18111 - DVAMC PETCTPart-4.pdf

COORDINATE SIGN SELECTION AND LOCATION WITH COR

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MAINTAIN 18"x80" CLEAR AREA

FOR SIGNAGE APPROACH

48" MIN. TO THE LOWEST TACTILE CHARACTER

60" MAX TO HIGHEST TACTILE CHARACTER

OVERHEAD SIGN

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1. WINDOW BACKER IF REQUIRED: FUSION WITHOUT BACKER: TO MATCH FACE

2. COORDINATE SIGN SELECTION AND PLACEMENT WITH COR AND VA INTERIOR

DESIGNER

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

PHILIP P. KIRK

CHIEF ENGINEER

552-CSI-162

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

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AS-1002

INTERIOR SIGNAGE SITE PREP FOR PET/CT

REPLACEMENT

4100 WEST THIRD STREET,

DAYTON, OHIO 45428

09/16/2020 CE/RG Author

BID & CONSTRUCTION

(REVISED)18111

VA LOGO (F)SIGNAGE LOCATION

NOTES:

Revisions: Date:

35% SUBMISSION 12-12-2019

65% SUBMISSION 02-24-2020

65% RE-SUBMISSION 03-31-2020

95% SUBMISSION 05-08-2020

BID & CONSTRUCTION 06-12-2020

BID & CONSTRUCTION (REVISED) 07-13-2020

SOLE SOURCE REVISION 09-16-2020

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

PHILIP P. KIRK, CHIEF ENGINEER

552-CSI-162

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

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SS-001

GENERAL NOTES SITE PREP FOR PET/CT

REPLACEMENT

4100 WEST THIRD STREET,

DAYTON, OHIO 45428

09/16/2020 TBA TBA

BID & CONSTRUCTION

(REVISED)18111

GENERAL NOTES

Design Criteria

WALLS - WINDWARD COMPONENTS AND CLADDING

Effective Area(sq.ft.)

Height Interior Zone Exterior Zone

10 20 50 100 0-13' 23.6 22.7 21.3 20.4

WALLS - LEEWARD COMPONENTS AND CLADDING

10 20 50 100

29.0 27.2 24.5 22.7

Effective Area(sq.ft.)

Height Interior Zone Exterior Zone

10 20 50 100 0-13' 21.8 20.9 19.5 18.6

10 20 50 100

21.8 20.9 19.5 18.6

Effective Area(sq.ft.)

Zone Gross Net (Roof Joists)

10 20 50 100 Interior Zone 23.8 23.3 22.3 21.8

ROOF UPLIFT - COMPONENTS AND CLADDING

10 20 50 100

18.8 17.3 16.3 15.8

Perimeter (5.2' Wide) 39.9 35.9 29.8 25.8 33.9 29.9 23.8 19.8

Corner (5.2'x5.2') 60.0 50.0 35.9 25.8 54.0 44.0 29.9 19.8

Applicable Building Code: IBC 2018

1. Design live loads

A. Floor loads

a. First Floor =100 psf

b. Stairs and exits =100 psf

B. Roof loads

a. Minimum roof snow or live load dictated by Building Official = NA

b. Minimum roof live load by code = 20 psf

c. Ground snow load = 20 psf

• Snow exposure factor (Ce) = 1

• Snow importance factor (Is) = 1.1

• Thermal Factor (Ct) = 1

d. Flat roof snow load (Pf) = 15 psf

e. Rain on snow = 5 psf

f. Total design snow load = 22 psf + drifting

g. 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) = 115 mph

a. Exposure = B

b. Risk Category = III

c. Internal pressure coefficient (GCpi) = 0.18

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

C. Components and cladding: use the most stringent wind load obtained from code, underwriter criteria (Factory Mutual, etc.), 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 = 0.154

S1 = 0.072

SDS = 0.164

SD1 = 0.115

Seismic importance factor (le) 1.25 Risk Category III Seismic site class D Seismic design category B Response Modification factor (R) 3 Seismic Response Coefficient (Cs) 0.068 Basic seismic force resistance system Structural steel system not specifically designed for seismic resistance Analysis procedures Equivalent lateral force method Design base shear (v) 9.51 kips (ultimate)

4. Frost depth = 36"

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. 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.

10. 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".

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

12. Do not scale drawings.

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

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

General (New)

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.

General (New) (continued)

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

2. Foundation design is based upon the removal of all unsuitable materials with engineered fill per the geotechnical report.

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 95% maximum density 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 S&ME, dated 2/28/2020 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. Foundation design is based on 2000 psf bearing pressure on firm, undisturbed soil.

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

10. For back fill against 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 95% of the maximum density as determined by ASTM D698 is achieved.

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

12. 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 8000 psf bearing strata with a minimum length of 10'-0" or (3) pier diameters.

which ever is greater. Expected bearing is at 950' USGS.

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 casings as excavation proceeds to prevent collapse or intrusion of soil into the shaft.

9. Contractor shall notify engineer immediately if soil is unstable to utilize belled drilled piers.

10. 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 (if any).

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 (if applicable).

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.

3.

A. All cement shall be Type I or Type III 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.

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

5. 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.

6. 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.

7. 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.

8. 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.

9. 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 60'-0" maximum horizontal length of concrete placement in any direction.

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

11. 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%

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

13. 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.

14. 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.

15. 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.

16. 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.

17. 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.

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

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

20. Reinforcing bars for welded applications shall conform to ASTM A706, 60 ksi yield strength.

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

22. 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.

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

24. 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.

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

• Spread footings

• Piers below grade 470

0.60

0.48

0.45 4500

3000 5

3-5

5-6 6 ±1.5%

0-3 Entrapped

0-3 Entrapped

1 1/2

• Slab on grade

• Interior Structural concrete

• Grade beams

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

• Exterior slabs

• Exterior walls

• Drilled piers 470 0.60 3000 6 0-3 Entrapped 1

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

26. 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

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

28. 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.

29. 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

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

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

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

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

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

34. 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.

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

Minimum Lap Splice and Anchorage Dimension Table

1. 3000 psi normal weight concrete, Fy=grade 60,non-coated bars

Top Bars Other Bars

Bar size Lap Anchorage Bar Size Lap Anchorage #3 28" 22" #3 22" 17" #4 37" 29" #4 29" 22" #5 47" 36" #5 36" 28" #6 56" 43" #6 43" 33" #7 81" 63" #7 63" 48" #8 93" 72" #8 72" 55" #9 105" 81" #9 81" 62" #10 116" 89" #10 89" 68" #11 128" 98" #11 98" 76"

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

4. "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.

5. 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 (continued)

2. Location Minimum Cover

Footings and grade beams cast against 3" and permanently exposed to earth

Slabs on grade (W.W.F.) 1/3 slab thickness from top of slab

Structural slabs on grade (top reinf.) 3/4"

Structural slabs on grade poured on 2" vapor retarder (bot. reinf.)

Exterior slabs and stairs: #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"

Beam longitudinal reinf. 2"

Beam stirrups 1 1/2"

7. Fastener and anchor material shall be as follows:

• Bolts and Studs: ASTM A307; ASTM A449 (where inidcated as 'High Strength')

• Carbon and Alloy Steel Nuts: ASTM A563

• Carbon Steel Washers: ASTM F436

• Carbon Steel Threaded Rod: ASTM F1554, GR.36

• Wedge Anchors: ASTM A510 or ASTM A108

• Stainless Steel Bolts, Hex Cap Screws, and Studs: ASTM F593

• Stainless Steel Nuts: ASTM F594

• Zinc Plating: ASTM B633

• Hot-Dip Galvanizing: ASTM A153

• Reinforcing Dowels: ASTM A615

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 (continued)

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

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)

1. Steel joist design, fabrication and erection shall conform to the latest specifications and code of standard practice of the Steel Joist Institute, the requirements of OSHA section 1926.757, and as shown on the drawings. Joists shown as "special" joists on the drawings shall be designed for the load diagrams shown.

2. All steel joists shall receive one standard shop coat of white or light gray oxide paint unless noted otherwise on drawings. Asphaltic paints are not acceptable.

3. All steel joists shall be designed to resist net uplift forces shown at beginning of general notes.

4. Steel joists shall be coated with a spray fire-resistant coating. Joists and joist girders shall be furnished unprimed.

5. Ends of every joist which rests on steel supports shall be welded per SJI requirements.

6. General contractor shall verify all structural steel joist locations, mechanical unit weights and opening sizes and locations with mechanical contractor and vendor's drawings for actual mechanical units purchased.

7. No light gage framing, mechanical, electrical, or other equipment shall be suspended from or attached to any interior bridging.

8. Where lighting, ductwork or mechanical equipment is located in joist spaces, contractor shall remove horizontal and/or diagonal bridging interferring with duct or equipment installation once joists are erected and deck is installed. Once ductwork or equipment is installed, horizontal bottom chord bridging shall be reinstalled. Coordinate all proposed removal locations with E.O.R. and joist supplier prior to removing.

9. Field modifications to joists are prohibited without the written consent from the joist manufacturer. The contractor shall copy the architect and engineer on all correspondence.

Steel Joists

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 anchor rods shall be ASTM F1554 grade 36, uno.

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.

All column base plates shall have a minimum of four anchor rods.

2. Connections shown on these drawings are generally schematic. They are intended to define the spatial relationship of the framed members and show a feasible method of making the connection. Any connection that is not shown or is not completely detailed on the structural drawings shall be designed by a registered professional engineer, retained by the fabricator. Details and connections may be designed to conform to AISC Manual. Completely detailed means the following information is shown on the shop detail drawings:

A. All plate dimensions and grade.

B. All weld sizes, lengths, pitches and returns.

C. All hole sizes and spacings.

D. Number and type of bolts: where bolts are shown but no number is given, the connection has not been completely detailed.

E. Where partial information is given, it shall be the minimum requirement for connection.

F. Method of design.

3. Submit calculations stamped & signed by an engineer registered in the appropriate jurisdiction of the project including, but not limited to, moment connections (flexible and fully restrained moment connections), bracing gusset plates and connection to beam/column assembly, web-to-chord connection at trusses, and any unique connections that are not completely detailed on these drawings.

4. 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.

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

6. Minimum connection plate thickness shall be 3/8", unless otherwise indicated in the contract drawings.

7. For W, M, S, and C shapes, unless otherwise noted, beam to beam connections and beam to column connections shall be one of the following double angle (t min=5/16") framed beam connections:

A. Shop welded per Table 10-2, AISC Manual for using weld A, and using 3/4"diameter A325-N bolts in standard or horizontally slotted holes for the field connection.

B. All bolted connections per Table 10-1, AISC Manual. Controlling strength of connection shall be least of bolt / angle strength or beam web strength taking into account coped flanges.

The minimum length of connection angles shall be equal to one-half the depth of the member to be supported.

8. Unless otherwise noted, all connections at HSS sections shall be designed and detailed in accordance with the AISC Manual and AISC Specification.

Structural Steel

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.

Post-Installed Anchors and Reinforcing Dowels

Revisions: Date:

35% SUBMISSION 12-12-2019

65% SUBMISSION 02-24-2020

65% RE-SUBMISSION 03-31-2020

95% SUBMISSION 05-08-2020

BID & CONSTRUCTION 06-12-2020

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANTS

321 4 5 6 7 8 9 10

PHILIP P. KIRK, CHIEF ENGINEER

552-CSI-162

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f

Arch. Proj. No.:

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SS-002

GENERAL NOTES SITE PREP FOR PET/CT

REPLACEMENT

4100 WEST THIRD STREET,

DAYTON, OHIO 45428

09/16/2020 TBA TBA

BID & CONSTRUCTION

(REVISED)18111

13. All other bolts not designated as slip critical bolts shall be considered bearing bolts. Do not over tighten bearing bolts, especially for beams to support concrete slabs. Tighten bearing bolts to a snug condition only, per AISC specifications.

14. Twist-off type tension control bolts are not permitted to be used as bearing bolts.

15. All moment plate connections shall be designed for the full moment capacity (as tabulated in the AISC Manual, Part 3) of the beam, unless noted otherwise. Local stresses at bolt holes do not govern. All connections to tubes and pipes shall use thru plates unless noted otherwise.

16. All welding shall be done using E-70xx electrodes in accordance with the latest AWS specifications.

17. Work these drawings with architectural drawings for nailer holes and architectural clearances.

18. General contractor shall verify all structural beam locations, mechanical unit weights and opening sizes and locations with mechanical contractor and vendor's drawings for actual mechanical unit purchased.

19. Splicing of structural members where not detailed on the drawings is prohibited without prior approval of the structural engineer.

20. Cuts, holes, coping, etc. required for work of other trades shall be shown on the shop drawings and made in the shop. Cuts or burning of holes in structural steel members in the field will not be permitted, unless specifically approved in each case by the structural engineer.

21. All HSS shapes (round, square, rectangular, etc.) are to have a 1/4" cap plate at all exposed ends.

Cap plates to be seal welded all around, uno. Provide 3/8"Ø weep holes in the center of the plate.

22. All weld sizes not shown in details herein shall be the minimum required size based on thickness of thinner part as per AISC Specification, Tables J2.3 & J2.4. Exception: At member splices welds or bolts shall develop full strength of the member or components being connected.

23. All around welds indicated herein shall be discontinuous at the flange tips of open sections.

24. All structural steel, including base plates and tops of anchor bolts, to be exposed to soil are to be coated with an approved coal tar epoxy, 16 mils minimum thickness.

25. Any alteration made by the detailer on the structural steel shop drawings to schematic or completely detailed connections shown on the contract drawings must be clearly identified by clouding or by direct note on the shop drawing by the detailer prior to submission to the engineer.

26. Any member sizes shown on the plans, and currently listed in the AISC Manual, which are not currently available must be brought to the architect's and structural engineer's attention prior to award of steel contract. No claim for additional cost will be accepted after the award, for member/built up member substitutions for these sizes.

27. Filler beams shall be spaced equally between established dimensions, unless noted otherwise.

28. All supplemental steel angles required for roof units and roof openings over 12"x12" to be supplied by structural steel fabricator and be coordinated by general contractor with the joist fabricator, mechanical drawings and mechanical equipment supplier.

29. All structural steel beams and columns adjacent to masonry shall have adjustable masonry anchors at 2'-0" o.c.

30. Hot dip galvanize per ASTM A123 after fabrication the following structural steel members:

A. Shelf angles supporting masonry.

B. Lintels supporting single or multiple wythe exterior masonry walls.

C. Items identified on the architectural and structural drawings. All steel permanently exposed to weather shall be hot dipped galvanized unless specified otherwise on the architectural drawings. For members shown to be galvanized, all connection material shall also be galvanized.

31. The concrete slabs and/or steel decks are part of the stability system for a completed structure. The contractor shall provide temporary erection bracing to maintain structural steel in proper position until permanently secured. Remove temporary bracing and their connections only after erection of permanent members is complete and all concrete slabs have been placed and cured and steel decks are properly fastened. A completed structure has its boundaries defined by the building exterior and/or interior expansion joints where they exist between building segments.

Structural Steel (continued)

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. 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. All welds shall be touched up with zinc-rich paint.

12. 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.

13. At wall locations where multiple cold-formed studs are required to support vertical loads, a continuous load path shall be provided to support those loads through the structure inclusive of the floor system to the foundations. This may be accomplished through the use of beams, headers, blocking, stiffeners or other appropriate means based on location and detailing considerations.

14. 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.

15. OSB or plywood sheathing shall be attached to light gauge framing with #10 TEK screws at 8" o.c.

(uno). The screws shall be of sufficient length to penetrate through the cold-formed steel framing member by at least three exposed threads. All screws shall be hot dipped galvanized per ASTM A153 when sheathing is preservative treated or fire retardant treated.

16. All sheathing shall be APA rated sheathing.

Cold-Formed Metal Framing (Delegated Design)

1. Special inspection is to be provided in addition to the inspections conducted by the department of building safety and shall not be construed to relieve the owner or his authorized agent from requesting the periodic and called inspections required by the applicable building code. Owner shall engage and ay for a qualified testing agency to perform special inspections.

Required Special Inspections

1. In addition to the regular inspections, the following items will also require special inspection in accordance with the applicable building code.

A. Soils compliance prior to foundation inspection (compacting fill, special grading) B. Structural concrete over 2,500 psi C. Structural steel fabrication D. Field welding E. High strength bolts F. Drilled piers / Driven Piles / Helical Piers / Driled Piles G. Fabricated light gauge elements H. Cold Formed Steel Deck

2. Special inspector shall meet the qualifications as stated in the applicable building code and shall perform the duties and responsibilities as outlined in the applicable building code. The special inspector shall provide written documentation to the building official demonstrating his or her competence and relevant experience or training.

Experience or training shall be considered relevant when the documented experience or training is related in complexity to the same type of special inspection activities for projects of similar complexity and material qualities. These qualifications are in addition to qualifications specified in others sections of the applicable building code.

3. Special inspection shall meet the requirements of the applicable building code. Special inspector(s) shall be hired by the owner to perform the required special inspections. The names of persons or firms who are to perform the special inspections shall be forwarded to the building official for approval. The special inspector(s) shall complete and submit all forms required by the building department having jurisdiction.

4. Access for special inspection: The construction or work for which special inspection is required shall remain accessible and exposed for special inspection purposes until completion of the required special inspections.

5. The special inspector(s) shall:

A. Observe the work assigned for conformance to the approved drawing and specifications.

B. Furnish inspection reports to the engineer of record and building department. Discrepancies shall be brought to the immediate attention of the contractor for correction, then, if not corrected to the engineer and the building department.

C. Submit to the engineer of record and the building department a signed final report stating that the work was in conformance with the approved drawings and specifications and the applicable workmanship…