36C25018B0656-004.pdf

CHIP CONCRETE AT PERIMETER

OF EXIST. OPENING. DO NOT

DAMAGE EXIST. REINFORCING.

EXISTING OPNG

1'-6" MAX

2"2"

FORMED SLAB TO MATCH THICKNESS

OF EXISTING W/ 6x6-W2.9xW2.9 MESH, AT MID-HEIGHT OF IN-FILL. PROVIDE

LIGHT-WEIGHT IN-FILL MATERIAL.

1/

2" (V

IF

) L

VL

, 6 , 8

VI

F)

L

VL

, 7

TYPICAL FLOOR INFILL DETAIL

1/2" = 1'-0"

NOTE:

DETAIL APPLIES TO TYPICAL FLOOR LEVELS 4, 5,

AND 7 AS WELL AS LEVEL 6 AND LEVEL 8

(INTERSTITIAL SPACE) FRAMING ONLY.

FLOOR SLAB PENETRATIONS

Below are guidelines for placement of new penetrations in existing floor slabs. Penetrations through the floors may be made in compliance with the following parameters:

1. The Contractor shall verify and coordinate the number, size, and location of all sleeves and openings required for mechanical or electrical items.

2. Sleeves and openings shall be located in a manner that will maintain the structural integrity of the roof, floor, or wall system.

3. No structural elements are to be cut unless specifically approved by the Engineer.

4. Where possible, reinforcing bars shall not be cut or damaged. Notify Engineer if bars are damaged or cut during core drilling operation.

5. All circular penetrations shall be core drilled.

6. Contractor shall review the condition of the existing floor construction. do not proceed with core drilling if cracks are present in the slab surface (top and/or bottom). In such instances, our office shall review and comment prior to core drilling for new penetrations.

7. Clear spacing between adjacent penetrations must be at least one diameter or greatest dimension of the larger penetration.

8. Maximum size of dimensions in the East/West direction or perpendicular to slab span is 18". Reorient penetrations or modify aspect ratio of penetrations to comply with this requirement.

9. Penetration in-fill shall be light-weight fill and per detail 1/S-200.

GENERAL

1. All new construction shall comply with the Contract Documents and the Building Code.

2. Typical details and general notes apply to all parts of the work except where specifically detailed or unless otherwise noted.

3. The structural drawings illustrate structural members. Refer to architectural, mechanical, and electrical drawings for non-structural items which require special provisions during the construction of the structural members.

4. Drawings are not to be scaled.

5. Refer to architectural plans for floor depressions, openings, slopes, drains, curbs, pads, embedded items, non-bearing partitions, etc. Refer to mechanical and electrical plans for sleeves, openings, and hangers for pipes, ducts, and equipment.

6. The Contractor shall verify and be responsible for all dimensions and conditions which impact the work. Field verify sizes, elevations, hole locations, etc., prior to fabrication.

7. The Contractor shall carefully review the drawings to identify the scope of work required, visit the site to relate the scope of work to existing conditions and determine the extent to which those conditions and physical surroundings will impact the work.

8. Existing conditions as shown on these plans are for reference only. The Contractor is required to field verify all existing conditions prior to construction.

9. The Contractor shall resolve any conflicts on the drawings or in the specifications with the Architect/Engineer before proceeding with the work.

10. Any deviation, modification, or substitution from the approved set of structural drawings shall be submitted to the Owner, Architect, and Engineer for review/approval prior to its use or inclusion on the shop drawings.

11. The Contractor shall provide all necessary shores, braces, and guys required to support all loads to which the building structure and components, soils, other structures, and utilities may be subjected during construction. Shoring systems shall be designed, signed, and sealed by a professional engineer licensed in the jurisdiction where the project is located.

12. The Contractor shall provide means, method, techniques, sequence, and procedure of construction as required.

13. The Contractor shall protect all work, materials, and equipment from damage and shall provide proper storage facilities for materials and equipment during construction.

14. Site visits performed by the Architect/Engineer do not constitute inspections of means and methods of construction performed by the Contractor.

15. Structural observations performed by the Architect/Engineer during construction are not the continuous and special inspection services and do not waive the responsibility for the inspections required of the Building Department Inspector or the testing agency. Observations also do not guarantee the Contractor's performance and shall not be considered as supervision of construction.

16. The Contractor shall review shop drawings for completeness and compliance with contract documents. The Contractor shall stamp shop drawings prior to submission to the Architect and Engineer.

17. Review of the shop drawings by the Architect's Engineers shall not be construed as an authorization to deviate from the Contract Documents.

18. Shop drawings will not be processed if they are incomplete, lack coordination with relevant portion of contract documents, lack calculations if required, or if deviations, modifications, and substitutions are indicated without prior written approval from the Architect/Engineer.

19. No pipes or ducts shall be embedded into structural members unless so shown on the plans or approved by the Engineer.

20. At the connection points to all existing structures, the contractor shall provide, remove, rework, add lintels, etc. to facilitate the connection as required.

STRUCTURAL TESTING AND SPECIAL INSPECTIONS

Special structural testing and inspections are required. The Contractor shall hire an approved independent testing agency. The agency shall be designated as the special inspector and shall provide structural testing and special inspections as required by the building code and as noted in the Contract Documents. Reports of inspection and testing shall be sent to the Architect, Engineer, Owner, and Contractor. Structural testing and special inspection shall include:

1. Concrete: mix data, daily pour reports, cylinder tests, slump, entrained air tests, and temperature. See specifications for all testing and inspection requirements.

2. Reinforcement: placement, type, size, and grade of steel. See specifications for all testing and inspection requirements.

3. Structural steel: welding and bolting in the shop and field. See specifications for all testing and inspection requirements.

ABBREVIATIONS

@ At A.B. Anchor Bolt AESS Architecturally Exposed

Structural Steel ARCH. Architect or Architectural BLDG. Building BLKG. Blocking B.O.F. Bottom of Footing B.O.S. Bottom of Steel BOTT. Bottom BRG. Bearing CANT. Cantilever C.F.M.F. Cold Formed Metal Framing C.J. Control Joint CLR. Clear CMU Concrete Masonry Unit COL. Column CONC. Concrete CONN. Connection CONST. Construction CONT. Continuous CONTR. Contractor COORD. Coordinate C.W. Curtain Wall DET. Detail DIA. or ø Diameter DIAG. Diagonal or Diagram DWG. Drawing DWL. Dowel E.F. Each Face E.J. Expansion Joint EL. Elevation ELEV. Elevator EMBED. Embedment E.O.S. Edge of Slab E.W. Each Way EX. Existing EXT. Exterior F.F.S. Frost-Free Slab F.S. Far Side FTG. Footing F.V. Field Verify GA. Gauge or Gage GALV. Galvanized H.P. High Point HORIZ. Horizontal I.F. Inside Face INT. Interior JT. Joint LLH Long Leg Horizontal LLV Long Leg Vertical LOC. Location L.P. Low Point LT. WT. Lightweight MASY. Masonry MAX. Maximum MECH. Mechanical MIN. Minimum N.F. Near Face N.I.C. Not In Contract N.T.S. Not To Scale O.C. On Center O.F. Outside Face OPNG. Opening OPP. Opposite P.C. Precast R. Radius REF. Reference REINF. Reinforcing or Reinforcement REQD. Required SECT. Section SIM. Similar S.O.G. Slab On Ground S.S. Stainless Steel STIFF. Stiffener or Stiffened T&B Top And Bottom T.B.D. To Be Determined T.O.C. Top of Concrete T.O.F. Top of Footing T.O.S. Top of Steel T.O.W. Top of Wall TYP. Typical U.O.N. Unless Otherwise Noted VERT. Vertical W/ With WWR Welded Wire Reinforcement W.P. Work Point

DESIGN STRESSES

Concrete (strength design) minimum compressive strength in 28 days:

Structural lightweight concrete (115 pcf max. air dried)--------------------- f'c = 3,500 psi

Welded wire reinforcement (ASTM A185) ---------------------------------------------- fs = 30,000 psi Structural steel other shapes (ASTM A36) --------------------------------------------- Fy = 36,000 psi

DESIGN LOADS

Floor live load (unless otherwise noted)

Level 6 & 8 Interstitial Spaces ---------------------------------------------------- Per Existing

Wind design data

Ultimate wind speed ---------------------------------------------------------------- V = 120 mph Risk category ------------------------------------------------------------------------- III Wind exposure category (IBC 1609.4.3) -------------------------------------- B Internal pressure coefficient (ASCE 7, Table 26.11-1) Encl. ------------- GCpi = ±0.18 Components and cladding

Effective Wind Area --------------------------------------------------------- 10 ft² (6)

Zone 1 (Roof Interior) ------------------------------------------------------ +16.0, -49.0 psf Zone 2 (Roof Edge) -------------------------------------------------------- +16.0, -76.9 psf Zone 3 (Roof Corner) ------------------------------------------------------ +16.0, -104.9 psf Zone 4 (Wall Interior) ------------------------------------------------------ +33.5, -33.5 psf Zone 5 (Wall Corner) ------------------------------------------------------ +33.5, -61.4 psf

(+) Indicates pressure acting toward the surface (-) Indicates pressure acting away from the surface Edge and corner zones are defined as areas within 12'-6" of edge or corners

Uplift on canopies and overhangs ------------------------------------------------ -93.4 psf

(6) Components and cladding engineer may calculate wind loads based on actual effective wind area per ASCE 7

Earthquake design data

Alterations are in accordance with ASCE 7, Appendix 11B.4. Proposed structural alterations comply with IBC requirements for new structures. Additionally, proposed alterations do not increase the seismic force in any existing structural element by more than 10 percent, nor do they decrease the design strength of any existing structural element to resist seismic forces by more than 10 percent. Therefore, further analysis and design of the existing structure for seismic force-resistance are not required.

CODES AND STANDARDS

1. Building has been designed to, and shall be constructed in accordance with the following building codes and standards:

A. 2015 International Building Code (IBC 2015) B. ASCE 7-10, Minimum Design Loads for Buildings and Other Structures

2. Unless explicitly modified in the Contract Drawings and Specifications, the Contractor shall comply with provisions of:

A. ACI 301-11, Specifications for Structural Concrete B. ACI 318-14, Building Code Requirements for Structural Concrete C. AISC 360-10, Specification for Structural Steel Buildings D. AWS D1.1-10, Structural Welding Code - Steel E. SDI Design Manual for Composite Decks, Form Decks and Roof Decks - No. 31

GENERAL NOTES AND TYPICAL DETAIL

Project Number

Office of Construction and Facilities Management

Building Number

Revisions Date

Drawing Number

VA FORM 08-6231

CONSULTANTS: ARCHITECTS/ENGINEERS: ARCHITECTURAL PROJECT #

1E, 1W

VA AAHS

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

F

E

D

C

B

A

F

E

D

C

B

A

987654321

987654321

Project Title

Location

Date Checked Drawn

Drawing Title

Approved: Project Director

7850 Freeway Circle

440.243.2000 t

Cleveland, OH 44130

440.243.3305 f Dwg. of

KEY PLAN:

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P M

C U se rs a ju n e ja D o c u m e n ts

V A

A n n

A rb o r N E W a ju n e ja (R e c o ve ry rv t

FINAL BID DOCUMENTS 03/26/2018

S-200

HMS AJK

506-16-102

RENOVATE INTENSIVE CARE UNIT

03/26/2018

2215 Fuller Rd, Ann Arbor, MI 48105

19300

15312

FINAL BID DOCUMENTS

PROJECT

LOCATION