Revised 20231212 SALEM COURTHOUSE JURY ROOM REV1.pdf

PROPOSED

EXPANSION

± 400 SF

FFE = 1046.20

LIMITS OF DISTURBANCE

= ± 1800 SF

PROJECT NO.

REVISIONS

SCALE

DATE

CHECKED BY

DESIGNED BY

DRAWN BY

www.balzer.cc

Roanoke / Richmond New River Valley

Shenandoah Valley

PLANNERS / ARCHITECTS

ENGINEERS / SURVEYORS

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1208 Corporate Circle Roanoke, VA 24018

540.772.9580

HEC

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CPB

8/30/2023

1" = 10'

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C1 03220052.00

F.R.#1 12/12/2023

LAYOUT & GRADING PLAN

EXISTING CONDITIONS AND DEMO PLAN

EXISTING BRICK SIDEWALK

TO BE REMOVED

PROPOSED CONCRETE

CONCRETE SIDEWALK

EXISTING BRICK SIDEWALK & STAIRS

D01

D02

D03

D01

D1.01

D04

D05

D06

D06

D04

D04

D07

STORAGE

C175

JURY ROOM

C106

HALL

C109

STOR

C111

TOILET

C110

WAIT/SEC

C173

JUDGE

C174

CONF

C112

CIRCUIT COURT

C105

HOLDING

C117

D03

D08

D07

D10

PORTION OF

CMU WALL

TO REMAIN

D08

D03

D03

U E

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X

IS

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CHILLER (EXIST)

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SAN

SAN

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SW

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4" DIA STEEL PIPE (CHILLER),

TOP @ 4'-6" BELOW BLDG SLAB

2" DIA WATER LINE,

TOP @ 36" BELOW

GRADE (BELOW

ELECTRICAL LINE)

1" DIA ELECTRICAL

LINE FOR LIGHTS, TOP

@ 8" BELOW GRADE

(4) 1" DIA CONDUITS,

UNKNOWN, TOP @

36" BELOW GRADE

2'-0"

FIRST FLOOR

+0' - 0"

D01 D02

D01

D01

D08 D07

D08

GENERAL DEMOLITION NOTES

1. DRAWINGS OF EXISTING CONDITIONS HAVE

BEEN COMPILED FROM EXISTING DATA

SUPPLIED BY THE OWNER AND BASED ON

FIELD INVESTIGATIONS. THE ARCHITECT

MAKES NO WARRANTY EITHER EXPRESSED OR

IMPLIED, FOR THE ACCURACY OR

COMPLETENESS OF THE EXISTING

INFORMATION RECORDED. VERIFY ALL

EXISTING CONDITIONS. NOTIFY ARCHITECT OF

ANY DISCREPANCIES FOR CLARIFICATION

PRIOR TO PROCEEDING WITH WORK.

2. MOST DEMO ITEMS HAVE BEEN NOTED ON

PLAN. IT IS THE GENERAL CONTRACTOR'S

RESPONSIBILITY TO DEMOLISH ANY ITEMS

NOT NECESSARILY NOTED BUT INTENDED TO

BE REMOVED, AND PREPARE EXISTING ITEMS

TO REMAIN FOR NEW WORK.PROVIDE ALL

NECESSARY BARRICADES AND OTHER FORMS

OF PROTECTION AS REQUIRED TO PROTECT

THE GENERAL PUBLIC FROM INJURY DUE TO

DEMO WORK.

3. WHERE ITEMS ARE TO BE REMOVED THE

CONTRACTOR SHALL BE CAUTIONED NOT TO

DAMAGE ITEMS THAT ARE TO BE RETAINED BY

OWNER OR RELOCATED. ALL EXPOSED OR

DAMAGED AREAS, AFTER REMOVAL OF ITEMS,

SHALL BE REPAIRED.

4. DEMOLITION WORK WILL BE GOVERNED BY

THE EXTENT OF NEW CONSTRUCTION

INVOLVED. CONTRACTOR WILL VERIFY AND

COORDINATE DEMOLITION WORK WITH

RESPECT TO THE NEW CONSTRUCTION.

CONTRACTOR TO VERIFY EXISTING

CONDITIONS BEFORE START OF WORK.

5. REMOVAL OF EXISTING EQUIPMENT, PIPING,

DUCTS, AND SIMILAR UTILITIES SHALL INCLUDE

ALL ANCHORS, HANGERS, AND OTHER

ACCESSORIES. AFTER REMOVAL, FLOORS,

WALLS AND CEILINGS SHALL BE FINISHED TO

MATCH ADJOINING SURFACES OR SHALL BE

PREPARED TO RECEIVE NEW FINISHES AS

INDICATED IN THE NEW FINISH SCHEDULE.

MAINTAIN EXISTING FINISHES AS NOTED ON

THE NEW FINISH SCHEDULE.

6. MATCH THICKNESS OF EXISTING WALL AND

CEILING FINISH MATERIAL WHERE PATCHING

AND REPAIRING IS REQUIRED.

7. COORDINATE DEMOLITION PLANS WITH PLANS

FOR NEW CONSTRUCTION FOR EXTENT OF

REMOVAL. REMOVE ONLY THOSE PORTIONS

OF WALLS AND FLOORS NECESSARY TO

ACCOMMODATE NEW CONSTRUCTION. TAKE

REASONABLE CARE IN REMOVAL OF ITEMS TO

BE RELOCATED AND REUSED.

8. CONTRACTOR SHALL CHECK ALL EXISTING

CORRIDOR WALLS IN THOSE AREAS OF

RENOVATION FOR OPENINGS. ANY OPENINGS

SHALL BE CLOSED TIGHT AS REQUIRED. TO

MATCH EXISTING CONSTRUCTION AND TO

MAINTAIN NEW OR EXISTING WALL RATING.

THIS IS TYPICAL FOR ALL WORK DONE IN

AREAS WHERE RENOVATION IS BEING DONE.

9. ALL WALLS SHOWN BY DASHED LINES ARE TO

BE REMOVED COMPLETELY, ALONG WITH

DOORS AND FRAMES. ELECTRICAL ITEMS,

PLUMBING FIXTURES, CASEWORK, AND

SIMILAR INFRASTRUCTURE.

GENERAL STRUCTURAL DEMOLITION NOTES

1. THESE DEMOLITION PLAN DRAWINGS ARE

INTENDED TO SHOW THE GENERAL

CONDITIONS WHICH ARE EXPECTED TO

OCCUR. VERIFY ALL CONDITIONS BEFORE

PROCEEDING WITH THE DEMOLITION WORK.

WHERE DISCREPANCIES INVOLVE

STRUCTURAL ITEMS, REPORT SUCH

DIFFERENCES AND SECURE INSTRUCTIONS

BEFORE PROCEEDING IN THE AFFECTED

AREA.

2. DEMOLITION ITEMS SHOWN ARE INTENDED TO

BE NON- STRUCTURAL ITEMS ONLY. THE

GENERAL CONTRACTOR SHALL INSPECT ALL

ITEMS TO BE DEMOLISHED PRIOR TO DEMO

TO ENSURE ITEMS ARE NOT STRUCTURAL

ELEMENTS. NOTIFY ARCHITECT/ENGINEER

IMMEDIATELY AND PRIOR TO DEMOLITION FOR

ANY ITEMS THAT APPEAR TO BE STRUCTURAL/

LOAD-BEARING.

3. A PROFESSIONAL ENGINEER SHALL BE

CONSULTED IN ALL CASES WHERE CUTTING

INTO AN EXISTING STRUCTURAL PORTION OF

ANY BUILDING IS EITHER EXPEDIENT OR

NECESSARY, PRIOR TO PROCEEDING WITH

WORK. PRIOR TO CUTTING INTO STRUCTURAL

PORTIONS OF ANY BUILDING SHALL PROVIDE

REINFORCEMENT AND/OR SUPPORT

SATISFACTORY TO THE PROFESSIONAL

ENGINEER.

GENERAL SALVAGE NOTES

1. SALVAGE AND REUSE AND/OR RECYCLE

MATERIALS AS NOTED IN CONSTRUCTION

DRAWINGS AND CONTRACTS.

2. COORDINATE WITH THE OWNER’S

REPRESENTATIVE THE SALVAGE OF LIGHT

FIXTURES, FURNISHINGS, DOORS, AND

MISCELLANEOUS EQUIPMENT.

3. CARE SHALL BE TAKEN IN REMOVAL OF REUSED

ITEMS THAT CAN BE RELOCATED. RETURN TO

OWNER ALL OTHER ITEMS.

4. ALL ITEMS WHICH ARE HUNG ON WALLS TO BE

DEMOLISHED (BULLETIN BOARDS,

ILLUMINATORS, FIRE EXTINGUISHERS, ETC.)

SHALL BE OFFERED TO THE OWNER. ITEMS NOT

DESIRED BY THE OWNER SHALL BE REMOVED

BY THE GENERAL CONTRACTOR.

5. GENERAL CONTRACTOR SHALL COORDINATE

WITH OWNER FOR ANY MATERIAL BEING

REMOVED THAT ARE TO BE STORED FOR REUSE

IN CONSTRUCTION OR FUTURE USE BY OWNER.

GENERAL CONTINUOUS OPERATION NOTES

1. ENSURE THAT DEMOLITION WORK DOES NOT

INTERFERE WITH OR PROHIBIT THE

CONTINUING OCCUPATION OF ADJACENT

OPERATIONS WITHIN THE STRUCTURE. THIS

INCLUDES BUT IS NOT LIMITED TO THE

SELECTIVE DEMOLITION OF PARTITIONS,

ELECTRICAL AND MECHANICAL SYSTEMS.

INFORM THE OWNER A MINIMUM OF 72 HOURS

OF DEMOLITION ACTIVITIES THAT WILL AFFECT

NORMAL OPERATION OF THE BUILDING.

2. ALL WORK SHALL BE SCHEDULED IN A MANNER

TO MAINTAIN THE OWNERS CONTINUOUS USE

OF THE BUILDING.

GENERAL TEMPORARY WORK NOTES

1. LOCATE TEMPORARY WALLS WITH EXIT SIGNS

WHERE REQUIRED. DO NOT BLOCK EXISTING

FIRE EXITS. THE CONTRACTOR SHALL CONTACT

THE OWNER'S REPRESENTATIVE BEFORE

ERECTING TEMPORARY PARTITIONS. FOR

COORDINATION OF THESE WALLS – REFER TO

THE PLANS FOR LOCATIONS OF TEMPORARY

WALLS.

GENERAL FIRE RATING DEMOLITION NOTES

1. OPENINGS TO BE CLOSED IN EXISTING FIRE OR

SMOKE WALLS SHALL BE PATCHED TO MATCH

EXISTING CONSTRUCTION AND TO MAINTAIN

THE INTEGRITY OF THE WALL. TYPICAL FOR ALL

WORK DONE IN AREAS WHERE NEW WORK IS

BEING DONE.

GENERAL DEMOLITION FINISH NOTES

1. PATCH AND REPAIR TO MATCH EXISTING

CEILINGS, FLOORS, OR WALL FINISHES

AFFECTED BY DEMOLITION WORK UNLESS

OTHERWISE NOTED ON THE PLANS. NEW

WORK TO HAVE SMOOTH AND LEVEL

TRANSITION WITH THE EXISTING

CONSTRUCTION.

2. ALL ABANDONED FLOOR PENETRATIONS

SHALL BE PATCHED WITH LIKE MATERIALS

AND REPAIRED TO MATCH EXISTING

CONSTRUCTION AND TO MAINTAIN FLOOR

INTEGRITY.

3. ANY ITEMS REMOVED BY CONTRACTOR FROM

WALLS TO HAVE THE REMAINING HOLE

PATCHED TO MATCH THE EXISTING

CONSTRUCTION.

4. PROVIDE A SKIM COAT OF GYPSUM PLASTER

TO SMOOTH OUT WALL BEFORE INSTALLING

NEW WALL BASE OR PAINTING AN EXISTING

WALL.

5. REPLACE DAMAGED CEILING TILE AND

CEILING GRIDS WITH NEW TILE AND GRID TO

MATCH EXISTING. PATCH AND REPAIR GYP.

BD. CEILINGS AS REQUIRED FOR NEW WORK.

HAZARDOUS MATERIALS NOTES

1. ANY HAZARDOUS MATERIALS REMOVED

(ASBESTOS, OIL, GAS, LEAD-BASE PAINT, OR

SIMILAR HAZARDS) SHALL BE COMPLETELY

REMOVED FROM WORK AREAS AND DISPOSED

OF OFFSITE. DISPOSAL SHALL BE DONE IN A

MANNER COMPLIANT WITH ALL LOCAL, STATE

AND FEDERAL LAWS AND ALL GOVERNING

BODIES HAVING JURISDICTION.

1. THE OWNER SHALL PROVIDE AN ASBESTOS

INSPECTION REPORT.

2. SEE SURVEY FOR ASBESTOS-CONTAINING

MATERIALS FOR LOCATIONS OF ANY MATERIALS

THAT WILL BE DISTURBED AS PART OF

DEMOLITION WORK. ANY MATERIALS THAT ARE

DISTURBED OR REMOVED DURING DEMOLITION

PROCESSES SHALL BE REMOVED FROM SITE

AND DISPOSED OF IN A MANNER THAT MEETS

ALL FEDERAL, STATE AND LOCAL LAWS AND

REGULATIONS.

1. THE OWNER SHALL PROVIDE A LEAD-BASED

PAINT INSPECTION REPORT.

GENERAL REPAIR NOTES

1. REPAIR DAMAGES CAUSED TO ADJACENT

FACILITIES BY DEMOLITION WORK.

2. REPAIR DRYWALL WHERE CASEWORK AND TRIM

ARE REMOVED.

3. MAINTAIN CONTINUITY OF FINISHED SURFACE

WITH LIKE QUALITIES AND CONSTRUCTION AND

WITH LIKE FINISHES.

4. RESTORE EXPOSED FINISHES OF PATCHED

AREAS AND WHERE NECESSARY EXTEND FINISH

RESTORATION INTO RETAINED ADJOINING

WORK IN A MANNER WHICH WILL ELIMINATE

EVIDENCE OF PATCHING AND REFINISHING.

5. DO NOT CUT AND PATCH WORK IN A MANNER

THAT WOULD RESULT IN SUBSTANTIAL VISUAL

EVIDENCE OF CUT AND PATCH WORK.

6. USE MATERIALS FOR CUTTING AND PATCHING

THAT ARE IDENTICAL TO EXISTING MATERIALS.

7. COORDINATE ALL DEMOLITION AND

RESTORATION WORK WITH OWNERS. USE

MATERIALS FOR PATCHING THAT ARE IDENTICAL

TO EXISTING MATERIALS.

8. RESTORE EXPOSED FINISHES OF PATCHED

AREAS AND WHERE NECESSARY EXTEND FINISH

RESTORATION INTO RETAINED ADJOINING

WORK IN A MANNER WHICH WILL ELIMINATE

EVIDENCE OF PATCHING AND REFINISHING.

GENERAL MECHANICAL, ELECTRICAL AND

PLUMBING DEMOLITION NOTES

1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO

NOTIFY THE ARCHITECT AND COORDINATE

INSPECTIONS (IF REQUIRED) BY STATE

AGENCIES AND MEET ANY APPLICABLE CODE

FOR REUSE OF EXISTING PLUMBING FIXTURES,

DIFFUSERS AND DUCTWORK.

2. REMOVE ALL EXISTING NON-COMPLIANT

GROUND-FAULT CIRCUIT INTERRUPTED

OUTLETS.

3. REMOVE ALL EXISTING BROKEN OR PAINTED

OUTLET COVER PLATES.

4. AFTER REMOVAL OF PLUMBING FIXTURES, CAP

WASTE LINES BELOW FLOOR SLAB AND SUPPLY

LINES ABOVE CEILING.

5. AT ALL AREAS WHERE MECHANICAL, PLUMBING

AND ELECTRICAL EQUIPMENT IS REMOVED,

PROPERLY CAP AND TERMINATE ALL UTILITIES

AS REQUIRED BY ALL PREVAILING NATIONAL

AND LOCAL CODES.

GENERAL DEMOLITION NOTES

10. CONCRETE FLOORS SHALL BE REMOVED FOR

INSTALLATION AND CONNECTION OF NEW

PLUMBING. PATCH WITH 3,000 PSI CONCRETE.

11. SEE LIMITS OF CONSTRUCTION ON NEW

FLOOR PLANS. GENERALLY, ROOMS OUTSIDE

OF LIMITS OF CONSTRUCTION ARE NOT TO

HAVE ANY WORK DONE IN THEM WITH THE

EXCEPTION OF FLOOR OR CEILING TO BE

PATCHED OR REPAIRED FOR INSTALLATION OF

NEW WORK. CONTRACTOR SHALL USE

EXISTING FLOOR OR CEILING MATERIAL FOR

REPAIR; SALVAGED FROM AREAS WHERE

EXISTING MATERIALS ARE REMOVED OR ALL

NEW MATERIAL IN A ROOM IF NECESSARY

THAT MATCH EXISTING FINISHES.

12. ALL EXISTING DIMENSION NOTES ON THIS

PLAN ARE APPROXIMATE. CONTRACTOR

SHALL FIELD VERIFY ALL EXISTING

DIMENSIONS PRIOR TO NEW WORK. IF THE

CONTRACTOR FINDS ANY DISCREPANCY

BETWEEN EXISTING CONDITION AND

DRAWING, CONTRACTOR MUST NOTIFY THE

ARCHITECT IMMEDIATELY AND REQUEST

CLARIFICATION.

13. CONTRACTOR MUST REMOVE EXISTING

FINISHES AS NECESSARY PRIOR TO

INSTALLATION OF NEW FINISHES.

14. ALL FLOORS AND WALLS OF EXISTING AREAS

THAT WILL BE AFFECTED BY CONSTRUCTION

PROCEDURES INCLUDING DEBRIS REMOVAL

MUST RECEIVE PROTECTION. DUST BARRIERS

MUST BE INSTALLED BETWEEN WORK AREAS,

UNDISTURBED AREAS AND OCCUPIED SPACES.

15. PROVIDE TEMPORARY SHORING OF EXISTING

STRUCTURE ABOVE AS REQUIRED WHERE ANY

EXISTING LOAD BEARING ELEMENTS (OR

PORTION OF) ARE TO BE REMOVED AS

REQUIRED BY FLOOR PLAN; PROVIDE NEW

HEADER/STRUCTURE/INFILL PER NEW FLOOR

PLAN; REPAIR/PATCH WALLS/FLOOR/CEILING

AS REQUIRED.

16. CONTRACTOR SHALL BE RESPONSIBLE FOR

ALL CONSTRUCTION MEANS, METHODS,

TECHNIQUES, SEQUENCES AND PROCEDURES;

INCLUDING BUT NOT LIMITED TO:

TEMPORARY/PERMANENT BEAMS AND

LINTELS; SHORING OF EXISTING

CONSTRUCTION; AND FOR SAFETY

PRECAUTIONS AND PROGRAMS AS THEY

RELATE TO THE WORK OF THIS PROJECT.

17. ALL DEMOLISHED MATERIAL SHALL BE

REMOVED FROM SITE UNLESS NOTED

OTHERWISE.

D09

D09

D09

D09

D09

PROJECT NO

REVISIONS

SCALE

DATE

CHECKED BY

DESIGNED BY

DRAWN BY

Roanoke / Richmond Shenandoah Valley

New River Valley / Lynchburg

1208 Corporate Circle

Roanoke, VA 24018

540.772.9580 www.balzer.cc

As indicated

12/12/2023

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08/30/2023

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1/4" = 1'-0"D1.01

1 FIRST FLOOR DEMOLITION PLAN

NOT TO SCALE

KEY PLAN

DEMOLITION NOTES

D01 REMOVE PORTION OF WALL

D02 REMOVE STOREFRONT

D03 REMOVE BRICK PAVERS

D04 REMOVE PORTION OF INTERIOR WALL

D05 REMOVE PLUMBING FIXTURES

D06 REMOVE DOORS

D07 REMOVE BRICK FROM PORTION OF EXTERIOR WALL

D08 REMOVE STREETLIGHT, SALVAGE FOR REUSE

D09 REMOVE CEILING, LIGHTS, AND GRILLES

D10 REMOVE CONCRETE SLAB FLOOR

ACTUAL

NORTH

PLAN

NORTH

N

N

1/8" = 1'-0"D1.01

2 DEMO ELEVATION

1/8" = 1'-0"D1.01

3 DEMO RCP

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Lic. No. 013210

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ROBERT W. PILKINGTON

1 12/12/2023 UTILITY LINES

DIVISION 1 - GENERAL:

1. In case of conflict between the general notes, specifications, and drawings regarding structural issues, the most stringent requirements shall govern.

2. Structural drawings shall be used in conjunction with the architectural, mechanical, electrical, & plumbing drawings, as well as any additional drawings provided by material & equipment suppliers. Contractor shall be responsible for coordinating the work of all other trades with the structure.

3. This structure is considered unstable until all structural components are in place, fastened, plumbed, true and in accordance with these signed and sealed drawings. contractor shall be responsible for furnishing, erecting, and removing any temporary shoring and bracing during construction.

4. Contractor shall strictly adhere to all safety regulations. The architect/ engineer shall not be responsible for construction means, methods, or procedures for safety precautions in connection with the work.

5. Construction materials, equipment, or other heavy loads shall not be placed upon structural components in concentrated areas. construction material or equipment staging shall not impart loads to the structure greater than that shown in the design load schedule.

6. Work not indicated on a part of the drawings, but reasonably implied to be similar to that shown at corresponding pieces, shall be repeated.

7. Temporary bracing, sheeting, shoring, etc., required to ensure the structural integrity/stability of the existing buildings, sidewalks, utilities, etc. during construction is the Contractor's responsibility and shall be designed by a Professional Engineer licensed in the Commonwealth of Virginia.

8. Shop Drawings:

• Shop drawings for materials shall be submitted to the Architect for review prior to the start of fabrication or commencement of work.

• No portion of the contract drawings may be reproduced for submittal as shop drawings unless authorized by Balzer and Associates, Inc. in writing. Violation of this provision will result in the rejection of the shop drawings and will be returned without being reviewed by the Architect or Structural Engineer.

• Shop drawings shall bear the General Contractor's stamp of approval, which shall constitute certification that he has verified all field measurements, construction criteria, materials, and similar data and has checked each drawing for completeness, coordination, and compliance with the contract documents. Shop drawings not reviewed by the General Contractor prior to submittal will be rejected.

• Changes to shop drawings that are re-submitted must be clouded or otherwise clearly indicate the changes that have been made to a previously issued and reviewed drawing.

• The Contractor shall provide the Architect or Structural Engineer with written notice of deviations of any type from the requirements of the Construction Documents. The notice must be received prior to shop drawing submittal. The Contractor remains liable for any deviation unless reviewed by the Architect or Structural Engineer and acknowledged in writing, prior to receipt of the shop drawings.

• Shop Drawings will be returned not later than 10 working days after receipt by the Architect or Structural Engineer.

• Architect/Engineer shall not be liable for work performed without approved shop drawings.

DIVISION 2 - FOUNDATION & SITE PREPARATION:

1. The surface of the exposed sub-grade shall be inspected by probing or testing to check for pockets of soft or unsuitable material. All fill and unsuitable foundation material shall be removed and footings shall rest on undisturbed soil or engineered fill. Footings shall be designed for an assumed minimum soil bearing capacity of 1,500psf. All footing excavations, site stripping, undercutting and control fill operations shall be done under the supervision of an independent testing laboratory, under the direction of a professional engineer licensed in the Commonwealth of Virginia.

2. Reference plan notes on foundation plan for additional notes and requirements.

3. Clear site and remove all vegetation, trees, roots, decaying material and other obstructions from areas occupied by utilities and structures, etc; strip top soil to a depth of 5" or deeper as required; debris is to be completely removed from site or disposed of and is not to be deposited in fills.

4. Strip all topsoil from areas to be covered by structures or pavement and fill with an approved controlled fill, compacted to 95% or better of maximum dry density as determined by Standard Proctor (ASTM D698).

5. Foundations are not to be excavated until building fill is placed and compacted.

6. Center footings under walls and columns unless noted otherwise.

7. Footing elevations shown represent the minimum depth to which footings shall be carried and shall be lowered as required to obtain suitable bearing.

8. All footings shall project at least 1'-0" into undisturbed natural soil or compacted controlled fill having a bearing value at least equal to that specified above. Place bottoms of all exterior footings at least 2'-0" below finished grade. Earth cuts may be used as forms for footing concrete. Drain all bearing strata adequately before placing foundation concrete. Do not place concrete on frozen soil.

9. Proper site drainage shall be maintained in order to protect the site from excess surface moisture during construction. Protection of the site shall include the construction of temporary ditches, berms or other surface water diversion devices in order to divert surface water from and not across the site.

10. Where, due to field conditions, actual bottom of footing elevations will differ from elevations shown on plans, piers and columns shall be increased, decreased, added or eliminated following intent of these drawings and specifications.

11. Footing step locations indicated on the foundation plans are approximate; actual locations may vary from that shown based upon existing conditions at the site. Contractor shall locate footing steps in field as required by finish grade and localized soil conditions.

12. Except where unbalanced fill on foundation walls is less than 4'-0" (or as otherwise stated on drawings), backfill shall not be placed against concrete or masonry foundation walls unless the walls have attained full design strength and the top of these walls are braced against overturning in a manner satisfactory to the engineer.

13. Excavations at retaining walls shall be sloped. Temporary slopes should be constructed on a slope of one horizontal to one vertical or flatter.

14. All walls shall be adequately braced to resist all horizontal loads from wind, earth, and construction loads during installation and until such time as permanent anchorage is in place. Heavy compaction equipment will not be allowed within a distance subtended by a 45° angle between the surface of the ground and any footing.

15. Contractor shall include in his bid all civil engineering and site work including landscaping, seeding and straw placement at denuded/disturbed areas, as well as temporary erosion control as required by the governing jurisdiction(s).

16. All underground utilities shall be referenced from site, mechanical, electrical, and plumbing drawings and connections shall be made prior to placing foundation concrete. Architect / Structural Engineer is not responsible for locating and coordinating utility interactions with building.

17. Roof drain pipes serving the structure shall tie into underground perimeter foundation drain pipes and be taken to an appropriate point of discharge. Contractor to coordinate with civil drawings for daylight or underground tie-in information.

18. All concrete sidewalks shall receive a broom finish unless otherwise specified on architectural or landscape drawings.

DIVISION 3 - CONCRETE:

1. Materials for concrete construction shall be in accordance with the following specifications:

a. Unit weight: Normal weight (145-150 pcf)

b. Portland cement: ASTM C150 Type 1

c. Coarse and Fine Aggregate: ASTM C33 max size 3/4"

d. Water: ASTM C1602 potable

e. Cementitious Admixtures: ASTM C618 Flyash

ASTM C989 Ground granulated blast furnace slag

f. Chemical Admixtures: ASTM C260 Air-Entrainment

ASTM C494 Plasticizers, Water Reducers, High Early Strength, etc.

g. Reinforcing steel: ASTM A615, Grade 60 deformed billet steel bars

ASTM A185 Welded Wire Reinforcement using ASTM A82 wire ASTM A416 7-wire steel strand for prestressed concrete (270 ksi)

h. Embedded fiber reinforcing: ASTM C1116 Standard spec for fiber reinforced concrete ASTM A820 Steel fibers STM C1666 Glass fibers

i. Adhesive anchoring: Hilti HIT-HY 200 Safe Set System or approved equal Hilti HIT-Z rod (ICC ESR 3187) or approved equal

j. Concrete screws: Hilti KWIK Con II+ or Simpson Titen or approved equal

k. Heavy duty screw anchors: Hilti KWIK HUS-EZ or Simpson Titen HD

l. Expansion / wedge anchors: Hilti KWIK Bolt TZ or Simpson Strong Bolt 2 or approved equal

m. Shotcrete: ASTM C1436

2. Other agents, components, admixtures, and/or embedded items as approved by Engineer

3. All concrete materials, processes, and work shall be in accordance with ACI 318-14 "Building Code

Requirements for Structural Concrete", ACI 301-10 "Specifications for Structural Concrete", and ASTM C94, unless otherwise noted or detailed on the contract drawings.

4. All exterior concrete slabs exposed to traffic shall be 4000 psi. All concrete slabs, on-grade or on suspended metal deck, shall be 3500 psi. Footings for walls and columns, and all other concrete, shall be 3000 psi. Refer to structural drawings for additional notes and use highest strength mix where discrepancies occur.

5. All concrete exposed to freezing and thawing shall have an entrained air content of 6% (±1.5%).

6. Refer to Table 19.3.2.1 "Requirements for Concrete by Exposure Class" and referenced exposure class definitions for maximum water / cementitious materials (w/c) ratio, minimum design strength, entrained air contents, and other constituent restrictions for this project.

7. Contractor shall submit a concrete mix design for each type of concrete to the project Architect for approval prior to the placement of concrete.

8. Contractor to provide a mockup sample of all exposed architectural concrete elements as directed by the Architect.

9. All reinforcing steel shall be deformed bars of new billet steel conforming to specification listed above.

Rebar splices shall be as per ACI 318. All reinforcing marked continuous (cont.) on the plans and details shall be lapped 48x bar diameters at splices unless otherwise noted.

10. Welded wire fabric shall be lapped a minimum of one full wire space plus 2" when spliced.

11. Detail, fabricate and place reinforcement in accordance with ACI 318 unless otherwise shown. Concrete protection for reinforcing steel reinforcing steel shall be in accordance with ACI 318-14.

12. All reinforcing steel shall be held securely in place to prevent dislocation during the placing operation. Slab reinforcing bars shall be supported on high chairs and bar spacers of suitable design.

13. Reinforcing steel shall be clean of mud, debris, loose rust, cement grout, or any other material which may inhibit the bond between the steel and the concrete. Do not field bend reinforcement. In no case may bars be heated to facilitate bending.

14. No concrete shall be placed until all embedded items have been installed, tested and inspected.

15. Contractor shall gain approval from Structural Engineer for post-installing any column anchor rods.

16. Follow manufacturer's written installation procedures for installation of all post-installed anchors in concrete work. Control silica dust per OSHA requirements and prepare hole for receiving adhesive in accordance with manufacturer's requirements. Where required, contractor shall receive certification from manufacturer for conformance to installation procedures.

17. Concrete slabs on ground specified as fiber reinforced concrete shall be reinforced at minimum with micropolymeric fibers to control plastic shrinkage cracking. At the contractor's option, steel or macropolymeric fibers may be added to control random cracking upon the concrete reaching its hardened state. Micropolymeric fibers shall be added into the concrete mix at a minimum rate of 0.1% by volume (1.5 lbs per cubic yard of concrete), or as suggested by material supplier.

18. Sufficient time should be allowed before cutting saw joints in fiber reinforced concrete slabs to ensure that the saw blade cuts the fiber reinforcement without pulling the fibers out of the concrete.

19. Where resilient floors are to be installed on concrete slab-on-grade, a vapor retarder (per ASTM E1745) with a maximum permeance of 0.3 perms (per ASTM E96), shall be installed over a minimum of 4" of compacted porous fill. Seal all penetrations of vapor retarder to maintain continuity. Moisture, alkali, and bond testing must be conducted prior to installation of finished flooring, in accordance with manufacturer's written Guaranteed Installation Guide.

20. Floor depressions and openings to be provided where equipment or floor finishes require them, whether or not indicated on structural drawings. It shall be the contractor's responsibility to coordinate his work with architectural and mechanical drawings and specifications and provide depressions and openings as required.

21. Concrete for all floor slabs shall be wet-cured with wet burlap, plastic film, waterproof paper or misting.

22. Concrete slab surfaces shall conform to ASTM E1155 F-number system for flatness and levelness or as required by owner.

23. Refer to structural plans for additional notes regarding concrete slabs and walls.

24. Unless otherwise shown, provide #5 bar at each face around all sides of openings in concrete walls. Bars shall extend a minimum of 24" beyond the edge of the opening.

25. Construction and control joints shall be located where indicated on the drawings. See typical details for additional reinforcing at construction joints.

26. Where column and wall footings coincide, provide full reinforcement for both footings, with wall footing reinforcement continuous through column footing. Joints between wall footings and column footings not permitted.

27. Unless otherwise required, provide 3/4" chamfer on all concrete corners exposed to view.

28. Unless noted otherwise, all concrete column vertical reinforcing to be doweled into footings with dowels same size as verticals, lap 48x bar diameters.

29. Top of plumbing pipes must be at least 12" below bottom of wall footings or above. Otherwise footings must be lowered below pipe invert. Pipes shall not pass through footings. See mechanical drawings for location of pipe sleeves and openings. Prior approval required for cutting and bending of reinforcing to accommodate sleeving and in no case shall major reinforcing be cut or bent.

30. All structural members shall be poured for their full depth in one operation. Construction joints, such as day's pour joints, shall not be located in the middle third of any span or over intermediate supports of continuous multi-span members. The reinforcement shall extend through the joint in both faces. Where, in either face, no reinforcement is called for, provide #4 dowels at 12" on center. Joint shall be roughened by use of an approved surface retarder in accordance with manufacturer's directions, to expose aggregate.

Depth of etch shall be 1/8" minimum. Apply a chemical bonding agent per manufacturer's specifications prior to finishing the concrete placement.

31. The concrete contractor shall cooperate with other contractors and, where required, install all built-in work, sleeves, inserts, brick ties, etc., including framework for chases, reglets and other provisions for built-in work to complete the job (see specifications).

32. At steel deck slabs, concrete contractor shall include in his bid additional quantity of concrete that may be required to provide a level slab at the prescribed elevation and compensate for steel deck and steel beam deflections.

33. Electrical contractor shall confer with architect and structural engineer before placing any conduits in concrete construction in order to agree on permissible arrangements of conduits.

34. Electrical contractor shall prevent placing conduits in concrete that will impair concrete strengths.

35. Only conduits having outside diameters no larger than one-third of the slab thickness may be installed. For slabs on steel deck, slab thickness shall be considered as thickness of concrete above upper deck flutes.

36. Conduits are to be spaced so as to provide no less than three (3) conduit diameters, center-to-center.

Wherever possible, larger spacings are preferred.

37. Continuous rows of conduits are not to be placed immediately along bearing ends of slabs.

38. Aluminum conduits are not allowed.

39. Conduits are not allowed in concrete slabs less than 4" thick.

40. Crossover of conduit shall not be allowed in steel deck slabs.

DIVISION 4 - MASONRY:

1. Materials for concrete masonry walls shall be in accordance with the following specifications:

a. Hollow load bearing units: ASTM C90 Type 1, Grade N, f'm 1,350 psi on the net area.

maximum weight 32 lbs per 8" x 8" x 16" unit, 47 lbs per 12" x 8" x 16" unit

b. Grout: ASTM C476, f'c = 2000 psi

c. Mortar: ASTM C270, Type M (below grade), S (structural), or N (veneer, non-structural).

d. Reinforcing steel: ASTM A615, Grade 60

e. Wire ties and reinforcing: ASTM A1064 or ASTM A153 (galvanized) or ASTM A580 (stainless)

f. Adhesive anchoring: Hilti HIT-HY 270 or Simpson AT-XP or SET-XP or approved equal

HAS-E threaded rod or F1554 or A615 deformed bar or approved equal

g. Masonry screws: Hilti KWIK Con II+ or Simpson Titen or approved equal

h. Heavy duty screw anchors: Hilti KWIK HUS-EZ or Simpson Titen HD

i. Expansion / wedge anchors: Hilti KWIK Bolt 3 or Simpson Wedge All or approved equal

2. All concrete masonry work shall be in accordance with TMS 402, ACI 530 and TMS 403.

3. All engineered concrete masonry shown on the contract drawings has been designed based on full allowable stresses. Special inspection by a qualified inspector shall be required.

4. All masonry shall be laid in running bond unless otherwise noted on the architectural drawings. Build all masonry level, square, plumb and true. Provide standard 9 ga. galvanized steel truss type horizontal joint reinforcing for masonry walls greater than 4" thick, see drawings for vertical reinforcement.

5. Provide vertical control joints at a maximum of 25' o.c. spacing in all masonry walls unless noted. See architectural elevations for control joint locations.

6. Veneer masonry shall be anchored to studs with 3/16" gage hot-dipped, galvanized steel adjustable wire anchors at 24" o.c. horizontal and 16" o.c. vertical. Anchors shall be X-Seal Anchor (for continuous perimeter insulation) or DW-10 (direct to sheathing) by Hohmann & Barnard or approved equivalent.

Provide mortar net above all flashing points. Install per manufacturer's written instructions using specified fasteners, tape, and other accessories as necessary. Maintain minimum airspace between veneer masonry and wall sheathing/insulation as required per architectural drawings.

7. Face Brick: See architectural drawings for all notes, specifications, and details regarding face brick and/or other veneer masonry.

8. See architectural drawings for all notes, specifications, and details regarding flashing and weeps.

9. Provide rebar dowels of the same size and spacing as vertical reinforcing from wall and spread footings.

Dowels shall have standard ACI hooks and shall lap, unless noted otherwise, 48x bar diameter with first lift of vertical reinforcing.

10. Vertical bars denoted each face (EF) in masonry walls shall be placed 1/2" clear from face or cell wall, or as noted in structural details.

11. All poured or pumped grout shall be fine grout, with slump 8"-10". Grouting to be placed in lifts not to exceed the limitations stated in ACI 530. Grouting processes to be fully monitored and inspected by special inspections engineer. Provide inspection ports at bottom of each grout lift over 5'-4" in height as required on the outside face of the CMU. Stop grout for each lift 1" below top of last CMU course, with the exception of the top course of the CMU wall. Each grouted cell shall be mechanically consolidated, either by using a mechanical "pencil" vibrator for a maximum of two seconds or by rodding with a separate piece of reinforcing steel bar of length sufficient to reach to the bottom of the grout lift. Grout shall be re-consolidated upon water loss by similar means.

12. All hollow masonry walls that change in thickness or number of wythes shall have a course of solid or grout filled units at the transition.

13. Walls shall be grouted as soon as possible to prevent shrinkage cracking. Masonry shall be allowed to cure a minimum of 24 hours prior to grout placement.

14. The top of unfinished masonry work and all stored masonry materials shall be covered to protect the masonry material from the weather.

15. Masonry shall not be supported on wood girders or other form of wood construction. Provide steel lintels bearing on solid masonry above all openings.

16. Completed masonry work to be brushed and washed with warm clean water, and free of excess mortar.

Clean all other work affected by mortar spills and washing.

17. Loose steel angle lintels shall conform to ASTM A36 for steel. All lintels to have 8" minimum bearing on one course of solid or grouted masonry units, unless noted otherwise. All loose lintels to be provided by structural steel contractor.

18. Provide angle L5x31/2"x5/16" for each 4" of masonry wall thickness over grilles, louvers, panel boxes, ducts and other miscellaneous openings not listed in schedule.

19. Use two courses of solid grouted CMU under all joists bearing into masonry walls.

20. Follow manufacturer's written installation procedures for installation of all post-installed anchors in masonry walls. For adhesive anchoring into hollow walls use appropriately sized screen tube in oversized hole. Control silica dust per OSHA requirements and prepare hole for receiving adhesive in accordance with manufacturer's requirements. Where required, contractor shall receive certification from manufacturer for conformance to installation procedures.

DIVISION 5 - STRUCTURAL STEEL:

1. Structural steel shall be in accordance with the following specifications:

a. Wide flange shapes: ASTM A992 (fy = 50 ksi)

b. Angles, channels, plates, bars, misc. shapes: ASTM A36 (fy = 36 ksi)

c. Pipes columns: ASTM A500, Grade C (fy = 50 ksi)

d. Square and rectangular tubing: ASTM A1085 (fy = 50 ksi)

e. High strength bolts: ASTM A325 or A490 as specified

ASTM A563 nuts ASTM F436 hardened washers or ASTM F959 tension-indicating washers

f. Common (non-high strength) bolts: ASTM A307 Grade A

g. Threaded rod: ASTM A36 (or proprietary rods as specified)

h. Shear headed studs: ASTM A108

i. Anchor rods: ASTM F1554 Grade 36 or Grade 55 weldable

j. Welding electrodes: Fexx = 70 ksi

k. Power driven fasteners: Hilti X-U, 0.157"∅ or equal

l. Self driving screws: Hilti S-MD, Simpson Strong Drive XM, or Teks

2. Structural steel work and erection shall be in accordance with the 2015 International Building Code, 14th

Edition AISC 360 "Manual of Steel Construction", and AISC "Code of Standard Practice", including the "Commentary" and supplements.

3. Shop drawings are required for structural steel and steel joists and decking. Shop drawings shall be furnished by the Fabricator to the General Contractor. Contractor shall review and approved shop drawings prior to submitting to Architect/Engineer. All structural steel shop drawings shall be prepared under the direct supervision of professional engineer registered in the Commonwealth of Virginia.

4. Structural steel shall be new, clean and straight.

5. Cuts, holes, copings, etc. in structural steel members required by work of other trades shall be made in the shop and shall be shown on the shop drawings. Burning of holes or cuts in structural steel members in the field will not be permitted without specific approval of the engineer.

6. All structural steel exposed to elements shall be galvanized or receive one shop coat of an approved rust-inhibitive primer. Reference architectural drawings for additional paint and finish requirements on exposed steel members.

7. Refer to architectural drawings for intumescent paint, spray-on fireproofing, or other special coatings.

8. Existing steel members shall be properly cleaned and painted for protection.

9. Preparation of steel and application of coatings shall be in accordance with the specifications of the

Society for Protective Coatings (SSPC).

10. All shop connections shall be welded and all field connections shall be bolted using high strength bolts unless otherwise noted. All high strength bolt diameters shall be as called out on plans. All bolted connections designed to be installed to a snug-tight condition in standard holes unless otherwise noted.

11. Provide hardened washers shall be provided under turning element at all high strength bolted connections.

12. All steel in contact with pressure treated lumber or exposed to weather shall be at minimum galvanized with a G185 coating. When galvanized steel is welded provide appropriate ventilation measures. Welded surfaces shall be ground smooth and coated with galvanizing repair paint.

13. Stainless steel shall be used for all exposed steel in coastal areas and other locations subject to salt water, including atmospheric water vapor and spray from de-icing salts.

14. All welding shall be in accordance with AWS D1.1 2010, Structural Welding Code. Welds to be approved by a welding inspection agency. All shop and field welding shall be performed by qualified welders in accordance with AWS D1.1.

15. Field welded surfaces shall be cleaned, ground smooth, and coated with appropriate primer/paint as specified.

16. Beams supporting columns or struts and beams bearing on columns shall be provided with stiffener angles, tees or plates on webs.

17. Connections for hung lintels and other members requiring adjustment shall be provided with shims or slotted holes, as required for proper final installation.

18. Unless otherwise noted, all bolted connections shall be bearing type, non slip-critical, tightened to a "snug-tight condition" as defined by AISC.

19. All truss connections shall be shop welded and shall be designed for the factored/unfactored forces shown on the contract drawings, but not less than 50% of the effective strength of the member. Shop drawings shall clearly show weld sizes and lengths for all connections. Provide gusset plates as required to obtain sufficient weld length. Gusset plate thickness shall match web thickness of chord.

20. Bolting in combination with welds shall not be considered as sharing the stress. Welds shall be provided to carry the entire stress for which the connection is designed.

21. The frame of the steel skeleton shall be carried up true and plumb and temporary bolting and bracing shall be introduced to safely carry all loads to which the structure may be subjected, including equipment and operation of same. Individual columns must be braced before beam connections are made and bracing shall be left in place as long as may be required for safety. No bolting or welding shall be done until as much of the structure as will be stiffened thereby has been properly aligned.

22. The owner shall retain the services of a qualified inspector to inspect erected steel and connections.

23. All powder actuated fasteners to be used in structural steel shall be as listed with a minimum length sufficient to fully penetrate base member thickness (not less than 5/8").

24. Provide 12 gauge galvanized gripstay masonry anchoring system by Hohmann & Barnard, inc., or equal, vertically on all steel column flanges and webs and horizontally on all beam webs, abutted with or encased in masonry. See "Typical Masonry Anchoring System Details".

25. See architectural drawings for steel plate and grate flooring specifications and details. Steel grating shall be manufactured in accordance with the Metal Bar Grating Manual, as published by the National Association of Architectural Metals Manufacturers and shall conform to Federal Specification RR-G-661E, Type I, Class I. Steel for grating shall conform to ASTM A569. Perpendicular welded cross bars to be spaced 4" on center. Stair tread grating shall be same type. Band exposed edges, unless noted otherwise. Grating and fasteners shall be hot dipped galvanized, unless noted otherwise.

DESIGN LOAD SCHEDULE (2018 IBC)

DESIGN ALLOWABLE SOIL BEARING CAPACITY: 1500 psf (ASSUMED)

DEAD LOADS:

ROOF DEAD LOAD: 20 psf

UNREDUCED LIVE LOADS:

ROOF LIVE LOAD: 20 psf

SNOW LOADS:

GROUND SNOW LOAD: 30 psf

FLAT ROOF SNOW LOAD: 21

SNOW EXPOSURE FACTOR: 1.0

IMPORTANCE FACTOR: 1.0

THERMAL FACTOR: 1.0

UNBALANCED SNOW LOADING: 30 psf

MAXIMUM DRIFT SURCHARGE: REFER TO ROOF FRAMING PLAN

WIND LOAD DESIGN CRITERIA:

ANALYSIS PROCEDURE: ASCE 7-16 CHAPTER 27

BUILDING TYPE: ENCLOSED

ULTIMATE DESIGN WIND SPEED: 115 mph NOMINAL DESIGN WIND SPEED: 89 mph

RISK CATEGORY: II

EXPOSURE: B

INTERNAL PRESSURE COEFFICIENT: ±0.18

TOTAL BUILDING WIND SHEAR (N-S): 3 kips TOTAL BUILDING WIND SHEAR (E-W): 2 kips

EFFECTIVE WIND PRESSURES:

COMPONENTS & CLADDING:

ROOF:

CORNER ZONE 3: +16.0 / -38.4 psf EDGE ZONE 2: +16.0 / -32.2 psf INTERIOR ZONE 1: +16.0 / -24.2 psf

OVERHANG:

CORNER ZONE 3: -32.5 psf EDGE ZONE 2: -26.3 psf

WALL:

CORNER ZONE 5: +16.6 / -20.3 psf

INTERIOR ZONE 4: +16.6 / -18.2 psf

SEISMIC LOADS:

RISK CATEGORY: II

IMPORTANCE FACTOR: 1.0

MAPPED SPECTRAL ACCELERATION: SS=0.23

S1=0.06

SITE CLASS: D

SITE CLASS COEFFICIENTS: Fa=1.60

Fv=2.40

SPECTRAL RESPONSE COEFFICIENT: SDS=0.06

SD1=0.24

SEISMIC DESIGN CATEGORY: B

FORCE RESISTING SYSTEM: ORDINARY PLAIN MASONRY SHEAR

WALLS

RESPONSE MODIFICATION COEFFICIENT: R=1.5

SEISMIC RESPONSE COEFFICIENT: CS=0.14

EFFECTIVE SEISMIC WEIGHT: W=5,910 lbs DESIGN BASE SHEAR: V=830 lbs

ANALYSIS PROCEDURE: EQUIV. LATERAL FORCE

EXISTING FOUNDATION AND SITE PREPARATION:

1. New foundation elements including footings and slabs on grade are designed based upon an assumed

1,500 psf allowable soil bearing capacity. Existing subgrade soils shall be visually inspected and probed by a geotechnical engineer's representative upon excavation and prior to concrete placement. Unsuitable soils shall be over-excavated and replaced with stone or alternate foundation supports shall be coordinated with and designed by the structural engineer.

2. All underground utilities shall be referenced from site, mechanical, electrical, and plumbing drawings.

Architect / Structural Engineer is not responsible for locating and coordinating utility interactions with building. Concrete removed for new plumbing trenches shall be replaced with a new section of slab to match the existing slab thickness, or 4" minimum. New concrete shall rest upon a compacted stone (#57 or similar) base and be doweled into adjacent sections of existing slab with #4 x12" bars at no more than 48" on center.

3. Any new or replaced roof drain pipes serving the structure shall tie into existing discharge(s). Clogged or inoperable drains shall be repaired or replaced. Contractor to coordinate with civil drawings and/or existing conditions for daylight or tie-in information.

EXISTING CONCRETE:

1. Existing concrete components are to remain in place, except as shown on demolition plans for new openings and floor alterations. Existing deteriorated concrete shall be reinforced or replaced in the field as conditions require. Contractor shall notify engineer of questionable areas not noted on plans for further direction.

2. New repair mortar mixes shall be provided as directed by the structural engineer. Refer to plans and details for specific notes.

3. Size, spacing, and depth from concrete surface of existing steel reinforcing bars embedded in concrete elements shall be verified in field as directed by structural engineer.

4. Use Hilti HIT-HY 200 epoxy where anchorage must be made into existing concrete.

5. Support free edges of elevated concrete slabs at new floor openings as directed in the structural drawings.

6. Typical repair details and notes shall be applied to the full extent of all existing concrete slabs, walls, and structural members as needed. General contractor shall coordinate with concrete subcontractor for full extent of repair work.

EXISTING MASONRY:

1. Existing masonry components are to remain in place, except as shown on demolition plans for new openings. Existing deteriorated masonry units shall be replaced, and damaged, deteriorated, or replaced mortar joints shall be repointed in the field as conditions require. Contractor shall notify engineer of questionable areas not noted on plans for further direction.

2. New masonry units and mortar mixes shall be provided with materials as close to original composition as possible. New units and mortar mixes of greater compressive strength than original materials shall not be permitted.

3. Deteriorated, out-of-plumb, cracked, or damaged brick shall be replaced/repaired as required.

4. Mason to repoint all masonry where mortar joints have deteriorated.

5. Mason to remove outer wythe of brick, and center wythe bricks as found to be cracked, broken, degraded, or necessary in order to provide shown reinforcement. Verify actual extent of brick damage in field.

6. HeliBar stainless steel reinforcing dowels as manufactured by Helifix shall be provided as shown in structural details for masonry reinforcement. Dowels to be placed within collar joint between outer two wythes of brick. Dowels shall be fully embedded within mortar joints, and shall be drilled min. 6" into remaining undamaged existing brick. Use Helibond injectable cementitious grout for all HeliBar repairs.

Dowels shall be cut from stock length as required to provide stated embedment into existing masonry and extend to within 4" of the outside corner of the building.

7. Use Hilti HIT-HY 70 epoxy where anchorage must be made into existing brick masonry walls.

8. Re-use existing bricks where practical. New bricks and mortar mix shall match existing materials as close as possible. Mortar shall be air-entrained for durability and shall not contain Portland cement.

9. Repair details and notes shall be applied to the full extent of all existing masonry walls. General contractor shall coordinate with mason for full extent of repair work.

10. Mason chosen for repair and rehabilitation of existing masonry walls shall be experienced in the materials and methods of historic masonry work.

EXISTING STEEL:

1. Existing steel components are to remain in place, except as shown on demolition plans for new openings.

Existing corroded, bent, or deteriorated steel members shall be reinforced or replaced in the field as conditions require. Contractor shall notify engineer of questionable members discovered not noted on plans for further direction.

2. Existing steel members shall be properly cleaned and painted for protection.

3. Existing steel materials shall be investigated for suitability for welding. Cast iron or other non-weldable metals shall be brought to the attention of the structural engineer for alternate repair or replacement details.

4. Deteriorated, out-of-plumb, cracked, or damaged columns shall be replaced/repaired as required.

5. Corroded or broken bolts and rivets shall be brought to the attention of the structural engineer where not noted on plans for connection retrofit details.

6. Sandblast or wire brush surface rust from existing steel members. Any section loss >1/8" in thickness shall be brought to the attention of the structural engineer.

7. New steel plates, angles, bars, or other reinforcing elements shall be in accordance with material specifications given above.

8. Typical repair details and notes shall be applied to the full extent of all damaged existing steel members.

General contractor shall coordinate with steel erector for full extent of repair work.

9. Steel erector chosen for repair and rehabilitation of existing metal construction shall be experienced in the materials and methods of historic metal work.

COLD FORMED STEEL DECKING:

1. Corrugated cold formed steel deck design, fabrication, and installation of shall comply with the Steel Deck Institute (SDI), "Code of Standard Practice" (SDI COSP-2012).

2. Metal deck shall be designed, detailed, and installed in accordance with the Steel Deck Institute Standards SDI C-2011 (Composite deck), SDI NC-2010 (Non-composite), and SDI RD-2010 (roof).

3. Provide supplier's shop drawings for all building levels containing metal deck.

4. Unless noted otherwise on structural plans, all metal deck is designed to be installed in a continuous 3-span or greater condition. Refer to Design Load tables for required deck performance requirements.

5. Refer to structural drawings for shear stud sizs, spacing, and attachment details at structurally composite concrete floor slabs as applicable.

6. Refer to architectural drawings for any finish, waterproofing, soundproofing, or fireproofing details or requirements which may apply.

7. Steel roof deck shall be rib type prefabricating sheet steel units, Type 1.5B (or as called out on roof framing plan), 22 gage and 1½" deep. Installation shall be in accordance with manufacturer's written instructions. Provide diaphragm attachment as specified on structural plans. Roof deck shall be provided painted or galvanized.

8. Deck for concrete slabs supported on structural steel or steel joists shall be prefabricated units of corrugated sheet steel. Depth of deck shall be as called out on floor framing plan(s). Deck shall be galvanized or receive one coat of shop paint.

9. Composite floor deck shall be 11/2" minimum depth with embossed ribs. Deck shall conform to ASTM A1008 or ASTM A653 for galvanized deck.

10. Unless…