S02. Drawings - STRUCTURAL.pdf

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Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

FULLY SPRINKLERED

Louis Stokes Cleveland

VA Medical Center

U.S. Department of Veterans Affairs

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

1468 WEST 9TH STREET #400

CLEVELAND, OH 44113

P. 216.687.1555 F. 216.687.1558

STRUCTURAL ENGINEERING:

THORSON BAKER + ASSOCIATES

3030 WEST STREETSBORO RD.

RICHFIELD, OH 44286

P. 330.659.6688

CIVIL/MECH./ELEC./PLUMBING ENGINEERING:

SCHEESER BUCKLEY MAYFIELD, LLC

1540 CORPORATE WOODS PKWY.

UNIONTOWN, OH 44111

P. 330.526.2700

COST ESTIMATING:

MCGUINESS UNLIMITED, INC.

15724 STILLWOOD AVE.

CLEVELAND, OH 44111

P. 440.667.5120

LANDSCAPE ARCHITECTURE:

JAMES S. MCKNIGHT

P.O. BOX 14158

CLEVELAND, OH 44114

P. 216.952.2408

HAZARDOUS MATERIALS

ASSESSMENT:

STEPHEN J. SEBESTA &

ASSOCIATES, INC.

30628 DETROIT RD., NO. 258

WESTLAKE, OH 44145

P. 216.781.0060

BID ISSUE SUBMISSION

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GENERAL NOTES EXPAND PRIMARY CARE FOR

PACT REALIGNMENT

10701 EAST BLVD. CLEVELAND, OHIO

541-376

NICK CARROZZA

8.1.21 TBA TBA

GENERAL NOTES

Design Criteria

WALLS - WINDWARD COMPONENTS AND CLADDING

Effective Area(sq.ft.)

Height Interior Zone Exterior Zone

10 20 50 100 70 30.7 30.7 29.3 27.9

WALLS - LEEWARD COMPONENTS AND CLADDING

10 20 50 100

56.3 56.3 49.5 44.9

Effective Area(sq.ft.)

Height Interior Zone Exterior Zone

10 20 50 100 70 30.7 30.7 28.6 26.4

10 20 50 100

30.7 30.7 28.6 26.4

Applicable Building Code: International Building Code (IBC) 2018

1. Design live loads

A. Floor loads

a. Basement (slab on grade) Mech. room =150 psf

b. First and Second Floors =100 psf + 20psf partitions

c. Future third floor =100 psf + 20psf partitions

d. Future fourth floor =100 psf + 20psf partitions

e. Future mech. roof penthouse =150 psf

f. Stairs and exits =100 psf

B. Roof loads

a. Minimum roof live load by code = 30 psf

b. Ground snow load = 30 psf

• Snow exposure factor (ce) = 1.0

• Snow importance factor (Is) = 1.2

• Thermal Factor (Ct) = 1.0

c. Flat roof snow load (Pf) = 25 psf

d. Total design snow load = 30 psf + drifting

e. Roof design is governed by the minimum roof live load or total design snow load

+ drifting whichever is more stringent.

2. Design wind loads

A. Basic wind speed (3 second gust) (Ultimate) = 121 mph

a. Exposure = B

b. Risk Category = IV

B. Main wind-primary frame (Ultimate) Directional Procedure Height N/S-Direction E/W-Direction

1. 0-70' 29.0 psf 31.4 psf

C. Components and Cladding Wind Loads (PSF) (Ultimate)

D. Components and cladding: use the most stringent wind load obtained from code, underwriter criteria and the project specifications. Cladding manufacturer shall consider increased pressure coefficients at building perimeter, corners, eaves, and rakes. Loads noted in general notes are obtained from code.

3. Seismic

SS = 0.180

S1 = 0.058

SDS = 0.144

SD1 = 0.066

Seismic importance factor (le) 1.5 Risk Category IV Seismic site class C Seismic design category A Response Modification factor (R) 4.0 Seismic Response Coefficient (Cs) 0.01 Basic seismic force resistance system Ordinary reinforced concrete shear walls Analysis procedures Equivalent lateral force method Design base shear (v) 47 kips (ultimate)

4. Frost depth = 42"

1. The term General Contractor (GC) as used in these documents refers to the Contractor / Construction Manager in responsible charge of the project in terms of coordination, scheduling, subcontractor coordination, etc. This term refers to, but is not limited to, General Contractor, Construction Manager, Design Build Contractor, Prime Contractor, etc. The term is referencing the entity that coordinates the work of other trades.

2. All referenced standards, such as codes, specifications, and other publications noted herein, are intended to refer to the edition of said standard as referenced by the applicable building code or the latest edition published as of the date on the contract documents.

3. The structure is designed to be self-supporting and stable after the building is fully completed. It is solely the contractor's responsibility to determine erection procedure and sequence and insure the safety of the construction personnel, public, building and its component parts, and adjacent buildings and properties.

This includes the addition of whatever temporary or permanent shoring, bracing, needling, underpinning, or sheet piling, etc. that may be necessary to brace new construction and adjacent buildings, so that the structure is braced for wind, seismic, gravity, construction loads, etc. and so that no horizontal or vertical settlement or any damage occurs to the adjacent existing structures. Temporary supports shall be maintained in place until permanent supports and/or shoring and bracing are installed. Design of these supports shall be by an engineer registered in the state where the project is located in the employ of the contractor.

4. Fall protection support from perimeter of structure shall be provided in accordance with OSHA requirements as required. Such material shall remain the contractor's property after completion of the project.

5. It is the contractor's responsibility to enforce all applicable safety codes and regulations during all phases of construction.

6. The contractor shall perform all construction for the project in a manner and sequence that are based on accepted industry standards that recognize the interaction of the components that comprise the structure, without causing distress, unanticipated movements or irregular load paths as a result of the construction means and methods employed.

7. Construction loads shall not exceed design live loads. The contractor shall be responsible for all design required to support construction equipment used in constructing this project. Shoring and re-shoring is the responsibility of the contractor.

8. Principal openings through the structure are shown on these drawings. The general contractor shall examine the structural and mechanical, electrical, plumbing, and other trades drawings for the required openings and shall verify size and location of all openings with the appropriate trade contractor.

Providing all openings required for mechanical, electrical, plumbing, or other trades shall be a part of the general contract, whether or not shown in the structural drawings. Any deviation from the openings shown on the structural drawings shall be brought to the engineer's attention for review.

9. The existing conditions shown on these documents are based upon existing Ambulatory Care Clinic Building Addition structural drawings prepared by Barber & Hoffman, Inc. dated April 5, 2000 and Building vertical expansion drawings dated May 11, 2012. The drawings illustrate the existing structure, structural elements and framing details based on either the original construction, drawings and/or site observation. Prior to initiating material procurement and construction it is the contractor's responsibility to verify existing conditions are consistent with the contract documents. This may required the removal of existing finishes and possible selective demolition to verify the as-built conditions. The contractor is responsible for field verifying all existing conditions; any discrepancies are to be immediately reported to the engineer and architect prior to proceeding with any of the work in question.

10. All contractors are required to examine the drawings and specifications carefully, visit the site and fully inform themselves as to all existing conditions and limitations, prior to agreeing to perform the work.

Failure to visit the site and familiarize themselves with the existing conditions and limitations will in no way relieve the contractor from furnishing any materials or performing any work in accordance with drawings and specifications without additional cost to the owner.

11. Details labeled "Typical Details" on drawings apply to situations occurring on the project that are the same or similar to those specifically detailed. Such details apply whether or not details are referenced at each location. Notify engineer for clarifications regarding applicability of "Typical Details".

12. Work these drawings with architectural, mechanical, electrical, and plumbing drawings, along with all other drawings and specifications included in the contract documents.

13. Do not scale drawings.

14. Any discrepancies between structural and architectural drawings shall be brought to the attention of the architect and structural engineer.

General

ANCHOR TYPE ADHESIVE TYPE REINFORCING

Medium Duty Adhesive Hilti HIT-HY100 SafeSet System As indicated on drawings.

Heavy Duty Adhesive Hilti HIT-HY200 SafeSet System As indicated on drawings.

CONCRETE REINFORCING

(CRACKED AND UNCRACKED CONCRETE)

14. Should any of the general notes conflict with any details or instructions on plans, or in the specifications, the strictest provision shall govern.

15. Shop drawings and submittals:

A. These drawings shall be checked and coordinated with other materials and contracts by the general contractor and shop drawings and submittals shall bear the contractor's review stamp with the checker's initials before being submitted to the architect for approval.

B. When the fabricator has been authorized to use the architect's and engineer's drawings as erection drawings, the fabricator must remove all title blocks, professional seals and any other references to the architect and engineer from that erection drawing. The fabricator's name and title shall be placed on the erection drawings.

C. Where dimensions and elevations of existing construction could affect the new construction, it is the contractor's responsibility to make field measurements in time for their incorporation in the shop drawings.

1. All building pad preparation shall follow the recommendations of the geotechnical report (uno).

2. Foundation design is based upon excavation and removal of existing soils as required for new basement level.

3. All trees, brush, roots, topsoil, rubble, organically contaminated or otherwise objectionable materials encountered are to be removed from structural areas of the site per the geotechnical report.

4. Subgrade sectors which will exist in cut and those which are to support fill structures are to be proof rolled. Areas exhibiting instability are to be undercut and back filled on a lift-by-lift basis with each lift carefully compacted.

5. If unstable subgrade sectors cannot be stabilized by excavation and recompaction, then crushed stone or similar coarse aggregate materials shall be rolled into the subgrade until a firm subgrade reaction is achieved.

6. The geotechnical engineer shall determine on site or off site imported material that can be used for engineered fill. All fill material shall be approved by the geotechnical engineer.

7. The proposed engineered fill materials are to be placed in lifts not exceeding eight (8) inches in loose measured thickness. Each lift is to be compacted as follows:

A. Slab on grade: Minimum of 100% maximum density by ASTM D698 for the upper 24" below slab and minimum of 98% maximum density for soils beneath by ASTM D698.

B. Footings bearing on fill: Minimum of 98% maximum density by ASTM D698.

8. The earthwork program shall be conducted under the supervision of a soils testing laboratory. The in-place densities achieved are to be verified by tests.

Building Pad Preparation

1. The contractor shall familiarize themselves with the survey and the geotechnical investigation report before starting construction. All foundation work shall be in accordance with the recommendations of the geotechnical report by Professional Service Industries, Inc. (PSI), dated April 2, 2019 except where noted otherwise on drawings or specifications.

2. A soils testing laboratory shall be retained by the owner to provide construction review to insure conformance with the construction documents during the excavation, back fill, and foundation phases of the project.

3. The soils testing laboratory shall:

• Discuss with the engineer the design intent of the construction documents and the testing procedures used to ensure conformance with the construction documents before construction begins.

• Inform the engineer of any variance in these procedures.

4. It shall be the responsibility of the soils testing laboratory to:

• Determine topsoil and excavation stripping depth;

• Inspect all subsoil exposed during stripping, site grading, and excavation operations;

• Approve fill materials, perform density tests of fills to insure placement per specification requirements;

• Inspect foundation bearing surfaces.

5. Building shall be supported on a deep foundation system consisting of drilled pier caissons bearing within shale bedrock. See drilled pier general note section for allowable bearing pressure.

6. Top of footing elevations, footing steps and thickness of footings are shown on the drawings and are based upon the information from the geotechnical report and the civil drawings available at the time of design. The top and bottom of footing may vary depending on the conditions encountered at the site.

Frost depth shall be maintained and coordinated with final grading and location of footing steps. If proper foundation bearing is found to be deeper than that shown on the drawings then foundations shall be thickened maintaining the top of footing elevation to assure proper foundation bearing. The contractor shall submit unit prices for such work and shall qualify the extent of work in the base bid. If top of footing elevations need to vary for final site conditions then the general contractor shall coordinate the effort of other trades.

7. Step footings, where required, at a ratio of one (1) vertical to two (2) horizontal with a maximum vertical step of 2'-0" unless noted otherwise.

8. Inundation and long term exposure of bearing surfaces, which will result in deterioration of bearing formations, shall be prevented. Footings shall be placed immediately following footing excavations and bearing surface inspection.

9. Back filling against basement or pit walls shall not be permitted until the supporting floors are in place and are able to resist the imposed lateral forces. Except for cantilever retaining walls or unless noted otherwise on drawings, the walls are supported by the floor above and below. Proper temporary bracing may be used in lieu of the floor support based upon the design by a professional engineer. The design of temporary bracing is the total responsibility of the contractor.

10. All fill materials shall be free of organic contaminations and other deleterious matter.

11. For back fill against basement walls, retaining walls, footings, etc., place in 8" thick layers, with each lift compacted at near optimum moisture content, until a minimum in place density of 98% of the maximum density as determined by ASTM D698 is achieved.

12. All soil surrounding and under footings shall be protected from frost action and freezing during the course of construction.

13. Notify structural engineer of any unusual soil conditions that are in variance with the geotechnical report.

Foundation

1. Work shall comply with the provisions of the American Concrete Institute (ACI) "Standard Specification for the Construction of End Bearing Drilled Piers" (ACI336.1) as referenced in applicable building code.

2. Drilled piers shall bear on 60,000 psf bearing strata with a 5'-0" socket into rock.

3. Refer to concrete general notes for concrete and reinforcing requirements.

4. Contractor shall locate existing utilities prior to beginning work. Protect utilities from damage when they occur in close proximity to drilled pier operations.

5. Drilled pier lengths shown on the drawings and are estimates for bidding purposes. Final length shall be determined by the geotechnical engineer.

6. Drilled pier concreting shall commence immediately after inspection and approval by testing laboratory.

The concrete shall be placed by means of free-fall down the center of the shaft for a dry hole. The free-fall concrete shall not hit the rebar cage or the sides of the hole. The upper 5 feet of the drilled pier is to be vibrated for free-fall concrete after temporary casing is removed or when casing is permanent. If the concrete is poured underwater then a tremie shall be used. Sufficient head of concrete must be maintained so water or soil do not infiltrate excavation.

7. Fabricate and erect reinforcing cages in shafts as one continuous unit.

8. If required, install temporary casings as excavation proceeds to prevent collapse or intrusion of soil into the shaft.

9. Upon completion of the work, a certified drilled pier report shall be submitted by the contractor recording the following:

A. Actual elevation at bottom & top of piers, elevation of rock.

B. Final centerline location at top.

C. Variation of shaft from plumb.

D. Actual allowable bearing capacity of bottom of pier excavation.

E. Depth of socket.

F. Levelness of bottom.

G. Seepage of water.

H. Still water level (if allowed to flood).

I. Elevation of bottom & top of any casing left in place.

J. Any unusual conditions.

K. Variation of bell dimensions (if applicable) from original design.

L. Date at time of start of excavation, completion and placement of concrete in excavation.

M. Inspection, testing and placement of concrete (include any delays in concreting and location of construction joints in shafts).

N. Volume of concrete placed.

Drilled Piers

1. All concrete construction shall conform to ACI 301, "Specifications for Structural Concrete", ACI 305.1, ACI 306.1 unless noted otherwise.

2. All detailing, fabrication and placing of reinforcing bars, unless otherwise noted, shall conform to ACI 318, "Building Code Requirements for Structural Concrete", ACI 117, and the ACI Detailing Manual.

1.

A. All cement shall be Type I or Type II Portland Cement per ASTM C150. Types IA and IP are not acceptable. Use one brand of cement throughout project.

B. Minimum cementitious content shall consist of 100% cement or a combination of cement and Fly Ash per Note C, or a combination of cement and ground granulated blast furnace slag (GGBFS) per Note D. Fly Ash shall not be used in combination with GGBFS as a substitute for cement.

C. Fly Ash is permitted and shall conform to ASTM C618 Type C or F, but shall not exceed 20% of cementitious content by weight indicated above on a substitution basis and shall be included in the water-to-cement ratio. If Fly Ash is used, the mix design submittals shall have tests using the same amount of Fly Ash. The contractor's schedule shall account for the use of Fly Ash.

D. Ground granulated blast furnace slag (GGBFS) is permitted and shall conform to ASTM C989, but shall not exceed 15% of cementitious content by weight indicated above on a substitution basis and shall be included in the water-to-cement ratio. If GGBFS is used, the mix design submittals shall have tests using the same amount of GGBFS. The contractor's schedule shall account for the use of GGBFS.

E. Concrete used for floors shall have 1800 psi, 3 day strength. Mixes to be pumped shall be so identified on the mix design submittal. All pumped mixes shall have a mid-range or high-range water reducer.

F. All admixtures other than superplasticizers shall be added at the batch plant. Superplasticizers, designed for addition to the mix at the plant, may be added at the batch plant with verifications from the structural engineer and verifications that the water-to-cement ratio has not been exceeded. Superplasticizers added at the site shall be sent in pre-measured containers from the batch plant.

G. All concrete used for cast-in-place concrete slabs shall contain the specified water reducing or water reducing/retarding admixture. All concrete slabs, placed at air temperature below 50°F shall contain the specified non-corrosive, non-chloride accelerator. All concrete placed at air temperature above 80° shall contain specified water-reducing/retarder admixture. All concrete required to be air-entrained shall contain an approved air-entraining admixture. All pumped concrete shall contain the specified high-range water-reducing admixture. Concrete with a water-cement ratio above 0.40 to 0.60 shall contain the specified water reducer.

H. All concrete requiring a high slump for placement (e.g. pumping, drilled piers, etc.) shall contain mid-range and high-range superplasticizer. Increased slump may not be achieved by exceeding the specified maximum water cement ratio. Maximum slump is 8 inches with use of water reducing admixture (ASTM C494).

I. Calcium chloride shall not be permitted, nor shall any admixture containing calcium chloride be permitted.

1. All pipe sleeve openings through concrete slabs shall be formed with standard steel pipe.

2. No electrical conduit shall be placed above the welded wire fabric or top reinforcing of slabs. Conduit embedded in slabs on composite metal deck are subject to additional restrictions and shall be coordinated with the structural engineer. Where slab thickness on metal deck contributes to fire rating, embedded conduit is prohibited.

3. All aluminum in contact with concrete or dissimilar metals shall be coated with two coats coal tar epoxy, approved by the architect, unless otherwise noted.

4. Concrete shall be discharged at the site within 1 1/2 hours after water has been added to the cement and aggregates. Addition of water to the mix at the project site will not be permitted. All water must be added at the batch plant. Slump may be adjusted only through the use of additional water reducing admixture or high range water reducing admixture.

5. All concrete shall be placed without horizontal construction joints, except where specifically noted.

Vertical construction joints and stops in shored concrete work shall be made at midspan. Horizontal reinforcement shall be continuous through vertical construction joints.

6. Construction joint locations other than shown on the drawings are permitted subject to prior approval of the engineer. Expansion joint and control joint locations are mandatory as shown. Contractor shall submit drawings showing intended placing sequences and location of construction joints to the engineer for approval. At poured in place walls, construction joints shall be located so as to provide a 35'-0" maximum horizontal length of concrete placement in any direction.

7. All exposed edges of concrete members shall be chamfered 3/4" unless shown otherwise on architectural drawings.

8. Concrete must reach the following percentages of its 28-day compressive strength (f'c) before forms or shores may be removed:

• Walls and beam sides 20%

• Columns 40%(1500 psi min.)

• Beam bottoms (if shored) 70%

• Floor systems 85%

9. See architectural drawings for door and window openings, drips, washes, reglets, concrete finishes, masonry anchors, and for miscellaneous embedded plates, bolts, anchors, angles, etc.

10. The placement of sleeves, outlet boxes, box-outs, anchors, etc., for the mechanical, electrical and plumbing trades is the responsibility of the trade involved; however, any box-outs not covered by typical details in the structural drawings shall be submitted for approval.

11. The general contractor shall coordinate locations and dimensions of all openings and sleeves required for mechanical, electrical, and plumbing penetrations before concrete is placed. Shop drawings of all slab openings and sleeves shall be submitted for review by structural engineer. Openings shall not be cut or drilled in slabs without prior approval by structural engineer.

12. Reinforcing steel shop drawings shall indicate the sequence in which layers of crossing reinforcing should be placed in order to produce the correct outermost layers as indicated on the drawings.

13. Slabs supported by unshored beams and girders shall be cast to a constant thickness over beams and girders using depth gauges and screed pins placed at midspan of all beams and girders. Due consideration should be given to camber tolerance and erection tolerance in providing for the thickness of concrete necessary to obtain the specified finish floor elevations. The final slab thickness shall not be less than called for on plans. Contractor is to provide the additional concrete required to compensate for deflection of unshored deck and to produce a slab level within tolerance and with a slab thickness at least the thickness specified in all locations.

14. It shall be the contractor's responsibility to provide cast-in-place structural slabs constructed to plan elevations indicated within tolerance requirements. Support system deflection, construction methods and any and all factors influencing this requirement shall be given due consideration.

15. Reinforcing bars shall conform to ASTM A615, grade 60. No tack welding of reinforcing in the field will be permitted.

16. Deformed bar anchors (DBA) shall conform to ASTM A496, 70 ksi yield strength.

17. Welded wire fabric reinforcing shall conform to ASTM A1064 and be furnished in flat sheets and installed on chairs.

18. Reinforcing bar sizes #3 through #5 may be bent cold the first time, provided reinforcing bar temperature is above 32°. For other bar sizes, preheat reinforcing bars before bending. See procedures as outlined in

ACI 301.

19. Provide dovetail anchors at 2'-0" o.c. for all masonry faced walls and provide at columns where walls abut columns.

20. Wire bar supports shall be furnished for all reinforcing within slabs, inclusive of welded wire fabric.

Bottom bars in slabs on grade may be supported by other suitable supports. Reinforcing shall be properly positioned prior to concrete placement and may not be re-positioned once concrete operations have begun. Wire bar and other types of supports shall be in accordance with the Concrete Reinforcing Steel Institute Manual of Standard Practice.

• Reinforcement shall be continuous through all construction joints unless otherwise noted on drawings.

Concrete

Minimum Cementitious

Content lb./cu.yd.

Maximum Water/ Cement Ratio

(by weight)

Specified 28-day

Compressive Strength (psi)

Specified Slump Range for

Placement with W.R.

(inches)

Specified Air Content Range

(% by volume)

Maximum Size

Aggregate (inches)

Concrete Types Schedule Type of Concrete

0.48

0.45 4500

4000 3-5

5-6 6 ±1.5%

0-3 Entrapped 1

• Slab on grade

• Grade beams

• Pile caps

• Concrete permanently exposed to the weather or vulnerable to de-icers or freeze thaw cycles

• Exterior slabs

• Exterior walls

• Lean concrete for mud mats (over-excavation, under footings, etc.)

376 0.60 1500 6-8 0-3 Entrapped 1 1/2

• Drilled piers 630 0.60 5000 6 0-3 Entrapped 1

22. Provide and schedule with the shop drawings, all necessary accessories to hold reinforcing into position.

Minimum requirements shall be:

• High chairs: 4'-0" on center

• Slab bolsters: 4'-0" on center

• Support bars for high chairs: #5

23. All hooks shown on drawings shall be standard hooks unless otherwise noted.

24. Where continuous bars are called for, they shall run continuously around corners and be lapped at necessary splices, or hooked at discontinuous ends. Lap lengths shall be as given in the splice and development table. Lap beam top bars at mid-span and beam bottom bars at supports, unless otherwise noted.

25. Provide additional reinforcing at the sides and corners of all openings in concrete in accordance with the typical details. Extend bars a minimum of 2'-0" beyond openings, hook where extension is not possible.

Minimum additional requirements are as follows:

• (2)-#5 top and bottom in slabs

• (2)-#5 each face in walls

26. (2)-#5 x 4'-0" long diagonally each corner of opening

27. Provide for a minimum of (1)-#5 stirrup support bar at each stirrup bend where primary bars do not exist.

28. In beams over 18" deep provide: #4 bars on the side faces with a spacing of not more than 12" on center.

29. Primary horizontal reinforcing in beams and girders shall be detailed to be placed in one layer unless shown or noted otherwise on the drawings.

30. All beam "stirrups" or "ties" shall be continuous closed type unless otherwise noted on the drawings.

31. In reinforced concrete walls and footings provide corner dowels of same size and spacing as horizontal reinforcing. Dowels shall have a class "b" lap with horizontal reinforcing in each direction.

32. Provide a minimum of (2)-#4 bars in top of all concrete beams with stirrups.

1. Minimum Lap Splice and Anchorage Dimension Table

2. 4000 psi thru 5000 psi normal weight concrete, Fy=grade 60, non-coated bars

Top Bars Other Bars

Bar Size Lap Anchorage Bar Size Lap Anchorage #3 24" 19" #3 19" 15" #4 33" 25" #4 25" 19" #5 41" 31" #5 31" 24" #6 49" 37" #6 37" 29" #7 71" 54" #7 54" 42" #8 81" 62" #8 62" 48" #9 91" 70" #9 70" 54" #10 101" 78" #10 78" 60" #11 111" 85" #11 85" 66"

3. "Top Bars" as noted in the tables indicates the condition where horizontal bars are so placed that more than 12 inches of fresh concrete is cast below the splice.

4. When lapping two different size bars, use the lap dimension of the smaller bar or the anchorage dimension of the larger bar. Use whichever dimension is larger.

Minimum Concrete Cover for Reinforcing

1. Unless noted otherwise, concrete reinforcing shall be placed with proper cover to provide protection in accordance with ACI 318, and within deviation tolerances listed in ACI 117.

Concrete (Cont'd.)

2. Location Minimum Cover

Grade beams and Drilled Pier caps cast against 3" and permanently exposed to earth

Interior slabs: 3/4"

Exterior slabs: #5 and smaller 1 1/2" #6 and larger 2"

Walls interior face 3/4"

Walls exterior face: #5 and smaller 1 1/2" #6 and larger 2"

Columns and piers (vert. reinf.) 2"

Column and pier ties 1 1/2"

Beam longitudinal reinf. 2"

Beam stirrups 1 1/2"

1. Design of anchors, adhesives, and embedments specified on the drawings is based on Hilti products. Any substitutions shall meet or exceed the allowable shear and allowable tension values published in the Hilti North American Product Technical Guide.

2. The contractor shall submit ICC ES Evaluation reports and manufacturer installation instructions for all post-installed anchors being used on the project.

3. The contractor shall ensure the installers of post-installed anchors shall have at least three (3) years of experience installing anchors in similar installations. If installers do not have the required experience with similar installations they must conduct a thorough training with the manufacturer's representative. Training shall consist of but not be limited to, proper hole drilling procedures, hole preparation and cleaning techniques, adhesive injection techniques and dispenser training / maintenance, rebar dowel preparation and installation and proof loading/torquing.

4. The contractor shall provide manufacturer product information for any requests for substitution for review to the EOR for compliance with the contract documents.

5. The contractor shall submit the specific product information, for each application, for any product requesting substitution. For each application being substituted, provide anchor type, embedment depth, adhesive type, edge distances, etc.; along with the allowable shear and tension capacity for the requested applications. Do not provide generic product data; only specific values for each substitution will be reviewed. If this information is not fully provided, the submittal will be immediately rejected.

6. Post-installed anchors and dowels shall be used only where specifically indicated on the drawings or for specific conditions approved by the engineer. Items indicated to be cast-in-place shall not be substituted with post-installed methods or products unless prior approval is given by the engineer. When requesting a substitution of a post-installed anchor in lieu of cast-in-place anchor, calculations, for a post-installed alternate, shall be provided by an engineer registered in the appropriate jurisdiction of the project.

7. Fastener and anchor material shall be as follows:

• Reinforcing Dowels: ASTM A615

• Hot-Dip Galvanizing: ASTM A153

8. The following anchors shall only be used where indicated on the drawings, unless specifically noted otherwise in sections or details in the drawings:

Post-Installed Anchors and Reinforcing Dowels

General (Cont'd.)

1. All masonry shall conform to "Building Code Requirements for Masonry Structures" (ACI 530/ASCE 5/TMS 402) and "Specification for Masonry Structures" (ACI 530.1/ASCE 6/TMS 602).

2. All brick and concrete masonry construction shall comply with the recommendations of the Brick Industry Association (BIA) and the National Concrete Masonry Association (NCMA) and minimum requirements established in the applicable building code.

3. Grout to fill cores shall be ASTM C476, coarse grout (3/8" maximum aggregate) with a minimum compressive strength of 2500 psi in 28 days.

4. Concrete masonry units (CMU) shall be medium weight units conforming to ASTM C90.

5. Mortar for all concrete masonry units shall be either Portland cement (ASTM C150, Type I or III) and hydrated lime (ASTM C207, Type S) or Mortar cement (ASTM C1329). Mortars shall conform to ASTM C270 Proportion Specification.

6. ASTM C270 Type S mortar shall be used for all structural masonry. Structural masonry shall have a minimum compressive strength (f'm) = 1,900 psi unless otherwise noted.

7. Reinforcing bars shall conform to ASTM A615, grade 60.

8. All concrete masonry units shall have galvanized horizontal joint reinforcement as follows:

A. 9 ga. side and cross rods (ladder type) spaced 16" o.c. vertically.

B. 9 ga. side and cross rods (ladder type) spaced 8" o.c. vertically in parapets.

9. Lap joint reinforcing as shown in the table below:

Wire Joint Reinforcing Splice Length W1.1 (11 ga.) 6" W1.7 (9 ga.) 7" W2.1 (8 ga.) 8" W2.8 (3/16 wire) 9" W4.9 (1/4 wire) 12"

10. All cores with reinforcement shall be filled solid with grout. All grout shall be consolidated in place by vibration to insure complete filling of cells.

11. Place reinforcing bars before grouting. Properly secure reinforcing bars to maintain the positions indicated on the drawings. Bars to be located in center of cells unless otherwise noted.

12. Mortar protrusions, extending into cells or cavities to be reinforced and filled, shall be removed.

13. Place grout with pour height not exceeding 5 feet. Consolidate each pour by mechanical vibration. Reconsolidate after initial water loss and settlement has occurred.

14. Grout pour height may be increased where the following conditions are met:

A. Limit pour height based on a minimum width of grout space in accordance with Table 7 of ACI530.1/ASCE 6 /TMS 602.

B. Place grout in lifts not exceeding the limitations specified in ACI530.1/ASCE 6 /TMS 602.

C. Consolidate each pour by mechanical vibration. Reconsolidate after initial water loss and settlement has occurred.

D. Form a grout key between pours according to ACI530.1/ASCE 6 /TMS 602.

E. Provide an inspection port (cleanout) at each cell to be grouted at the base of each pour.

F. Submit shop drawings detailing the proposed grouting procedure along with (3) references of previous successful projects.

15. Lay masonry units with full mortar coverage on horizontal and vertical face shells. Bed webs in mortar in starting course on footing and in all courses of columns and pilasters, and where adjacent to cells or cavities to be reinforced or filled with concrete grout.

16. Grout one (1) course of masonry solid under all wall bearing slabs.

17. All corners to be tied by masonry bond.

18. Grout cores solid a minimum of one course below any change in wall thickness.

19. All CMU shall be temporarily braced during construction in accordance with the governing building code for lateral design loads until permanent restraints have been installed.

Temporary bracing is the sole responsibility of the contractor. The contractor is responsible for all costs associated with repairs resulting from improper or insufficient bracing.

20. The collar joint in multi-wythe walls below grade shall be fully grouted as the wall is constructed.

21. CMU walls 12" or less in width shall be single-wythe. CMU walls greater than 12" wide may be constructed as multi-wythe, provided the collar joint is continuously grouted solid, continuous header course is provided at 40" o.c. maximum vertically and header overlaps the collar joint by 3" minimum. Use single wythe for walls greater than 12" and exposed to view.

22. Quality Assurance

An independent testing laboratory shall be retained and paid by the general contractor to periodically inspect and perform material testing of masonry materials and construction to comply with the building code and minimum testing and submittals as required by the special instpections section of the General Notes.

Masonry• Elevated concrete floors

• Columns and capitals

• Concrete beams

630 0.45 5000 3-5 0-3 Entrapped 1

MASONRY ANCHORS

(MASONRY SHALL BE SOLID GROUTED A DISTANCE OF 8" FROM ANCHOR IN ALL DIRECTIONS)

ANCHOR TYPE ADHESIVE TYPE ROD TYPE

Adhesive Hilti HIT-HY270 SafeSet System 3/8"Ø Hilti HAS-E Continuous Threaded (3 3/8" embed)

Adhesive Hilti HIT-HY270 SafeSet System

Adhesive Hilti HIT-HY270 SafeSet System

Adhesive Hilti HIT-HY270 SafeSet System

Mechanical - Hilti KWIK HUS-EZ

(Note: anchors may not be installed within 1" of vertical mortar joints.)

Note: For applications into existing masonry / brick that may be ungrouted provide screen tube insert.

1/2"Ø Hilti HAS-E Continuous Threaded (4 1/2" embed)

5/8"Ø Hilti HAS-E Continuous Threaded (5 3/8" embed)

3/4"Ø Hilti HAS-E Continuous Threaded (6 3/4" embed)

CONCRETE ANCHORS

(CRACKED AND UNCRACKED CONCRETE)

ANCHOR TYPE ADHESIVE TYPE ROD TYPE

Adhesive Hilti HIT-HY200 SafeSet System Hilti HIT-Z Rod

Mechanical - Hilti KWIK HUS-EZ

Mechanical - Hilti KWIK Bolt-TZ Mechanical Safe-Set with AT tool

Revisions Date

SCHEM. DESIGN SUBMISSION 3.15.19

DD SUBMISSION 5.3.19

65% CD's SUBMISSION 6.14.19

90% CD'S SUBMISSION 8.9.19

100% CD's SUBMISSION 2.14.20

BID ISSUE SUBMISSION 8.1.21

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F E

D C

B A

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

F E

D C

B A

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

FULLY SPRINKLERED

Louis Stokes Cleveland

VA Medical Center

U.S. Department of Veterans Affairs

PhaseARCHITECT OF RECORD STAMPCONSULTANTS

1468 WEST 9TH STREET #400

CLEVELAND, OH 44113

P. 216.687.1555 F. 216.687.1558

STRUCTURAL ENGINEERING:

THORSON BAKER + ASSOCIATES

3030 WEST STREETSBORO RD.

RICHFIELD, OH 44286

P. 330.659.6688

CIVIL/MECH./ELEC./PLUMBING ENGINEERING:

SCHEESER BUCKLEY MAYFIELD, LLC

1540 CORPORATE WOODS PKWY.

UNIONTOWN, OH 44111

P. 330.526.2700

COST ESTIMATING:

MCGUINESS UNLIMITED, INC.

15724 STILLWOOD AVE.

CLEVELAND, OH 44111

P. 440.667.5120

LANDSCAPE ARCHITECTURE:

JAMES S. MCKNIGHT

P.O. BOX 14158

CLEVELAND, OH 44114

P. 216.952.2408

HAZARDOUS MATERIALS

ASSESSMENT:

STEPHEN J. SEBESTA &

ASSOCIATES, INC.

30628 DETROIT RD., NO. 258

WESTLAKE, OH 44145

P. 216.781.0060

BID ISSUE SUBMISSION

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GENERAL NOTES EXPAND PRIMARY CARE FOR

PACT REALIGNMENT

10701 EAST BLVD. CLEVELAND, OHIO

541-376

NICK CARROZZA

8.1.21 TBA TBA

1. Elevated structural floor framing systems designed in accordance with the applicable building codes and specifications can deflect in excess of 3/4 inch under their own self weight. Construction tolerances in accordance with the ACI can exceed 1 inch. The combined effects of deflection and construction tolerances will result in ponding in numerous locations, therefore leveling of elevated structural floor framing systems with a self leveling underlayment should be anticipated.

2. The elevated floor systems on this project will require localized, and in some locations, extensive leveling of the floor surface with a self leveling underlayment prior to applying floor finishes. Areas that typically require a self leveling underlayment include corridors, door thresholds, transition areas between corridors and rooms, stair landings and areas with casework and specialty equipment which do not incorporate self leveling pads.

3. The substrate in areas requiring self leveling underlayment shall be prepared in accordance with manufacturer's instructions. Allow concrete substrate to cure for a minimum of 28 days prior to installing underlayment.

A. Treat nonmoving substrate cracks according to manufacturer's written instructions to prevent cracks from telegraphing through underlayment.

B. Fill substrate voids to prevent underlayment from leaking.

C. Prepare substrate in accordance with ASTM F710.

D. Verify that substrates are dry and free of curing compounds, sealers, and hardeners.

E. Mechanically remove substrate coatings and other substances that are incompatible with adhesives and that contain soap, wax, oil, or silicone, using mechanical methods recommended by the manufacturer.

F. Alkalinity and Adhesion Testing: perform tests recommended by resilient flooring manufacturer.

Proceed with installation only after substrate alkalinity falls within range on pH scale recommended by manufacturer in writing but not less that 7 or more than 9 pH.

G. Moisture Testing: proceed with installation only after substrates pass testing according to resilient sheet flooring manufacturer's written recommendations.

H. Absorption (Porosity) Testing: for new concrete substrates that have concrete moisture vapor reduction admixture: concrete substrates are to be tested to establish the substrates water absorption (porosity).

4. At substrate expansion, isolation, and other moving joints, allow joint of same width to continue through underlayment.

5. Apply primer over prepared substrate at manufacturer's recommended spreading rate.

6. Apply underlayment to produce a uniform, level surface.

A. Apply a final layer without aggregate to product surface, when aggregate is used to achieve thickness.

B. Feather edges to match adjacent floor elevations.

C. Apply cementitious underlayment at transition edge between resilient flooring and dissimilar flooring materials to allow for a flush transition. The slope of the underlayment shall provide for a gradual transition to the thicker flooring material.

D. Provide sloped underlayment at drains and where indicated.

7. Cure underlayment according to manufacturer's written instructions. Prevent contamination during application and curing processes.

8. Remove and replace underlayment areas that evidence lack of bond with substrate, including areas that emit a hollow sound when tapped.

9. Protect underlayment from concentrated and rolling loads for remainder of construction period.

Self Leveling Underlayment

1. The design, installation and construction of cold-formed carbon or low-alloy steel, structural and nonstructural exterior steel framing, shall be in accordance with "The Standard for Cold-Formed Steel Framing-General Provisions, American Iron and Steel Institute" (AISI-general) and AISI-

NASPEC.

2. The cold-formed metal framing shall be considered a delegated design. The cold-formed framing supplier shall submit shop drawings and calculations stamped and signed by an engineer registered in the appropriate jurisdiction of the project. See specifications for additional information.

3. Design of cold-formed metal stud framing shown is based on SSMA studs with section properties and allowable resisting moment capacities as defined in AISI manual, Cold-Formed Steel Design.

4. All cold-formed metal framing components and connections shall be designed by the cold-formed metal framing supplier. See architectural drawings for additional cold-formed metal framing and components not shown on structural drawings. Depth and spacing of members and attachment requirements shown on drawings shall be maintained.

5. Minimum thickness of exterior cold-formed wall studs and tracks shall be 18 ga. at masonry veneer and 20 ga. at other locations. Minimum stud flange width shall be 1 5/8". Increase gauge thickness as required by finish system manufacturer (e.g. metal panel system, etc.). G.C. to coordinate requirements with selected manufacturers.

6. Member sizes given or connections specifically detailed on the drawings shall be considered a minimum requirement.

7. All framing members 16 ga. and heavier shall be formed from steel with a minimum yield strength of 50 ksi. All other framing shall be formed from steel with a minimum yield strength of 33 ksi.

8. All framing shall be galvanized, G90 coating at masonry veneer and G60 at other locations.

9. All connections shall be screwed or welded. Powder driven fasteners are not acceptable for any structural applications without prior approval of engineer of record.

10. Member web openings shall be positioned a minimum of 10" from connections.

11. Contractor shall submit fabrication and erection shop drawings to the engineer for review for all cold-formed metal framing components and connections indicated on the contract drawings. Any deviation from cold-formed metal framing layout and arrangement shown on the architectural and structural drawings shall be approved by the architect/engineer and additional review costs shall be the responsibility of the contractor.

12. Contractor shall design and furnish cold-formed metal framing for all exterior soffits and ceilings indicated on architectural drawings, designed to resist lateral wind loads and uplift wind pressure.

13. All sheathing shall be APA rated sheathing.

Cold-Formed Metal Framing

ABBREVIATIONS

A.B. ------- ANCHOR BOLTS

ADD'L ------- ADDITIONAL

AFF ------- ABOVE FINISH FLOOR

ARCH. ------- ARCHITECTURAL

B.PL. ------- BASE PLATE

BLDG. ------- BUILDING

BLK. ------- BLOCK

BM. ------- BEAM

BOT. ------- BOTTOM

BRDG. ------- BRIDGING

BRG. ------- BEARING

BTJ. ------- BOLTED TIE JOIST

CANT'L.------- CANTILEVER

CFMF ------- COLD-FORMED METAL FRAMING

CFS ------- COLD-FORMED STEEL

C.I.P. ------- CAST-IN-PLACE

C.J. ------- CONTROL JOINT

CL. ------- CENTERLINE

CLR. ------- CLEAR

CMU ------- CONCRETE MASONRY UNIT

COL. ------- COLUMN

CONC. ------- CONCRETE

CONSTR.----- CONSTRUCTION

CONT. ------- CONTINUOUS

C.Y. ------- CUBIC YARD

DBA ------- DEFORMED BAR ANCHOR

DET. ------- DETAIL

DIAG. ------- DIAGONAL

Ø / DIA. ------- DIAMETER

DJ ------- DOUBLE JOIST

DK. ------- DECK

D.L. ------- DEAD LOAD

DWG. ------- DRAWING

DWLS. ------- DOWELS

EA. ------- EACH

E.F. ------- EACH FACE

E.J. ------- EXPANSION JOINT

EL. ------- ELEVATION

ELEV. ------- ELEVATOR

E.S. ------- EACH SIDE

EQ. ------- EQUAL

EQUIP. ------- EQUIPMENT

E.W. ------- EACH WAY

EXP. ------- EXPANSION

(E) / EXIST.--- EXISTING

EXT. ------- EXTERIOR

F/BLDG.------- FACE OF BUILDING

F/CONC------- FACE OF CONCRETE

F.D. ------- FLOOR DRAIN

FIN. ------- FINISH

FLG. ------- FLANGE

FLR. ------- FLOOR

F.S. ------- FAR SIDE OR

FOOTING STEP

FT. ------- FEET

FTG. ------- FOOTING

GA. ------- GAUGE

G.B. ------- GRADE BEAM

G.C. ------- GENERAL CONTRACTOR

GALV. ------- GALVANIZED

HD'D ------- HEADED

HORIZ. ------- HORIZONTAL

I.F. ------- INSIDE FACE

INT. ------- INTERIOR

J/B ------- JOIST BEARING

JST. ------- JOIST

JT. ------- JOINT

k ------- KIP

LG. ------- LONG

L.L. ------- LIVE LOAD

(LLH) ------- LONG LEG HORIZONTAL

(LLV) ------- LONG LEG VERTICAL

(LSH) ------- LONG SIDE HORIZONTAL

(LSV) ------- LONG SIDE VERTICAL

LW ------- LONG WAY

MAS. ------- MASONRY

MC ------- MOMENT CONNECTION

MECH. ------- MECHANICAL

MFR. ------- MANUFACTURER

MTL. ------- METAL

(N) ------- NEW

(NIC) ------- NOT IN CONTRACT

N.S. ------- NEAR SIDE

NTS ------- NOT TO SCALE

O.C. ------- ON CENTER

O.F. ------- OUTSIDE FACE

O/O ------- OUT TO OUT

OPP. ------- OPPOSITE

PC ------- PRECAST CONCRETE

PL. ------- PLATE

PLCS. ------- PLACES

P.S.F. ------- POUNDS/SQUARE FOOT

P.S.I. ------- POUNDS/SQUARE INCH

RAD. ------- RADIUS

R.D. ------- ROOF DRAIN

REINF. ------- REINFORCING

REQ'D ------- REQUIRED

RET. ------- RETAINING

SECT. ------- SECTION

SIM. ------- SIMILAR TO

S.O.G. ------- SLAB ON GRADE

SP. / SPA. --- SPACES

SQ. ------- SQUARE

STIFF. ------- STIFFENER

STL. ------- STEEL

STRUCT. ----- STRUCTURAL

SW ------- SHORT WAY

SYM. ------- SYMMETRICAL

T/ ------- TOP OF

TYP. ------- TYPICAL

UNO ------- UNLESS NOTED OTHERWISE

VERT. ------- VERTICAL

V.I.F. ------- VERIFY IN FIELD

W.P. ------- WORK POINT

W.W.F. ------- WELDED WIRE FABRIC

W/ ------- WITH

1. All metal roof decking shall comply with the provisions of the latest edition of SDI-RD "Standard for Steel Roof Deck" and underwriter requirements (Factory Mutual, etc.).

2. Deck and accessories shall be shop primed with white or light gray rust inhibitive primer.

3. Deck and accessories that are to receive spray fireproofing shall be galvanized.

4. No light gage framing, mechanical, electrical or other equipment shall be suspended from or attached to any metal roof deck.

5. See plans for deck attachment.

Metal Roof Decking

1. Detailing, fabrication, and erection shall conform to the latest edition as referenced by the applicable building code, of the AISC "Steel Construction Manual" and AISC 360 "Specification for Structural Steel Buildings", herein referred to as "AISC Manual" and "AISC Specification".

Structural Steel: (W shapes) ASTM A992 (Fy=50ksi) (M, S, C shapes) ASTM A36 uno (Plate, Angles) ASTM A36 uno

HSS: (tubular shapes) ASTM A500 grade C (Fy=50ksi)

All structural steel not to receive spray fire-proofing shall be primed white or light gray; asphaltic paints are not acceptable.

All structural steel to receive spray fire-proofing shall remain unprimed.

2. Details and connections completely detailed in the contract drawings may not be altered without written approval by the engineer. Where approved, altered connections shall be completely detailed by the fabricator's engineer clearly on the shop drawings.

3. Alterations of schematic connection details may impact architectural concept and shall not be made without prior written approval of the engineer.

4.…