY, MO 64128

S001

03_Abbreviation Schedule

Abbreviation Abbreviation Name

+/- PLUS OR MINUS

ADDNL ADDITIONAL

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

AR ANCHOR ROD

ARCH ARCHITECT OR ARCHITECTURAL

B/ BOTTOM OF

B/W BETWEEN

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BWP BRACED WALL PANEL

CFS COLD FORMED STEEL

CHKD CHECKED

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CTR CENTER

db DIA OF REINF BAR, DIA OF BOLT

DBA DEFORMED BAR ANCHOR

DIA or Ø DIAMETER

DIAG DIAGONAL

DIR DIRECTION

DWL DOWEL

EA EACH

EE EXTENDED END

EJ EXPANSION JOINT

ELEV ELEVATION

ENGR ENGINEER

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EW EACH WAY

EXIST EXISTING

EXT EXTERIOR

FDN FOUNDATION

FLG FLANGE

FLR FLOOR

FS FAR SIDE

FTG FOOTING

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

IF INSIDE FACE

INT INTERIOR

JST JOIST

K KIPS (1000 LBS)

LCE COMPRESSION EMBEDMENT LENGTH

LCS COMPRESSION LAP SPLICE LENGTH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LTE TENSION EMBEDMENT LENGTH

LTS TENSION LAP SLICE LENGTH

LW LIGHTWEIGHT

MFCR MANUFACTURER

MTL METAL

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OF OUTSIDE FACE

OPP OPPOSITE

OVS OVERSIZED

P/C PRECAST

PAF POWDER ACTUATED FASTENER

PAR PARALLEL

PEMB PRE-ENGINEERED METAL BUILDING

PEN PENETRATION

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR FOOT

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RC REINFORCED CONCRETE

RE: REFER TO

REINF REINFORCING

REQD REQUIRED

RF RIGID FRAME

SC SLIP CRITICAL

SDS SELF DRILLING SCREW

SIM SIMILAR

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIR STIRRUPS

STL STEEL

SW SHEAR WALL

SYM SYMMETRIC

T&B TOP AND BOTTOM

T/ TOP OF

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WWR WELDED WIRE REINFORCEMENT

STRUCTURAL DESIGN CRITERIA (2021 IBC AND ASCE 7-16):

1. BUILDING OCCUPANCY RISK CATEGORY II.

2. LIVE LOADS [UNIFORM (PSF) / POINT LOADS (KIPS)]:

-- ROOF:………………………………………...............20 PSF / 300#

-- OFFICES:………………….…..…............................50 PSF + 15 PSF

PARTITIONS / 2.0 K

-- UPPER LEVEL CORRIDORS................................80 PSF / 2.0 K

-- GROUND LEVEL CORRIDORS ...............……….100 PSF / 2.0 K

3. ROOF SNOW LOAD:

-- GROUND SNOW LOAD (Pg):……………………....20 PSF -- FLAT ROOF SNOW LOAD (Pf): ............................14 PSF W/O DRIFT

-- PARAPET DRIFT ..................................................18.9 PSF

-- MIN UNIFORM ROOF SNOW LOAD (Pm):…...…..20 PSF (NO DRIFT OR RAIN) -- RAIN ON SNOW SURCHARGE (Prs) ..................5.0 PSF -- SNOW EXPOSURE FACTOR (Ce):………………..1.0, EXPOSURE B & C -- SNOW LOAD IMPORTANCE FACTOR (Is):….......1.0 -- THERMAL FACTOR (Ct):……………………….......1.0

4. WIND DESIGN DATA:

-- BASIC WIND SPEED (3 SEC GUST):……………..115 MPH

-- WIND EXPOSURE:…………………………………..B

-- DIRECTIONALITY FACTOR (Kd) .........................0.85

-- ROOFTOP EQUIPMENT (GCr).............................1.9 -- WIND PRESSURE ON EQUIPMENT…………….. 30 psf

STRUCTURAL GENERAL NOTES:

1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE "INTERNATIONAL

BUILDING CODE, 2021 EDITION". REFER TO THE SPECIAL STRUCTURAL INSPECTION

NOTES FOR ADDITIONAL REQUIREMENTS.

2. CONTRACTOR TO VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING

CONDITIONS AND REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR TO

COMMENCING WORK.

3. IF DISCREPANCIES EXIST BETWEEN STRUCTURAL PLANS, ARCHITECTURAL

PLANS, OTHER PLANS, OR SPECIFICATIONS, THE CONTRACTOR OR

SUBCONTRACTOR SHALL PROVIDE A WRITTEN REQUEST FOR CLARIFICATION FROM

THE ARCHITECT AND/OR ENGINEER PRIOR TO PROCEEDING WITH THE WORK.

4. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER

THE BUILDING IS FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR'S

RESPONSIBILITY TO EXECUTE AND DETERMINE FINAL ERECTION PROCEDURES,

SEQUENCING AND TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT

PARTS DURING ERECTION. THIS INCLUDES WHATEVER SHORING, SHEETING,

TEMPORARY BRACING, GUYING OR TIE DOWNS WHICH MIGHT BE NECESSARY.

5. THE STRUCTURE AND FOUNDATIONS ARE NOT DESIGNED FOR FUTURE

EXPANSION.

6. FABRICATORS AND SUPPLIERS SHALL CLEARLY NOTE AND HIGHLIGHT CHANGES

MADE IN SHOP DRAWINGS, WHICH DO NOT COMPLY WITH THE CONTRACT

DOCUMENTS.

7. COLUMNS, BEAMS, JOISTS, OR TRUSSES SHALL NOT BE FIELD CUT OR TRIMMED

FOR ANY REASON WITHOUT THE WRITTEN APPROVAL OF THE

ARCHITECT/ENGINEER.

8. HOLES, PIPES, SLEEVES, ETC. NOT SHOWN ON THE DRAWINGS MUST BE

REVIEWED BY THE ARCHITECT/ENGINEER BEFORE PLACEMENT THROUGH

STRUCTURAL MEMBERS.

9. IF MECHANICAL AND ELECTRICAL EQUIPMENT SIZES, WEIGHTS, OR LOCATIONS

DO NOT COINCIDE WITH EQUIPMENT SHOWN ON THE PLANS, COORDINATE

ADJUSTMENTS WITH THE ARCHITECT.

10. NO AREA OF THE STRUCTURE SHALL BE LOADED WITH CONSTRUCTION

MATERIALS OR EQUIPMENT THAT EXCEEDS FINAL DESIGN CRITERIA.

11. BEAMS, COLUMNS, WALLS AND FOOTING CENTERS SHALL BE CENTERED UNDER

SUPPORTING MEMBERS (TYPICAL UNLESS NOTED OTHERWISE).

12. TYPICAL DETAILS ARE SHOWN ON SHEETS DESIGNATED S050. THE INCLUDED

TYPICAL DETAILS MAY OR MAY NOT BE CUT / REFERENCED ON PLANS OR

SECTIONS, BUT ARE TO BE USED AS APPLICABLE.

14. DELEGATED DESIGN - DEFERRED SUBMITTALS SHALL BE SIGNED/ SEALED

PRIOR TO

SUBMITTAL FOR REVIEW. THESE INCLUDE:

A. PRE-ENGINEERED CANOPIES

B. COLD FORM FRAMING

SUBMIT THESE SHOP DRAWINGS AND CALCULATIONS SEALED BY A STRUCTURAL

ENGINEER LICENSED TO PRACTICE IN THE JURISDICTION OF THE PROJECT SHALL

BE FURNISHED TO THE ENGINEER OF RECORD FOR REVIEW. CONTRACTOR SHALL

SUBMIT COPIES OF DEFERRED SUBMITTALS TO CONTRACTING OFFICERS

REPRESENTATIVE AFTER ARCH/ENG REVIEW.

EARTHWORK AND FOUNDATIONS:

1. ALL FOOTINGS SHALL BEAR A MINIMUM DEPTH BELOW GRADE OF 3'-0" ON FIRM

NATIVE MATERIALS, COMPACTED OR ENGINEERED FILL CAPABLE OF SUPPORTING A

PRESUMPTIVE ALLOWABLE BEARING PRESSURE OF 2,000 PSF PER KCMO. DEEPEN

FOOTINGS, AND REMOVE AND REPLACE UNACCEPTABLE SOILS WITH ENGINEERED

FILL AS REQUIRED TO PROVIDE THIS MINIMUM DEPTH AND SUITABLE BEARING.

2. UNDERCUT THE PAD TO A DEPTH OF 18-INCHES BELOW BOTTOM OF FLOOR SLAB

ELEVATION AND REPLACE WITH LOW-VOLUME-CHANGE MATERIALS PER THE

GEOTECHNICAL REPORT.

3. FILL PLACEMENT, COMPACTION, AND SOIL BEARING TESTS SHALL BE

PERFORMED BY A GEOTECHNICAL ENGINEER PRIOR TO INSTALLING FOOTINGS TO

ENSURE DESIGN ALLOWABLE BEARING VALUES AND SLAB SUBGRADE

REQUIREMENTS ARE SATISFIED. IF ACTUAL SITE CONDITIONS DO NOT SATISFY

THESE REQUIREMENTS, COORDINATE ADJUSTMENTS WITH ARCHITECT/ENGINEER/

GEOTECHNICAL ENGINEER

4. SURFACE WATER SHALL NOT BE ALLOWED TO STAND ADJACENT TO OR DRAIN

TOWARDS THE FOUNDATION AND SLAB SUBGRADES UNDER ANY CIRCUMSTANCES.

PAVEMENTS OR GRADED SOILS AT THE PERIMETER OF THE BUILDING, EXCEPT AS

REQUIRED AT EXITS OR AS NOTED, SHALL BE SLOPED AWAY AT 5% OR 6” MIN FOR

THE FIRST TEN FEET AND AS REQUIRED TO PROVIDE POSITIVE DRAINAGE.

5. FOOTINGS MAY BE POURED TO NEAT LINES OF EXCAVATIONS PROVIDING

VERTICAL LINES OF EXCAVATIONS CAN BE MAINTAINED DURING CONCRETE

PLACEMENT.

6. FOUNDATION WALL BACKFILL SHALL NOT BE UNBALANCED BY MORE THAN TWO

FEET ON EITHER SIDE AT ANY TIME. BASEMENT WALL AND RESTRAINED RETAINING

WALL BACKFILL SHALL NOT BE PLACED, UNLESS THE WALL IS ADEQUATELY

BRACED. RETAINING WALL AND BASEMENT WALL BACKFILL SHALL BE FREE

DRAINING GRANULAR BACKFILL ACCEPTABLE TO THE GEOTECHNICAL ENGINEER.

OPEN WEB STEEL BAR JOISTS:

1. REINFORCE WEBS OF JOISTS WITH ADDITIONAL ANGLES FIELD-WELDED PER THE

TYPICAL DETAILS AT ALL LOCATIONS WHERE POINT LOADS OCCUR BETWEEN

PANEL POINTS, INCLUDING AT EDGES AND CORNERS OF CURBS & FRAMES

SUPPORTING ROOF TOP EQUIPMENT.

STRUCTURAL STEEL:

1. SUBMIT SHOP DRAWINGS FOR STEEL.

STRUCTURAL STEEL SHAPES AND PLATE MATERIAL REQUIREMENTS (TYPICAL

UNLESS NOTED OTHERWISE):

a. WIDE FLANGE SHAPES - ASTM A992 (FY = 50 KSI MIN.)

b. CHANNELS, ANGLES, AND PLATES: - ASTM A36 (FY = 36 KSI MIN)

c. ROUND HSS - ASTM A500, GR B (FY = 42 KSI)

d. RECTANGULAR HSS - ASTM A500, GR B (FY = 46 KSI)

e. PIPE - ASTM A53, GR B (FY = 35 KSI)

f. ANCHOR RODS - ASTM F1554 (FY = 36 KSI MIN.),

g. ADHESIVE ANCHORS - SIMPSON SET-3G, HILTI HIT-HY 200, OR

EQUIVALENT

2. STRUCTURAL STEEL SHALL BE NEW AND MEET THE 15TH EDITION A.I.S.C.

“SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES”, AND THE

“CODE OF STANDARD PRACTICES FOR STEEL BUILDINGS AND BRIDGES”,

EXCLUDING SECTION 4.4.1.B.

3. THE STRUCTURAL STEEL FABRICATOR SHALL BE AN AISC QUALITY CERTIFIED

COMPANY FOR THE CATEGORY OF WORK IN THIS PROJECT OR PROVIDE A QUALITY

ASSURANCE PLAN AND SPECIAL INSPECTIONS AS DEFINED IN THE CODE.

4. USE STANDARD AISC FRAMING CONNECTIONS WITH A325-N BOLTS, F436

WASHERS, AND A563 HEAVY-HEX NUTS AS REQUIRED, UNLESS NOTED OTHERWISE.

5. BOLTS IN MOMENT AND BRACED FRAME CONNECTIONS SHALL BE PRE-

TENSIONED. ALL A490 BOLTS SHALL BE PRE-TENSIONED. OTHER BOLTED

CONNECTIONS USING A325 BOLTS MAY BE SNUG-TIGHTENED, UNLESS NOTED

OTHERWISE.

6. STEEL BEAMS SHALL BE FABRICATED WITH MILL CAMBER UP.

7. WELDING SHALL CONFORM TO THE CURRENT AND APPLICABLE AWS STANDARDS

AND BE COMPLETED BY AN AWS CERTIFIED WELDER. ALL WELDS SHALL UTILIZE

E70xx ELECTRODES. SHOP DRAWINGS SHALL SHOW FIELD WELDS, AS

APPROPRIATE.

a. AWS D1.1 - STRUCTURAL WELDING CODE - STEEL

b. AWS D1.3 - STRUCTURAL WELDING CODE - SHEET STEEL

c. AWS D1.6 - STRUCTURAL WELDING CODE - STAINLESS STEEL

8. WELD SIZES SHALL BE INCREASED TO MEET THE REQUIRED EFFECTIVE THROAT

WIDTH IF GAPS EXIST AT THE FAYING SURFACE.

9. NO COLUMN OR BEAM SPLICES, UNLESS CLEARLY INDICATED ON THE

STRUCTURAL DRAWINGS, WILL BE ALLOWED WITHOUT WRITTEN APPROVAL OF THE

STRUCTURAL ENGINEER.

10. SEE ARCHITECTURAL PLANS FOR FIREPROOFING & FINISHING REQUIREMENTS,

AND COORDINATE STEEL PRIMING & COATINGS ACCORDINGLY.

11. GROUT WHERE INDICATED ON PLANS AT BASE PLATES SHALL BE NON-METALLIC

NON-SHRINK WITH A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI AT 28 DAYS

CONFORMING TO ASTM C1107

12. ALL POST-INSTALLED ANCHORS WHERE NOTED SHALL BE MANUFACTURED BY

SIMPSON STRONG-TIE OR HILTI, INC. AND INSTALLED PER MANUFACTURER'S

SPECIFICATIONS. SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW AND

APPROVAL WITH APPROPRIATE IC-ES EVALUATION REPORTS.

13. ALL STEEL AND ASSOCIATED FASTENERS NOT PROTECTED FROM WEATHER OR

WHOLLY WITHIN A CONDITIONED SPACE (INCLUDING ALL MASONRY LINTELS) SHALL

BE HOT DIPPED GALVANIZED PER ASTM A123.

CAST IN PLACE CONCRETE:

1. SUBMIT PROPOSED MIXED DESIGNS OF EACH TYPE FOR REVIEW.

REQUIRED MINIMUM CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS:

a. FOOTING AND GRADE BEAM CONCRETE…………..…...4000 PSI

b. SLAB ON GRADE AND STRUC SLAB ABOVE GRADE…..4000 PSI

2. ALL CONCRETE MIX DESIGNS SHALL HAVE WATER TO CEMENT RATIOS LESS

THAN 0.52 (0.45 FOR MOISTURE SENSITIVE FLOORING), WITH A MAXIMUM 60/40 FINE

TO COARSE AGGREGATE RATIO. CONCRETE MIX DESIGNS THAT DO NOT CONFORM

TO THE ABOVE STANDARD AND/OR CONTAIN WATER REDUCING ADMIXTURES SHALL

BE SUBMITTED WITH APPROPRIATE TEST DATA PER A.C.I.. ALL CONCRETE SHALL BE

IN CONFORMANCE WITH THE A.C.I. 301 STANDARD THAT IS REFERENCED IN THE

BUILDING CODE AT THE TIME OF PERMITTING THE PROJECT..

3. EXTERIOR CONCRETE (FLOOR SLABS, WALLS, ETC) SHALL HAVE 6.5%

(PLUS/MINUS 1.5%) ENTRAINED AIR.

4. CHAMFER ALL EXPOSED CONCRETE EDGES 3/4” (VERIFY WITH ARCHITECT).

5. NO ALUMINUM SHALL BE EMBEDDED IN ANY CONCRETE.

6. NO CALCIUM CHLORIDE SHALL BE USED IN CONCRETE

7. THE DESIGN, CONSTRUCTION, AND SAFETY OF ALL FORMWORK IS THE

RESPONSIBILITY OF THE CONTRACTOR

8. ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY NOTED AS

UNREINFORCED. REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH THE

SAME REINFORCING AS SIMILAR SECTIONS OR AREAS.

9. WHERE FRESH CONCRETE IS DEPOSITED AGAINST HARDENED CONCRETE

(GREATER THAN 8 HRS OLD), CLEAN EXISTING SURFACE OF LAITANCE AND

FOREIGN MATERIAL AND DAMPEN THE EXISTING SURFACE. IF REQUIRED,

ROUGHEN EXISTING CONCRETE TO ¼” AMPLITUDE.

10. SLABS ON GRADE SHALL BE 4” THICK MINIMUM ON 4” OF GRANULAR FILL. REINF

SLAB WITH 6 X 6-W2.1xW2.1 WWR OR #3 BARS @ 18" OC EA WAY. PLACE REINF IN

UPPER 1/3 OF SLAB THICKNESS. AT INTERIOR SLABS, A 10 MIL VAPOR BARRIER

SHALL BE PLACED BETWEEN THE CONCRETE AND GRANULAR BASE AND CARE

SHOULD BE TAKEN DURING CURING TO PREVENT SLAB CURLING. THIS NOTE SHALL

BE TYPICAL UNLESS NOTED OTHERWISE

11. SAW CUT JOINTS OR KEYED CONSTRUCTION JOINTS IN SLABS ON GRADE SHALL

BE SPACED TO DIVIDE THE SLAB INTO PANELS NOT TO EXCEED 225 SQUARE FEET.

THE LONGER DIMENSION OF EACH PANEL SHALL NOT EXCEED THE SHORTER

DIMENSIONS BY MORE THAN 40%. JOINTS SHALL BE LOCATED AT COLUMN

CENTERLINES WHERE POSSIBLE. SPACING BETWEEN JOINTS SHALL NOT EXCEED 15

FEET. CONTRACTOR SHALL SUBMIT JOINT LAYOUT TO ARCHITECT FOR APPROVAL.

REFER TO TYPICAL DETAILS.

12. REINFORCEMENT SHALL BE CONTINUOUS AND LAPPED 53 BAR DIAMETERS

(2’ -6” MIN.) EXCEPT AS NOTED AND PROVIDE CORNER BARS OF SAME SIZE AND

SPACING.

13. MINIMUM REINFORCING AROUND CONCRETE WALL OPENINGS 2’-0” OR GREATER

(TYPICAL UNLESS NOTED): 2 - #5, EXTEND REINF 2’-0” PAST OPENINGS. PROVIDE

2-#5 x 4’-0” DIAGONAL BARS AT CORNERS

14. CONTRACTOR SHALL COORDINATE ALL CURING COMPOUNDS WITH FLOOR

FINISH REQUIREMENTS TO ENSURE COMPATIBILITY.

15. FOUNDATION CONTRACTOR TO ENSURE PROPER ANCHOR ROD PROJECTION

AND THAT ANCHOR RODS ARE HELD SECURELY IN POSITION PRIOR TO CONCRETE

PLACEMENT. INSTALL ANCHOR RODS TO THE STRICT DIMENSIONAL TOLERANCES

PER AISC REQUIREMENTS. STRUCTURAL STEEL COLUMN ANCHOR RODS SHALL BE

SET WITH A RIGID TEMPLATE.

16. AGGREGATES AND/OR CONCRETE MIXES SHALL BE CERTIFIED TO BE FREE OF

AND ELIMINATE DAMAGE OF CONCRETE DUE TO ALKALI-SILICA REACTION OR

ALKALI-AGGREGATE REACTIONS WHEN EXPOSED TO SOILS AND/OR AN EXTERIOR

ENVIRONMENT.

17. ALL CONCRETE MIX DESIGNS EXPOSED TO AN EXTERIOR ENVIRONMENT SHALL

MEET THE REQUIREMENTS OF THE KANSAS CITY METRO MATERIALS BOARD

(KCMMB) OR THE JOHNSON COUNTY CONCRETE BOARD (JCCB).

SPECIAL INSPECTIONS:

1. PROVIDE SPECIAL STRUCTURAL INSPECTIONS AND VERIFICATIONS BY A THIRD

PARTY MEETING THE REQUIREMENTS OF CHAPTER 17 OF THE BUILDING CODE AND

THE BUILDING OFFICIAL. RE: SPEC SECTION 01 45 00

2. SPECIAL INSPECTORS SHALL BE QUALIFIED AND FURNISH THEIR REPORTS IN A

TIMELY MANNER TO THE CONTRACTOR, BUILDING OFFICIALS, ARCHITECT, AND/OR

ENGINEER

3. SHOULD INSPECTOR IDENTIFY ANY DISCREPANCY, THEY SHALL NOTIFY

CONTRACTOR FIRST, AND THEN ARCHT/ ENGINEER IMMEDIATELY THEREAFTER IF

CORRECTIVE ACTION IS NEEDED.

4. SPECIAL INSPECTIONS AS REQUIRED BY CODE:

A. STEEL: SECTION 1705.2, AND AISC 360. PERIODIC OBSERVATIONS OF

FIELD WELDING. VISUALLY INSPECT FIELD WELDS ACCORDING TO AWS D1.1/D1.1M

NOTE: SPECIAL INSPECTIONS TO BE PAID FOR BY CONTRACTOR

COLD FORMED STEEL FRAMING NOTES:

1. SUBMIT SHOP DRAWINGS AND CALCULATIONS PER THE DEFERRED SUBMITTAL

REQUIREMENTS. SHOP DRAWINGS SHALL INCLUDE PLAN AND SECTION DETAILS TO

SHOW LAYOUT, SPACINGS, SIZES, THICKNESSES, AND TYPES OF COLD-FORMED

STEEL FRAMING. IN ADDITION, SHOP DRAWINGS SHALL INCLUDE ALL FASTENING,

ANCHOR DETAILS, SUPPLEMENTAL FRAMING, STRAPPING, BRACING, BRIDGING,

CONNECTION DETAILS, AND ATTACHMENTS TO ADJOINING WORK

CFS DESIGN CRITERIA:

-- INTERIOR WALLS: 5 PSF HORIZONTAL PRESSURE;H/600 FOR WALLS BRACING

MASONRY; H/360 FOR WALLS SUPPORTING TILE OR METAL PANEL; H/240 FOR ALL

OTHER WALLS.

LIGHT GAUGE FRAMING MEMBERS SHALL HAVE THE FOLLOWING MINIMUM

MATERIAL PROPERTIES: FY = 33 KSI FOR 18 GA AND LIGHTER MEMBERS, FY = 50 KSI

FOR ALL DIAGONAL STRAP BRACING AND FOR 16 GA AND HEAVIER MEMBERS. ALL

MATERIALS, CONNECTORS, FASTENERS SHALL BE GALVANIZED

CFS SUPPLIER SHALL INCLUDE AN ALLOWANCE (2% OF CFS BID PACKAGE) FOR

MISC CLIPS, CONNECTORS, AND ANGLES TO ADDRESS ANY ADDITIONAL CFS ITEMS

NEEDED DURING THE SHOP DRAWING REVIEW AND CONSTRUCTION PROCESS.

2. ALL DESIGN, FABRICATION, AND ERECTION SHALL BE IN CONFORMANCE WITH

AISI “SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL

MEMBERS.”

3. MINIMUM GAUGE OF STRUCTURAL STUDS SHALL BE 43 mils (18 GAUGE), UNLESS

NOTED OTHERWISE.

4. TRACKS SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE TO

PROPERLY TRANSFER IMPOSED LOADS. MINIMUM GAUGE OF TRACKS SHALL BE 43

mils (18 GAUGE). DEFLECTION TRACKS AT EXTERIOR WALL SHALL BE 16 GA

MINIMUM.

5. PROVIDE WALL STUD BRIDGING FOR EACH STUD AS RECOMMENDED BY THE

MANUFACTURER. MAXIMUM SPACING SHALL BE 4’-0” CENTERS.

6. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENTS TO

PERPENDICULAR MEMBER. MEMBERS SHALL BE HELD POSITIVELY IN PLACE UNTIL

PROPERLY FASTENED.

7. NOTCHES OR SPLICES IN ANY STRUCTURAL STUDS WILL NOT BE PERMITTED.

8. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT

GAUGE STEEL FRAMING WORK. TOUCH UP ALL WELDS WITH GALVANIZE COATING.

9. SCREWS IN LIGHT GAUGE FRAMING SHALL BE INSTALLED WITH MINIMUM EDGE

DISTANCES OF 1/2" AND MINIMUM SPACING BETWEEN SCREWS OF 3/4".

10. WHERE BACK-TO-BACK STUD COLUMNS ARE USED, ATTACH WITH #10 SCREWS

@ 12" OC MAX, UNO.

11. LATERAL BRACING MUST BE IN PLACE IN EACH DIRECTION BEFORE ANY LOAD IS

APPLIED TO THE WALLS & LEFT IN PLACE UNTIL THE WORK IS PERMANENTLY

STABILIZED.

No. REVISION DESCRIPTION DATE cblauwiekel_stand-se PWS MO Seal cblauwiekel_stand-se Typewritten Text 6/28/2022

90.00°

90.00°

4" M

IN (TYP)

NOTES:

A. PROVIDE SONOTUBE BLOCKOUT

WHEN CONTROL/ CONSTRUCTION

JOINTS DO NOT EXTEND FROM ALL

CORNERS OF BLOCKOUT

INTERIOR COL

EXTERIOR COL

CORNER COL

DETAIL NOTES:

EDGE OF SLAB OR

FACE OF WALL

EDGE OF BLOCKOUT

CONTROL OR

CONSTRUCTION JOINT

1/4" PREFORMED

JOINT FILLER AROUND

COLUMN AND AT EDGE

OF BLOCKOUT. FILL

JOINT WITH SEALANT

(TYP)

2" MAX

P

DETAIL NOTES:

POINT LOAD FROM

MECHANICAL EQUIPMENT

CURB OR BASE PERIMETER

(2)L 1 1/2x1 1/2x3/16 EA SIDE

OF CHORD

NOTES:

REINFORCEMENT

REQUIRED FOR ALL LOADS

NOT LOCATED AT A JOIST

PANEL POINT

TOP CHORD LOAD

3/16 2

3/16 2

TYP

A

3/16

TYP @ ALL

WEB REINF

3/16

TYP @ ALL WEB

REINF

2TYP

VARIES

DETAIL NOTES:

EXIST JST ROD WEB

(2) L2X2X3/16 WEB REINF TYP FOR ALL WEB MEMBERS

ALONG ENTIRE LENGTH OF JOIST

STITCH WELD ALONG LENGTH B/W ANGLE & ROD

SECTION A

SECTION A

SECTION B

1/8 1

1/8 1

TYP

2 1/4"

1" MAX

DETAIL NOTES:

CUT DECK AS REQD AT OPENING. FASTEN

DECK TO ANGLES SIMILAR TO TYPICAL

SUPPORT FASTENING (WELDS OR SCREWS)

4x4x1/4" TAG PL

MATCH T/JST ELEV

3/16

TYP

3/16

TYP

'-0

M

A X

DETAIL NOTES:

4x4x1/4" TAG PL (4 PLCS). SEE SECTION A

L6x4x5/16 (LLV)

EXISTING OPEN WEB JOISTS, RE: PLAN

L6x4x5/16" (LLV) TYP 4 PLCS

EXISTING OPEN WEB JOISTS, RE: PLAN

PROFILE OF RTU CURB. STEEL DECK MAY BE REMOVED INSIDE OF STEEL

FRAME OR PROVIDE ISOLATED HOLES IN THE DECK AT DUCT DROP

LOCATIONS. ISOLATED HOLES SHOWN IN THIS DETAIL

POINT LOAD REINF RE:

ANGLE FRAME NOTES:

1. WELD DECK TO ANGLE SUPPORTS SIMILAR TO MAIN FRAMING PATTERN

2. SEE TYPICAL DETAIL FOR JOIST PANEL POINT REINFORCEMENT

3. SEE TYPICAL DETAIL FOR RTU CURB SUPPORT ON METAL DECK

S050

S050 B

A

/3 S0507

7 7

DETAIL NOTES:

4x4x1/4" TAG PL (4 PLCS). SEE

L6x4x1/4 (LLV)

EXISTING OPEN WEB JOISTS, RE: PLAN

L6x4x5/16" (LLV)

ANGLE FRAME NOTES:

1. WELD DECK TO ANGLE SUPPORTS SIMILAR TO MAIN FRAMING PATTERN

/5 S050

DETAIL NOTES:

PRE-FABRICATED INSULATED ROOF CURB RE: MECH. COORDINATE ACTUAL

WIDTH & ATTACHMENT REQUIREMENTS W/ SUPPLIER

METAL LATHE

STEEL SUPPORT ANGLE, RE: ROOF OPENING SUPPORT FRAME DETAILS

FASTEN CURB TO SUPPORT ANGLE WITH 1/2" THROUGH BOLTS @ 36" OC

MAX

5/8" PUDDLE WELDS @ 18" OC FROM DECK TO SUPPORT ANGLES, OR #10

SCREWS @ 12" OC

TREATED WOOD BLOCKING, WIDTH TO MATCH RTU CURB

WOOD NAILER BY CURB SUPPLIER

WATERPROOFING RE: ARCH AND MECH

FAN/RTU. FASTEN TO CURB PER MANUFACTURER

2 3

5/8 5

FAN/RTU

DETAIL NOTES:

EXISTING STRUCTURAL BEARING WALL

EXISTING 10" JOISTS. REINFORCE WEBS PER

EXISTING 2 1/2" CONCRETE SLAB ON METAL LATH AND 2"

LIGHTWEIGHT CONCRETE

WHERE DOAS BEARS ON WALL, PROVIDE HSS2 1/2X2 1/2X1/4

X 9" LONG DIRECTLY BELOW UNIT CURB. HSS TO BE SNUG

BETWEEN TOP OF WALL AND UNDERSIDE OF

CONCRETE/WIRE MESH. ALTERNATE: GROUT SOLID

BETWEEN TOP OF WALL AND UNDERSIDE OF CONRETE.

ROOFTOP EQUIPEMENT CURB RE: 6/S050

ROOFTOP EQUIPEMENT RE: PLAN.

WHERE HRU BEARS ON WALL, PROVIDE HSS2 1/2X2 1/2X1/4

CONTINUOUSLY BELOW THE UNIT CURB, PROVIDING BREAKS

AT JOIST SEATS. HSS TO BE SNUG BETWEEN TOP OF WALL

AND UNDERSIDE OF CONCRETE/WIRE MESH. ALTERNATE:

GROUT SOLID BETWEEN TOP OF WALL AND UNDERSIDE OF

CONRETE.

HRU

DOAS

3@12 3/16

3@12 3/16

3@12 3/16

1 DETAIL NOTES:

EXIST DOUBLE ANGLE TOP CHORD

1/2" ROUND BAR TOP CHORD REINF.

EXISTING BOTTOM CHORD

EXIST ROUND BAR WEB DIAGONALS

3"x1/4" CONT PLATE

NOTE:

WEB REINF NOT SHOWN FOR CLARITY

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

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH REG. NO. AR 2012034754 EXP. 12/31/2023

ENGR REG. NO. PE 2014031351 EXP. 12/31/2023

CIVIL ENGINEER

OLSSON

550 ST LOUIS ST,

SPRINGFIELD, MO 65806

(417) 885-1736

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY-SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

HEALTHCARE PLANNER

ASPEN COMMUNICATIONS, LLC

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 85712

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

SPUR #: 1794.13

/2

/2

:1

:4

A

M

TYPICAL DETAILS - STEEL

TJSCGB

FINAL BID DOCUMENTS

EHRM TRAINING & ADMIN

SUPPORT

06/28/2022

589-21-702

VA MEDICAL CENTER

4801 LINWOOD BLVD

KANSAS CITY, MO 64128

S050

3/4" = 1'-0"

SLAB ON GRADE JOINTS @ COLUMNS1

3/4" = 1'-0"

JOIST REINF @ POINT LOAD3

1" = 1'-0"

JOIST WEB REINFORCEMENT2

1 1/2" = 1'-0"

TYP OPENING DETAIL - EXISTING ROOF5

3/8" = 1'-0"

TYPICAL RTU SUPPORT- EXISTING ROOF43/8" = 1'-0"

ROOF OR FLOOR PENETRATION7

1 1/2" = 1'-0"

RTU SUPPORT - METAL DECK REINF6

3/4" = 1'-0"

SECTION AT BEARING WALL BELOW RTU8

1" = 1'-0"

JOIST CHORD REINFORCEMENT9

No. REVISION DESCRIPTION DATE cblauwiekel_stand-se PWS MO Seal cblauwiekel_stand-se

W8X24

S101

11 1

EXIST 10C@15.3

E X

IS

T

W F

F2.5

F2.5

EXIST W6x9

E X

IS

T

W 6X

W8X24

4444 5

S100

Sim

VERIFY RE: ARCH

6' - 1"

V E

R

IF

Y R

E : A

R C

H

5'

0"

F2.0

S101

PLAN NOTES:

EXISTING 10" DEEP SJ-102 AND 10" DEEP SJ-103 BAR JOISTS SPACED AS INDICATED.

LOCATIONS DIMENSIONED ONLY IN AREAS OF PENTRATIONS FOR CLARITY.

SPACINGS AND LOCATIONS SHALL BE FIELD VERIFIED

CANOPY FRAMING PER CANOPY SUPPLIER

EXIST 1 1/2" X 20 GA. STEEL FLOOR DECK WITH 4" (1 1/2" +2 1/2") LW CONC

INFILL BELOW EXISTING HEADER RE: ARCH. THICKNESS TO MATCH EXISTING WALL

3 1/2" DIA STD ADJUSTABLE PIPE COL (SCH 40). FRAME OUT WALL AROUND COLUMN

RE: ARCH

EXISTING METAL LATH WITH 2 1/2" CONC SLAB

REINFORCE FLOOR AT PENETRATION RE: 7/S050

NEW DUCT PENETRATION. RE: MECHANICAL PLAN FOR COORDINATION. PROVIDE

LINTEL RE: 4/S100

PLAN NOTES:

EXISTING 10" DEEP SJ-102 AND 10" DEEP SJ-103 BAR JOISTS SPACED AS

INDICATED. LOCATIONS DIMENSIONED ONLY IN AREAS OF PENTRATIONS

FOR CLARITY. SPACINGS AND LOCATIONS SHALL BE FIELD VERIFIED.

EXTERIOR CONC RE: CIVIL

EXIST 1 1/2" X 20 GA. STEEL FLOOR DECK WITH 4" (1 1/2" +2 1/2") LW CONC

INFILL BELOW EXISTING HEADER RE: ARCH. THICKNESS TO MATCH

EXISTING WALL

3 1/2" DIA STD ADJUSTABLE PIPE COL (SCH 40). FRAME OUT WALL AROUND

COLUMN RE: ARCH

EXISTING METAL LATH WITH 2 1/2" CONC SLAB

NEW DUCT PENETRATION. RE: MECHANICAL PLAN FOR COORDINATION.

PROVIDE LINTEL RE: 4/S100

W 8X

SHEET NOTES:

A. REFERENCE SHEET S001 FOR STRUCTRURAL GENERAL NOTES. REVIEW NOTES & DETAILS

FOR APPLICABILITY.

B. SEE ARCHITECTURAL DRAWING FOR DETAILS & DIMENSIONS NOT SHOWN.

C. REFER TO S050 FOR TYPICAL DETAILS.

D. SPREAD FOOTINGS DENOTED ON PLAN BY "Fx.x". REFER TO SCHEDULE ON THIS SHEET FOR

SIZE AND REINFORCING.

E. PROVIDE BLOCKOUTS IN SLAB FOR COLUMNS PER TYPICAL DETAIL

H. STEEL COLUMNS ARE DENOTED ON PLAN AS "Cx.x". REFER TO SCHEDULE ON THIS SHEET FOR

COLUMN SIZE, BASEPLATE TYPE, AND BASEPLATE DIMENSIONS.W8X24W8X24

11 1 1

EXIST 10C@15.3

E X

IS

T

W F

E X

IS

T

W F

EXIST W6x9

E X

IS

T

W 6X

W

8X

4 4 4 4 45 55 5

6 5

S050

Sim

S100

Sim

4" +/-

1' - 9 1/2" +/-

29' - 7 1/2" +/- 2' - 0" +/-

4" +/- 1' - 7" +/- 1' - 6 1/2" +/- 4" +/-

15' - 7" +/-1' - 10" +/-

7 7

2' - 0 1/2" +/- 8' - 2" +/-

1' - 9 1/2" +/-4" +/-

S101

S101

PLAN NOTES:

LOAD BEARING WALL

EXIST FIRE - 1HR WALL

DETAIL NOTES:

STANDARD PIPE COL (SCH 40), RE: TO PLAN FOR DIA

HEADER BEAM RE: PLAN

FRAME OUT WALL RE: ARCH

EXISTING STRUCTURAL BEARING WALL BEYOND

EXISTING 10" JOISTS

EXISTING 2 1/2" CONCRETE SLAB ON METAL LATH

EXISTING CONC. BEARING WALL

PROVIDE ATTACHMENT FROM STEEL POST TO STEEL BEAM.

USE (4) #12 SELF-DRILLING SCREWS

IF COLUMN ABOVE BEARS BETWEEN JOISTS SEATS, PROVIDE

HSS2 1/2X2 1/2X1/4 X 9" LONG DIRECTLY BELOW COLUMN.

HSS TO BE SNUG BETWEEN TOP OF WALL AND UNDERSIDE

OF CONCRETE/WIRE MESH. ALTERNATE: GROUT SOLID

BETWEEN TOP OF WALL AND UNDERSIDE OF CONRETE.

8 8

LEVEL 2

9' - 4"

T.O.S.

18' - 3 1/2"

T.O.S.

8' - 11"

LEVEL 1

0' - 0"

NOTES:

1. HEIGHT OF MASONRY ABOVE LINTEL MUST

BE MINIMUM OF 1/2 THE OPENING WIDTH

2. LINTELS SPECIFICALLY CALLED OUT ON

DRAWINGS SHALL GOVERN OVER THIS

SCHEDULE

4. ALL STEEL ANGLES SHALL HAVE SHORT LEG

HORIZONTAL (SLH) AND SHALL BE PRIME

PAINTED.

5. DRY PACK GROUT AROUND NEW ANGLES TO

ELIMINATE ANY GAPS BETWEEN LINTEL AND

CMU. USE N.S. 5000 PSI GROUT MIN.

L1 L2, L3, L4

L1

L2

L3

L4

UP TO 1'-8"

1'-9" TO 3'-0"

3'-1" TO 5'-0"

5'-1" TO 7'-0"

MARK OPENING SIZE LINTEL SIZE MIN BRG LENGTH

LINTEL SCHEDULE @ WALL OPENINGS

5/16" PL x WALL WIDTH - 1/2"

L3 1/2" x 3 1/2" x1/4"

L3 1/2" x 3 1/2" x5/16"

L5" x 3 1/2" x3/8"

3"

4"

4"

4"

DETAIL NOTES:

EXISTING BRICK

EXISTING CMU WALL

1/2" DIA GALVANIZED THREADED ROD. DRILL AND EPOXY INTO EXISTING CMU WALL. EMBED MIN 4"

INTO CMU. PROVIDE SCREENING TUBE

3/4" Ø STL PIPE TO PREVENT BRICK CRUSHING

WATER PROOFING RE: ARCH

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

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH REG. NO. AR 2012034754 EXP. 12/31/2023

ENGR REG. NO. PE 2014031351 EXP. 12/31/2023

CIVIL ENGINEER

OLSSON

550 ST LOUIS ST,

SPRINGFIELD, MO 65806

(417) 885-1736

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY-SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

HEALTHCARE PLANNER

ASPEN COMMUNICATIONS, LLC

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 85712

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

SPUR #: 1794.13

/2

/2

:1

:4

A

M

FOUNDATION, 1ST AND 2ND FLOOR

PLAN

TJSCGB

FINAL BID DOCUMENTS

EHRM TRAINING & ADMIN

SUPPORT

06/28/2022

589-21-702

VA MEDICAL CENTER

4801 LINWOOD BLVD

KANSAS CITY, MO 64128

S100

N 1/8" = 1'-0"

1ST FLOOR FRAMING PLAN2

N 1/8" = 1'-0"

BASEMENT1

N 1/8" = 1'-0"

SECOND FLOOR FRAMING PLAN3

SCHEDULE - SPREAD FOOTING

TYPE MARK LENGTH WIDTH THICKNESS REINF

F2.5 2' - 6" 2' - 6" 2' - 6" (4) #4 EA WAY,

BOT

F2.0 2' - 0" 2' - 0" 3' - 6" (3) #4 EA WAY,

TOP & BOT

3/4" = 1'-0"

SECTION AT HEADER5

No. REVISION DESCRIPTION DATE

1" = 1'-0"

CMU STEEL LINTEL - EXISTING WALL4

1 1/2" = 1'-0"

LADDER ANCHORAGE6

cblauwiekel_stand-se PWS MO Seal cblauwiekel_stand-se

PLAN NOTES:

EXISTING 10" DEEP SJ-102 @ 2' - 5 3/4" OC

EXISTING 10" DEEP SJ-S102 @ 2' - 4" OC

EXISTING 10" DEEP SJ-S103 @ 1' - 7" OC

EXISTING 1 1/2" DEEP x 20 GA ROOF DECK WITH 4" THICK (1 1/2" + 2 1/2") LIGHT

WT. CONC. FILL

EXISTING 8" CMU BEARING WALL

EXISTING BEARING WALL

EXISTING METAL LATH WITH 2 1/2" CONC SLAB AND 2" LIGHT WEIGHT CONC

TOPPING WITH #10 - 6"X6" MESH

AT RTU BEARING POINTS ALONG BEARING WALL PROVIDE 2 1/2 X 2 1/2 X 1/4 HSS

SNUG BETWEEN TOP OF WALL AND UNDERSIDE OF CONCRETE/WIRE MESH.

PROVIDE BREAK IN HSS AT JOIST SEATS. ALTERNATE: GROUT SOLID BETWEEN

TOP OF WALL AND DECK.

REINFORCE ALL JOIST WEBS PER AND REINFORCE TOP AND BOTTOM

CHORD PER . SHORE JOIST TO TO REMOVE LOAD PRIOR TO

REINFORCING

HRU SHALL NOT BEAR WEST OF LOAD BEARING WALL. CENTER OVER THREE

JOISTS. FIELD VERIFY LOCATION OF JOISTS IN RELATION TO HRU. IF OFF

CENTER ALSO REINFORCE JOISTS THAT ARE DIRECTLY ADJACENT TO THE UNIT.

PROVIDE JOIST REINFORCEMENT RE: DIRECTLY BELOW THE

PERIMETER OF THE DOAU AND HRU UNITS AT EACH JOIST

NON-PENETRATING, FALL PROTECTION SYSTEM RE: ARCH

NEW COLUMN FOR HOIST WHEEL SUPPORT RE: 4/S101

NEW OSHA COMPLIANT LADDER AND LADDER CAGE, ANCHOR TO EXISTING WALL

RE: 6/S100

REINFORCE ROOF AT PENETRATION RE:7/S050

/2 S0509

/3 S05011

/9 S050

SHEET NOTES:

A. REFERENCE SHEET S001 FOR STRUCTRURAL GENERAL NOTES. REVIEW NOTES & DETAILS

FOR APPLICABILITY.

B. SEE ARCHITECTURAL DRAWING FOR DETAILS & DIMENSIONS NOT SHOWN.

C. REFER TO S050 FOR TYPICAL FRAMING DETAILS.

D. JOIST LOCATIONS ARE BASED ON EXISTING DRAWINGS. FIELD VERIFY JOIST SPACING AND

NOTIFY ENGINEER IF SPACING DIFFERS FROM PLAN AT MECHANICAL EQUIPMENT

LOCATIONS.

E. AT ALL WELDING LOCATIONS RE: GENERAL NOTES AND SPECIFICATIONS FOR

REQUIREMENTS.

22 3

1' - 4 1/2" 1' - 4 1/2"

E X

IS

T

W 6X

S

T L

B M

ELEVATOR

SHAFT

OPEN

E X

IS

T

W 6X

S

T L

B M

DOAU - 1

8' - 4" X 4' - 6"

3316 LBS (W/ CURB)

HRU - 1

2' - 9" X 5' - 8"

1067 lbs

1'

M A

X

1'

M A

X

DOAU - 2

8' - 4" X 4' - 6"

3316 LBS (W/ CURB)

HRU - 2

2' - 9" X 5' - 8"

1067 lbs

2'

M A

X

2'

9" M

A X

10 10

2' -9

M

A X

2' -9

M

A X

11 1111 11

S050

Sim

11 11

11 11 11

9 9 9 9

9 9 9

9 9 9 9

9 99

7 3/4" 2' - 5 3/4" 2' - 5 3/4" 2' - 5 3/4" 2' - 5 3/4" 7 3/4"14' - 10 1/2" 2' - 5 3/4"

2' - 4"

1' - 7"

2' - 4"

28' - 0" 4' - 6 1/2"

6 1/2"

6 1/2"

S101

S101

Sim

6' - 1"

WORK

POINT

DETAIL NOTES

CANOPY COLUMNS RE: CANOPY SUPPLIER

PROVIDE EITHER HEADED ANCHOR RODS, OR

ALTERNATIVELY PROVIDE 3" SQ x 1/4" PL WASHER

WITH HEAVY HEX NUT. TACK WELD WASHER AND

NUT TO ANCHOR ROD

BASE PLATE AND ANCHOR RODS, PER CANOPY

SUPPLIER

1 1/2" MIN NON-SHRINK NON-METALLIC GROUT

CONCRETE FOOTING RE: PLAN

BOND BREAK

PROVIDE BLOCKOUT IN SLAB FOR STEEL POST

PROVIDE OVERSIZED HOLES IN BASE PLATE AND

1/4" PL WASHER WITH HEAVY HEX NUTS ON

ANCHOR RODS. WELD WASHERS TO BASE PLATE

1" MIN ALL 4 SIDES

RODS TO EXTEND 1/2" MIN THRU NUTS TOP AND

BOT

NOTES:

A. ACCOUNT FOR GROUT THICKNESS WHEN

DETERMINING BOTTOM OF BASE PLATE ELEVATION

B. ANCHOR RODS SHALL BE F1554 GR. 36 UNO

C. PROVIDE SIMILAR DETAIL AT VERTICAL CANOPY

COLUMN

D. FOOTING AND ANCHORAGE ARE NOT DESIGNED

FOR BASE FIXITY

M

IN

U N

O

10.00° 20.00°

DETAIL NOTES:

EXISTING BRICK

EXISTING CMU WALL

NEW COLUMN RE: PLAN

1/2" DIA GALVANIZED THREADED ROD.

DRILL AND EPOXY INTO EXISTING CMU

WALL. EMBED MIN 4" INTO CMU.

PROVIDE SCREENING TUBE

L3X2X3/16 ANGLE. 3" LEG VERTICAL.

COPE ENDS AND BEND 45 DEGREES

(2) 1/2" GALVANIZED NUTS AND (3)

WASHERS

WATER PROOFING RE: ARCH

3 1/2" x 3 1/2" x 1/4" SHEAR TAB. WELDED

TO COLUMN WITH 3/16" DOUBLE FILLET

3/4" Ø STL PIPE TO PREVENT BRICK

CRUSHING

4 4

1'

8" +/-

45.00°

.0

0°

0_FOUNDATION PLAN

100' - 0"

1_FRAMING PLAN

109' - 4"

DETAIL NOTES:

HSS5X5X1/4 COLUMN. PROVIDE 1/4" CAP PLATE

WELDED TO TOP.

HOIST ARM BY HOIST ARM SUPPLIER. HOIST ARM TO

SUPPORT 250 LBS MAX. BOLT, WELD, OR CLAMP TO

PIPE PER MANUFACTURER SPECIFICATIONS.

HOIST WHEEL TO BE SUPPLIED. MAX LIFTED LOAD OF

125 LBS. WHEEL TO SUPPORT 250 LBS.

FASTEN TO WALL RE: 5/S101

11" x 11" x 3/8" BASE PLATE ON 2" GROUT. (4) 3/4" ANCHOR RODS IN 8"x8" PATTERN, EMBED 8" MIN. WELD

HSS TO BASE PLATE WITH 3/16" FILLET ALL AROUND.

(2) #4 DOWELS x 2' - 0". DRILL AND EPOXY 5" MIN INTO

EXISTING FDN WALL. CLEAN AND ROUGHEN THE

SURFACE OF EXISTING FOOTING, AND APPLY A

BONDING AGENT PRIOR TO POURING NEW FOOTING

AGAINST IT.

FTG AND REINF RE: 2/S100

NOTE: ALL STEEL SHALL BE PRIMED AND PAINTED

4' - 0" MAX

125 LB

MAX

LB

T

E N

S

IO

N M

A X

3'

M

IN

7'

6" M

A X

D E

T E

R M

IN

E

D

IN

F

IE

LD

D

IM

T O

G R

A D

E

6"

1_FRAMING PLAN

109' - 4"

DETAIL NOTES:

CANOPY, RE: CANOPY SUPPLIER

WATERPROOFING, RE: ARCH

L4X4X1/4 ANGLE ALONG LENGTH OF CANOPY.

1/2" DIA GALVANIZED THREADED ROD @ 12" OC. DRILL AND EPOXY INTO EXISTING CMU WALL.

EMBED MIN 4" INTO CMU. PROVIDE SCREENING TUBE.

3/4" Ø STL PIPE TO PREVENT BRICK CRUSHING.

PROVIDE SLOTTED SLIP CONNECTION TO CANOPY. COORDINATE WITH CANOPY SUPPLIER

NOTE: LEDGER WAS DESIGNED FOR 170 PLF VERTICAL LOAD. LEDGER IS NOT DESIGNED FOR

TENSION.

4 6 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

CONSULTANTS:

Drawing # OF

VA Health Care System Approval:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH REG. NO. AR 2012034754 EXP. 12/31/2023

ENGR REG. NO. PE 2014031351 EXP. 12/31/2023

CIVIL ENGINEER

OLSSON

550 ST LOUIS ST,

SPRINGFIELD, MO 65806

(417) 885-1736

MECH / ELEC / PLUMB / TECH ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(913) 369-7200

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY-SPRINKLERED

INDUSTRIAL HYGENIST

RIVERFRONT SAFETY & HEALTH

1139 OLIVE ST, SUITE 300

ST. LOUIS, MO 63101

(713) 864-2900

HEALTHCARE PLANNER

ASPEN COMMUNICATIONS, LLC

7 KIJI-DAVA CIRCLE, SUITE A

PRESCOTT, AZ 85712

(928) 774-0992

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, UNIT 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

Drawing Number

Building Number

SPUR #: 1794.13

/2

/2

:1

:4

A

M

ROOF FRAMING PLAN

TJSCGB

FINAL BID DOCUMENTS

EHRM TRAINING & ADMIN

SUPPORT

06/28/2022

589-21-702

VA MEDICAL CENTER

4801 LINWOOD BLVD

KANSAS CITY, MO 64128

S101

N 1/4" = 1'-0"

ROOF1

1/2" = 1'-0"

CANOPY SECTION21 1/2" = 1'-0"

HSS BRACE - 4 BOLT BASE PLATE3

No. REVISION DESCRIPTION DATE

1 1/2" = 1'-0"

PIPE COLUMN CONN TO WALL5

3/4" = 1'-0"

HOIST COLUMN4

3/4" = 1'-0"

CANOPY CONNECTION AT WALL6

cblauwiekel_stand-se PWS MO Seal cblauwiekel_stand-se