P09 04 of 13 Sealed Bid Dwgs 07092020 - 14 pages.pdf

DESIGN TABLE

Model Building Code: 2015 International Building Code Model Code Standard: ASCE 7-10 Steel Standard: AISC 360-10 Steel Seismic Standard: AISC 341-10 Concrete Standard: ACI 318-14 Masonry Standard: ACI 530-13 Wood Standard: AITC/APA/NDS Current Ed.

Dept of VA Standard: Structural Design Manual For Hospital Projects, 2014

Seismic Design Requirements, 2016 Risk Category: III Substantial Risk Exposure Category: C

ROOF DESIGN LOADS Dead Live Snow Main 20.0 psf 25.0 psf Unreducible 17.0 psf

FLOOR DESIGN LOADS Dead Live Partition Lab and Future Floor 75.0 psf 100.0 psf Reducible 0.0 psf Mechanical Floor 75.0 psf 100.0 psf Unreducible 0.0 psf

SOILS Spread Wall Allowable Bearing Pressure, qa: 2800 psf 2800 psf Soil Density, γt: 125 pcf Soils Report: Holcomb Foundation Engineering #H-17022 Dated: 2/13/2017

SLAB ON GRADE

Compacted Fill Thickness: 4 in Compaction Specification: 95% Modified Proctor D-1557

LATERAL EARTH PRESSURES

Active: 40 psf At-Rest: 65 psf Passive: 350 psf

SNOW DESIGN CRITERIA

Ground Snow Load, Pg: 15 psf Flat Roof Snow Load, Pf: 17 psf Importance Factor, Is: 1.1 Exposure Factor, Ce: 1.0 Partially Thermal Factor, Ct: 1.0 Heated Warm Slope Factor, Cs: 1.0 Drift Surchage Load, Pd: 48 psf Width of Snow Drifts, w: 12'-3"

WIND DESIGN CRITERIA

Ultimate Wind Speed, Vult: 120 mph Design Wind Speed, VASD: 94 mph Enclosure Class: Enclosed Internal Pressure Coefficient, GCpi: 0.18

SEISMIC DESIGN CRITERIA

Importance Factor, Ie: 1.25 Mapped Spectral Response, SS: 0.902 Mapped Spectral Response, S1: 0.308 Site Class: C Design Spectral Response, SDS: 0.625 Design Spectral Response, SD1: 0.306 Seismic Design Category, SDC: D Overstrength Factor, Ω: 2 Seismic Response Coefficient, CS: 0.104 Response Modification Coeff., R: 6 Unfactored Design Base Shear, V: 10.4% W Analysis Procedure: ELFA Basic Seismic-Force-Resisting System: B. Building Frame Systems

2. Steel special concentrically braced frames G8. Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads.

G9. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepancies to the attention of the engineer immediately.

G10. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings.

G11. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these drawings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings. The respective contractor shall verify their work with all other disciplines.

G12. The contract documents represent the structure only. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not limited to, bracing, shoring, underpinning, etc. the Engineer of Record is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction.

G13. Notes and details shall take precedence over general structural notes. Where no details or sections are shown, construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but apply unless noted otherwise.

G14. Provisions for future expansion:

Vertical: 1-story future roof above current roof framing Horizontal: None

GENERAL NOTES

ES1. The actual existing structure configuration, member sizes, etc. has not been field verified.

ES2. All existing structure indicated is for reference only.

ES3. Field verify existing structure. If existing structure varies from configuration, sizes, etc. from drawings, notify engineer of record immediately.

ES4. Existing structural information has been obtained from drawings prepared by FGM, Inc., dated 09/15/1995.

010002 EXISTING STRUCTURE NOTES

SSE1. A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for the structural design of the following products and systems complying with specific performance and design criteria indicated.

1. Steel Joists, joist girders, bridging and accessories.

2. Structural Steel Connections, except as shown on drawings.

AISC Option 2 (Detailer): Simple shear connections.

AISC Option 3 (SSE): All other connections not shown.

3. Cold-Formed Steel CFS exterior and interior wall studs, CFS floor joists and accessories.

4. Stairs, railings, and ladders.

5. Seismic restraint for non-structural components.

014000 DELEGATED DESIGN

SF1. Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project specifications.

SF2. Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve.

SF3. Slabs shall be placed on compacted, free-draining, frost-free drainage course. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve. All fill shall be compacted to a minimum dry density of 95% of the modified Proctor maximum dry density (ASTM- D1557), placed in 6" to 8" lifts. Pea gravel may not be used as fill. Utility trenches and excavations under the foundations or slabs shall meet the same requirements. See soils investigation report for further recommendations.

SF4. Undercutting of the soil for foundation and/or slab placement may be required. These drawings do not indicate the entire scope of undercutting, fill or bad soil removal that may be required to attain the design soil bearing pressures. It is the responsibility of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation and compaction that may be required to meet the design criteria. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and to inspect footing bearing material. A report certified by the soils engineer shall be furnished to the architect/engineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures.

SF5. If dewatering is required, sumps shall not be placed within the foundation excavation.

SF6. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical. Maintain a

2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations.

SF7. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings.

SF8. Shallow foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width and length of all foundations.

SF9. The bottom of all foundations shall be a minimum of local frost depth below final grade.

020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES

RC1. All concrete shall have the following 28 day compressive strengths:

STRENGTH LOCATION

3000 psi-0% AE All foundations and footings 4000 psi-6% AE Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing 4000 psi-0% AE Interior slabs, fill for metal deck and all other interior concrete

RC2. All reinforcing shall conform to the following concrete cover:

COVER LOCATION

3" Foundations & Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench

Footings: All surfaces; All concrete cast against soil 2" Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete 1 1/2" Interior beams, columns & walls: All surfaces; All concrete not exposed to weather or in contact with ground 3/4" Interior slabs & Walls

RC3. Welded Wire Fabric (WWF) for slabs and fill for metal deck shall be placed in the upper-third of the slab or fill. See details.

RC4. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP-1.

RC5. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM

A-615, Grade 60.

RC6. Chamfer edges of exposed concrete 3/4", unless noted otherwise.

RC7. Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spare.

RC8. All welded wire fabric shall conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8".

RC9. All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring.

RC10. Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete.

RC11. Foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width, length & thickness of all foundations.

RC12. Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick, see specifications. Include manufacturer's recommended adhesive or pressure-sensitive joint tape.

RC13. Fiber Reinforcement, if indicated on drawings, shall be 100% virgin polypropylene in collated, fibrillated form, complying with ASTM C 1116, minimum length of 3/4". Minimum dosage = 1.5 pounds per cubic yard.

RC14. Adhesive Anchors and Adhesives Used for Reinforcing Anchorage:

1. The adhesive anchor system used for post-installed anchorage to concrete shall conform to the requirements of the most recently published ACI 355.4.

2. Adhesive anchors indicated are the Basis-of-Design. Approved equal meeting ACI 355.4 is permitted.

3. Bulk-mixed adhesives are not permitted.

4. Anchors shall be supplied as an entire system with manufacturer's recommendations adhered to.

5. Adhesive anchors shall be installed by qualified personnel trained to install adhesive anchors.

6. Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnel certified by the ACI/CRSI Adhesive Anchor Installer Certification program.

7. Adhesive anchors installed in horizontal or upwardly inclined orientations shall be continuously inspected during installation by an inspector specially approved for that purpose.

RC15. Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type II, nonredispersible, acrylic emulsion or styrene butadiene.

033000 CAST IN PLACE CONCRETE NOTES (Foundations, Slabs, & Walls)

M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be f'm = 2000 p.s.i. All units for exterior walls, load-bearing walls and shear walls shall be normal weight block.

M2. All mortar shall be Type S. No admixtures may used unless approved by architect/engineer. Mortar shall not be used for grouting cores or filling bond beams.

M3. All block shall be laid in a running bond pattern.

M4. Course grout shall be used were grouting is required. Slump shall be 8" +/- 1". Minimum grout compressive strength shall be 3000 p.s.i.

M5. All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar diameters.

M6. Center vertical reinforcing in block cores, unless noted otherwise.

M7. See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints.

M8. Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints.

M9. Provide "L" bars at all bond beam corners as required.

M10. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry.

M11. All attachments to block shall be made with Hilti HLC 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations.

M12. See typical schedules for masonry and steel lintels not indicated on plans.

M13. All masonry units below grade to be grouted solid.

M14. Provide ties to all structural steel.

M15. All interior, non-load bearing masonry walls over 12'-0" high, shall be supported on thickened slab as per typical detail. Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise.

M16. All cores with reinforcing steel shall be grouted solid, full height of wall.

042000 MASONRY AND REINFORCED MASONRY NOTES

SS1. All structural steel shall conform to the following:

W Shapes ASTM A992, Grade 50.

Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi) HSS Tubes ASTM A500, Grade B (Fy=46 ksi) HSS Pipes ASTM A500, Grade B (Fy=42 ksi) Anchor Rods ASTM F1554, Grade 36

SS2. All steel shall be detailed, fabricated and erected in accordance with:

AISC 360 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD) AISC 303 "Code of Standard Practice"

SS3. If beam reaction is not indicated, design connection for minimum 15 k reaction.

SS4 All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless otherwise noted.

All connections shall be shear bearing connections tightened to snug-tight condition, unless otherwise noted.

SS5. All shop and field welds shall be made using E70 electrodes or equivalent.

SS6. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless noted otherwise.

SS7. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding with the fabrication and erection of any required frames.

SS8. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted.

SS9. Provide temporary bracing of the structure until all permanent lateral support is in place.

SS10. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to the supporting steel before temporary, erection bracing is removed.

SS11. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc. Coordinate with drain contractor.

051200 STRUCTURAL STEEL NOTES

Abbreviations EBF Eccentrically Braced Frame OCBF Ordinary Concentrically Braced Frame SCBF Special Concentrically Braced Frame IMF Intermediate Moment Frame OMF Ordinary Moment Frame SMF Special Moment Frame CVN Charpy V-Notch SLRS Seismic Load Resisting System WPS Welding Procedure Specification

SSC1. All design and detailing based on AISC 341-10, Seismic Provisions for Structural Steel Buildings - Allowable Strength Design (ASD), and shall comply with all requirements therein.

SSC2. If used, all IMF and SMF connections based on AISC 358-05, Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications, and shall comply with all requirements therein.

SSC3. In addition to the material specifications listed, SLRS members with flanges 1 ½” thick and greater shall meet Charpy V-Notch toughness requirements per AISC.

SSC4. Portions of the SLRS members and connections are designated as PROTECTED ZONES. Within the PROTECTED ZONE, discontinuities created by fabrication and/or erection, such as tack welds, erection aids, air-arc gouging and thermal cutting shall be repaired as required by the Engineer of Record.

SSC5. PROTECED ZONE locations: connections of brace to beams/columns, the center one quarter of the brace length and 8" of the brace from each connection.

SSC6. Demand critical welds are groove welds at column splices, welds at column-to-baseplate connections, and welds at beam-to-column connections conforming to AISC 341-10 Section F2.6b.

051201 SEISMIC STRUCTURAL STEEL NOTES

SJ1. Provide all joists, bridging and accessories for the complete erection of joists in accordance with the current Steel Joist Institute "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" and Underwriters Laboratories "STANDARD, FIRE TESTS OF BUILDING

CONSTRUCTION AND MATERIALS".

SJ2. Bridging shall be completely erected and joists aligned before any construction loads are placed on joists.

SJ3. Do not weld bottom chord of joists to columns unless noted on drawings.

SJ4. Install erection bolts at all joist girder to column and joist to column connections.

SJ5. Where ballasted roofing is not shown on architectural drawings, provide uplift bridging at all joists as per

"STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST

GIRDERS" for a net uplift load of 12 psf, unless noted or shown otherwise.

052100 STEEL JOIST NOTES

MD1. All metal deck material, fabrication and installation shall conform to Steel Deck Institute "SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE", Current edition, unless noted.

MD2. FASTENING DECK

1. Roof deck shall be welded using 5/8" diameter puddle welds, 36/5 pattern with (2) #10 TEK sidelap fasteners unless otherwise shown in typical detail or indicated on drawings.

2. Floor deck shall be welded using 3/4" diameter puddle welds, 36/4 pattern with (2) welded sidelaps unless shown in typical detail or indicated on drawings

MD3. Provide TS 2 1/2x 2 1/2x 1/8 deck support, field welded to joist or beam at all deck span changes.

MD4. Provide L3x3x1/4 deck support at all columns where required, unless noted.

MD5. Provide 20 gauge cover plate at all roof deck span changes.

MD6. Provide L3x3x1/4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted.

MD7. All deck shall be provided in a minimum of 3-span lengths where possible.

053100 STEEL DECK NOTES

SF1. Delegated Design: All cold formed steel framing shall be by Specialty Structural Engineer (SSE), registered in the state of the project. The SSE shall be responsible for the structural design of all cold-formed-steel design, products and systems complying with specific performance and design criteria indicated

SF2. All design and construction of cold formed steel shall comply with the contract documents, referenced codes, standards, notes, layouts and the following American Iron and Steel Institute (AISI) documents, including all AISI referenced documents therein:

S100-2007 Specification S200-2007 General Provisions S201-2007 Product Data S210-2007 Floor & Roof Systems S211-2007 Wall Stud Design S213-2007 Lateral Design with Supplement No. 1 S212-2007 Header Design S214-2007 Truss Design

SF3. Unless noted otherwise, provide the following minimum member sizes, unless larger size or lesser spacing is required:

TYPE SIZE

Exterior Wall Studs 600 S 162-54 Interior Load-Bearing Studs 600 S 162-54

SF4. All members and systems shall conform to the following maximum movements:

TYPE LIVE INDEX MAXIMUM

Exterior Wall Studs L/600 1/2" Interior Wall Studs L/240 1/2" Exterior cantilevered parapets L/300 1/2" Floor trusses and joists L/480 1" Roof trusses and joists L/360 1 1/2"

SF5. The most stringent requirements shall govern in conflicts between specified codes and standards.

SF6. All products shall have four-part identification code which identifies size, style and material thickness of each member.

SF7. All materials shall conform with ASTM A1003, structural grade 33 or structural grade 50.

SF8. Corrosion protection for all materials shall comply with ASTM A653. Minimum, hot-dipped galvanized coating weight for exterior walls and all roof materials shall be G90. All other materials shall be G60.

SF9. Provide factory punchouts in all wall studs where required.

SF10. Provide standard color coding for all products.

SF11. Provide 1/2" ASTM F1554, Grade 36 hooked anchor bolts at all steel tracks, u.n.o. Anchor bolt spacing = 48" OC, u.n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o.

SF12. For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure.

SF13. All track butt joints shall be anchored to a common structural element.

SF14. Horizontal bracing of wall studs shall be provided at 6 feet on center maximum.

SF15. Place joists and trusses directly over wall studs.

SF16. Fastening of elements shall be self-drilling screws or welding of sufficient size to transfer required loads. All welding of galvanized steel shall be touched up with zinc-rich paint.

Minimum thickness of material for welding is 54 mil.

SF17. All screws shall be non-corrosive, No. 12-14 or larger.

SF18. See architectural drawings for all non-structural stud requirements.

SF19. All floor and roof trusses shall have a minimum flange width of 1 5/8".

SF20. Floor and roof truss bottom chords shall be designed for 10 psf dead load, not in addition to design loading.

SF19. Lateral Force Resisting System (LFRS) shall comply with forces indicated.

Shearwalls shall be Type II, steel sheet. Coordinate shearwalls with holdowns and ties shown.

SF20. Provide 1" gap for deflection track for live load deflections.

054000 COLD FORMED STEEL FRAMING NOTES (Delegated Design)

G1. All shoring shall be in place before demolition begins.

G2. It is the Contractor's responsibility to select the appropriate shoring system for the loads and work indicated.

G3. Reactions and forces indicated for shoring are actual, working loads.

G4. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern.

Contractor shall bring all discrepancies to the attention of the engineer immediately.

G5. Verify all existing conditions prior to any demolition, construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings.

G6. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these drawings.

Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings, the respective contractor shall verify their work with all other disciplines.

G7. The contract documents represent the structure only. They do not indicate the method of demolition, shoring or construction. The contractor shall provide all measures necessary to protect the structure during demolition and construction. The Engineer of Record is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction.

017900 DEMOLITION NOTES

C. RODNEY

McCOMAS 081-005275

CARMEL

L

IC

E

NS

ED

ST

RUCTURAL

ENG

IN

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Expires 11-30-20

STATE OF I LL

IN

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ISINDIANA

Drawing Title Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

42-AdditionApproved: Associate Director

Approved: Chief of Staff

Approved: Chief Engineer

Approved: Infection Control

Approved: Safety Officer

Approved: Chief, Police & Security o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

1 Memorial Dr. STE 1800 Saint Louis, MO 63102

Tel

Fax

314.621.4343 314.621.0261

220 N College Ave Indianapolis, IN 46202

Tel

Fax

317.464.9090 317.464.9393

Office of Facilities

Management McComas/O'Donnell & Naccarato 1717 E 116th Street Carmel, IN 46032

Structural

Asaturian Eaton & Assoc.

1440 Old West Main Carbondale, IL 62901

Tel Fax

618.529.3414 618.529.3423

Civil

John A Jurgiel & Assoc.

123 N. Main Street St. Charles, MO 63301

Tel Fax

636.757.3060 636.757.3064

Industrial Hygenist

Holcomb Foundation 393 Wood Road Carbondale, IL 62901

Tel Fax

618.529.5262 618.457.8991

Geotechnical

Tel Fax

317.580.0402 317.582.0766

5/22/2020 4:05:12 PM

STRUCTURAL NOTES AND

ABBREVIATIONS

Expand & Upgrade Building 42 Laboratory

S401

17057 MEI

Marion, IL

11-08-2019

Bid Documents

TMM SDS of ###

O/O OUT TO OUT

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OVER HEAD

OPNG OPENING

OPP OPPOSITE

OPP HD OPPOSITE HAND

OSB ORIENTED STRAND BOARD

OSL OUTSTANDING LEG

OVS OVERSIZE HOLE

PAF POWDER ACTUATED FASTENER

PC PRECAST

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PNL PANEL

PROJ PROJECTION

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESSURE TREATED

PTN PARTITION

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCE(D) (ING) (MENT)

REQ'D REQUIRED

REV REVISION/REVISED

RO ROUGH OPENING

RRD ROOF RELIEF DRAIN

RTN RETURN

RTU ROOF TOP UNIT

RW RETAINING WALL

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SIMILAR

SJ SAWCUT JOINT

SJI STEEL JOIST INSTITUTE

SL SLOPED

SPA SPACE(S)

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSL SHORT SLOTTED HOLES

STD STANDARD

STIFF STIFFENERS

STL STEEL

STRUCT STRUCTURAL

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

TB TIE BEAM

TC TOP CHORD

TCX TOP CHORD EXTENSION

TEMP TEMPERATURE

TF TRENCH FOOTING

THK THICK

THKS THICKENED SLAB

THR'D THREADED

TL TOTAL LOAD

TOP'G TOPPING

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

w/ WITH

WD WOOD

WO WINDOW OPENING (MASONRY)

WP WORKING POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

ELEVATION TOP AND BOTTOM OF LIST

T/ "ELEVATION, TOP OF"

B/ "ELEVATION, BOTTOM OF"

T/BB TOP OF BOND BEAM

T/BM TOP OF BEAM

T/CONC TOP OF CONCRETE

T/F TOP OF FOOTING

T/LDG TOP OF LEDGE

T/MAS TOP OF MASONRY

T/P TOP OF PIER

T/SLAB TOP OF SLAB

T/STL TOP OF STEEL

T/W TOP OF WALL

T/GB TOP OF GRADE BEAM

T/CAIS TOP OF CAISSON

B/PL BOTTOM OF PLATE

B/F BOTTOM OF FOOTING

SPECIAL CHARACTERS

° DEGREE

± PLUS OR MINUS

ELEVATION

Ø DIAMETER

AR ANCHOR RODS

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

ADD'L ADDITIONAL

ADH ADHESIVE

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

AGGR AGGREGATE

AHU AIR HANDLING UNIT

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AISI AMERICAN IRON AND

STEEL INSTITUTE

ALUM ALUMINUM

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCHITECT

ARCH'L ARCHITECTURAL

ASTM AMERICAN SOCIETY OF

TESTING MATERIALS

AWS AMERICAN WELDING SOCIETY

L ANGLE

BAL BALANCE

BB BOND BEAM

B/B BACK TO BACK

BC BOTTOM CHORD

BD BOARD

BLDG BUILDING

BLK BLOCK

BLW BELOW

BM BEAM

BOTT BOTTOM

BP BEARING PLATE

BRDG BRIDGING

BRG BEARING

BRK BRICK

BS BOTH SIDES

BSMT BASEMENT

BTWN BETWEEN

BUC BUILT UP COLUMN

c CAMBER

C/C CENTER TO CENTER

CANT CANTILEVER

CAIS CAISSON

CFS COLD FORMED STEEL

CJ CONTROL AND/OR

CONSTRUCTION JOINT

CL CENTERLINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

COORD COORDINATE

COMP COMPACTED

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CTR CENTER

CTR'D CENTERED

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DLT DEEP LEG TRACK

DO DITTO

DN DOWN

DTL DETAIL

DWG DRAWING

DWL DOWEL

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

ENG ENGINEER

ELEV ELEVATION

ELECT ELECTRICAL

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQUIV EQUIVALENT

ES EACH SIDE

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F/ FACE OF

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLR FLOOR

FLG FLANGE

FS FARSIDE

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GL GLULAM

GR GRADE

HC HOLLOW CORE

HD HOLD DOWN

HGT HEIGHT

HI HIGH

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HS HEADED STUD

HSS HOLLOW STRUCTURAL SECTION

ID INSIDE DIAMETER

IF INSIDE FACE

INFO INFORMATION

INT INTERIOR

INV INVERT

JST JOIST

JT JOINT

K KIP

KO KNOCK OUT

LB POUND

LDG LEDGE

LG LONG

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LNTL LINTEL

LSL LONG SLOTTED HOLES

LONG LONGITUDINAL

LP LOW POINT

LVL LAMINATED VENEER LUMBER

MAS MASONRY

MAT'L MATERIAL

MAX MAXIMUM

MBM METAL BUILDING MFR

MCJ MASONRY CONTROL JT

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MOM MOMENT

MSW MASONRY SHEAR WALL

MSL MEAN SEA LEVEL

MTL METAL

NO NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

ABBREVIATIONS LIST

FACE OF CONC WALL OR CONC

COLUMN

T/STL

+(SEE PLAN)3"

1/

2"

3"

3/4" DIA A325N BOLTS IN DBL L4x3xTHICKNESS

INDICATED IN SCHEDULE, TYP. PROVIDE

13/16"x1 1/2" HORIZ SLOTS IN BEAM WEB AND

INSTALL NUTS. FINGERTIGHT AND PEEN

THREADS OR PROVIDE ADDITIONAL LOCKNUT.

EMBEDDED PLATE CONNECTION EMBEDDED PLATE DETAIL

1' - 0"

2" 8" 2"

'H

1/

2" 4"

4"

1/ 2" 'T'

6" LONG HEADED STUDS

'L

1/

4"

C. RODNEY

McCOMAS 081-005275

CARMEL

L

IC

E

NS

ED

ST

RUCTURAL

ENG

IN

E E R

Expires 11-30-20

STATE OF I LL

IN

O

ISINDIANA

Drawing Title Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

42-AdditionApproved: Associate Director

Approved: Chief of Staff

Approved: Chief Engineer

Approved: Infection Control

Approved: Safety Officer

Approved: Chief, Police & Security o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

1 Memorial Dr. STE 1800 Saint Louis, MO 63102

Tel

Fax

314.621.4343 314.621.0261

220 N College Ave Indianapolis, IN 46202

Tel

Fax

317.464.9090 317.464.9393

Office of Facilities

Management McComas/O'Donnell & Naccarato 1717 E 116th Street Carmel, IN 46032

Structural

Asaturian Eaton & Assoc.

1440 Old West Main Carbondale, IL 62901

Tel Fax

618.529.3414 618.529.3423

Civil

John A Jurgiel & Assoc.

123 N. Main Street St. Charles, MO 63301

Tel Fax

636.757.3060 636.757.3064

Industrial Hygenist

Holcomb Foundation 393 Wood Road Carbondale, IL 62901

Tel Fax

618.529.5262 618.457.8991

Geotechnical

Tel Fax

317.580.0402 317.582.0766

5/22/2020 4:05:14 PM

SCHEDULES Expand & Upgrade Building 42 Laboratory

S402

17057 MEI

Marion, IL

11-08-2019

Bid Documents

TMM SDS of ###

WALL FOOTING SCHEDULE

Mark

Dimensions Bottom Reinf

RemarksWidth Thickness

Longitudinal Reinf Transverse Reinf

No Size Size Spa

WF24 2' - 0" 1' - 0" 3 #5 NA 0"

WF36 3' - 0" 1' - 4" 4 #5 NA 0"

WF48 4' - 0" 2' - 0" 5 #6 #5 1' - 0"

WF72 6' - 0" 2' - 6" 6 #8 #6 1' - 0"

Wall Footing Schedule Notes:

1. Reinforcing clearance at bottom and sides of footings = 3"

2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36".

COLUMN FOOTING SCHEDULE

Mark

Ftg Dimensions Bottom Reinforcing

RemarksWidth Length Thickness

Short Direction Long Direction

No Size Length No Size Length F3x5 3' - 0" 5' - 0" 1' - 0" 6 #5 2' - 6" 3 #5 4' - 6"

F5 5' - 0" 5' - 0" 1' - 0" 5 #5 4' - 6" 5 #5 4' - 6"

F7 7' - 0" 7' - 0" 1' - 6" 7 #6 6' - 6" 7 #6 6' - 6"

F8 8' - 0" 8' - 0" 2' - 0" 10 #6 7' - 6" 10 #6 7' - 6"

F9 9' - 0" 9' - 0" 1' - 10" 10 #6 8' - 6" 10 #6 8' - 6"

F11 11' - 0" 11' - 0" 2' - 2" 11 #8 10' - 6" 11 #8 10' - 6"

F11x50 11' - 0" 50' - 0" 4' - 0" 75 #8 10' - 6" 21 #8 49' - 6"

F13 13' - 0" 13' - 0" 2' - 4" 11 #8 12' - 6" 11 #8 12' - 6"

F16x50 16' - 0" 50' - 0" 4' - 0" 75 #8 15' - 6" 21 #8 49' - 6"

F18x50 18' - 0" 50' - 0" 4' - 0" 75 #8 17' - 6" 24 #8 49' - 6"

Column Footing Schedule Notes:

1. Reinforcing clearance at bottom and sides of footings = 3"

2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36".

PIER SCHEDULE

Mark

Pier Size Vertical Reinforcing Ties

Width Length Qty Size Size Spa P18 1' - 6" 1' - 6" 4 #6 #3 1' - 0"

P24 2' - 0" 2' - 0" 8 #6 #3 1' - 0"

Pier Schedule Notes:

1. Provide 2 inch concrete cover over ties.

2. Space first tie 2" from top of footing, last tie 2" from top of pier.

3. Provide (3) ties in top of pier, spacing = 2 1/2" on center.

4. Provide CRSI typical bar bend T5 for all ties.

5. Provide CRSI typical bar bend T9 additional ties for all piers with more than four vertical bars.

6. Provide 90° Hook for all ties per CRSI detailing standards.

SLAB ON GRADE SCHEDULE

Mark Thickness Reinforcing Control Jt

Depth Reinf

Clearance Control Jt Spa Vapor Retarder Sub-Base Depth Remarks SOG04P 4" 6x6-W1.4xW1.4 WWF 1" 1 1/2" 13' - 0" Plastic 4"

Slab on Grade Schedule Notes:

1. Reinforcing clearance is from the top of slab.

ELEVATED SLAB SCHEDULE

Mark Total

Thickness Concrete Density Conc Reinf

Metal Deck

RemarksThickness Gauge Type Finish FD01 5" Normal 6x6-W2.9xW2.9 WWF 1 1/2" 20 C Galvanized (2) Sidelap fasteners - See General Notes

Elevated Slab Schedule Notes:

1. Provide minimum of 1 1/2" end bearing.

2. Total thickness is the thickness from top of concrete to bottom of deck.

3. If indicated, provide minimum galvanized finish equal to ASTM A653-G30.

4. Type C = Composite Deck; Type NC = Non-Composite Form Deck

ROOF DECK SCHEDULE

Mark Thickness Gauge Type Finish Sidelap Remarks RD01 1 1/2" 22 WR Painted Non-Inter (2) Sidelap fasteners - See General Notes

Roof Deck Schedule Notes:

1. Abbreviations:

WR = Wide Rib WRC = WR Cellular WRA = Wide Rib Acoustical WRAC = Wide Rib Acoustical Cellular Non-Inter = Non-interlocking sidelap Interlock = Interlocking sidelap

2. Provide minimum of 1 1/2" bearing at ends of deck.

3. Provide minimum of 4" of bearing at interior supports.

COLUMN SCHEDULE

Grid Intersection Size

Base Plate Size Anchor Rods

RemarksThickness Width Length Size (Dia) Quantity A-2 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

A-3 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

A-4 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

A-5 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

A.2-2 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.2-2.5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.2-3 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.2-3.5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.2-4 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.2-4.5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.2-5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.6-2 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.6-2.5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.6-3 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.6-3.5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.6-4 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.6-4.5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

A.6-5 HSS5X5X3/8 3/4" 11" 11" 3/4" 4

B-2 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

B-3 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

B-4 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

B-5 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

B.2-6 W10X33 3/4" 1' - 4" 1' - 4" 3/4" 4

C-2 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

C-3 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

C-4 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

C-5 W14X176 3 1/2" 4' - 0" 8' - 0" 2" 32 SEE FRAMING ELEVATIONS

C-6 W10X33 3/4" 1' - 4" 1' - 4" 3/4" 4

C.2-1 HSS5X5X1/2 3/4" 6" 1' - 0" 3/4" 4 STUB COLUMN

C.2-2.1 HSS5X5X1/2 3/4" 6" 1' - 0" 3/4" 4 STUB COLUMN

D-2.2 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

D-3 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

D-4 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

D-5 W12X72 1 1/2" 1' - 7" 1' - 7" 3/4" 4

D-6 W10X33 1 1/2" 1' - 4" 1' - 4" 3/4" 4

Column Schedule Notes:

1. See typical details for column base construction.

STEEL BEAM TO CONCRETE COLUMN OR WALL CONNECTION SCHEDULE

Mark

EP1

Steel Beam To Concrete Column or Wall Connection Lintel Schedule Notes:

1. This schedule is for 50 ksi beams only.

2. Beam material per general notes.

3. Plate and angle material ASTM A36.

4. For beam reactions, see framing plans. Should indicated reactions exceed table capacities fabricator shall provide connection detail.

5. Beam web capacity requires verification for beams with ASTM A36 material.

6. UNO on plan or if reaction exceeds tabulated value, use this connection as typical for listed beam sizes.

Beam Rows of

Bolts

C8, W8, W10 2

Weld 'A' Size

5/16"

Angle Size

L4x3x3/8 5 1/2"

Angle 'L' Length

Embed Plate

'H'

9"

'T'

5/8"

No. Studs

Capacity (Kips) Per Concrete Strength

4 KSI

18.3 18.3

3 KSI

EP2

EP3

EP4

EP5

EP6

EP7

EP8

EP9

W12x14

W12x16 - W14

W16, W18

W21

W24

EP10

W27

W30

W33

W36, W40

5/16"

5/16"

5/16"

5/16"

5/16"

1/4"

1/4"

1/4"

1/4"

L4x3x3/8

L4x3x3/8

L4x3x3/8

L4x3x3/8

L4x3x3/8

L4x3x5/16

L4x3x5/16

L4x3x5/16

L4x3x5/16

8 1/2"

8 1/2"

11 1/2"

14 1/2"

17 1/2"

20 1/2"

23 1/2"

26 1/2"

29 1/2"

13"

13"

17"

21"

25"

29"

33"

33"

37"

5/8"

5/8"

5/8"

5/8"

5/8"

5/8"

5/8"

5/8"

5/8"

40.3

58.4

91.5

111111

40.3

58.4

CONCRETE WALL SCHEDULE

Mark Width

Horiz Reinf Vert Reinf Dowel Reinf

Reinf Location Cover RemarksSize Spa Location Size Spa Size Spa CW8 8" #4 1' - 0" #4 1' - 0" #4 1' - 0" Center 2"

CW10 10" #5 1' - 0" Each Face #5 1' - 0" #5 1' - 0" Each Face 2"

CW12 1' - 0" #5 1' - 0" Each Face #5 1' - 0" #5 1' - 0" Each Face 2"

CW14 1' - 2" #5 1' - 0" Each Face #7 8" #7 8" Each Face 2"

Concrete Wall Schedule Notes:

1. Provide concrete cover to closest bar as indicated.

2. Provide wheel spacers or CRSI Typ. Bar Bend T5 at 36" each way to assure adequate concrete cover.

3. See sections for all bars not included in schedule.

4. Horizontal Bar Location: In = Horizontal bars inside of vertical bars, Out = Horizontal bars outside of vertical bars.

MASONRY WALL SCHEDULE

Mark Thickness

Vertical Wall Reinforcing Horizontal Reinforcing Bond Beam Reinforcing

Remarks

Reinforcing Dowel Reinforcing

Size Spa Qty SizeSize Spa Location Size Spa MW8 7 5/8" #5 4' - 0" Center #5 4' - 0" Ladder 1' - 4" 2 #5 Bond Beams @ 8'-0" oc

MW12 11 5/8" #5 2' - 0" Each Face #5 2' - 0" Ladder 1' - 4" 2 #5 Bond Beams @ 8'-0" oc

Masonry Wall Schedule Notes"

1. Provide 2" cover from outside face for bars in each face.

2. Grout all cores with rebar solid, unless solid grouted wall is shown.

3. Provide ladder type horizontal reinforcement at 16" o.c., unless noted otherwise. Side and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints.

4. Provide bond beam with (2) #5 continuous at top of wall, unless noted otherwise. See schedule for additional bond beams.

T/STL

+(SEE PLAN)

POCHE REPRESENTS

MASONRY WALL

P16

F4

P16

F4

T/P -0'-8"

T/F -2'-8" HSS6

M W

T

/W

0' -8

W F

T

/F

2' -8

CW8 T/W -0'-8"

WF24 T/F -2'-8"

COL MARK, SEE SCHEDULE

FOR ACTUAL SIZE,

BASEPLATE AND ANCHOR

RODS

P16 = PIER MARK, SEE SCHEDULE

T/P = TOP OF PIER ELEV

F4 = COL FTG MARK, SEE SCHEDULE

T/F = TOP FTG ELEV

CONCRETE MASONRY UNIT WALL (MW)

SEE SCHED FOR SIZE AND REINF

T/W = TOP OF WALL ELEV

CONCRETE WALL (CW), SEE SCHED

FOR WALL THICKNESS AND REINF

SPOT ELEV INDICATES

TOP OF CONC

INDICATES PLAN DETAIL

COL GRID, COLUMNS CENTERED

ON GRID INTERSECTION, UNO

T/F = TOP OF FTG ELEV

CONCRETE WALL FTG (WF), SEE

SCHED FOR SIZE AND REINF

INDICATES SECTION CUT

POCHE

REPRESENTS

CONCRETE WALL

S401

S401

INDICATES EDGE

OF WALL FTG

INDICATES EDGE OF WALL

FTG UNDER FLOOR SLAB

H

G

D

C

B

INDICATES PLAN DETAIL

INDICATES SECTION CUT

S401

S401

COL GRID, COLUMNS

CENTERED ON GRID

INTERSECTION, UNO

4" E O

D

EDGE OF DECK,

PERIMETER ANGLE

W14x22

+23'-0"

+23'-0"

OPENING THRU

DECK AND

FRAMING

W x2

(S L)

+24'-0"

W x2

'-0

TOP OF STEEL ELEV

AT GRID INTERSECTION

UNFACTORED

REACTION IN KIPS

TOP OF STEEL ELEV

INDICATES BEAM SIZE

JOIST SIZE32LH12

INDICATES KNEE BRACE

K B k k

INDICATES BRACING

W14x22 +24'-0"

MOMENT CONNECTION

"X" BRIDGING

HORIZ BRIDING

G

8N

.5 K

'-0

JOIST GIRDER SIZE

(UNFACTORED)

T/JOIST GIRDER ELEV

K

INDICATES JOIST SIZE

INDICATES BEAM SIZE

NUMBER OF

SHEAR STUDS

BEAM CAMBER

INDICATES BRACING ELEVATION

5/8"

W x1

(9

C =3

/4

IN

D

IC

A

T E

S D

E C

K

S P

A N

A N

D D

E C

K

M A

R K

S501

T/CONC

-0'-2"

T/CONC

-0'-2"

T/CONC

-0'-0"

T/CONC

-0'-10"

T/CONC

-0'-0"

S

LO

P E

EXTERIOR SLAB

SEE CIVIL

THICKENED SLAB

CONSTRUCTION OR

CONTROL JT

EXTERIOR SLAB

SEE CIVIL

GFK

J

A

J

C

ARCH

SEE

A R

C H

S E

E

CMU/CONC WALL

CMU WALL

CONC RAMP

SLAB DEPRESSION

OPENING IN

SLAB SEE

DETAIL H

LOWER SLAB

COLUMN ISOLATION

SEE DETAIL D

COLUMN ISOLATION

SEE DETAIL E

SLAB ON GRADE

B

TYPICAL SLAB ON GRADE KEY PLAN

SCALE: NTS

NOTE: KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENTS.

SOG01

SLAB MARK

SEE SCHEDULE

IN

CREASE A

S R

EQ'D

F

OR L

ARGER C

OL

2'

- 0

" M

IN

INCREASE AS REQ'D FOR LARGER COL

2' - 0" M

IN

POUR SLAB, LEAVING OUT

AREA AROUND COLUMN.

INFILL WITH CONCRETE

AFTER SLAB HAS CURED

1/2" EXP JT MAT'L

COLUMN

SLAB CONTROL JT,

TYP AT ALL

COLUMN LINES

VAPOR RETARDER

CONC SLAB

COMPACTED SUB GRADE

COMPACTED GRANULAR FILL

T/SLAB

+(SEE PLAN)

FORMED KEY

VAPOR RETARDER

CONC SLAB

COMPACTED SUB GRADE

COMPACTED GRANULAR FILL

T/SLAB

+(SEE PLAN)

1/8" SAW N CONTROL JOINT, ALL

JOINTS SHALL BE SAWN WITHIN

12 HOURS OF SLAB POUR

4" 13'-0" 1"

5" 15'-0" 1 1/4"

6" 15'-0" 1 1/2"

7" 18'-0" 1 3/4"

8" 20'-0" 2"

9" 24'-0" 2 1/4"

10" 25'-0" 2 1/2"

1'-0" 25'-0" 3"

SLAB

THICKNESS

MAX

JT

SPACING

JOINT

DEPTH

NOTE:

CONTRACTOR TO PROVIDE CONTROL JOINT LAYOUT, BASED ON MAXIMUM JOINT SPACING, UNO.

POUR SLAB, LEAVING OUT

AREA AROUND COLUMN.

INFILL WITH CONCRETE

AFTER SLAB HAS CURED

1/2" EXP JT MAT'L

COLUMN

SLAB CONTROL JT,

TYP AT ALL

COLUMN LINES

INCREASE AS REQ'D FOR LARGER COL

2' - 0" M

IN

CONC PIER (BELOW)

FOUNDATION WALL, SEE

FOUNDATION PLAN FOR

ACTUAL CONDITION

THICKEND PORTION OF

SLAB TO BE TWICE THE

SLAB THICKNESS CALLED

OUT ON THE PLANS(3) #5 CONT

REINF ALL INTERIOR

MASONRY WALLS OVER 12'-

0" HIGH w/

#5 @ 4'-0" OC, UNO

3' - 0" x#5 DOWELS, UNO 1'-0"

3' -0

8" MIN

S E

E P

LA

N

S E

E P

LA

N

S

LA

B T

H

IC

K N

E S

S

D E

P R

E S

S

IO

N U

P T

O

T/SLAB

+(SEE PLAN)

WWF TO CONT THRU

DEPRESSED SLAB AREA

SEE PLAN

FOR LIMITS

COMPACTED

DRAINAGE FILL PERIMETER

INSULATION -

SEE ARCH

CONC SLAB

1/2" EXP JT MAT'L

@ THRESHOLD

INTERIOR SLAB EXTERIOR

SLAB

SLOPE

1/4"

GRANULAR

FILL

T/SLAB

+(SEE PLAN)

T/W

+(SEE PLAN)

x#5 @ 48" OC 1'-6"

1' -6

PERIMETER

INSULATION -

SEE ARCH

CONC SLAB

1/2" EXP JT MAT'L

INTERIOR SLAB EXTERIOR

SLAB

SLOPE1/4"

GRANULAR

FILL

T/SLAB

+(SEE PLAN)

T/W

+(SEE PLAN)

x#5 @ 48" OC 1'-6"

1' -6

#5x3'-0" @ 12" OC

(3) PER DOOR MIN

T H

A N

P

LA

N T

H

IC

K N

E S

S D

E P

R E

S S

IO

N

G R

E A

T E

R

S E

E P

P

LA

N

S E

E P

LA

N

T/SLAB

+(SEE PLAN)

x#3 @ 12" OC

9"

9"CONC SLAB

#3 CONT

COMPACTED

DRAINAGE FILL

CONC SLAB

T/SLAB

+(SEE PLAN)

8" MIN

T/SLAB

+(SEE PLAN)

T/SLAB

+(SEE PLAN)

1/2" EXP JT MAT'L

CONC SLAB

CMU/CONC WALL

8" TYP 1' - 0" TYP

T H

IC

K

N E

S S

2x S

LA

B

1' - 0" TYP 8" TYP

T H

IC

K

N E

S S

2x S

LA

B

T/STL

+(SEE PLAN)

T/STL

+(SEE PLAN)

CONC SLAB

KEY

METAL CONSTUCTION JOINT

COMPACTED DRAINAGE FILL

CONC SLAB

KEY

METAL CONSTUCTION JOINT

TYP SLAB CONSTRUCTION JT

TYP SLAB CONTROL JT

SCALE:

TYPICAL CONCRETE SLAB JOINTS

NTS A

SCALE:

TYPICAL THICKENED SLAB

NTS B

SCALE:

TYP CONCRETE RAMP DETAILS

NTS C

TOP OF RAMP

BOTTOM OF RAMP

SCALE:

TYP COLUMN ISOLATION JOINT

NTS D

SCALE:

TYP COLUMN ISOLATION JOINT

NTS E

SCALE:

TYP SECTION AT ENTRY

NTS F

SCALE:

TYP SECTION AT EXTERIOR SLAB

NTS G

SCALE:

TYP DEPRESSED SLAB SECTIONS

NTS J

SECTION

SECTION

SCALE:

TYP EXPANSION JT AT WALL

NTS K

ADDITIONAL

#4x1'-6" @

EACH CORNER

ADDITIONAL

(4) #4x1'-6"

OPENING IN

SLAB

1/

2" C

LR

T Y

P

LIMITS OF SLAB

REINFORCING

SCALE:

TYP SLAB ON GRADE OPENING

NTS H

NOTE:

COORD LOCATION OF

THRESHOLD w/ ARCH

DWGS

FOUNDATION

FOUNDATION

WRAP HSS w/

1/2" EXP JT MAT'L

COLUMN

#4x1'-6" CENTERED

IN SLAB

WRAP HSS w/

1/2" EXP JT MAT'L

COLUMN

#4x1'-6" CENTERED

IN SLAB

ALTERNATE FOR HSS COL

ALTERNATE FOR HSS COL

C. RODNEY

McCOMAS 081-005275

CARMEL

L

IC

E

NS

ED

ST

RUCTURAL

ENG

IN

E E R

Expires 11-30-20

STATE OF I LL

IN

O

ISINDIANA

Drawing Title Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

42-AdditionApproved: Associate Director

Approved: Chief of Staff

Approved: Chief Engineer

Approved: Infection Control

Approved: Safety Officer

Approved: Chief, Police & Security o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

1 Memorial Dr. STE 1800 Saint Louis, MO 63102

Tel

Fax

314.621.4343 314.621.0261

220 N College Ave Indianapolis, IN 46202

Tel

Fax

317.464.9090 317.464.9393

Office of Facilities

Management McComas/O'Donnell & Naccarato 1717 E 116th Street Carmel, IN 46032

Structural

Asaturian Eaton & Assoc.

1440 Old West Main Carbondale, IL 62901

Tel Fax

618.529.3414 618.529.3423

Civil

John A Jurgiel & Assoc.

123 N. Main Street St. Charles, MO 63301

Tel Fax

636.757.3060 636.757.3064

Industrial Hygenist

Holcomb Foundation 393 Wood Road Carbondale, IL 62901

Tel Fax

618.529.5262 618.457.8991

Geotechnical

Tel Fax

317.580.0402 317.582.0766

5/22/2020 4:05:16 PM

SLAB ON GRADE DETAILS

AND DRAWING LEGENDS

Expand & Upgrade Building 42 Laboratory

S403

17057 MEI

Marion, IL

11-08-2019

Bid Documents

TMM SDS of ###

SCALE: NTS

FOUNDATION PLAN LEGEND

SCALE: NTS

FRAMING PLAN LEGEND

CONC WALL (CW)

1/2" EXP JT MAT'L

CONC SLAB

CONC WALL FTG

(WF)

WATERPROOFING PANELS

AND DRAINAGE MAT'L

WRAP DRAINAGE MAT

AROUND DRAIN PIPE

AND COVER WITH

GRANULAR FILL

6" PERFORATED

DRAIN PIPE

1'-0"

2' -0 x#5 @ 12" OC

2" CLR

2" CLR

2" C

LR

2"

C

LR

1 1/2" CLR (TYP)

S E

E P

LA

N

PIER (P)

PIER REINF -

SEE SCHEDULE

CONC WALL (CW)

CONT WALL REINF

THROUGH PIER

WIDTH

EQ EQ

LE

N

G T

H

E Q

E Q

PIER POURED INTEGRAL

w/ WALL

COLUMN

ANCHOR RODS

WITHIN TIES

CONC PIER

PIER VERT REINF

SEE SCHEDULE

CONC FTG

T/P

+(SEE PLAN)2"

2"

3" 2' - 8 3/4"

T

IE

S

2"

O C

1' - 10"

1' - 10"

SEE PLAN

S E

E P

LA

N

PIER VERT REINF

SEE SCHEDULE

TIE

A SECTION A

T/F

-(SEE PLAN)

PLACE TIE IN FTG

FOR DOWEL

ALIGNMENT

2" C L

R

1' - 10"

1' - 10"

SEE PLAN

S E

E P

LA

N

PIER INTEGRATED w/ WALL

2" C L

R

WALL HORIZ

CONT THROUGH

PIER REINF

T/F

+(SEE PLAN)

T/F

+(SEE PLAN)

1' - 0"

MATCH FOOTING REINF

IN SIZE AND NUMBER

REQ'D

2'-0" 2'-0"

FTG REINF

FTG REINF

1' - 0" 2'

-0

M A

X

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING AS

HORIZONTAL STEEL

CORNER DETAIL

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING AS

HORIZONTAL STEEL

INTERSECTION DETAIL

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING AS

HORIZONTAL STEEL

CORNER DETAIL

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING AS

HORIZONTAL STEEL

INTERSECTION DETAIL

LAP - SEE SCHED

TOP BAR TENSION

LA

P

S

E E

S C

H E

D

T O

P B

A R

T E

N S

IO

N

LAP - SEE SCHED

TOP BAR TENSION

LA

P

S

E E

S C

H E

D

T O

P B

A R

T E

N S

IO

N

LAP - SEE SCHED

TOP BAR TENSION

LA

P

S

E E

S C

H E

D

T O

P B

A R

T E

N S

IO

N

LAP - SEE SCHED

TOP BAR TENSION

LAP - SEE SCHED

TOP BAR TENSION

LA

P

S

E E

S C

H E

D

T O

P B

A R

T E

N S

IO

N

8"

NEW CONC SLAB

EXISTING CONC SLAB

COAT WITH BONDING AGENTNEW CONC SLAB

#5x1'-8"@12" USE HILTI

HVA ADHESIVE

CARTRIDGE TO BOND

BAR TO EXISTING SLAB

T/SLAB

+(SEE PLAN)

CMU (MW) OR CONC (CW) -

SEE PLAN

T/F

-(SEE PLAN)

T/F

-(SEE PLAN)

CONC WALL FTG (WF)

PILASTER w/ (4) #6 VERTICAL

& #3 TIES @ 12" OC

1' - 0" MIN

(4) #6

DOWELS

CONC WALL FTG (WF)

T/PILASTER = BOTT/F ABOVE

-(SEE PLAN)

CONC WALL (CW) -

SEE PLAN &

SCHEDULE

PLAN

SEE

DETAIL "A"

2' - 0" M

A T

C H

F T

G W

ID

T

H A

B O

V E

PLAN

SEE

PL

A

N

SE

E

1' - 0" MIN

CENTERLINE

OF FTG

A

A x(2) #5 2'-0"

2' -0

1' - 0"

C. RODNEY

McCOMAS 081-005275

CARMEL

L

IC

E

NS

ED

ST

RUCTURAL

ENG

IN

E E R

Expires 11-30-20

STATE OF I LL

IN

O

ISINDIANA

Drawing Title Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

42-AdditionApproved: Associate Director

Approved: Chief of Staff

Approved: Chief Engineer

Approved: Infection Control

Approved: Safety Officer

Approved: Chief, Police & Security o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

1 Memorial Dr. STE 1800 Saint Louis, MO 63102

Tel

Fax

314.621.4343 314.621.0261

220 N College Ave Indianapolis, IN 46202

Tel

Fax

317.464.9090 317.464.9393

Office of Facilities

Management McComas/O'Donnell & Naccarato 1717 E 116th Street Carmel, IN 46032

Structural

Asaturian Eaton & Assoc.

1440 Old West Main Carbondale, IL 62901

Tel Fax

618.529.3414 618.529.3423

Civil

John A Jurgiel & Assoc.

123 N. Main Street St. Charles, MO 63301

Tel Fax

636.757.3060 636.757.3064

Industrial Hygenist

Holcomb Foundation 393 Wood Road Carbondale, IL 62901

Tel Fax

618.529.5262 618.457.8991

Geotechnical

Tel Fax

317.580.0402 317.582.0766

5/22/2020 4:05:18 PM

TYPICAL SECTIONS AND

DETAILS

Expand & Upgrade Building 42 Laboratory

S404

17057 MEI

Marion, IL

11-08-2019

Bid Documents

TMM SDS of ###

SCALE: S404 3/4" = 1'-0"

1TYP FDN WALL FTG SECTION

SCALE: S404 3/4" = 1'-0"

2TYPICAL CORNER PIER DETAIL

SCALE: S404 3/4" = 1'-0"

3TYPICAL PIER DETAIL

SCALE: S404 3/4" = 1'-0"

4TYPICAL PIER ELEVATION

SCALE: S404 3/4" = 1'-0"

7TYP TOP OF FOOTING STEP

SCALE: S404 3/4" = 1'-0"

5TYP REINFORCED WALL DETAILS

SCALE: S404 3/4" = 1'-0"

8TYP SECTION AT EXISTING SLAB

SCALE: S404 3/4" = 1'-0"

6TYP PILASTER SECTION

6" SPLIT PVC

WATERSTOP

FOAM BACKER ROD

AND SEALANT

ALL HORIZONTAL

REINF IS CONT THRU

JOINT

1/2"

5/8"

1/

2" C

LR

LAP - SEE SCHEDULE

ROUND OR SQUARE OPNG

8" TO 3'-0" 2" CLR2" CLR

PLACE ADDITIONAL VERT (AND

HORIZ) REINFORCING BTWN STD

SPACING AT 2" INCREMENTS

WALL REINFORCING

ADDITIONAL HORIZONTAL BARS

NONE: 1" TO 7" OPENING

(1) #5: 8" TO 12" OPENING

(2) #5: 13" TO 28" OPENING

(3) #5: 29" TO 36" OPENING

ADDITIONAL VERTICAL BARS

NONE: 1" TO 7" OPENING

(2) #6: 8" TO 12" OPENING

(3) #6: 13" TO 20" OPENING

(4) #6: 21" TO 28" OPENING

(6) #6: 29" TO 36" OPENING

NOTE: PROVIDE THIS ADDITIONAL REINFORCING AROUND (4) SIDES OF OPENING.

4"

1'

4'

1' - 0"8"9"

SILL ANGLE - L6x6x1/2"

(4) #5 HORIZ

#6 @ 12" OC, EW, T&B

HYDRAULIC

SHAFT OPNG 3"

C

LR

RX WATERSTOP

GRANULAR FILL

CONC SLAB

L5x3x1/4" (LLV) w/ 1/2"Øx4" HS @ 2'-0" OC

T/SLAB

+(SEE PLAN)

T/ELEV SLAB

+(SEE PLAN)

V E

R

IF

Y w

/ E

LE

V A

T O

R S

U P

P

LI

E R

1'-0" x#5 @ 12" OC, CENTER IN WALL

2'-0"

2' -0

"x#5 @ 12" OC

1" C

LR

8"

5/16 4-12

ELEVATOR WALL

ELEVATOR SLAB

REINF TO MATCH PIT SLAB

1' - 6"

1' - 6"

1' - 0" S

LA

B

D E

P T

H

C O

O R

D

COORD

ELEVATOR SLAB

SUMP PIT, COORD SIZE,

DEPTH AND LOCATION w/

ELEVATOR SUPPLIER

T/SLAB

+(SEE PLAN)

SECTION A-A

SUMP PIT, COORD SIZE,

DEPTH AND LOCATION w/

ELEVATOR SUPPLIER

ELEVATOR WALL

ELEVATOR SLAB

ISOMETRIC OF SUMP PIT

A

A

BLOCKOUT AS REQ'D BY

ELEVATOR CONTRACTOR

SILL ANGLE & ANCHOR BY

ELEVATOR CONTRACTOR

CONC SILL

8" BOND BM w/

(2) #5 CONT

#5 WALL REINF

8" CMU BEAM

T/SLAB

+(SEE PLAN)

x#4 @ 12" OC

FIELD BEND INTO CONC SILL

1'-10"

OPEN BLOCK CMU WALL

(RUNNING BOND PATTERN)

CMU WALL

VERT REINFORCING

HORIZ REINFORCING

A TYPICAL CORNER B TYPICAL INTERSECTION

ALTERNATE LEG

DIRECTION OF

INTERSECTION BARS

CMU WALL

HORIZ REINFORCING

VERT REINFORCING

OPEN BLOCK CMU WALL

(RUNNING BOND PATTERN)

x#4 @ 8" OC24

24" x#4 @ 8" OC

" 24"

L A

P 24" M

I N

8" MIN

BOND BEAM AT TOP WALL

STEEL LINTEL

BEARING PLATE (TYP)

MASONRY OPENING

8" DEEP BOND BEAM

(OMIT AT DOOR OPENING)

8" DEEP BOND BEAM

(OMIT AT DOOR OPENING)

MASONRY OPENING

PRECAST LINTEL

VERTICAL REINF

TO MATCH

WALL REINF

BOND BEAM AT TOP WALL

REINFORCING GROUT (2)

CORES ES MASONRY OPNG

@ GABLE END WALL

8" TYP

(A) TYPICAL CORNER (B) TYPICAL INTERSECTION (C) TYPICAL JAMB

NOTES:

1.…