ATT 7 589-017 03 Drawing Struct.pdf

GENERAL NOTES - STRUCTURAL

1. General Information

A. The contractor shall verify dimensions and conditions before construction and notify the engineer of any discrepancies, inconsistencies, or difficulties affecting the work before proceeding.

B. The contractor shall coordinate all disciplines, verifying size and location of all openings, whether shown on structural drawings or not, as called for on architectural, mechanical, or electrical drawings. In the case of work in an existing building the contractor shall scan existing structure to locate all rebar in the area of the new core/opening using ground penetrating radar and notify the engineer of record for review prior to coring/cutting. Conflicts, inconsistencies, or other difficulties affecting structural work shall be called to the engineer's attention for direction before proceeding.

C. All design and construction work for this project shall conform to the requirements of the following governing design codes:

1.) International Building Code (IBC 2018) 2.) Minimum Design Loads for Buildings and Other Structures (ASCE7-16) 3.) Specification for Structural Steel Buildings (AISC 360-16)

Member Design Basis is Allowable Stress Design (ASD) Connection Design Basis is Allowable Stress Design (ASD)

4.) Structural Welding Code (AWS D1.4/D1.4M-17) 5.) Building Code Requirements for Structural Concrete (ACI 318-14) 6.) Building Code Requirements for Masonry Structures (TMS 402-16) 7.) North American Specification for the Design of Cold-Formed Steel Structural

Members (AISI S100-07/S1-1) 8.) Seismic Design Requirements H-18-8 9.) VA Structural Design Manual pg 18-10

D. These drawings are for this specific project and no other use is authorized.

2. Structural Load Design Criteria

A. Floor Live = 100psf B. Roof Live = 20 psf C. Snow: Pg = 20psf, Pf =17psf, Is = 1.2, Ce = 1.0, Ct = 1.0, Drift per ASCE/SEI 7 D. Lateral Loads:

1.) Wind: V = 122 mph, Exposure C Occupancy [Risk] Category IV, Iw=1.0 GCpi=+/-0.18 Design wind pressures to be used for the design of exterior component and cladding materials on the designated zones of wall and roof surfaces shall be per section 30.7 and Table 30.7-2 of ASCE/SEI 7. Tabulated pressures shall be multiplied by effective area reduction factors, exposure adjustment factors, and topographic factors where applicable

2.) Seismic: Ss = 0.096, S1 = 0.069 Occupancy [Risk] Category IV, Ie=1.5, Site Classification C; Sds = 0.083; Sd1 = 0.069 Seismic Design Category C Basic Seismic Force-resisting System (South Addition):

Steel Ordinary Moment-Resisiting Frame Equivalent Lateral Force Procedure R = 3.5; V = 0.036W; Omega = 3.0; Cd = 3.0

Basic Seismic Force-resisting System (North Addition):

Ordinary Reinforced Concrete Shear Walls Equivalent Lateral Force Procedure R = 4.0; V = 0.031W; Omega = 2.5; Cd = 4.0

E. This project is designed to resist the most critical effects resulting from the load combinations of section 1605.3 of the International Building Code.

3. Concrete

A. All concrete for foundations (walls, grade beams, footings and piers) shall develop minimum ultimate compressive design strength of 3500 psi in 28 days, but not less than 500 pounds of cement shall be used per cubic yard of concrete regardless of strengths obtained, not over 6 gallons of water per 100 pounds of cement and not over 4 inches of slump.

B. All concrete for interior flatwork shall develop minimum ultimate compressive design strength of 4000 psi in 28 days, but not less than 540 pounds of cement shall be used per cubic yard of concrete regardless of strengths obtained, not over

5.40 gallons of water per 100 pounds of cement and not over 4 inches of slump.

Concrete mix shop drawing shall contain testing data proving concrete design mix shrinkage is less than 0.034% at 28 days when tested according to ASTM C157 (air drying method only).

C. All concrete for exterior flatwork shall have a minimum design compressive strength of 4500 psi in 28 days, with not less than 560 pounds of cement per cubic yard of concrete, not over 5 gallons of water per 100 pounds of cement, with 6% +/- 1% air entrainment, and a maximum of 4 inches of slump.

D. All concrete for columns shall develop a minimum ultimate compressive design strength of 4000 psi in 28 days, but not less than 560 pounds of cement shall be used per cubic yard of concrete regardless of strengths obtained, not over 5 gallons of water per 100 pounds of cement and not over 4 inches of slump.

E. The preceding minimum mix requirements may have water-reducing admixtures conforming to ASTM C494 added to the mix at manufacturer's dosage rates for improved workability.

F. The preceding minimum mix requirements may have up to 15% maximum of the cement content replaced with an approved ASTM C618 Class C fly ash, provided the total minimum cementitious content is not reduced.

G. Combined aggregate (coarse plus fine) for all concrete shall be well graded from coarsest to finest with no more than 18 percent and not less than 8 percent retained on an individual sieve, except that less than 8 percent may be retained on coarsest sieve and on No. 50 and finer sieves. Submit this gradation report with the concrete mix design shop drawings.

H. All interior concrete slabs on grade shall be placed over 15 mil, Class A Vapor Barrier per ASTM E1745 with less than 0.01 perms, tested after mandatory conditioning. All joints shall be lapped and sealed per manufacturer's recommendations. All penetrations, as well as damaged vapor barrier material shall also be sealed per manufacturer's recommendation prior to concrete placement. Install barrier per manufacturer recommended details at all discontinuous edges (at interior columns, exterior edge of slab, etc.) to ensure terms of warranty are followed. The vapor barrier shall be placed over free-draining granular material as prescribed by the project soils report.

I. Basement foundation walls shall be braced at the base and top of wall by the contractor until the slab on grade at the base and the floor framing/slab at the top of wall is complete and the concrete has achieved 75% of the design strength. The contractor is responsible for engineering and design of the wall bracing, if required.

J. All concrete is reinforced concrete unless specifically called out as unreinforced.

Reinforce all concrete not otherwise shown with same steel as in similar sections or areas. Any details not shown shall be detailed per ACI 315 and meet requirements of ACI 318, current editions.

K. Control joints in dirt formed slab to be as shown on plans. Where not shown, limit controlled areas to not more than 144 square feet, or 12 feet on any side.

Slab panel side ratio shall not exceed 1 1/2 to 1.

L. Contractor shall verify that all concrete inserts, reinforcing and embedded items are correctly located and rigidly secured prior to concrete placement.

M. Construction joints in beams, slabs, and grade beams shall occur at midspan (middle third) unless noted otherwise. Provide 2 x 4 horizontal keys at construction joints for shear transfer.

N. No aluminum items shall be embedded in any concrete.

4. Reinforcing Steel

A. All reinforcing steel shall conform to the requirements of ASTM A615 or A706 grade 60 steel. Welded plain wire fabric shall be supplied in sheets and conform to the requirements of ASTM A185.

B. Clear minimum coverage of concrete over reinforcing steel shall be as follows:

1.) Concrete placed against earth: 3" 2.) Formed concrete against earth: 2" 3.) Slabs: 1" 4.) Beams or Columns: 1-1/2" 5.) Other 2" All coverage shall be nominal bar diameter minimum.

C. All dowels shall be the same size and spacing as adjoining main bars (splice lap 48 bar diameters or 24" minimum unless noted otherwise).

D. At corners of all walls, beams, and grade beams supply corner bars (minimum 2'-0" in each direction or 48 bar diameters) in outside face of wall, matching size and spacing of horizontal bars. Where there are no vertical bars in outside face of wall, supply 3 - #4 vertical support bars for corner bars.

E. Bars marked continuous and all vertical steel shall be lapped 48 bar diameters (2'-0" minimum) at splices and embedments, unless shown otherwise. Splice top bars near midspan and splice bottom bars over supports, unless noted otherwise.

F. At all holes in concrete walls and slabs, add 2 - #5 bars (opening dimension plus 96 diameters long) at each of four sides and add 2 - #5 x 5'-0" diagonally at each of four corners of hole. Openings in 8" thick walls are reinforced similar, but with 1 - #5 instead of 2 - #5, respectively.

5. Structural Steel

A. All structural steel beams and columns shall be ASTM A992, grade 50 steel and all miscellaneous steel shall be ASTM A36 grade steel (except at moment connections where plates shall be ASTM A572, grade 50). Hollow Structural Sections (HSS) shall be ASTM A500, grade B. Fabrication and erection shall be in accordance with AISC 303-05 "Code of Standard Practice for Steel Buildings and Bridges" in the 13th Edition of the AISC Steel Construction Manual.

B. All welding shall conform to the recommendations of the AWS.

C. All exterior steel and connections, and brick relief angles shall be hot-dip galvanized.

D. All bolts not otherwise specified shall be 3/4" diameter high strength (ASTM A325-N).

All bolts shall be fully pretensioned. All beam connections shall be designed per the AISC Manual of Steel Construction "Framed Beam Connections" for the indicated reactions or at least 0.4 x beam total shear capacity, Vn/Omega, shown in the maximum total uniform load tables, whichever is greater; and, shall account for eccentricity when the bolt line is more than 2" from the center of the support.

All connections must be two bolt minimum. Additional connection elements may not be specifically shown in the conceptual details in this set but may be required by the final connection design, such as stiffener plates, doubler plates, supplement/reinforcing plates or other connection material. Connection design and shop drawing preparation shall be completed under the direct supervision of a professional engineer licensed in the state the project is located and shop drawings and connection calculations shall bear his/her seal.

E. All anchor bolts shall be 3/4" diameter, ASTM F1554, Grade 36 unless noted otherwise.

Washers of minimum size and thickness for the given anchor diameter in Table 14-2 of the AISC Steel Construction Manual shall be provided at every column anchor bolt.

Washers shall have a standard size hole for the anchor bolt. At braced frames washers shall be welded all around to the column base plate with 3/16” fillet weld.

F. All openings in steel framed roof to have 4x4x5/16 angle frame set between beams.

Support mechanical equipment with 6x6x3/8 angles framed between beams .

G. Design and installation of steel decking shall comply with the recommendations of the Steel Deck Institute (SDI). All decking shall be galvanized unless noted otherwise.

H. Allow 2.5 tons of miscellaneous structural steel to be used as directed in the field for special conditions by the engineer of record. Cost for shop drawings, fabrication, delivery, detailing, and erection to be included.

6. Post Installed Anchors

A. Post-installed anchors shall be used only where specified on the drawings unless approved in writing by the engineer of record. See drawings for anchor diameter, spacing and embedment. Performance values of the anchors shall be obtained for specified products using appropriate design procedures and/or standards as required by the governing building code. Anchors installed in concrete shall have an ICC-ES Evaluation Service Report. Special inspection is required for all post installed anchors. The contractor shall coordinate an on-site meeting with the post installed anchor manufacturer field representative to educate the construction team on the anchor installation guidelines and requirements.

B. Mechanical anchors used in cracked and uncracked concrete shall have been tested and qualified for use in accordance with ACI 355.2 and ICC-ES AC193. All anchors shall be installed per the anchor manufacturer's written instructions.

C. Adhesive anchors used in cracked and uncracked concrete shall have been tested and qualified for use in accordance with ICC-ES AC308. All anchors shall be installed per the anchor manufacturer's written instructions.

D. Mechanical anchors used in solid grouted masonry shall have been tested and qualified for use in accordance with ICC-ES AC01. All anchors shall be installed per the anchor manufacturer's written instructions.

E. Adhesive anchors used in solid grouted masonry shall have been tested and qualified for use in accordance with ICC-ES AC58. All anchors shall be installed per the anchor manufacturer's written instructions.

F. Anchors used in hollow concrete masonry shall have been tested and qualified in accordance with ICC-ES AC106 or ICC-ES AC58 as appropriate. All anchors shall be installed per the anchor manufacturer's written instructions with appropriate screen tubes used for adhesives.

7. Foundations

A. The soil investigation was prepared by Engineering Surveys & Services. Their telephone number is (573) 449-2646.

B. Structural foundations consist of a network of straight shaft drilled piers (caissons) established on limestone capable of safely supporting 20ksf end bearing. Each pier hole shall be probed to a depth of 2'-0" below pier bottom and observed by the project soils engineer for suitable bearing material.

C. Basement walls are designed for an at rest lateral load of 50 pcf equivalent fluid pressure. See General Note 3-I for wall bracing requirements.

D. Contractor shall provide for dewatering at excavations from either surface water or seepage.

E. All foundation excavations shall be inspected by a qualified soil engineer, approved by the structural engineer, prior to placement of steel or concrete.

This inspection shall be at the owner's expense.

F. All concrete in the structural portion retaining the backfill shall have attained its design strength prior to being backfilled.

G. Moisture content in soils beneath building locations should not be allowed to change after footing excavations and after grading for slabs on grade are completed. If subgrade materials become desiccated or softened by water or other conditions, recompact materials to the density and water content specified for engineered fill.

Do not place concrete on frozen ground.

8. Drilled Piers

A. Piers not otherwise indicated shall be 30" diameter.

B. Unless otherwise indicated, tops of all piers shall have dowels to concrete grade beams and concrete walls or columns above. At grade beams, provide (6) #7 X 6'-0" dowels w/ standard ACI 90 degree hooks at top (length does not include hook). At columns, provide dowels to match size and spacing of of column vertical reinforcing w/ 48 bar diameter minimum lap and 48 bar diameter minimum embedment in pier. At concrete walls, provide dowels to match wall integral column vertical reinforcing (if present), otherwise provide (6) #7 x 6'-0" dowels w/ standard ACI 90 degree hooks.

C. Driving dowels into concrete after initial set is not allowed.

D. Refer to the specifications (sections for excavation and concrete) for other detailed requirements.

E. Pier concrete to have 6" slump.

9. Shop Drawing Review

A. Bob D. Campbell and Company, Inc. will review the General Contractor’s (GC) shop drawings and related submittals (as indicated below) with respect to the ability of the detailed work, when complete, to be a properly functioning integral element of the overall structural system designed by Bob D. Campbell and Company, Inc.

B. Prior to submittal of a shop drawing or any related material to Bob D. Campbell and Company, Inc., the GC shall:

1.) Review each submission for conformance with the means, methods, techniques, sequences and operations of construction and safety precautions and programs incidental thereto, all of which are the sole responsibility of the GC.

2.) Review and approve each submission.

3.) Stamp each submission as approved.

C. Bob D. Campbell and Company, Inc. shall assume that no submission comprises a variation unless the GC advises Bob D. Campbell and Company, Inc. with written documentation.

D. Bob D. Campbell and Company, Inc. shall review shop drawings and related materials with comments provided that each submission has met the above requirements. Bob D. Campbell and Company, Inc. shall return without comment unrequired material or submissions without GC approval stamp.

E. Shop drawings and related material (if any) required are indicated below.

Should Bob D. Campbell and Company, Inc. require more than ten (10) working days to perform the review, Bob D. Campbell and Company, Inc. shall so notify the GC.

1.) Concrete mix designs and material certificates including admixtures and compounds applied to the concrete after placement.

2.) Reinforcing steel shop drawings including erection drawings and bending details. Bar list will not be reviewed for correct quantities.

6.) Construction and control joint plans and/or elevations.

3.) Structural steel shop drawings including erection drawings and piece details. Include joist, decking and connector submittals. Include miscellaneous framing specified on the structural drawings, but do not submit framing specified on non-structural drawings for Bob D.

Campbell and Company, Inc. review.

4.) Structural steel connection design calculations submitted concurrently withstructural steel shop drawings.

5.) Miscellaneous anchors shown on the structural drawings.

6.) Standard details and bridging information for light gage metal framing.

Erection plans and details for light gage metal joists and lintels spanning more than 6’-0" shall be submitted. Standard wall framing need not be submitted.

10. Statement of Structural Special Inspections

A. The structural design for this project is based on completion of special inspections during construction in accordance with section 1704 of the International Building Code. The owner shall employ one or more qualified special inspectors to provide the required special inspections.

B. The special inspector shall furnish inspection reports to the COR, and any other designated person.

C. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the COR.

D. The special inspector shall submit a final signed report stating that the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and the applicable workmanship provisions of the building code.

E. The following inspections and tests are required with the frequency (continuous or periodic) as defined within the referenced section or standard listed below. The

General Contractor shall provide notification to the inspector when items requiring inspection are ready to be inspected and provide access for those inspections.

1. Shop Fabrication – structural steel per Section 1704.2.5 unless AISC certified shop

2. Steel Construction per Section 1705.2 and the quality assurance requirements of

AISC 341 Chapter J (as referenced by AISC 360)

3. Cold-Formed Steel Deck per Section 1705.2.2 and the quality assurance requirements of SDI QA/QC.

4. Concrete Construction per Section 1705.3 and Table 1705.3

a. Reinforcing Steel Placement

b. Reinforcing Steel Welding

c. Cast in Place Anchors

d. Post Installed Anchors

e. Design Mix Verification

f. Concrete Sampling and Testing

g. Concrete Placement

h. Concrete Curing

i. Formwork Shape, Location and Dimensions

5. Verification of Soils per Table 1705.6

6. Inspections and Tests of Cast-In-Place Deep Foundation per Table 1705.8

G. Unless otherwise covered on architectural plans or specifications, vertical control joints in concrete wall shall be spaced at a maximum of 20'-0" on center and coordinated with the architect. Every other horizontal wall reinforcing bar shall be discontinuous at control joints except heavy top and bottom bars unless noted otherwise. Provide base seal waterstop style number 772 (by Greenstreak Inc. or approved equal) on dirt face side of wall at all walls below grade.

H. Accessories shall be as specified in latest edition of the ACI Detailing Handbook and the concrete Reinforcing Steel Institute Design Handbook. Maximum accessory spacing shall be 4'-0" on center, and all accessories on exposed surfaces are to have plastic coated feet.

I. All slabs and stairs not shown otherwise shall be 6" thick with #4 bars at 12" on center each way. All exterior porches and stoops not otherwise detailed may be constructed in any standard manner, solid or hollow, but must be reinforced with #4 bars at 12" on center each way minimum. Porches shall be doweled to adjacent walls or grade beams with #4 bars at 12" on center, hooked or embedded 48 diameters into both members. Slope porches 1/8" per foot for drainage unless noted otherwise.

J. Allow 1 ton of reinforcing bars #4 or larger to be used as directed in the field for special conditions by the engineer of record (labor for placing same to be included).

@ AT

& AND

Ø ROUND, DIAMETER

ADTL ADDITIONAL

AFF ABOVE FINISHED FLOOR

ALT ALTERNATE

ARCH ARCHITECTURAL

BLDG BUILDING

B/ BOTTOM OF

BM BEAM

BOTT BOTTOM

BRG BEARING

C CAMBER

CD-# CONCRETE DECK TYPE

CJ CONSTRUCTION/CONTROL JOIN

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

COORD COORDINATE

COV, CVR COVER

DBL DOUBLE

DET DETAIL

DIA DIAMETER

DIM DIMENSION

DL DEAD LOAD

DWG DRAWING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL, ELEV ELEVATION

EMBED EMBEDMENT, EMBEDDED

ENGR ENGINEER

EOD EDGE OF DECK

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXP EXPANSION

EXT EXTERIOR

EXTG, EXIST EXISTING

FD-# FLOOR DECK TYPE

FDN FOUNDATION

FF FAR FACE

FIN FINISH

FLR FLOOR

FS FAR SIDE

FTG FOOTING

FV FIELD VERIFY

STRUCTURAL ABBREVIATIONS

GA GAGE

GALV GALVANIZE(D)

GEN GENERAL

GR GRADE

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

JST JOIST

JT JOINT

K KIPS (1000 LBS)

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

LBS, # POUNDS

Ld DEVELOPMENT LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LSLT LONG-SLOTTED HOLE TRANSVERSE

LTWT LIGHTWEIGHT

M MOMENT FORCE

MAX MAXIMUM

MECH MECHANICAL

MFGR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MSRY MASONRY

MTL METAL

NF NEAR FACE

NS NEAR SIDE

NTS NOT TO SCALE

NW NORMAL WEIGHT

OC ON CENTER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

OVS OVERSIZED HOLE

P AXIAL FORCE

PAF POWDER ACTUATED FASTENER

PC PRECAST

PCF POUNDS PER CUBIC FOOT

PEMB PRE-ENGINEERED METAL BUILDING

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR FOOT

PJP PARTIAL JOINT PENETRATION

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

QTY QUANTITY

RAD RADIUS

RD-# ROOF DECK TYPE

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

REV REVISION

RLL ROOF LIVE LOAD

RTU ROOF TOP UNIT

SC SLIP CRITICAL

SCHED SCHEDULE(D)

SECT SECTION

SHT SHEET

SIM SIMILAR

SJ SAW JOINT

SL SNOE LOAD

SOG SLAB-ON-GRADE

SOG-# SLAB-ON-GRADE TYPE

SPCG SPACING

SPEC SPECIFICATION

SPRT SUPPORT

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT-SLOTTED HOLE TRANSVERSE

STD STANDARD

STIFF STIFFENER

STIR STIRRUP

STL STEEL

STRUCT STRUCTURE, STRUCTURAL

T/ TOP OF

THRU THROUGH

TOS TOP OF STEEL, TOP OF SLAB

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

V SHEAR FORCE

VERT VERTICAL

W/ WITH

W/0 WITHOUT

WF WIDE FLANGE

WL WIND LOAD

WP WORK POINT

WWF WELDED WIRE FABRIC

LEGEND:

W14x190

W14x22

T 117'-6"

LEVEL BEAM

DESIGNATION

STEEL BEAM SIZE

TOP OF BEAM ELEVATION

W14x22

T 133'-0"

SLOPING BEAM

DESIGNATION

STEEL BEAM SIZE

TOP OF BEAM ELEVATION

EACH END

T 132'-5"

120 kip

85'-0"

30" Dia.

900'-0" TOP OF PIER ELEVATION

ESTIMATED BOTTOM OF PIER ELEVATION

PIER DIAMETER

LOAD TO PIER (ASD)

CD-1

. . . . . . SPAN DIRECTION OF DECK

. . . . . . 6 1/4" LIGHTWEIGHT CONCRETE SLAB ON

COMPOSITE METAL DECK (4 1/4" LIGHTWEIGHT

CONCRETE OVER 2" DEEP, 18 GA. GALVANIZED

COMPOSITE DECK, 3-SPAN CONTINUOUS).

REINFORCE SLAB w/ 6x6-W2.1xW2.1 WWF.

. . . . . . COLUMN SIZE

BASE PLATE MARK (RE: SCHEDULE)

CD-2 . . . . . . 6 1/4" LIGHTWEIGHT CONCRETE SLAB ON

COMPOSITE METAL DECK (4 1/4" LIGHTWEIGHT

CONCRETE OVER 2" DEEP, 16 GA. GALVANIZED

COMPOSITE DECK, 3-SPAN CONTINUOUS).

REINFORCE SLAB w/ #5 REINFORCING BAR @ 12" o.c. EACH WAY.

SOCKET DEPTH IN ROCK @ BOTTOM OF PIER10'-0"

16"4- 1" DIA. (GR 105)A

ANCHOR RODSSHAPE

PER PLAN 1 1/2"x21"x21"

COLUMN BASE PLATE (txBxN)

COLUMN BASE PLATE SCHEDULE

EMBEDMENT

1. SEE PLAN FOR ORIENTATION OF COLUMNS.

2. PROVIDE PLATE WASHED & EMBEDDED PLATE PER SCHEDULE @ ALL ANCHOR BOLTS.

3. U.N.O. ALL THREADED ROD A.B's SHALL BE F1554 (36ksi) MATERIAL.

NOTES:

TYPE

BASE PLATE SHAPE (NOT TO SCALE)

GRID

PER

PLAN

MAXIMUM

HOLE SIZE PER

SCHEDULE

BASE PLATE

PER

SCHEDULE

COLUMN

PER PLAN

1½

F O

R ¾

D

IA

¾

F

O R

D

IA

F O

R

½

D

IA

PLAN

GRID

PER

PLAN

COLUMN

PER PLAN

M

IN

E

M B

E D

M E

N T

P E

R

/2

N

O N

3"

BOTTOM OF

FOOTING

S H

R

IN

K G

R O

U T

C O

LU

M

N B

A S

E P

LA

T

E S

C H

E D

U

LE

PLATE WASHER WITH 1/16" OVERSIZE

HOLE PER SCHEDULE WELD TO BASE

PLATE W/ 1/4" FILLET WELD ALL

AROUND AT BRACED FRAMES,

MOMENT FRAMES AND AS INDICATED

EMBEDDED ANCHOR

PLATE PER SCHEDULE

W/ NUT TOP & BOTTOM

T/CONCRETE

ELEVATION

COLUMN BASE PLATE AND

ANCHOR-ROD CRITERIA

ANCHOR-ROD

DIAMETER.

3/4"

7/8"

1"

1 1/4"

1 1/2"

MAX. BASE PLATE

HOLE DIAMETER.

1 5/16"

1 9/16"

1 7/8"

2 1/8"

2 3/8"

MIN. PLATE

WASHER SIZE.

2"

2 1/2"

3"

3 1/2"

4"

MIN. PLATE WASHER

THICKNESS

1/4"

5/16"

3/8"

1/2"

1/2"

1 3/4"

2"

2 1/2"

2 7/8"

3 1/4"

3 3/4"

4 1/2"

5"

5 1/2"

5/8"

3/4"

7/8"

GRID

PER

PLAN

EMBEDDED ANCHOR

PLATE SIZE

1/2"x2 1/2"x2 1/2"

1/2"x2 1/2"x2 1/2"

5/8"x3"x3"

5/8"x3 1/2"x3 1/2"

5/8"x3 1/2"x3 1/2"

3/4"x3 1/2"x3 1/2"

3/4"x3 1/2"x3 1/2"

3/4"x3 1/2"x3 1/2"

NOTES:

1. HOLE SIZES PROVIDED ARE BASE ON ANCHOR ROD SIZE AND CORRELEATE WITH ACI 117 (ACI, 2010)

2. CIRCULAR OR SQUARE WASHERS MEETING THE WASHER SIZE ARE ACCEPTIBLE.

3. HOLE IN PLATE WASHER SHALL BE 1/16" LARGER THAN ANCHOR DIAMETER.=

B

N

T Y

P

2"

TYP.

2"

A B

B

N

T Y

P

"TYP.

2"

24"8- 1 1/2" DIA. (GR 105)BPER PLAN 3"x30"x30"2

3/8

3/8

TYP. @ W10, W12

16"8- 3/4" DIA.BPER PLAN 1 1/4"x18"x18"3

16"8- 3/4" DIA.BPER PLAN 1 1/2"x20"x20"4

3/4

TYP. @ W14

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

E R

.r vt

/2

/2

:4

:2

A

M

S001

GENERAL NOTES

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

Revisions: Date:

7-21-22

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

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C E

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:4

:3

A

M

S002

3D VIEW

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

F1 3D VIEW

Revisions: Date:

IF DEDUCT ALTERNATE 3 IS ACCEPTED,

DELETE STAIR IN MRI AREA

BEAMS TO SUPPORT

MECHANICAL EQUIPMENT

STAIR FRAMING IN MRI AREA

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

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.r vt

/2

/2

:4

:3

A

M

S003

3D VIEW

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

F1 3D VIEW

Revisions: Date:

IF DEDUCT ALTERNATE 3 IS ACCEPTED,

DELETE STAIR IN MRI AREA

STAIR FRAMING IN MRI AREA

BEAMS TO SUPPORT

MECHANICAL EQUIPMENT

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

E R

.r vt

/2

/2

:4

:3

A

M

S004

3D VIEW - FUTURE

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

F1 3D VIEW - FUTURE

Revisions: Date:

IF DEDUCT ALTERNATE 3 IS ACCEPTED,

DELETE STAIR IN MRI AREA

BEAMS TO SUPPORT

MECHANICAL EQUIPMENT

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

E R

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/2

:4

:4

A

M

S005

3D VIEW - FUTURE

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

F1 3D VIEW - FUTURE

Revisions: Date:

IF DEDUCT ALTERNATE 3 IS ACCEPTED,

DELETE STAIR IN MRI AREA

BEAMS TO SUPPORT

MECHANICAL EQUIPMENT

PP SS

A6

A5

W 14X109

W 14X109

W 14X109

W 14X109

NN RR TT

5'-10 3/4" 9'-5 3/4" 8'-5" 11" 7'-0 1/2"

'-1

F7

S303

F2

S303

HSS4X4X5/16

HSS4X4X5/16

HSS POSTS TO BEAR ON

EXISTING GRADE BEAM.

EXISTING GRADE BEAM.

FIELD VERIFY

RR.8

F3

S204

F6

S201

C8

S204

F1

S201

F3

S203

F5

S202

F3

S205

D3

S205

D7

S205

917'-0"

929'-0"

215 K

72" Dia.

917'-0"

929'-0"

140 K

72" Dia.

909'-0"

927'-0"

125 K

60" Dia.

10'-0"

909'-0"

927'-0"

125 K

60" Dia.

10'-0"

909'-0"

927'-0"

340 K

60" Dia.

10'-0"

909'-0"

927'-0"

940 K

90" Dia.

10'-0"

909'-0"

927'-0"

830 K

90" Dia.

10'-0"

917'-0"

933'-0"

225 K

72" Dia.

909'-0"

927'-0"

670 K

90" Dia.

10'-0"

909'-0"

927'-0"

725 K

90" Dia.

10'-0"

917'-0"

927'-0"

50 K

36" Dia.

917'-0"

927'-0"

480 K

72" Dia.

917'-0"

927'-0"

250 K

36" Dia.

917'-0"

927'-0"

265 K

72" Dia.

4" CONCRETE SLAB ON VAPOR

BARRIER PER GENERAL NOTES

ATOP 4" DRAINAGE FILL, ATOP 12"

LOW VOLUME CHANGE MATERIAL

PER GEOTECH REPORT. REINF.

SLAB w/ 6x6-W2.9xW2.9 WWF.

T/SLAB = 934'-0"

917'-0"

927'-0"

500 K

72" Dia.

S103 D9

S103 C8 S103

D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

1'-0"

8 1/4"

1'-1 3/4"

1'-0"

20'-6"

'-3

'-0

2'

-4

'-0

'-3

2' -1

"1

'-0

13'-5 3/4"

'-3

'-0

'-7

SJ

S J

A1

S200

TYP.

S400

F2

TEMPORARY SHORING OF EXISTING

RETAINING WALL (AS REQUIRED)

SHALL BE DESIGNED TO RESIST A

MINIMUM EQUIVALENT LATERAL

FLUID PRESSURE OF 50pcf AND

SURCHARGE LOADS WHERE

APPLICABLE. THE CONTRACTOR IS

RESPONSIBLE FOR ENGINEERING

AND DESIGN OF THE WALL BRACING

AS PART OF THE MEANS AND

METHODS OF CONSTRUCTION.

NOTE: THE DESIGN OF ANY TEMPORARY SHORING

AND/OR SOIL RETENTION ASSOCIATED WITH

EXCAVATION IN THIS AREA SHALL BE ENGINEERED

AND PROVIDED BY THE CONTRACTOR AS PART OF

THE MEANS & METHODS OF CONSTRUCTION.

DESIGN SHALL ACCOUNT FOR 50pcf EQUIVALENT

LATERAL FLUID PRESSURE AND SURCHARGE

LOADS WHERE APPLICABLE.

IF DEDUCT ALTERNATE 3 IS ACCEPTED,

DELETE STAIR IN MRI AREA

HSS4X

4X

1/

F7

S205

F8

S204

D3

S206

D7

S206

H S

S

X 4X

1/

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

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/2

:4

:4

A

M

S100

FOUNDATION PLAN - AREA A

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

1/8" = 1'-0"F1 FOUNDATION PLAN AREA A

NOTES:

1. REFER TO GENERAL NOTES ON S001.

A5

NN RR TT

1'

-1

5'-10 3/4" 9'-5 3/4" 8'-5" 11" 7'-0 1/2"

B7

S303

F7

S303

F2

S303

W 8X

W 8X

3 1/2" NORMAL WEIGHT

CONCRETE SLAB ON 9/16"

DEEP, 26ga. GALV. FORM

DECK. REINFORCE SLAB

w/ 6x6-W2.1xW2.1 WWF

C6x8.2 @2'-0"oc MAX.

RR.8

E8

S304

W

X

CD-2

E8

S306

F3

S204

F6

S201

F1

S201

F3

S203

F5

S202

F3

S304

CD-2

W

X

W18X35 (20)

W

X

4" CONCRETE SLAB ON VAPOR

BARRIER PER GENERAL NOTES

ATOP 4" DRAINAGE FILL, ATOP 12"

LOW VOLUME CHANGE MATERIAL

PER GEOTECH REPORT. REINF.

SLAB w/ 6x6-W2.9xW2.9 WWF.

T/SLAB = 946'-0"

16'-0 1/4" 5'-11"

1'

-9

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

SJ

A1

S200

TYP.

S400

F2

IF DEDUCT ALTERNATE 3 IS ACCEPTED,

DELETE STAIR IN MRI AREA

H S

S

X 4X

1/

HSS4X4X1/4

W14X22 (10) W12X14 (8)

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

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C E

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:4

:5

A

M

S101

LEVEL 1 - AREA A

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

1/8" = 1'-0"F7 LEVEL 1 AREA A

NOTES:

1. REFER TO GENERAL NOTES ON S001.

A5

NN RR TT

'-1

5'-10 3/4" 9'-5 3/4" 8'-5" 11" 7'-0 1/2"

2" EJ

E J

E J

RR.8

E9

S305

C3

S304

F3

S304

E4

S305

C5

S305

E8

S304

C3

S307

CD-1

W

X

E8

S306

W

X

W24X103 (20)

W

X

(1

6)

CD-1

W14X22 (8)

12'-3 15/16" 9'-7 5/16"

1'

-9

'-2

'-0

160K-FT

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

S400

F2

H S

S

X 4X

1/

HSS4X4X1/4

W14X22 (10) W24X103 (12)

W12X14 (8)

W

X

(1

2)

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

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.r vt

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:5

:0

A

M

S102

LEVEL 2 - AREA A

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

1/8" = 1'-0"F7 LEVEL 2 AREA A

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

'-1

PP SS

A6

A5

NN RR TT

W

X49

W

X49

W

X49

W21X44 (18)

W

X

W

X

C

1/

2"

W

X

C

1/

2"

W

X

C

1/

2"

E2

S301

CD-2

E J

5'-10 3/4" 9'-5 3/4" 8'-5" 11" 7'-0 1/2"

A1

S300

TYP

2" EJ

W21X44 (6)

W21X44 (6)

E5

S301

E8

S301

E2

S302

E5

S302

E8

S302

RR.8

F3

S306

5'-10 13/16" 6'-6 9/16" 6'-6 9/16"

E9

S305

E4

S305

C5

S305

POUR SLAB RECESS TO SLOPE TO DRAIN.

REF. ARCHITECTURAL DRAWINGS (TYP. AT

NEW CONSTRUCTION)

W

X

(1

2)

W

X

W24X103 (20)

W

X

(1

6)

CD-1

W12X14 (8)

W14X22 (8)

E J

2" EJ

E3

S3084'-4 7/16"

9'-7 5/16"

'-9

'-2

'-0

S103 A8

S103 C8

S103 D8

S103 E8

160K-FT100K-FT

S103 E8

REV

S103 D9

S103 A9

S103 C9

S400

F2

B2

S303

W14X22

W14X22

AHU-01-3-1

4,872 lbs

H S

S

X 4X

1/

HSS4X4X1/4

E8

S307

W 18X

35 (3 2) C

1/2"

W

X

W33X130 (32)

W24X103 (12)

(8) #6 VERT

#4 TIES @ 12"oc

'-0

WALL REINFORCEMENT

NOT SHOWN FOR

CLARITY

1'-0" 1'-0"

#4 TIES @ 12"oc

(18) #6 VERT

WALL REINFORCEMENT

NOT SHOWN FOR

CLARITY

7"

'-0

2' -3

2'-0"

#4 TIES @ 12"oc

(14) #6 VERT

WALL REINFORCEMENT

NOT SHOWN FOR

CLARITY

'-1

'-0

2'-0"

#4 TIES @ 12"oc

(12) #6 VERT

WALL REINFORCEMENT

NOT SHOWN FOR

CLARITY

'-0

(8) #6 VERT

#4 TIES @ 12"oc

WALL REINFORCEMENT

NOT SHOWN FOR

CLARITY

(10) #6 VERT

#4 TIES @ 12"oc

WALL REINFORCEMENT

NOT SHOWN FOR

CLARITY

'-6

(8) #6 VERT

#4 TIES @ 12"oc

WALL REINFORCEMENT

NOT SHOWN FOR

CLARITY

'-0

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

E R

.r vt

/2

/2

:5

:1

A

M

S103

LEVEL 3 - AREA A

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

1/8" = 1'-0"F1 LEVEL 3 AREA A

3/4" = 1'-0"A8 DETAIL

3/4" = 1'-0"C8 DETAIL

3/4" = 1'-0"D8 DETAIL

3/4" = 1'-0"E8 DETAIL

3/4" = 1'-0"A9 DETAIL

3/4" = 1'-0"C9 DETAIL

3/4" = 1'-0"D9 DETAIL

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

3. REFER TO SECTION F7/S300 FOR TYPICAL PATIENT LIFT SUPPORT DETAIL. PATIENT LIFTS ARE TO BE PROVIDED IN THE

PATIENT ROOMS AS INDICATED IN THE ARCHITECTURAL DRAWINGS AND SUSPENDED FROM THE STRUCTURE ABOVE.

DELEGATED UNISTRUT OR STRUCTURAL STEEL DESIGN IS TO BE PROVIDED BY OTHERS. COORDINATE w/ PATIENT LIFT EQUIPMENT MANUFACTURER & w/ MEP, DUCTWORK, & EQUIPMENT LOCATIONS. STRUCTURAL FRAMING & CALCULATIONS

TO BE PROVIDED BY THE DELEGATED DESIGN ENGINEER.

A5

NN RR TT

W21X44 (18)

W

X

W

X

C

1/

2"

W

X

C

1/

2"

W

X

C

1/

2"

W

X

C

1/

2"

E2

S301

'-1

0"

5'-10 3/4" 9'-5 3/4" 8'-5" 11" 7'-0 1/2"

CD-1

E J

E J

2" EJ

KNOCKOUT PANEL FOR

FUTURE OPENING

A1

S300

TYP

2" EJ

W21X44 (6)

W21X44 (6)

E5

S301

E8

S301

E2

S302

E5

S302

E8

S302

RR.8

F3

S306

5'-10 13/16" 5'-11 9/16" 5'-11 9/16" 5'-11 9/16" 7'-11 1/2"

E9

S305

E4

S305

C5

S305

CD-1

W

X

W24X103 (20)

W

X

(1

6)

W14X22 (8)

W14X22 (8)

E3

S308

2"

'-9

'-2

6' -0

4'-4 7/16"

9'-7 5/16"

160K-FT115K-FT

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

S400

F2

H S

S

X 4X

1/

HSS4X4X1/4

E8

S307

W16X31 (20) W16X31 (20)

W

X

W24X103 (12)

W

X

(1

2)

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

E R

.r vt

/2

/2

:5

:2

A

M

S104

LEVEL 4 - AREA A

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

1/8" = 1'-0"F1 LEVEL 4 AREA A

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

3. REFER TO SECTION F7/S300 FOR TYPICAL PATIENT LIFT SUPPORT DETAIL. PATIENT LIFTS ARE TO BE PROVIDED IN THE

PATIENT ROOMS AS INDICATED IN THE ARCHITECTURAL DRAWINGS AND SUSPENDED FROM THE STRUCTURE ABOVE.

DELEGATED UNISTRUT OR STRUCTURAL STEEL DESIGN IS TO BE PROVIDED BY OTHERS. COORDINATE w/ PATIENT LIFT EQUIPMENT MANUFACTURER & w/ MEP, DUCTWORK, & EQUIPMENT LOCATIONS. STRUCTURAL FRAMING & CALCULATIONS

TO BE PROVIDED BY THE DELEGATED DESIGN ENGINEER.

2" EJ

KNOCKOUT PANEL FOR

FUTURE OPENING

E J

2" E

J

F4

S309

E9

S305

E4

S305

F3

S304

C5

S305

W

X

W24X103 (20)

W

X

(1

6)

CD-1

W24X103 (12) W12X14 (8)

W14X22 (8)

160K-FT

S103 A9

S103 C9

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

2'-2 11/16"

9'-7 5/16" 8'-8"

'-9

'-1

1"

'-3

'-9

'-1

H S

S

X 4X

1/

HSS4X4X1/4

W

X

(1

2)

E J

2" EJ

E J

E9

S305

E4

S305

F3

S304

C5

S305

W

X

W24X103 (20)

W

X

(1

6)

CD-1

W12X14 (8)

W14X22 (8)

F3

S307

160K-FT

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8S103

E8

REV.

S103 A9

S103 C9

'-1

'-9

'-3

'-9

2'

-1

2'-2 11/16"

9'-7 5/16" 8'-8"

H S

S

X 4X

1/

HSS4X4X1/4

W

X

(1

2)

W24X103 (12)

2" E

J

2" EJ

E J

F3

S307

E9

S305

E4

S305

F3

S304

C5

S305

W

X

(1

2)

W

X

W24X103 (20)

W

X

(1

6)

CD-1

W12X14 (8)

W14X22 (8)

160K-FT

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

2'-2 11/16"

9'-7 5/16" 8'-8"

'-1

2' -9

'-1

'-9

'-3

H S

S

X 4X

1/

HSS4X4X1/4

W24X103 (12)

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

E R

.r vt

/2

/2

:5

:3

A

M

S105

LEVEL 5, LEVEL 6, & LEVEL 7 - AREA A

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

1/8" = 1'-0"C1 LEVEL 5 AREA A

1/8" = 1'-0"F1 LEVEL 6 AREA A

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

1/8" = 1'-0"C6 LEVEL 7 AREA A

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

E J

E J

E9

S305

F3

S307

E4

S305

F3

S304

C5

S305

W

X

(1

2)

W

X

W

X

(1

6)

CD-1

W12X14 (8)

W14X22 (8)

W24X103 (12)

160K-FT

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

2'-2 11/16"

9'-7 5/16" 8'-8"

'-1

'-9

'-3

'-9

'-1 1"

H S

S

X 4X

1/

HSS4X4X1/4

W24X103 (20)

D4

S309

F8

S308

F2

S310

F7

S310

E5

S311

W

X

(1

6)

CD-1

W12X14 (8)

W14X22 (4)

W

X

(2

6)

W

X

W

X

4)

230K-FT

25 K-FT

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

6'-11 5/8" 4'-10 3/8" 8'-8"

2' -9

'-9

'-9

/8

"9 '-8

/2

4'-0 1/4" 4'-4 3/8"

W10X22W10X22

HOIST BEAM HOIST BEAM

W14X22

W24X146 (12)

W14X22 (4)

W14X22 (4)

D4

S309

F8

S308

F2

S310

F7

S310

E5

S311

W

X

(1

6)

CD-1

W14X22 (4)

W14X22 (4)

W

X

W

X

4)

W8X15 (6) C3

S312

F3

S312

130K-FT

25 K-FT

S103 D9

S103 C8

S103 D8

S103 A8

S103 E8

S103 E8

REV.

S103 A9

S103 C9

6'-11 5/8" 4'-10 3/8" 8'-8"

'-8

/2

'-9

/8

'-9

8 9/16"

4'-0"

2'-3 1/16"

1' -3

/1

6"

'-4

2'-11 3/8" 4'-0 1/4" 4'-4 3/8"

W

X

RTU-01-10-1

5,262 lbs

W8X15 (6)

W

X

(2

6)

W24X103 (12)

W14X22 (4)

W 8X

8)

W 8X

8)

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

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.r vt

/2

/2

:5

:4

A

M

S106

LEVEL 8, LEVEL 9, & LEVEL 10 - AREA A

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

1/8" = 1'-0"C1 LEVEL 8 AREA A

1/8" = 1'-0"F1 LEVEL 9 AREA A

1/8" = 1'-0"C6 LEVEL 10 AREA A

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

NOTES:

1. REFER TO GENERAL NOTES ON S001.

2. DESIGN MOMENT CONNECTIONS FOR THE FORCES INDICATED (TOTAL LOAD, ASD)

1/8" SAW JOINT WHERE INDICATED ON

PLAN. DEPTH EQUALS 1/3 OF SLAB

THICKNESS. CUT WITHIN 8 HOURS OF

PLACING CONCRETE. FILL JOINT w/

SEALANT PER SPECS

NOTE: ANY OR ALL SAW

JOINTS MAY BE FORMED PER

TYPICAL CONSTRUCTION

JOINT DETAIL ON THIS SHEET

AT CONTRACTOR'S OPTION.

SLAB PER PLAN

VAPOR BARRIER

PER PLAN

DRAINAGE FILL

PER PLAN

LOW VOLUME CHANGE

MATERIAL PER

GEOTECH REPORT

D

IM

. P E

R P

L A

N D

IM

. P

E R

P L

A N

TYPICAL SAW JOINT

NOTED "SJ" ON PLAN

PREFORMED KEYED

CONSTRUCTION JOINT WITH

TOOLED EDGE ONE SIDE (FILL

JOINT w/ SEALANT PER SPECS)

TYPICAL CONSTRUCTION JOINT

NOTED "CJ" ON PLAN

1'-0" 1'-0" 1'-0"LOW VOLUME CHANGE

MATERIAL PER

GEOTECH REPORT

SLAB PER PLAN

SLAB

REINFORCING

DISCONTINUOUS

AT JOINT

VAPOR BARRIER

PER PLAN

DRAINAGE FILL

PER PLAN

D

IM

. P E

R P

L A

N D

IM

. P

E R

P L

A N

PROVIDE (3) CORNER BARS

TO MATCH SIZE & SPACING

OF WALL HORIZONTAL

REINFORCING.

OR 2'-0" MIN.

48 BAR DIAMETERS

PROVIDE VERTICAL

SUPPORT BARS FOR

CORNER BARS AT

LOCATIONS WITHOUT

WALL REBAR MAT.

O R

'-0

M

IN

B A

R D

IA

M

E T

E R

S

TYPICAL CORNER BARS AT

CONCRETE WALLS & FOUNDATIONS

TYPICAL T-INTERSECTION REINFORCING

AT CONCRETE WALLS & FOUNDATIONS

PROVIDE "L" BARS TO

MATCH SIZE &

SPACING OF WALL

HORIZONTAL

REINFORCING.

OR 2'-0" MIN.

48 BAR DIAMETERS

WALL REINFORCING

SHOWN IS ILLUSTRATIVE

ONLY.

PROVIDE VERTICAL

SUPPORT BARS FOR

"L" BARS AT

LOCATIONS WITHOUT

WALL REBAR MAT.

O R

'-0

M

IN

B A

R D

IA

M

E T

E R

S

1/2"

3/4"

1"

BASE SEAL WATERSTOP

STYLE NUMBER 772 (BY

GREENSTREAK INC. OR

APPROVED EQUAL) ON

DIRT SIDE OF WALL.

FIELD CUT ALTERNATE

HORIZ BARS AT CONTROL

JOINT. HEAVY TOP AND

BOTTOM BARS TO

CONTINUE THRU JOINT.

1/2" x 1" DEEP FORMED

BEVELED JOINT

MAXIMUM SPACING = 25'-0"

(COORDINATE LOCATIONS WITH ARCHITECT/ALIGN

WITH MASONRY CONTROL/EXPANSION JOINTS

ABOVE)

2X4 KEY WAY

VERTICAL WALL CONTROL JOINT

MAXIMUM SPACING = 100'-0"

VERTICAL WALL CONSTRUCTION JOINT

BASE SEAL WATERSTOP

STYLE NUMBER 772 (BY

GREENSTREAK INC. OR

APPROVED EQUAL) ON

DIRT SIDE OF WALL.

ALL BARS TO CONTINUE

THROUGH CONSTRUCTION

JOINT

OR 2'-0" MIN.

48 BAR DIA. LAP

SLAB PER

PLAN

EXISTING

CONCRETE SLAB ON

GRADE D

IM

. P

E R

P L

A N

TYPICAL AT NEW-TO-EXISTING SLAB ON GRADE

#4x2'-6" DOWELS @ 12"oc (DRILL & EPOXY

6" INTO EXISTING SLAB)

PROVIDE NEAT SAW CUT AT

EDGE OF EXISTING SLAB

1'-0"

SLAB PER

PLAN

1/2" ISOLATION JOINT.

FILL w/ COMPRESSIBLE

MATERIAL & SEALANT

AT TOP.

2-#4 CONT.

FACE OF EXISTING

BUILDING WALL OR

VERTICAL SURFACE

D

IM

. P E

R P

LA

N

TYPICAL SLAB EDGE DETAIL AGAINST EXISTING

BUILDING WALL OR VERTICAL SURFACE

1'-0"

SLAB PER

PLAN

TOOLED JOINT (FILL w/

SEALANT)

2-#4 CONT.

EXISTING

CONCRETE

BUILDING

SLAB &

FOUNDATION

D

IM

. P E

R P

L A

N

TYPICAL SLAB EDGE DETAIL AT EXISTING

BUILDING SLAB THRESHOLD

1/2" DIAMETER x 1'-0"

SMOOTH STEEL

DOWELS @12"oc GRID

PER

PLAN

GRID

PER

PLAN

18" M

IN. TIE LAP

PIER VERTICAL REINFORCING:

QUANTITY & BAR SIZE PER

SCHEDULE (EQUALLY SPACED

AROUND PERIMETER)

PIER TIES:

SPACING &

SIZE PER

SCHEDULE

COVER

3" CLEAR

PER PLAN

PIER SHAFT DIAMETER

PIER SHAFT

DIAMETER

MAXIMUM ALLOWABLE

LOAD TO PIER *

(20 KSF END BEARING)

PIER VERTICAL

REINFORCING PIER TIES

30" 98 k

PIER REINFORCING SCHEDULE

(6) #8 #4@16"

72" 565 k (20) #10 #4@16"

PIER NOTES:

1. ALL PIERS SHALL HAVE A MINIMUM LENGTH OF TWO TIMES

THE DIAMETER OF THE PIER.

2. END BEARING CAPACITY SHALL BE FIELD VERIFIED BY THE

PROJECT GEOTECHNICAL ENGINEER.

3. WHERE BOTTOM OF PIER ELEVATION IS REQUIRED TO

EXTEND TO A DEPTH GREATER THAN THE ESTIMATED

BOTTOM OF PIER ELEVATION, THE REINFORCING STEEL

CAGE SHALL BE HELD AT THE TOP OF THE PIER AND THE

BOTTOM OF THE PIER MAY BE UNREINFORCED FOR A DEPTH

NOT TO EXCEED 1.5 x THE PIER DIAMETER. IF THE PIER IS

REQUIRED TO RESIST UPLIFT OR THE BOTTOM OF THE PIER

MUST BE EXTENDED TO A DEPTH GREATER THAN 1.5 x THE

PIER DIAMETER, VERTICAL BARS SHALL BE LAPPED 48 BAR

DIAMETERS TO THE BOTTOM OF THE CAGE AND TIES SHALL

BE ADDED TO EXTEND THE REINFORCING THROUGH THE

FULL DEPTH OF THE PIER.

4. ANY PIER EXCAVATION THAT ENCOUNTERS GROUNDWATER

SEEPAGE SHALL BE TEMPORARILY CASED AND HAVE ALL

WATER REMOVED FROM THE HOLE PRIOR TO PLACEMENT

OF CONCRETE.

5. IN ADDITON TO PIER TIES INDICATED, PROVIDE FOUR (4)

EXTRA TIES @ 3" o.c. AT THE TOP OF EACH PIER.

6. UNLESS OTHERWISE INDICATED, TOPS OF ALL PIERS SHALL

HAVE DOWELS TO CONCRETE GRADE BEAMS & CONCRETE

COLUMNS ABOVE. AT GRADE BEAMS, PROVIDE (6) #7 x 6'-0" DOWELS w/ STANDARD ACI 90 DEGREE HOOKS AT TOP

(LENGTH DOES NOT INCLUDE HOOK). AT COLUMNS,

PROVIDE DOWELS TO MATCH SIZE & SPACING OF COLUMN

VERTICAL REINFORCING w/ 48 BAR DIAMETER MINIMUM LAP

& 48 BAR DIAMETER MINIMUM EMBEDMENT IN PIER. AT

CONCRETE WALLS AND SLABS, PROVIDE DOWELS TO

MATCH WALL INTEGRAL COLUMN VERTICAL REINFORCING (IF

PRESENT), OTHERWISE PROVIDE (6) #7 x 6'-0" DOWELS w/

STANDARD ACI 90 DEGRESS HOOK.

TYPICAL PIER REINFORCING DETAIL

90" 884 k (32) #10 #4@16"

60" 393 k (12) #10 #4@16"

36" 141 k (8) #8 #4@16"

* ADDITIONAL LOAD ACHIEVED w/ 1500 PSF SKIN

FRICTION PER GEOTECH REPORT

GRID

PER

PLAN

D

IM

. P E

R P

L A

N D

IM

. P

E R

P L

A N

1/2" ISOLATION JOINT.

FILL w/ COMPRESSIBLE

MATERIAL & SEALANT

AT TOP.

SLAB PER

PLAN

DIAMOND SHAPED

SLAB BLOCKOUT

AT COLUMN (TYP.)

"o c

T

IE

S

TOP OF COMPETENT

LIMESTONE (FIELD

VERIFY ELEVATION)

(U .N

.O

'-0

T

Y P

_______ CAPABLE OF

SAFELY SUSTAINING

____ksf END BEARING

(FIELD VERIFY).

PIER DIAMETER PER PLAN

2"Ø PROBE HOLES

AS REQUIRED BY

GEOTECHNICAL

ENGINEER FOR

VERIFICATION OF

BEARING

CAPACITY

VERTICAL REINFORCING

PER SCHEDULE.

PROVIDE STANDARD ACI

90 DEGREE HOOKS AT

TOPS OF ALL VERTICAL

BARS AT PIERS w/

BRACED FRAME

COLUMNS

CIRCULAR TIES

PER

SCHEDULE

COLUMN SIZE, BASE

PLATE, GROUT, &

ANCHOR BOLTS PER

PLAN & SCHEDULE

B5

S200

PLAN

NORTH

TRUE

NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD

A/E:

STAMPCONSULTANT

321 4 5 6 7 8 9 10

NOT FOR CONSTRUCTION

matchline

A

B

IM

/5

-0

In p at ie nt M e di ca l B ed A d di tio n

9/

T C

A E

R

V

A M

E D

C E

N T

E R

.r vt

/2

/2

:5

:4

A

M

S200

FOUNDATION SECTIONS

TRIPLE C THE A&E GROUP

2625 LINDELL BLVD. 2ND FLOOR, 2064

ST. LOUIS, MO 63108

MAT PERKINS

520-481-8548

589-017

B1

JULY 21, 2022 C Boos E Schmitz

ISSUED FOR BIDDING KCVA -Inpatient Medicine Bed Addition

4801 LINWOOD BLVD KANSAS CITY, MO 64128

3/4" = 1'-0"A1 SECTION

3/4" = 1'-0"A3 SECTION

3/4" = 1'-0"A5

TYPICAL INTERSECTING CONCRETE

WALL REINFORCING 3/4" = 1'-0"A7 VERTICAL WALL CONTROL JOINT

3/4" = 1'-0"B1 SECTION

3/4" = 1'-0"A10 SECTION

3/4" = 1'-0"B3 SECTION

3/4" = 1'-0"B5 TYPICAL PIER REINFORCING

3/4" = 1'-0"B7 SECTION

1'-8"

1'-0"

1'-0"

1'-0"

4"

/4

GRADE PER

ARCH/CIVIL

BEAM PER PLAN BEAM PER PLAN

946'-0"

934'-0"

PIER BEYOND

PER PLAN

(2) #9 CONT. (BOTTOM)

PIER DWLS PER

NOTE 6 ON B5/S200

#6 DWLS @ 12"oc

#4 @ 12"oc HORIZ

#4 @ 12"oc HORIZ

#6 @ 12"oc VERT

#4 x 5'-0" Lg DWLS @ 12"oc

2'-6"

2' -6

1'-0"

SLAB PER PLAN

(2) #4 CONT.

PIER BEYOND

PER PLAN

(2) #9 CONT. (BOTTOM)

PIER DWLS PER

NOTE 6 ON B5/S200

#4 @ 12"oc HORIZ

#6 @ 12"oc VERT

#4 @ 12"oc HORIZ

#6 @ 12"oc VERT

(2) #9 CONT. (BOTTOM)

3/4" x 4" x CONT. EMBED PL w/ 3/4" x 6" Lg HEADED STUDS @ 12"oc

SLAB ON DECK

PER…