JMU JACKSON HALL RENOVATION 216-18334-000

JMU JACKSON HALL RENOVATION

216-18334-000

CONCRETE UNIT MASONRY 04 22 00 - 1

SECTION 04 22 00

CONCRETE UNIT MASONRY

PART 1 - GENERAL

1.1 SUMMARY

A. Related Documents:

1. Drawings and general provisions of the Subcontract apply to this Section.

2. Review these documents for coordination with additional requirements and information that

apply to work under this Section.

B. Section Includes:

1. Concrete units.

2. Reinforcement, anchorages, embedment and accessories.

1.2 REFERENCES

A. General:

1. The following documents form part of the Specifications to the extent stated. Where

differences exist between codes and standards, the one affording the greatest protection shall

apply.

2. Unless otherwise noted, the referenced standard edition is the current one at the time of

commencement of the Work.

3. Refer to Division 01 Section "General Requirements" for the list of applicable regulatory

requirements.

B. ACI – American Concrete Institute:

1. ACI 315 Details and Detailing of Concrete Reinforcement

C. ASTM International:

1. ASTM A615 / A615M Standard Specification for Deformed and Plain Carbon-Steel Bars

for Concrete Reinforcement

2. ASTM C 90 Standard Specification for Loadbearing Concrete Masonry Units

D. AWS D12.1 Reinforcing Steel Welding Code

1.3 SUBMITTALS

A. Submit under provisions of Division 01 Section "General Requirements."

B. Submit Shop Drawings for reinforcement, anchorages and embedment. Indicate bar sizes, spacings,

locations, and quantities of reinforcing steel bending and cutting schedules, supporting and spacing.

C. Submit Manufacturer's certified mill test reports on each heat of reinforcing steel to be used in the

work before placement.


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D. Submit two 12 inch (300 mm) long samples of expansion and control joint materials.

E. Submit manufacturer's certificates.

1.4 ENVIRONMENTAL REQUIREMENTS

A. Maintain materials and surrounding air temperature to at least 50 deg F(10 deg C) prior to, during,

and 48 hours after completion of masonry work.

PART 2 - PRODUCTS

2.1 CONCRETE MASONRY UNITS

A. Hollow Load Bearing Units: conforming to UBC Standard 21-4, Grade N1; light weight, plain

smooth face in the manufacturer’s standard color. Strength of units shall be f`m= 2500 psi.

B. Masonry Units: Modular sized to 8x8x16 and 8x12x16 inch as shown on the Drawings; provide

special units for 90 corners, open ended, double open ended, bond beams and lintels. The use of

LCC blocks is not permitted.

2.2 Mortar: ASTM C270, Type S

2.3 Grout

A. Grout filling for cells shall be ASTM C476 with minimum compressive strength of 3000psi but not

less than the compressive strength of the masonry assembly, f’m.

B. Where grout cells do not exceed 4” in diameter, fine grout shall be used

2.4 Elastomeric sealants used for expansions should conform to ASTM C920 Class 50,

A. Grade NS, Use M

1. Example is SIKA SIKASIL WS-295

2.5 REINFORCEMENT AND ANCHORAGES

A. Single Wythe Joint Reinforcement: Truss and Seismic Comb type, galvanized steel construction; as

manufactured by Dur-o-wall, or equal.

B. Reinforcing Steel: Type specified and grade as specified in Division 03 Section "Concrete

Reinforcing".

2.6 ACCESSORIES

1 Please confirm this reference.

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A. Control Joints: Preformed neoprene or polyvinyl chloride material.

B. Nailing Strips: Western softwood, preservative treated, sized to masonry joints.

2.7 LINTELS

A. Constructed from concrete masonry lintel blocks.

PART 3 - EXECUTION

3.1 PREPARATION

A. Verify items provided by other sections of work are properly sized and located.

B. Establish lines, levels, and coursing. Protect from disturbance.

C. Provide temporary bracing during erection of masonry work. Maintain in place until building

structure provides permanent bracing.

3.2 COURSING

A. Place masonry to lines and levels indicated.

B. Maintain masonry courses to uniform width. Vertical and horizontal mortar joints shall be installed

between blocks, shall be equal and of uniform thickness. Exposed joints shall be tooled to a slightly

concave profile; unexposed surfaces may be struck smooth. Walls and parapet surfaces which will

receive membrane sheet flashing and counter-flashing, and shall be constructed to permit the

installation of base flashing materials as specified in Division 07 Section "Thermoplastic Membrane

Roofing".

C. Lay concrete masonry units in running bond. Course one block unit and one mortar joint to equal

eight (8") inches. Alternate open ended and double open-ended blocks in each course. Bond beams

shall consist of alternately placed open ended and double open-ended bond beam block.

3.3 PLACING AND BONDING

A. Lay masonry in full bed of mortar, properly jointed with other work. Buttering corners of joints, and

deep or excessive furrowing of mortar joints are not permitted.

B. Fully bond intersections, and external and internal corners.

C. Do not shift or tap masonry units after mortar has taken initial set. Where adjustment must be made,

remove the mortar and replace.

D. Remove excess mortar.

E. Perform jobsite cutting with proper tools to provide straight unchipped edges. Take care to prevent

breaking masonry unit corners or edges.


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3.4 REINFORCEMENT AND ANCHORAGES

A. Install horizontal joint reinforcement 16 inches on center and seismic comb reinforcement where

indicated on the drawings.

B. Place masonry joint reinforcement in first and second horizontal joints above and below openings.

Extend at least 16 inches on each side of opening.

C. Place joint reinforcement continuous in first and second joint below top of walls.

D. Lap joint reinforcement ends at least 6 inches (150 mm). Extend at least 16 inches (400 mm) on

each side of opening.

E. Reinforce joint corners and intersections with strap anchors 16 inches (400 mm) on center.

3.5 REINFORCING STEEL

A. Place reinforcement in accordance with ACI 315.

B. Locate reinforcing splices at points of minimum stress. Splice locations shall be as shown on the

Shop Drawings unless alternative locations of splices are approved by the Engineer-of-Record.

C. Where welding is approved by the University, weld reinforcement in accordance with AWS D12.1.

D. Place reinforcing bars supported and secured against displacement. Maintain position within 1/2-

inch (13 mm) of true dimension.

E. Verify that reinforcement is clean, free of scale, dirt, or other foreign coatings that would reduce

bond to grout.

3.6 TOLERANCES

A. Alignment of Pilasters: Maximum 1/4-inch (7 mm) from true line.

B. Variation from Unit to Adjacent Unit: 1/32-inch (1 mm) maximum.

C. Variation from Plane of Wall: 1/4-inch (7mm) in 10 feet and 1/2-inch (13 mm) in 20 feet (6 m) or

more.

D. Variation from Plumb: 1/4-inch (7mm) per story noncumulative; 1/2-inch (13 mm) in two stories or

more.

E. Variation from Level Coursing: 1/8-inch (3 mm) in 3 feet; 1/4-inch (7 mm) in 10 feet (3 m); 1/2-

inch (13mm) maximum.

F. Variation of Joint Thickness: 1/8-inch (3 mm) in 3 feet.

G. Maximum Variation from Cross Sectional Thickness of Walls: +/- 1/4-inch (7 mm).

3.7 MASONRY FLASHINGS


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A. Lap end joints at least [6 inches (150 mm)] and seal watertight.

3.8 LINTELS

A. Construct lintels using grout fill and reinforcing specified. Place reinforcing bars as shown on the

drawings.]

B. Install reinforced unit masonry lintels over openings. Construct lintels using grout fill and

reinforcing. Maintain at least 8-inch bearing on each side of opening.

C. Use reinforcing bars of one-piece lengths only.

D. Place and consolidate grout fill without disturbing reinforcing.

E. Allow lintels constructed in place to reach strength before removing temporary supports.

3.9 GROUTED COMPONENTS

A. Reinforce masonry units as shown on the drawings.

B. Lap splices at least 24 bar diameters.

C. Place and consolidate grout fill without disturbing reinforcing.

D. Solid grout concrete masonry units in accordance with California Building Code section

2104A.6.1.2.2.

3.10 CONTROL JOINTS

A. Do not continue horizontal joint reinforcing across control joints.

B. Form control joint by use of sheet building paper bond breaker one side fitted to hollow contour of

block unit end. Fill created core with grout fill. Rake joint at exposed faces for rod and sealant.

C. Install resilient control joint in continuous lengths. Heat solvent weld butt and corner joints in

accordance with manufacturer's instructions.

D. Size joint in accordance with Division 07 Section "Joint Sealants" for sealant performance.

3.11 BUILT-IN WORK

A. As work progresses, build-in [metal door frames,] [fabricated metal frames,] [window frames,]

[wood nailing strips,] [anchor bolts,] [plates,] and other items to be built in the work supplied by

other sections.

B. Build-in items plumb and level.

C. C. Bed anchors of metal door [and glazed] frames in mortar joints. Fill frame voids solid with

mortar. [Fill masonry cores with grout at least [12 inches (300 mm)] from framed openings.]


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D. Do not build-in organic materials subject to deterioration.

3.12 CUTTING AND FITTING

A. A. Cut and fit for [chases] [pipes] [conduit] [sleeves] [grounds]. Cooperate with other sections of

work to provide correct size, shape, and location.

B. Obtain approval from the University prior to cutting or fitting areas not indicated or where

appearance or strength of masonry work may be impaired.

3.13 CLEANING

A. Remove excess mortar and smears.

B. Replace defective mortar. Match adjacent work.

C. Clean soiled surfaces with a nonacidic solution that will not harm masonry or adjacent materials.

Consult masonry manufacturer for acceptable cleaners.

D. Use nonmetallic tools in cleaning operations.

3.14 PROTECTION

A. Protect finished installation under provisions of Division 01 Section "General Requirements".

B. Maintain protective boards at exposed external corners which may be damaged by construction

activities.

C. Provide protection without damaging completed work.

D. At day's end, cover unfinished walls to prevent moisture infiltration.

END OF SECTION 042200


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STEEL DECKING 05 31 00 - 1

SECTION 05310

STEEL DECKING

PART 1 - GENERAL

1.1 SUMMARY

A. Work Included: The Work of this Section includes, but is not limited to, the following:

1. Composite Steel Deck

2. Roof Deck

1.2 SUBMITTALS

A. Product Data: For each type of deck, accessory, and product indicated.

B. Shop Drawings:

1. Include layout and types of deck panels, anchorage details, reinforcing channels, pans,

cut deck openings, special jointing, accessories, and attachments to other construction.

C. Composite Metal Deck

1. Product data: Submit manufacturer’s specifications, section properties, load tables,

diaphragm shear tables, dimensions, finishes, and fire resistance ratings, and STC/IIC test

data.

2. Shop drawings: Submit deck panel placement drawings showing profiles, material

thicknesses, finishes, layout, anchorage, shoring requirements, and openings as

dimensioned on the structural drawings.

a. Shop drawings shall be signed and sealed by a licensed engineer.

3. Samples: Submit full width sample if requested to verify compliance with the

specifications and the level of quality.

D. INFORMATIONAL SUBMITTALS

1. Welding certificates.

2. Product Certificates: For each type of steel deck.

3. Product Test Reports: Based on evaluation of comprehensive tests performed by a

qualified testing agency, indicating that each of the following complies with

requirements:

a. Power-actuated mechanical fasteners.

b. Acoustical roof deck.

4. Evaluation Reports: For steel deck.

5. Field quality-control reports.


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1.3 QUALITY ASSURANCE

A. Testing Agency Qualifications: Qualified according to ASTM E 329 for testing indicated.

B. Welding Qualifications: Qualify procedures and personnel according to AWS D1.3,

"Structural Welding Code - Sheet Steel."

C. Electrical Raceway Units: Provide UL-labeled cellular floor-deck units complying with UL

209 and listed in UL's "Electrical Construction Equipment Directory" for use with standard

header ducts and outlets for electrical distribution systems.

D. FM Global Listing: Provide steel roof deck evaluated by FM Global and listed in its

"Approval Guide, Building Materials" for Class 1 fire rating and Class 1-90 windstorm ratings.

1.4 DELIVERY, STORAGE, AND HANDLING

A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and

handling.

B. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with a waterproof

covering and ventilate to avoid condensation.

C. Protect and ventilate acoustical cellular roof deck with factory-installed insulation to maintain

insulation free of moisture.

PART 2 - PRODUCTS

2.1 PERFORMANCE REQUIREMENTS

A. AISI Specifications: Comply with calculated structural characteristics of steel deck according to

AISI's "North American Specification for the Design of Cold-Formed Steel Structural

Members. Retain one of first five options and possibly one of last three options in "Span

Rating" Subparagraph below.

B. Fire-Resistance Ratings: Comply with ASTM E 119; testing by a qualified testing agency.

Identify products with appropriate markings of applicable testing agency.

1. Indicate design designations from UL's "Fire Resistance Directory" or from the listings of

another qualified testing agency.

C. Low-Emitting Materials: Paints and coatings shall comply with the testing and product

requirements of the California Department of Health Services' "Standard Practice for the

Testing of Volatile Organic Emissions from Various Sources Using Small-Scale Environmental

Chambers."

2.2 ROOF DECK

A. Manufacturers: Subject to compliance with requirements, available manufacturers offering

products that may be incorporated into the Work


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B. Roof Deck: Fabricate panels, without top-flange stiffening grooves, to comply with "SDI

Specifications and Commentary for Steel Roof Deck," in SDI Publication No. 31, and with the

following:

1. Galvanized-Steel Sheet: ASTM A 653, Structural Steel (SS), Grade 33 zinc coating.

2. Side Laps: Overlapped or interlocking seam, unless noted otherwise.

2.3 Composite Metal Deck

A. Composite Metal Deck: In accordance with the requirements of this specification section,

provide products manufactured by one of the following:

a. Vulcraft

b. US Steel Deck

c. New Millennium Building Systems, LLC

B. Performance Requirements

a. Composite floor deck panels and design thickness shall be as shown on the

structural design drawings. These panels

C. Finishing

a. Finish shall be primer-painted.

2.4 ACCESSORIES

A. General: Provide manufacturer's standard accessory materials for deck that comply with

requirements indicated.

B. Mechanical Fasteners: Corrosion-resistant, low-velocity, power-actuated or pneumatically

driven carbon-steel fasteners; or self-drilling, self-threading screws.

C. Side-Lap Fasteners: Corrosion-resistant, hexagonal washer head; self-drilling, carbon-steel

screws, No. 10 minimum diameter.

D. Flexible Closure Strips: Vulcanized, closed-cell, synthetic rubber.

E. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000

psi, not less than 0.0359-inch design uncoated thickness, of same material and finish as deck; of

profile indicated or required for application.

F. Pour Stops and Girder Fillers: Steel sheet, minimum yield strength of 33,000 psi, of same

material and finish as deck, and of thickness and profile indicated.

G. Column Closures, End Closures, Z-Closures, and Cover Plates: Steel sheet, of same material,

finish, and thickness as deck unless otherwise indicated.

H. Piercing Hanger Tabs: Piercing steel sheet hanger attachment devices for use with floor deck.

I. Weld Washers: Uncoated steel sheet, shaped to fit deck rib, 0.0747 inch thick, with factory-

punched hole of 3/8-inch minimum diameter.

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J. Flat Sump Plates: Single-piece steel sheet, 0.0747 inch thick, of same material and finish as

deck. For drains, cut holes in the field.

K. Recessed Sump Pans: Single-piece steel sheet, 0.0747 inch thick, of same material and finish as

deck, with 3-inch wide flanges and [level] [sloped] recessed pans of 1-1/2-inch minimum depth.

For drains, cut holes in the field.

L. Galvanizing Repair Paint: ASTM A 780 or SSPC-Paint 20 or MIL-P-21035B, with dry film

containing a minimum of 94 percent zinc dust by weight.

M. Repair Paint: Manufacturer's standard rust-inhibitive primer of same color as primer.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine supporting frame and field conditions for compliance with requirements for

installation tolerances and other conditions affecting performance.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 INSTALLATION, GENERAL

A. Install deck panels and accessories according to applicable specifications and commentary in

SDI Publication No. 31, manufacturer's written instructions, and requirements in this Section.

B. Install temporary shoring before placing deck panels if required to meet deflection limitations.

C. Locate deck bundles to prevent overloading of supporting members.

D. Place deck panels on supporting frame and adjust to final position with ends accurately aligned

and bearing on supporting frame before being permanently fastened. Do not stretch or contract

side-lap interlocks.

1. Align cellular deck panels over full length of cell runs and align cells at ends of abutting

panels.

E. Place deck panels flat and square and fasten to supporting frame without warp or deflection.

F. Cut and neatly fit deck panels and accessories around openings and other work projecting

through or adjacent to deck.

G. Provide additional reinforcement and closure pieces at openings as required for strength,

continuity of deck, and support of other work.

H. Comply with AWS requirements and procedures for manual shielded metal arc welding,

appearance and quality of welds, and methods used for correcting welding work.

I. Mechanical fasteners may be used in lieu of welding to fasten deck. Locate mechanical

fasteners and install according to deck manufacturer's written instructions.


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3.3 ROOF-DECK INSTALLATION

A. Fasten roof-deck panels to steel supporting members by arc spot (puddle) welds of the surface

diameter indicated or arc seam welds with an equal perimeter that is not less than 1-1/2 inches

long, and as follows:

1. Weld Diameter: 5/8 inch nominal.

2. Weld Spacing: Weld edge and interior ribs of deck units with a minimum of two welds

per deck unit at each support. Space welds 12 inches apart in the field of roof and 6

inches apart in roof corners and perimeter, based on roof-area definitions in FMG Loss

Prevention Data Sheet 1-28, unless noted otherwise.

B. Side-Lap and Perimeter Edge Fastening: Fasten side laps and perimeter edges of panels between

supports, at intervals not exceeding the lesser of 1/2 of the span or 18 inches, and as follows:

1. Mechanically fasten with self-drilling, No. 10 diameter or larger, carbon-steel screws.

2. Mechanically clinch or button punch.

3. Fasten with a minimum of 1-1/2-inch long welds.

C. End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1-1/2

inches, with end joints as follows:

1. End Joints: Lapped 2 inches minimum, unless noted otherwise.

D. Roof Sump Pans and Sump Plates: Install over openings provided in roof deck and weld or

mechanically fasten (as indicated) flanges to top of deck. Space welds or mechanical fasteners

not more than 12 inches apart with at least one weld/fastener at each corner.

1. Install reinforcing channels or zees in ribs to span between supports and weld or

mechanically fasten.

E. Miscellaneous Roof-Deck Accessories: Install ridge and valley plates, finish strips, end

closures, and reinforcing channels according to deck manufacturer's written instructions. Weld

or mechanically fasten to substrate to provide a complete deck installation.

1. Weld cover plates at changes in direction of roof-deck panels unless otherwise indicated.

F. Flexible Closure Strips: Install flexible closure strips over partitions, walls, and where indicated.

Install with adhesive according to manufacturer's written instructions to ensure complete

closure.

3.4 Composite Metal Deck – Examination

A. The supporting frame or other related work shall be inspected and accepted by the erector of the

Composite Floor Deck System before start of installation.

B. Temporary shoring of the deck is required. The installer shall submit Engineered

Shoring/Reshoring drawings (stamped by a professional Engineer) for approval prior to erecting

the deck. Allowable unshored spans shall be reduced if construction loads greater than 20psf

are anticipated, or if less deflection is required.


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C. A minimum of one level of primary shoring and two levels of reshoring must be used. The

primary shoring for the level that is being poured must remain in place until that slab reaches

75% of design strength. The primary shoring is then relieved, moved to the next level, and

immediately reshored for two floors under the primary shoring. The determination of the time

for removal of supporting shores maybe controlled by the presence of larger than normal (20

psf) construction live loads, or deflection limitations. The removal of shores may have to occur

after the concrete has reached its full compressive strength f’c, modulus Ec and stiffness,

particularly in those instances where the construction live loads exceed 20 psf. If shoring is

removed too early, more significant deflection may occur and may even result in permanent

damage. The strength and stiffness of the concrete during various stages of construction should

be substantiated by job-constructed and job-cured test cylinders. See ACI 318 (Chapter 6) for

more information.

D. The primary shoring must be relieved prior to pouring the next level, to allow the slab to deflect

and distribute the loads to the supporting structure. After moving the primary shoring to the next

level, reshore posts shall be immediately inserted snugly under the slab per Engineered

Shoring/Reshoring drawings (see ACI 347.2.R-4).

3.5 Composite Deck System Installation

A. A. The composite floor deck panels and related accessories shall be installed in accordance with

manufacturer’s approved erection drawings, SDI Publication No. 30, SDI Manual of

Construction with Steel Deck, and all federal and state safety regulations.

B. Before being permanently fastened, the composite floor deck panels shall be placed on the

supporting frame and adjusted to final position with ends adequately bearing on the supporting

frame. A minimum bearing of 1½˝ shall be maintained. Consistent coverage shall be

maintained.

C. Cutting of the deck panels to suit job site conditions shall be performed in a neat and

professional manner. Only those openings indicated on the structural drawings shall be cut.

Other openings shall be cut and reinforced by those requiring the opening as approved by the

Structural Engineer.

D. The composite floor deck panels shall be fastened to all supporting members with fasteners as

specified at 8˝ on center or as indicated on the erection drawings. Fasten to formwork and

masonry supports as required for safety.

E. The sides of the deck panels located at the perimeter of the building shall be fastened to

supporting members at a maximum spacing of 24” on center or less as indicated on the

manufacturer’s erection drawings.

F. The sidelaps of the panels shall be fastened together by 1˝-long fillet welds or #10 screws, (1½˝-

long fillet welds or #12 screws if a shear diaphragm is required) at a maximum spacing of 24”

on center or less as indicated on the erection drawings.

3.6 FIELD-QUALITY CONTROL

A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.

B. Field welds will be subject to inspection.

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C. Testing agency will report inspection results promptly and in writing to Contractor and

Architect.

D. Remove and replace work that does not comply with specified requirements.

E. Additional inspecting, at Contractor's expense, will be performed to determine compliance of

corrected work with specified requirements.

3.7 PROTECTION

A. Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck

with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions.

B. Repair Painting: Wire brush and clean rust spots, welds, and abraded areas on both surfaces of

prime-painted deck immediately after installation and apply repair paint.

1. Apply repair paint, of same color as adjacent shop-primed deck, to bottom surfaces of

deck exposed to view.

2. Wire brushing, cleaning, and repair painting of bottom deck surfaces are included in

Section 099113 "Exterior Painting" and Section 099123 "Interior Painting."

C. Repair Painting: Wire brushing, cleaning, and repair painting of rust spots, welds, and abraded

areas of both deck surfaces are included in Section 099113 "Exterior Painting" and

Section 099123 "Interior Painting."

D. Provide final protection and maintain conditions to ensure that steel deck is without damage or

deterioration at time of Substantial Completion.



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METAL RAILINGS 055200 - 1

SECTION 055200

METAL RAILINGS

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Steel and Stainless steel pipe railings, balusters, and fittings.

2. Handrails.

1.2 SUBMITTALS

A. Delegated Design Submittals: Required.

B. Source Quality-Control Submittals: Required.

C. Results of Shop Tests and Inspections: Required.

D. Field Quality-Control Submittals: Required.

PART 2 - PRODUCTS

2.1 PERFORMANCE AND DESIGN CRITERIA

A. Design handrail, guardrail, and attachments to resist forces as required by VUSBC 1607.8 code.

2.2 MATERIALS

A. Stainless Steel Railings:

1. Materials:

a. Tubing: ASTM A554, Grade MT 316.

b. Pipe: ASTM 312, Type 316.

2. Railing System:

a. Rails: Stainless-steel pipe; welded joints.

b. Posts: Stainless-steel pipe; welded joints.

c. Fittings: Elbows, T-shapes, wall brackets, escutcheons; machined stainless steel.

d. Mounting: Adjustable brackets and flanges.

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METAL RAILINGS 055200 - 2

e. Exposed Fasteners: Flush countersunk screws or bolts.

f. Splice Connectors: Stainless-steel welding collars.

3. Finish railings to conform to NAAMM Metal Finishes Manual for recommendations

relative to application and designations of finishes.

B. Steel Railing System:

1. Tubing: ASTM A513, Type 5, minimum 50 ksi yield strength.

2. Rails: Steel pipe; welded joints.

3. Posts: Steel pipe; welded joints.

4. Fittings: Elbows, T-shapes, wall brackets, escutcheons; cast steel.

5. Mounting: Adjustable brackets and flanges.

6. Exposed Fasteners: Flush countersunk screws or bolts.

7. Splice Connectors: Steel welding collars.

8. Shop Prefinishing: Enameled.

2.3 FABRICATION

A. Furnish spigots and sleeves to accommodate Site assembly and installation.

B. Exposed Mechanical Fastenings: Flush countersunk screws or bolts.

C. Supply components required for anchorage of fabrications.

D. Exposed Welded Joints: NOMMA Guideline 1.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Supply components required for anchorage of fabrications.

B. Conceal bolts and screws whenever possible.

C. Assemble with spigots and sleeves to accommodate tight joints and secure installation.



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TOILET, BATH, AND LAUNDRY ACCESSORIES 102800 - 1

SECTION 102800

TOILET, BATH, AND LAUNDRY ACCESSORIES

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Toilet accessories.

2. Utility room accessories.

1.2 SUBMITTALS

A. Delegated Design Submittals: Not Required.

B. Source Quality-Control Submittals: Not Required.

C. Results of Shop Tests and Inspections: Not Required.

D. Field Quality-Control Submittals: Not Required.

PART 2 - PRODUCTS

2.1 TOILET AND BATH ACCESSORIES

A. Performance and Design Criteria:

1. Design grab bars and attachments to resist forces as required by Virginia Construction

Code 2015.

2.2 MATERIALS

A. Accessories: Shop assembled, free of dents and scratches, and packaged complete with anchors

and fittings, steel anchor plates, adapters, and anchor components for installation.

B. Stainless Steel Sheet: ASTM A666, Type 304.

C. Stainless Steel Tubing: ASTM A269 stainless steel.

D. Galvanized Sheet Steel: ASTM A653, G90 zinc coating.

E. Mirror Glass (Type MR-F): ASTM C1036, Type 1 transparent flat, Class 1 clear, Quality Q1

mirror select; type with copper and silver coating, and organic overcoating.


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F. Adhesive: Two-component epoxy type, waterproof.

G. Fasteners, Screws, and Bolts: Hot-dip galvanized, tamper-proof.

2.3 FINISHES

A. Stainless Steel: No. 4 satin brushed finish, unless otherwise indicated.

B. Chrome/Nickel Plating: ASTM B456, satin finish

C. Baked Enamel: Pretreat to clean condition, apply one coat primer and minimum two coats

epoxy-baked or electrostatic baked enamel.

2.4 TOILET ROOM ACCESSORIES

A. Toilet Paper Dispenser: To be furnished by the Owner for contractor installation.

B. Paper Towel Dispenser: To be furnished by the Owner for contractor installation.

C. Soap Dispenser: To be furnished by the Owner for contractor installation.

D. Mirrors: Stainless-steel-framed, 6-mm-thick float glass, abrasion-resistant-coated mirror.

1. Size: As indicated on Drawings

2. Frame: Channel shapes, with mitered corners and stainless steel finish.

3. Backing: Full mirror sized, galvanized steel sheet and nonabsorptive filler material.

E. Grab Bars: Stainless steel, nonslip grasping surface finish, concealed flange mounting.

1. Length and configuration: As indicated on Drawings.

F. Sanitary Napkin Disposal Unit: To be furnished by the Owner for contractor installation.

G. Baby Changing Station: Koala Kare KB205, ADA compliant, White Granite

2.5 UTILITY ROOM ACCESSORIES

A. Combination Utility Shelf/Mop and Broom Holder: Stainless steel, Type 304; returned edges,

steel wall brackets.

1. Drying rod: Stainless steel.

2. Hooks: Two stainless steel rag hooks at shelf front.

3. Mop/broom holders: Three spring-loaded rubber cam holders at shelf front.

kbowman

Highlight

kbowman

Highlight


216-18334-000


PART 3 - EXECUTION

3.1 INSTALLATION

A. Turn over to Owner all keys and special tools required for lockable or secured accessories.

B. Mounting Heights and Locations: As required by accessibility regulations

END OF SECTION


216-18334-000

SECTION 268115 - EMERGENCY RESPONDER RADIO ANTENNA/REPEATER SYSTEM

PART 1 GENERAL

1.1 SUMMARY

A. Furnish, install, and test a complete and operating Emergency Responder Radio

Antenna/Repeater System. The system will support only the Fire Department radio

system and no others. Provisions for supporting other public safety systems (e.g. police);

cell phone carriers; the Owners' private security and/or maintenance personnel radio

systems, etc. – now or in the future – shall not be included.

B. This Section includes the requirements for an Emergency Responder Radio

Antenna/Repeater System for the purposes of amplifying Emergency Responder radio

signals to achieve minimum signal strength in 95% of all areas on each floor of the

building.

C. Final acceptance and approval is required from the local Fire Department in writing prior

to contract closeout.

D. Section Includes

1. Bi-directional amplifiers (BDA's) 2. Distributed Antenna System 3. Coaxial cables 4. Splitters and direction couplers 5. UPS 6. All other equipment and components necessary for a complete and functioning

Emergency Responder Radio Antenna/Repeater System.

1.2 REGULATIONS

A. Codes, regulations and standards referenced in the Section are:

1. 2014 NFPA 70 – The National Electrical Code 2. 2013 NFPA 72 National Fire Alarm Code

3. 2015 VEBC 4. 2015 VSPFC

1.3 DEFINITIONS

A. Definitions:

1. Bi-Directional Amplifier BDA: Device used to amplify band-selective or multi-band

RF signals in the uplink, to the base station for enhanced signals and improved

coverage.

2. Emergency Responder Radio Coverage System: A two-way radio communication

system installed to assure the effective operation of radio communications systems

for fire, emergency medical services or law enforcement agencies within a building

or structure. A system used by firefighters, police, and other emergency services

personnel.


216-18334-000

3. Delivered Audio Quality Definitions (DAQ): This is a universal standard often cited

in system designs and specifications. a. DAQ 1: Unusable, speech present but unreadable. b. DAQ 2: Understandable with considerable effort. Frequent repetition due to

noise/distortion. c. DAQ 3: Speech understandable with slight effort. Occasional repetition required

due to noise/distortion. d. DAQ 3.5: Speech understandable with repetition only rarely required. Some

noise/distortion e. DAQ 4: Speech easily understood. Occasional noise/distortion. f. DAQ 4.5: Speech easily understood. Infrequent noise/distortion. g. DAQ 5: Speech easily understood. Coupled Bonding Conductor (CBC) – The

term "Coupled Bonding Conductor" shall mean a bonding conductor placed, e.g.

strapped, on the outside of any technology cable, used to suppress transient noise. 4. FCC: Federal Communications Commission 5. OET 65 Standards: FCC's Bulletin 65 provides Guidelines for Human Exposure to

Radio Frequency Electromagnetic Fields. 6. Public Safety/First Responder: Public Safety or First Responder agencies which are

charged with the responsibility of responding to emergency situations. These include,

but are not limited to: law enforcement departments, fire departments, and

emergency medical companies.

1.4 SUBMITTALS

A. Submit product data for each type of proposed system component specified, including

dimensioned drawings showing minimum clearances and installed features.

B. Layout Drawings 1. Component specification sheets shall be 8.5 inch x 11 inch or greater, scaled or

dimensioned, with dimensions or scale clearly noted. 2. Floor plan drawings shall be 24 inch x 36 inch minimum with drawings scaled to

legible size. 3. Floor plan drawings may include elevation detail names for each elevation view.

Sheet title shall include site name, address, sheet number, floor plan number and

north arrow. Include site plan view of the subject buildings and surrounding property

to clearly indicate the location and orientation of roof mounted outdoor antennas

associated with the proposed system. 4. Include a minimum of (1) building elevation depicting the location of any outdoor

antennas associated with the proposed system. Include height of antenna centerline

above building, orientation, and location of all external grounding connections.

5. Include a detail plan view of all Telecommunications Spaces housing head-end

and/or other consolidated equipment, showing the location of the rack(s) and/or

enclosure(s) of the Emergency Responder Radio Antenna/Repeater System

equipment. 6. Include a separate plan view of each interior floor where indoor antenna systems are

proposed. Include antenna numbers, coaxial cable routes, and the locations of any

other system components including splitters, couplers, filters, amplifiers, etc. All

components shall be named or labeled for reference in power budget calculations

tables. Overlay approximated coverage radii indicating –95 dBm downlink (base to

mobile) signal strength around each proposed indoor coverage antenna. Include

results of any previous coverage testing per grid, if available. 7. Include a minimum of one (1) detail elevation view(s) of all rack(s) and/or

enclosure(s) housing the Emergency Responder Radio Antenna/Repeater System

equipment. Identify each piece of equipment by brand, model number and equipment

type (e.g. Acme BA123 RF amplifier). 8. Specify antenna grounding and surge protection in accordance with NEC Article 810. 9. Specify the backup power source (Life Safety), and include calculations to ensure the

backup power requirements as specified in this standard are met.

C. Equipment Specification Sheets

1. Provide copies of manufacturer specification sheets of all system components,

including:

a. Amplifiers b. Antennas c. Coaxial cable, couplers, splitters, combiners, or other passive components

2. Operation and maintenance data 3. Pass band curves in for the uplink and downlink portions of the NPSPAC band for

any amplifiers, if not included in #1. Amplifiers may NOT amplify portions of other

licensed services, including Nextel and Specialized Mobile Radio Licensee band, or

Cellular A or B bands. 4. Backup battery and charging system.

D. Submit wiring diagrams from manufacturer differentiating clearly between factory and

field-installed wiring. Include diagrams for each component of the system with all

terminals and interconnections identified. Make all diagrams specific to this Project.

E. Submit product certificates signed by the manufacturer of radio system components

certifying that their products comply with specified requirements.

F. Submit agenda for training class and copies of all handouts for the class.

G. Maintenance data for radio system shall be included in the operation and maintenance

manual. Include data for each type of product, including all features and operating

sequences, both automatic and manual. Provide the names, addresses, and telephone

numbers of service organizations that carry stock of repair parts for the system to be

furnished.

H. Record of field tests of the radio system shall be included in the operation and

maintenance manuals.

I. Design Approval: Plans shall be submitted and approved prior to installation. The

following information shall be provided to the local Fire Department unit representative

by the system designer/Contractor: 1. A minimum of three (3) copies of detailed drawings showing the location of the

amplification equipment and associated antenna systems which includes a view

showing building access to the equipment; and 2. A minimum of three (3) copies of schematic drawings of the electrical system,

backup power, antenna system and any other associated equipment relative to the

amplification equipment including panel locations and labeling. 3. A minimum of one (1) copy of the Manufacturer's data sheets on all equipment to be

installed.

1.5 QUALITY ASSURANCE

A. Installer Qualifications: Engage an experienced factory-authorized installer to perform

work of this Section.

B. Single-Source Responsibility: Obtain radio system components from a single source who

assumes responsibility for compatibility of system components.

C. All equipment shall be UL listed and labeled, and in accordance with applicable NEMA

and ANSI Standards. Where copper cabling is routed to an area, either in another

building, or with a separate electrical service, the Technology Contractor shall provide

primary protective equipment.

D. All racks and enclosures shall be either welded or assembled with paint piercing ground

washers, grounding strip and bonding jumper as indicated on the Drawings.

1.6 MANUFACTURERS

A. Subject to compliance with requirements, available Integrators offering products that

may be incorporated into the Work include, but are not limited to, the following: 1. CommScope/Andrew 2. Corning 3. Times Microwave 4. Tessco 5. CCI (Communication Components Inc.) 6. Solid Technologies

PART 2 PRODUCTS

2.1 GENERAL PERFORMANCE REQUIREMENTS

A. Compatibility: The equipment, including but not limited to repeaters, transmitters,

receivers, signal boosters, cabling, fiber distributed antenna system, etc., shall not

interfere with the existing communication systems utilized by the Public Safety and First

Responder agencies.

B. Power Supplies: At least two (2) independent and reliable power supplies shall be

provided, one primary and one secondary. The primary power source shall be supplied

from a dedicated 20 ampere branch circuit and comply with 4.4.1.4 of NFPA 72. The

secondary power source shall be a dedicated battery, capable of operating the in-building

radio system for at least 12 hours of 100% system operation. The battery system shall

automatically charge in the presence of external power input. The battery system shall be

contained in one NEMA 4 or 4X type enclosures. Monitoring the integrity of power

supplies shall be in accordance with 4.4.7.3 of NFPA 72.

C. Survivability

1. Physical Protection: All wiring and fiber optics shall be installed in conduit. Refer to

Section 26 05 33, "Conduit and Fittings" for type, sizing and installation standards. 2. Fire Performance: All main risers or trunks of the antenna system shall be installed

with resistance to attack from a fire using one of the following methods: a. A 2-hour fire rated cable or cable system. b. Routing the cable through a 2-hour fire rated enclosure(s) or shaft(s). c. A system configured in a looped design, routed through 1-hour fire rated

enclosure(s) or shaft(s). The circuit shall be capable of transmitting and receiving

a signal during a single open or non-simultaneous single ground fault on a circuit

conductor.

d. Performance alternative approved by the authority having jurisdiction.

3. Cabinet: The signal booster and all associated RF filters shall be housed in a single,

NEMA 4 certified, painted steel weather tight box. The cabinet shall be large enough

to dissipate internal heat without venting the inside of the cabinet to the outside

atmosphere. Operating temperatures: –22 degrees F to +120 degrees F (–30 degrees

C to +50 degrees C) minimum temperature range, including microprocessors.

Equipment installed on the roof of structures shall be rated for the expected extreme

temperatures associated with rooftop installations.

4. Passive Equipment: Passband shall be 700-900 MHz, IP rating of 2 GHz. 5. Cable: Passband shall be 700-900 MHz. Cable shall be rated for fire plenum and riser

rating.

2.2 SYSTEM COMPONENTS

A. Signal Strength

1. Downlink: A minimum signal strength of -95 dBm shall be provided throughout the

coverage area. 2. Uplink: Minimum signal strength of -95 dBm received at the local Fire Department

Radio System from the coverage area. 3. A donor antenna must maintain isolation from the distributed antenna system. The

donor antenna signal level shall be a minimum of 15 dB above the distributed

antenna system under all operating conditions.

B. Permissible Systems

1. Buildings and structures shall be equipped with an FCC Certificated Class B Bi-Directional UHF Amplifier(s) as needed.

2. The distributed antenna system may utilize a radiating cable, fixed antennas or a

combination of both.

C. Supported Frequencies: The radio system shall support frequencies in the 700 and 800

MHz public safety bands as utilized by the local Fire Department.

D. Reject Filters: Notch filter sections shall be incorporated to minimize adjacent channel

cellular and SMR (Nextel) degradation of the signal booster performance. The minimum

downlink band adjacent band rejection shall be 35 dB or greater at 865 MHz and 870

MHz.

E. Band Migration Capability: The signal booster shall include re-tunable or replaceable

filters to accommodate rapid and economic passband changes in the event of mandatory

FCC changes within the NPSPAC band. The use of non-adjustable and non-replaceable

RF input and output filters is prohibited.

F. Output Level Control: An automatic output leveling circuit shall be included for both

passbands with a minimum dynamic range of 60 dB, less any gain reduction setting, to

maintain FCC out of band and spurious emission compliance.

G. Degraded Performance in Emergencies: The system shall be designed to allow degraded

performance in adverse conditions, such as abnormally high temperatures resulting from

nearby fires, extreme voltage fluctuations or other abnormal conditions that may occur

during an emergency. Circuits that intentionally disable the signal booster in such

situations (i.e. under/over voltage, over/under current, over/under temperature, etc.) will

not be implemented as the standard mode for public safety applications.

H. Mode of Operation: The system shall be normally powered on and shall continuously

provide passing of frequencies within the Public Safety and First Responder bands.

I. All in-building radio systems shall be compatible with both analog and digital

communications simultaneously at the time of installation.

2.3 SYSTEM MONITORING

A. The distributed antenna system shall include a connection to the fire alarm system to

monitor the integrity of the circuit of the signal booster(s) and power supplies and

annunciate this malfunction on the fire alarm system shall comply with 4.4.7.1 of NFPA

72.

B. A sign shall be located at the fire alarm panel with the name and telephone number of the

local Fire Department indicating that they shall be notified of any failures that extend

past the 2 hour time limit.

PART 3 EXECUTION

3.1 INSTALLATION

A. Distribution System Signal Wires and Cables

1. Wires and cables shall enter each equipment enclosure, console, cabinet or rack in such a manner that all doors or access panels can be opened and closed without removal

or disruption of the cables.

2. Routing and Interconnection a. Wires or cables routed between consoles, cabinets, racks, and other equipment

shall be installed in an approved conduit or cable tray that is secured to building

structure.

b. Completely test all of the cables after installation and replace any that are found

to be defective.

3. Install cables without damaging conductors, shield, or jacket. 4. Do not bend cables, while handling or installing, to radii smaller than as

recommended by manufacturer.

5. Pull cables without exceeding cable manufacturer's recommended pulling tensions.

B. Product Delivery, Storage, and Handling

1. Delivery: Deliver materials to the job site in OEM's original unopened containers,

clearly labeled with the OEM's name and equipment model and serial identification

numbers.

2. Store and protect equipment in a conditioned space until installation.

C. System Installation

1. Coaxial antenna cabling shall not be installed in the same conduit, raceway, or cable

trays used for other systems. 2. All equipment shall be connected according to the OEM's specifications to insure

correct installation and system performance. 3. Coordinate all roof penetrations with Owner and/or roofing contractor.

3.2 LICENSING

A. All fees associated with the licensing shall be paid by the Owner.

B. All testing must be done on frequencies authorized by the FCC.

3.3 GROUNDING

A. Ground cable shields and equipment per Manufacturer's requirements.

B. Antenna mast shall be grounded per NFPA 70 NEC requirements, Section 27 05 26,

"Grounding and Bonding for Communications Systems" and antenna manufacturer's

requirements. Provide grounding blocks and surge protection for outside coaxial cabling.

Bond the antenna mast to the existing lightning protection system.

3.4 APPROVAL TESTING

A. The local Fire Department will review plans and specifications. Upon acceptance, plans

will be stamped to indicate approval. Stamped plans are required to be present at the

acceptance test. Any field changes that occur during construction shall be incorporated

into new As-Built plans, including any manufacturer's data sheets for any equipment

changes not submitted in the original submittal. As-Built plans, if required due to system

changes, shall be submitted to the local Fire Department for approval.

B. Tests shall be made using frequencies close to the frequencies used by the Fire

Department and appropriate emergency services. If testing is done on the actual

frequencies, then this testing must be coordinated with the local Fire Department unit.

All testing must be done on frequencies authorized by the FCC. A valid FCC license will

be required if testing is done on frequencies different from the police, fire or emergency

medical frequencies.

C. Testing Procedures 1. Minimum Signal Strength: For testing system signal strength and quality, the testing

shall be based on the delivered audio quality (DAQ) system. A DAQ level below 4.0

shall be considered a failed test for a given grid cell.

2. Measurements shall be made with the antenna held in a vertical position at 3 to 4 feet

above the floor to simulate a typical portable radio worn on the belt or turnout coat

pocket.

D. Final Acceptance Testing

1. All acceptance testing shall be done in the presence of a local Fire Department

representative or by the local Fire Department unit at no expense to the City. 2. Small scale drawings (11 inch x 17 inch maximum) of the structure shall be provided

by the Contractor to the Owner. The plans shall show each floor divided into the

grids as described above, and the results of the pre-testing. Each grid shall be labeled

to indicate the DAQ result from the final acceptance testing. 3. The Contractor shall provide the latest approved plans for the system, including any

manufacture's data sheets for any equipment changes not submitted in the original

submittal to the Owner. 4. Include testing results of the repeater (output wattage, gain level, etc) and connection

to the fire alarm.

3.5 MAINTENANCE AND ANNUAL TESTING

A. Annual tests will be conducted by the local Fire Department unit or authorized company.

1. The re-testing will be done at no expense to the City or the appropriate emergency

services departments as required in the original testing procedures.

B. Maintenance Contract

1. Maintenance contract with a Radio Service Provider in place with name of

authorized company, who will provide a 24 hour by 7 day emergency response

within two (2) hours after notification. The system shall be maintained in accordance

with FCC requirements. The contract shall be for 5 years. 2. All tests shall be conducted, documented, and signed by a person in possession of a

current FCC General Radio telephone Operator License, or a technician certification

issued by the Association of Public-Safety Communications Officials International

(APCO) or equivalent as determined by the local Fire Department. 3. Maintain a list of contact personnel with phone numbers at the radio repeater system

cabinet. The contact personnel shall have knowledge of the building and the repeater

system and be available to respond to the building in the case of an emergency. 4. Radio Service Provider maintenance contract shall include but not limited

to: a. Annual Test 1) All active components of the distributed antenna system, including but not

limited to amplifier, power supplies, and back-up batteries, shall be tested a

minimum of once every 12 months. 2) Amplifiers shall be tested to insure that the gain is the same as it was upon

initial installation and acceptance. The original gain shall be noted and any

change in gain shall be documented. 3) Back-up batteries and power supplies shall be tested under load for a period

of 1 hour to verify that they will operate during an actual power outage. 4) Active components shall be checked to determine that they are operating

within the manufacturer's specifications for their intended purpose.

5) Documentation of the test shall be maintained on site and a copy forwarded

to the local Fire Department Radio Supervisor upon completion of the test. 5. Fire Department Radio personnel, after providing reasonable notice to the Owner or

their representative, shall have the right to enter onto the property to conduct field

testing to be certain that the required level of radio coverage is present

END OF SECTION

JHCP-0

WE DO THE MATH

& Construction

Management PLC

Harrisonburg

540-442-8787

Charlottesville

434-202-8527

Richmond

571-477-9328

www.engsoln.com

PROJECT JMU Jackson Hall Renovation

CALCULATION PACKAGE SUBJECT

BCOM Calculation Package

PAGE NO. PREFIX:

JHCP

DATE: 08/15/2019

WORKFLOW DONE BY: MCG

CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:

• No 1 Dormitory State Normal and Industrial School for Women (Original Drawings)

• Conversion of Jackson Hall to Classroom Building (Conversion Drawings)

Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHCP: 0 Project Load Table JHCP: 1

Seismic Analysis JHSA: 0

Lateral Element Design JHLE: 0 Existing Building Floor Alterations JHFA: 0 Proposed Stair Tower JHPT: 0 Existing Roof JHRA: 0 Mechanical Platform JHMP: 0 Lintel JHLL: 0 Roof Diaphragm JHRD: 0 Tower Seismic Analysis JHTS: 0

LOADS USED See JHCP: 1

ASSUMPTIONS

• See narrative and individual cover sheets

REFERENCES

VCC 2015 Virginia Construction Code VEBC 2015 Virginia Existing Building Code ASCE-7 ASCE 7-10 Minimum Design Loads for Buildings, American Society

of Civil Engineers ASCE-41 ASCE 41-17 Seismic Evaluation and Retrofit of Existing Buildings,

American Society of Civil Engineers ACI 318 ACI 318-14 Building Code Requirements for Structural Concrete,

American Concrete Institute TMS 402/602 TMS 402-16/TTMS 602-16, Building Code Requirements and

Specification for Masonry Structures, The Masonry Society

Tom McLaughlin

Stamp

Design Loads

Building Risk Category II

Live Loads

100psf Egress Corridors and Platforms

60psf Office & Classrooms

20psf Roof

Assembly Spaces

100psf Stairs

80psf Corridor Above 1st Floor

100psf 1st Floor Lobby

Mechanical

60psf Used in Absence of Specific Data

Wind

Basic Wind Speed 115mph

10-Year MRI 76mph

25-Year MRI 84mph

50-Year MRI 90mph

100-Year MRI 96mph

Iw 1.0 Wind Importance Factor

Exposure B Urban Centers

Cg +/- .18 Internal Pressure Coefficient

Seismic Design Data

Is 1.0 Seismic Importance Factor

Ss 0.151 Short Second Period Mapped Spectral Response

Acceleration

S1 0.062 1-Second Period Mapped Spectral Response

Acceleration

Site Class D Assumed

Sd-s 0.16 Short Period Response Acceleration

Sd-1 0.099 1-Second Period Response Acceleration

Seismic Design Category B

Basic Seismic Force Resisting System

Design

Ordinary Plane

Masonry Shear

Walls

Ordinary

Reinforced

Concrete Shear

Walls

Response Modification Factor 1.5 1.5 5

Seismic Response Coefficient, Cs .133

Ice

Ice Thickness 0.75

Concurrent Temperature 15oF

Gust Speed 30mph

Snow

Pg 42.5 Ground Snow Load

Pf 30 Flat Roof Snow Load

Ce B Snow Exposure Factor

Is 1.0 Snow Load Importance Factor

Rain

15-Minute Precipitation Intensity 5.14in/hr

60-Minute Precipitation Intensity 2.62in/hr

JHCP: 1

JHSA-0

WE DO THE MATH

& Construction

Management PLC

Harrisonburg

540-442-8787

Charlottesville

434-202-8527

Richmond

571-477-9328

www.engsoln.com



Seismic Analysis

PAGE NO. PREFIX:

JHSA

DATE: 03/11/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHSA: 0 Building Weight JHSA: 1-2

Seismic Design Forces JHSA: 3-4

Wind Design Forces Check JHSA: 5 Existing Wall Expected Properties JHSA: 6 Risa Model Analysis JHSA: 7-11


ASSUMPTIONS

• Main level and upper level diaphragms are rigid

• Attic level diaphragm is flexible

• Smear load of 20psf is applied for partitions and finishes for computing dead load weight for seismic

• Accidental torsion of building is ignored due to the absence of a horizontal irregularity, as defined in ASCE 7

REFERENCES






Project Name: JMU Jackson Hall Date: 03/11/2019

ESCM Project #: 0917-251 Calcs By: MG

LOADS

Attic Dead Loads:

Slab:

≔γconc 110 pcf Unit weight of conc.

≔Aattic 345 ft2 Area of attic with slab

≔ta 3.5 in Average slab thickness

≔Wslab =⋅⋅γconc ta Aattic 11069 lbf Total dead weight of attic slab

Steel:

≔Wsteel 11726 lbf Total weight of attic steel

Framing:

≔wframing 12 psf Framing smear load

≔Aattic 2990 ft2 Area of attic with framing

≔Wframing =⋅wframing Aattic 35880 lbf Total dead weight of attic framing

Roof Dead Loads:

≔wtile 14 psf Tile roof smear load per ASCE 7

≔wframing 10 psf Framing smear load

≔wroof =+wtile wframing 24 psf Total roof smear load

≔Aroof 4606 ft2 Area of Roof

≔Wroof =⋅wroof Aroof 110544 lbf Total dead weight of roof

Total Roof + Attic Load

≔Wroof&attic =+⎛⎝ ++Wslab Wsteel Wframing⎞⎠ Wroof 169219 lbf

JHSA: 1



Typical Floor Dead

Slab:

≔γconc 110 pcf Unit weight of conc.

≔Afloor 4606 ft2 Area of floor

≔ta 5.5 in Average slab thickness

≔Wslab =⋅⋅γconc ta Afloor 232219 lbf Total dead weight of floor slab

Partitions and Finishes:

≔wfin 20 psf Smear load for partitions and finishes

≔Wfin =⋅wfin Afloor 92120 lbf Weight of partitions and finishes

Steel:

≔Wsteel 22310 lbf Total weight of floor steel

≔Wfloor =++Wslab Wfin Wsteel 346649 lbf Total weight of typical floor

Exterior Wall Dead Load:

≔wwall 165 psf Smear load for 12" Stone (limestone) wall per ASCE 7

≔Hwall 36.25 ft Height of exterior walls

≔LNS 43 ft Length of wall running N-S

≔LEW 104 ft Length of wall running E-W

≔WNS =⋅⋅wwall Hwall LNS 257194 lbf Weight of wall running N-S

≔WEW =⋅⋅wwall Hwall LEW 622050 lbf Weight of wall running E-W

JHSA: 2



Seismic Design Criteria

≔Ie 1.0 Seismic Importance Factor

≔SD1 .099 From ASCE 7 Hazard Tool

≔SDS 0.16 From ASCE 7 Hazard Tool

≔R 1.5 Ordinary masonry shear walls (worst case)

≔TL 12 Long Period Transition Per ASCE 7 Hazard Tool

≔Ct .02 ASCE 7 Table 12.8-2

≔x .75 ASCE 7 Table 12.8-2

≔hn 44 As defined in ASCE 7 Section 11.2

≔Ta =⋅Ct hnx 0.342 Approx. Fundamental Period ASCE 7 12.8-7

≔Cs =――SDS

⎛⎜⎝―R

Ie

⎞⎟⎠

0.107 need not exceed ≔Cs =―――SD1

⋅Ta

⎛⎜⎝―R

Ie

⎞⎟⎠

0.193ASCE 7 12.8-2 and 12.8-3

From IEBC - Chapter A1 - Seismic Strengthening provisions for unreinforced masonry bearing wall buildings:

A110.1: Min design lateral forces.

≔VDL =――――⋅0.75 SDS

R0.08 (Eq A1-5) reduced loads shear factor

Seismic Design Forces

The seismic forces are calculated as a percentage (VDL) of the dead load, acting along the (+/-) X or Z axis

Roof seismic forces:

≔VroofNS =⋅⎛⎜⎝

+Wroof&attic ――――⋅WEW 5.5 ft

36.25 ft

⎞⎟⎠VDL 21.1 kip Acting in N-S Direction

≔VroofEW =⋅⎛⎜⎝

+Wroof&attic ――――⋅WNS 5.5 ft

36.25 ft

⎞⎟⎠VDL 16.66 kip Acting in E-W Direction

Upper floor seismic forces:

≔VupperNS =⋅⎛⎜⎝

+Wfloor ――――――――⋅WEW(( +12.625 ft 11 ft))

⋅2 36.25 ft


≔VupperEW =⋅⎛⎜⎝

+Wfloor ――――――――⋅WNS(( +12.625 ft 11 ft))

⋅2 36.25 ft


JHSA: 3



Main floor seismic forces:

≔VmainNS =⋅⎛⎜⎝

+Wfloor ――――――⋅WEW 12.625 ft

36.25 ft


≔VmainEW =⋅⎛⎜⎝

+Wfloor ―――――⋅WNS 12.625 ft

36.25 ft


Attic Loads:

This table represents the total Roof&Attic Load

(shown above) distributed in accordance with

proximity to the shear elements (tribuatry area).

JHSA: 4

JHSA: 5



Masonry Wall: Expected (assumed) Material Properties ASCE 41 Chapter 11

≔f'm 600 psi ASCE 41 Table-2a

≔Em =⋅900 f'm 540 ksi TMS 402 1.8.2.2.1

≔Ev =⋅.4 Em 216 ksi TMS 402 1.8.2.2.2

JHSA: 6

Harrisonburg

Richmond

JHCP Project: No 0917-251

Date: 03/11/2018Risa Model Overview

& Construction ManagementPLLC

Charlottesville100 10th Street NE, Suite 200

Charlottesville, VA434.202.8527

www.engsoln.com

CONCRETE SHEARWALL (TYP.)

EX. MASONRYWALLS TO REMAIN

CONCRETE SHEARWALL (TYP.)

MASONRY WALLSIN STAIRWELL

PROJECT NORTH

A

B

C

D

8 5 347 2 16

EX. MASONRYWALLS TO REMAIN

JHSA: 7

Harrisonburg

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Date: 03/11/2018Risa Model Loads




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LC: Seismic NS

LC: Seismic NS2

LC: Seismic EW

LC: Seismic EW2Notes:

1. Loads applied to main and upper level are appliedto center of gravity because these levels have a rigiddiaphragm.

2. Loads applied to attic level are applied based ontheir proximity (tributary area). See attic load table.

VmainNS

VupperNS

VmainNS

VupperNS

VmainEW

VupperEW

VmainEW

VupperEW

ATTIC LOAD DISTRIBUTEDBY PROXIMITY, SEE ATTICLOAD TABLE (TYP.)

JHSA: 8

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Date: 03/11/2018Risa Model Concrete Walls




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Worst case reaction for concretewall is 40.7k up. This reaction isused for ultimate shear load, Vu, forin-plane shear wall design. Theself-weight for the walls is included.

Worst case reaction, in the N-Sdirection, for concrete wall is 32.3kup (without self-weight included). This reaction is used to design theshear wall footing. Self-weight isaccounted for separately in thosecalculations.

Worst case reaction, in E-Wdirection, for concrete wall is 17.9kup (without self-weight included). This reaction is used to design theshear wall footing. Self-weight isaccounted for separately in thosecalculations.

Note: Figure 1 and Figure 2 displaythe worst case reactions in theupwards direction. When the loadingdirection is flipped, these reactionsare taken to be the worst case upliftas well. The uplift is resisted byutilizing the dead weight of thestructure. We have carried the wallfootings out to tie in with existingcolumn spread footings. Thisprovides more usable dead load. Again, figure 1 and figure 2 do notinclude self-weight of the walls.

JHSA: 9

Harrisonburg

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Date: 03/11/2018Risa Model Masonry Walls




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Existing masonry shear wall to remain with a contourmap of the vertical stresses in the masonry. Tensionreinforcing is required to use this wall as a shear wall.

Masonry stairwell to remain with a contour map of thevertical stresses in the masonry. Tension reinforcingis required to use this wall as a shear wall.

JHSA: 10

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Callout

Stresses in masonry wall will be used to design reinforcement in accordance with ASCE-41

Harrisonburg

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Date: 03/11/2018Risa Model Concrete Walls




www.engsoln.com

0.183" MAXDRIFT (0.123"

STORY DRIFT)0.046" MAX DRIFT(0.017" STORY DRIFT)

0.142" MAXDRIFT (0.08"

STORY DRIFT

0.029" DRIFT

0.06" DRIFT

0.062" DRIFT

Allowable story drift is defined in ASCE 7 as 0.010hsx, wherehsx is the story height. This is the limit for masonry cantilevershear wall structures. Our story height is max 12.5' soallowable drift is 1.5". Max story drift on the structure is0.123" in the N-S direction. This is well within the allowable.

JHSA: 11

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Lateral Element Design

PAGE NO. PREFIX:

JHLE

DATE: 03/11/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHLE: 0 Concrete Shear Wall JHLE: 1

Concrete Shear Wall Foundation JHLE: 2-5


ASSUMPTIONS

• Basic performance objective for existing building of risk category II is “life safety” structural performance for the design earthquake and “collapse prevention” structural performance for the maximum considered earthquake

• Design strength of concrete = 4000psi

• Out of plane strength of walls ignored

• Soil bearing pressure = 6000psf (main building, from original drawings)

REFERENCES








In-Plane Shear:

≔h 6 in (thickness of wall) ≔hw 12.625 ft (height of wall) ACI 11.5.4.2

≔lw 7 ft (length of wall)

≔d =⋅lw .8 67.2 in

≔f'c 4000 psi ≔fyt 60 ksi ≔λ 1.0 ≔ϕ .75

≔Vu 40.7 kip

≔s 12 in

Vu taken to be max reaction, from RISA, considering all 4 directions of lateral loading. Running LC: Seismic NS 2, N37 gives an upwards reaction

of 40.7 kips. This is the max reaction for the concrete shear walls. This also corresponds to the max shear in the wall.

≔Vn =――Vu

ϕ54 kip

≔Vnmax =⋅⋅⋅⋅10‾‾‾‾――f'c

psipsi h d 255 kip ACI 11.5.4.3

≔Vc =⋅⋅⋅⋅⋅2 λ‾‾‾‾――f'c

psipsi h d 51 kip ACI Table 11.5.4.6

≔Vsreq =-Vn Vc 3 kip ACI 22.5.10.1

Use minimum steel guidelines in ACI 11.6. ≔Avreq =―――

⋅Vsreq s

⋅fyt d0.01 in2

Minimum Steel:

≔ρl .0012 ≔bl h ≔dl d

≔ρt .0020 ≔bt h ≔dt hw

≔Asl =⋅⋅ρl bl dl 0.484 in2 ≔Aslu =――Asl

dl0.086 ――

in2

ft#4 @ 16 adequate

Required by ACI 11.5.3.4≔Ast =⋅⋅ρt bt dt 1.818 in2 ≔Astu =――

Ast

dt0.144 ――

in2

ft#4 @ 12 adequate

JHLE: 1



Wall Footings North/South Direction:

Pd = DeadPl = Live

Ps = SnowP'd = Dead (new wall)

Pe = Earthquake

≔Wroof&attic 169219 lbf (Attic & Roof Weight) ≔qall 6000 psf (Soil Bearing Pressure)

≔WwallNS 257194 lbf (Exterior Wall Weight) ≔f'c 3000 psi (Concrete Strength)

≔LNS 43 ft (Length of Exterior Wall East/West) ≔fyt 60 ksi (Reinforcing Stength)

≔twall 8 in (Thickness of Wall) ≔δc 145 pcf (Concrete Density)

≔Afloor 0 ft2 (Tributary Area Attic/Roof) ≔Lattic 10 psf (Attic Live Load)

≔At 4606 ft2 (Total Area per Floor) ≔S 30 psf (Snow Load)

≔Hwall 36.25 ft (Height of Wall)

≔Bfooting 3 ft (Footing Width)

≔Pallowable =⋅qall Bfooting 18000 ――lbf

ft

≔Pd =+⋅――――Wroof&attic

LNS

――Afloor

At

―――WwallNS

LNS

5981 ――lbf

ft

≔Pl =――――⋅Lattic Afloor

LNS

0 ――lbf

ft

≔Ps =―――⋅S Afloor

LNS

0 ――lbf

ft

≔P'd =⋅⋅Hwall twall δc 3504 ――lbf

ft

Worst case reaction from Risa Model running the NS Load combination in both directions w/ no self weight (accounted for self-weight in equations here)≔Pe 32.3 ――

kip

ft

≔Preq =+++⎛⎝ +Pd P'd⎞⎠ ⋅0.75 Pl ⋅0.75 ⎛⎝ ⋅.7 Pe⎞⎠ ⋅0.75 Ps 26443 ――

lbf

ftASCE 7 2.4.1 Eqn 6b.

≔Paddl =-Preq Pallowable 8443 ――lbf

ftAdditional Allowable Needed =⋅――

Paddl

Preq

100 31.9 5% check

≔Baddl =――Paddl

qall16.9 in

Additional Footing Width Needed

JHLE: 2



Optimize Footing Size to Avoid Eccentricity:

=Preq 26443 ――lbf

ft≔L1 18 in ≔L2 31 in

≔Lres =+⋅―――――――⎛⎝ +Pd ⋅⎛⎝ +Pl Ps

⎞⎠ .75⎞⎠

Preq

L1 ⋅――――――⎛⎝ +P'd ⋅.75 ⎛⎝ ⋅.7 Pe

⎞⎠⎞⎠

Preq

L2 28 in

≔Lb Lres

=2 Lb 56 in ≔Ln =-2 Lb Bfooting 20 in Greater than =Baddl 16.9 in

Conclusion: Add 20" of strip footing to existing. Use #5@6 w/ 7.5" epoxy embed into ex. footing, development length of #5 into new footing

≔wb =――Preq

2 Lb

5654 ――lbf

ft2

(Load from new wall for design of dowel reinforcement)

ASEC 7 2.4.1 Eqn. 5

≔Vc 0 ――lbf

ft

≔Vn =⋅wb Ln 9480 ――lbf

ft

≔Vsreq =-Vn Vc 9480 ――lbf

ft ACI 22.5.10.1

≔d 12 in ≔s 12 in

≔Avreq =―――⋅Vsreq s

⋅fyt d0.158 ――

in2

ft≔#4@12 .20 ――

in2

inACI 22.5.10.5.3

6" epoxy embeddemnt for #4 in 3000psi concrete gives

11,405lbf capacity (Powers)

JHLE: 3



Wall Footings East/West Direction:

Pd = DeadPl = Live

Ps = SnowP'd = Dead (new wall)

Pe = Earthquake

≔Wroof&attic 169219 lbf (Attic & Roof Weight) ≔qall 6000 psf (Soil Bearing Pressure)

≔WwallEW 622050 lbf (Exterior Wall Weight) ≔f'c 3000 psi (Concrete Strength)

≔LEW 104 ft (Length of Exterior Wall East/West) ≔fyt 60 ksi (Reinforcing Stength)

≔twall 8 in (Thickness of Wall) ≔δc 145 pcf (Concrete Density)

≔Afloor 1430 ft2 (Tributary Area Attic/Roof) ≔Lattic 10 psf (Attic Live Load)

≔At 4606 ft2 (Total Area per Floor) ≔S 30 psf (Snow Load)

≔Hwall 36.25 ft (Height of Wall)

≔Bfooting 3 ft (Footing Width)

≔Pallowable =⋅qall Bfooting 18000 ――lbf

ft

≔Pd =+⋅――――Wroof&attic

LEW

――Afloor

At

―――WwallEW

LEW

6486 ――lbf

ft

≔Pl =――――⋅Lattic Afloor

LEW

138 ――lbf

ft

≔Ps =―――⋅S Afloor

LEW

413 ――lbf

ft

≔P'd =⋅⋅Hwall twall δc 3504 ――lbf

ft

Worst case reaction from Risa Model running the EW Load combination in both directions w/ no self weight (accounted for self-weight in equations here)≔Pe 17.9 ――

kip

ft

≔Preq =+++⎛⎝ +Pd P'd⎞⎠ ⋅0.75 Pl ⋅0.75 ⎛⎝ ⋅.7 Pe⎞⎠ ⋅0.75 Ps 19801 ――

lbf

ftASCE 7 2.4.1 Eqn 6b.

≔Paddl =-Preq Pallowable 1801 ――lbf

ftAdditional Allowable Needed =⋅――

Paddl

Preq

100 9.1 5% check

≔Baddl =――Paddl

qall3.6 in Additional Footing Width Needed

Negative Means Ex. Footing is adequate

JHLE: 4



Optimize Footing Size to Avoid Eccentricity:

=Preq 19801 ――lbf

ft≔L1 18 in ≔L2 31 in

≔Lres =+⋅―――――――⎛⎝ +Pd ⋅⎛⎝ +Pl Ps

⎞⎠ .75⎞⎠

Preq

L1 ⋅――――――⎛⎝ +P'd ⋅.75 ⎛⎝ ⋅.7 Pe

⎞⎠⎞⎠

Preq

L2 26 in

≔Lb Lres

Conclusion: Add 17" of strip footing to existing. Use #4@12 w/ 6" epoxy embed into ex. footing, development length of #4 into new footing

=2 Lb 53 in ≔Ln =-2 Lb Bfooting 17 in Greater than =Baddl 3.6 in

≔wb =――Preq

2 Lb

4488 ――lbf

ft2

(Load from new wall for design of dowel reinforcement)

ASEC 7 2.4.1 Eqn. 5

≔Vc 0 ――lbf

ft

≔Vn =⋅wb Ln 6336 ――lbf

ft

≔Vsreq =-Vn Vc 6336 ――lbf

ft ACI 22.5.10.1

≔d 12 in ≔s 12 in

≔Avreq =―――⋅Vsreq s

⋅fyt d0.106 ――

in2

ft≔#4@12 .20 ――

in2

inACI 22.5.10.5.3

6" epoxy embeddemnt for #4 in 3000psi concrete gives

11,405lbf capacity (Powers)

JHLE: 5

JHFA-0

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Existing Building Floor Alterations

PAGE NO. PREFIX:

JHFA

DATE: 03/11/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHFA: 0 Openings in Existing Slab JHFA: 1-2

Infill of Existing Stairwell JHFA: 3-5


ASSUMPTIONS

• Existing framing from conversion drawings

REFERENCES








Opening AB67:≔δc 110 pcf (Concrete weight)

≔ts 5.5 in (Slab thickness)

≔D =+20 psf ⋅δc ts 70.4 psf

≔L 60 psf

Member B: Equations can be found in AISC Table 3-23.

≔l 4 ft

≔w =⋅―――7.25 ft

2(( +D L)) 473 plf

≔R =――⋅w l

2946 lbf

≔Mmax =――⋅w l

2

80.95 ⋅ft kip

W8x10 adequate (AISC Table 3-10)

Member A:

≔l 13.75 ft

≔P =R 946 lbf ≔a 6.5 ft ≔b 7.25 ft

≔R1 =――⋅P b

l499 lbf ≔R2 =――

⋅P a

l447 lbf

≔Mmax =―――⋅⋅P a b

l3.24 ⋅ft kip


Ex. W8: Listed as W8x17, SIM. loading as Member A. Member is adequate.

Ex. W16 and Ex. W10: Loading unchanged.

JHFA: 1



Opening AB45:≔δc 110 pcf (Concrete weight)


≔D =+20 psf ⋅δc ts 70.4 psf

≔L 60 psf

Member A: Equations can be found in AISC Table 3-23.

≔l 3 ft

≔w =⋅―――1.6 ft

2(( +D L)) 104 plf

≔RA =――⋅w l

2157 lbf


2

80.12 ⋅ft kip


Member C:

≔l 3 ft

≔w =⋅――4 ft

2(( +D L)) 261 plf

≔RC =――⋅w l

2391 lbf


2

80.29 ⋅ft kip


Member B:

≔l 13.75 ft

≔P1 =RC 391 lbf ≔P2 =RA 157 lbf ≔a 3.916 ft ≔b 1.583 ft

≔R1 =――――――+⋅P1 (( -l a)) ⋅P2 b

l298 lbf ≔R2 =――――――

+⋅P1 a ⋅P2 (( -l b))

l250 lbf

≔Mmax =⋅R1 a 1.17 ⋅ft kip


Ex. W8: Listed as W8x17, SIM. loading as Member B. Member is adequate.

Both Ex. W16: Loading unchanged.

JHFA: 2



Infill Framing:≔δc 110 pcf (Concrete weight)


≔D =++10 psf ⋅δc ts 2 psf 62.4 psf

≔L 60 psf

Ex. W8: W8x17 which is very similar to a W8x18 Equations can be found in AISC Table 3-23.

≔l 13.75 ft

≔w =⋅―――9.67 ft

2(( +D L)) 592 plf

≔R =――⋅w l

24069 lbf


2

813.99 ⋅ft kip

W8X18 Max Allowable Moment = 25k-ft for unbraced length of 14' W8x17 adequate (AISC Table 3-10)

JHFA: 3

JHFA: 4

mgennaro

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mgennaro

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mgennaro

Rectangle

mgennaro

Rectangle

JHFA: 5

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Proposed Stair Tower

PAGE NO. PREFIX:

JHPT

DATE: 03/11/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION Determine governing lateral loads. Check assumption that reinforced 8” CMU will be suitable as the primary gravity and lateral load resisting system.

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHPT: 0 Wind Forces JHPT: 1

Seismic Forces JHPT: 2

Masonry Deflection JHPT: 3


ASSUMPTIONS

• Lateral design uses ultimate loads

• Masonry wall deflection checked to determine maximum allowable unbraced height of wall

• Service wind load of 50-year return period used for deflection REFERENCES






JHPT: 0

JHPT: 1

JHPT: 2

.08

.08

13.4K

11.4K

JHPT: 3

JHRA-0

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Existing Building Roof Alterations

PAGE NO. PREFIX:

JHRA

DATE: 03/11/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHRA: 0 Existing Typical Rafter JHRA: 1

Proposed Reinforcement Framing JHRA: 2

Existing Typical Hip JHRA: 3


ASSUMPTIONS

• Existing framing from original drawings

REFERENCES






1 piece(s) 2 x 8 Southern Pine No. 2 @ 24" OC

• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Snow Total Accessories1 - Beveled Plate - SYP 7.25" 7.25" 1.50" 148 123 271 Blocking

2 - Beveled Plate - SYP 3.50" 3.50" 1.50" 394 311 705 None

3 - Beveled Plate - SYP 3.50" 3.50" 1.50" 439 341 780 None

4 - Beveled Plate - SYP 7.25" 7.25" 1.50" 174 140 314 Blocking

All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)

Member Reaction (lbs) 780 @ 13' 6 1/2" 3434 (3.50") Passed (23%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 339 @ 14' 2 1/2" 1459 Passed (23%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-lbs) -509 @ 13' 6 1/2" 1339 Passed (38%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.024 @ 17' 1 7/8" 0.260 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.048 @ 17' 2 15/16" 0.390 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans)

System : RoofMember Type : JoistBuilding Use : ResidentialBuilding Code : IBC 2015Design Methodology : ASDMember Pitch: 7/12

• Deflection criteria: LL (L/360) and TL (L/240).• Top Edge Bracing (Lu): Top compression edge must be braced at 24' 1" o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 2" o/c unless detailed otherwise.• A 15% increase in the moment capacity has been added to account for repetitive member usage.• Applicable calculations are based on NDS.

Level, Roof: JoistMEMBER REPORT PASSED

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by Forte Software Operator

Weyerhaeuser Notes

Dead SnowLoads Location (Side) Spacing (0.90) (1.15) Comments1 - Uniform (PSF) 0 to 20' 9 1/2" 24" 24.0 21.0 Roof

3/11/2019 2:49:29 PMForte v5.4, Design Engine: V7.1.1.3

Page 1 of 1

Job.4te

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Job Notes

JHRA: 1

mgennaro

Callout

worst case condition

1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL

• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Snow Total Accessories1 - Column - SYP 3.00" 3.00" 2.13" 1518 1281 2799 Blocking

2 - Column - SYP 3.00" 3.00" 2.13" 1518 1281 2799 Blocking

All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)

Member Reaction (lbs) 2799 @ 1 1/2" 3938 (3.00") Passed (71%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2279 @ 1' 5" 5353 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 10326 @ 7' 7 1/2" 13949 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.261 @ 7' 7 1/2" 0.500 Passed (L/689) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.571 @ 7' 7 1/2" 0.750 Passed (L/315) -- 1.0 D + 1.0 S (All Spans)

System : FloorMember Type : Drop BeamBuilding Use : ResidentialBuilding Code : IBC 2015Design Methodology : ASD

• Deflection criteria: LL (L/360) and TL (L/240).• Top Edge Bracing (Lu): Top compression edge must be braced at 4' 3" o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 3" o/c unless detailed otherwise.

Level, Floor: Drop BeamMEMBER REPORT PASSED

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by Forte Software Operator

Weyerhaeuser Notes

Tributary Dead SnowLoads Location (Side) Width (0.90) (1.15) Comments0 - Self Weight (PLF) 0 to 15' 3" N/A 7.2

1 - Uniform (PSF) 0 to 15' 3" (Front) 8' 24.0 21.0 Residential - Living Areas

3/11/2019 2:51:09 PMForte v5.4, Design Engine: V7.1.1.3

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Job.4te

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Job Notes

JHRA: 2

mgennaro

Callout

worst case span

JHRA: 3

Tmclaughlin

Image

Tmclaughlin

Image

Tmclaughlin

Callout

Hip Rafter was analyzed as both continuous and pined at the knee-wall supports In the continuous condition it is highly overstressed, When considered pined at the knee-wall supports the existing member is acceptable. Knee walls have been bolstered by a new LVL member placed at the base. Realistically the behavior will lie somewhere between the two extremes (pinned vs. fixed), so we will supplement the exting member with a new double-2x10 placed in segments between the knee-walls

Tmclaughlin

Image

Tmclaughlin

Arrow

Tmclaughlin

Arrow

Tmclaughlin

Line

Tmclaughlin

Line

Tmclaughlin

Line

Tmclaughlin

Callout

New Supplemental members

Tmclaughlin

Text Box

EXROOF

JHLL-0

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Lintel Design

PAGE NO. PREFIX:

JHLL

DATE: 06/28/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHLL: 0 Lintel Design JHLL: 1-2


ASSUMPTIONS


REFERENCES






JHLL: 1

JHLL: 2

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Mechanical Platform

PAGE NO. PREFIX:

JHMP

DATE: 06/28/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHMP: 0 Platform Design JHMP: 1

LOADS USED See JHMP: 1

ASSUMPTIONS


REFERENCES






VHill

Snapshot

VHill

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Existing Bents Analysis for Existing & New Loads

VHill

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Mechanical platform framed out of angles to support AHU per mechanical. Weight taken as 3124lbs per manufacturer drawings.

VHill

Text Box

JHMP: 1

mgennaro

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mgennaro

Snapshot

mgennaro

Image

mgennaro

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mgennaro

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Max unity check is 0.26 and model is stable. Design Adequate

JHRD-0

WE DO THE MATH

& Construction

Management PLC

Harrisonburg

540-442-8787

Charlottesville

434-202-8527

Richmond

571-477-9328

www.engsoln.com



Roof diaphragm

PAGE NO. PREFIX:

JHRD

DATE: 08/15/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHRD: 0 Reference section JHRD: 1

Diaphragm transfer calculations JHRD: 2-3


ASSUMPTIONS

• Once shear reaches wall, the wall is adequate to transfer shear to ground (Seismic analysis calculations)

REFERENCES






& Construction

Management PLC

Harrisonburg

540-442-8787

Charlottesville

434-202-8527

Richmond

571-477-9328

www.engsoln.com

PROJECT UVA Slaughter R

CALCULATION

PACKAGE

SUBJECT

The contents with

calculations for a

new OAU and two

the roof of Slaugh

WORKFLOW DONE BY:

VH

DESCRIPTION

PLAN & DETAIL Plans: New mecha

JHRD: 1

MGennaro

Snapshot

MGennaro

Callout

A

MGennaro

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B

MGennaro

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C

MGennaro

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D

MGennaro

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E

MGennaro

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NOTE: SECTION SHOWN TO DEPICT SEQUENCE OF CALCULATIONS ON NEXT (2) PAGES

JHRD: 2

MGennaro

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A

MGennaro

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B

MGennaro

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C

MGennaro

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D

JHRD: 3

MGennaro

Text Box

E

JHTS-0

WE DO THE MATH

& Construction

Management PLC

Harrisonburg

540-442-8787

Charlottesville

434-202-8527

Richmond

571-477-9328

www.engsoln.com



Tower Seismic Analysis

PAGE NO. PREFIX:

JHTS

DATE: 08/15/2019


CHECKED BY: TAM

REVIEWED BY: TAM

DESCRIPTION

PLAN & DETAIL SHEET

REFERENCES:

Plans:



Date October 1908

October 1970

CALCULATION PACKAGE

CONTENTS:

Cover Sheet JHTS: 0 RISA Model Analysis JHTS: 1-3


ASSUMPTIONS

• All diaphragms are assumed rigid

• Accidental torsion of building is ignored due to the absence of a horizontal irregularity, as defined in ASCE 7

REFERENCES






JHTS: 1

tmclaughlin

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tmclaughlin

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Harrisonburg Richmond

tmclaughlin

Rectangle

tmclaughlin

Line

tmclaughlin

Line

tmclaughlin

Text Box

JHCP

tmclaughlin

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Project: No 0917-251 Date: 08/15/2018 RISA Model Overview

tmclaughlin

Text Box

& Construction Management PLLC

tmclaughlin

Text Box

Charlottesville 100 10th Street NE, Suite 200 Charlottesville, VA 434.202.8527

tmclaughlin

Text Box

www.engsoln.com

tmclaughlin

Line

tmclaughlin

Line

tmclaughlin

Line

MGennaro

Image

MGennaro

Image

MGennaro

Line

MGennaro

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T.C

MGennaro

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T.B

MGennaro

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T.A

MGennaro

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T.4

MGennaro

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T.3

MGennaro

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T.2

MGennaro

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T.1

MGennaro

Line

MGennaro

Line

MGennaro

Line

MGennaro

Line

MGennaro

Line

MGennaro

Line

JHTS: 2

tmclaughlin

Image

tmclaughlin

Text Box


tmclaughlin

Rectangle

tmclaughlin

Line

tmclaughlin

Line

tmclaughlin

Text Box

JHCP

tmclaughlin

Text Box

Project: No 0917-251 Date: 08/15/2018 RISA Model Loads

tmclaughlin

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tmclaughlin

Text Box


tmclaughlin

Text Box

www.engsoln.com

tmclaughlin

Line

tmclaughlin

Line

tmclaughlin

Line

MGennaro

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MGennaro

Image

MGennaro

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LC: Nominal Seismic NS

MGennaro

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LC: Nominal Seismic EW

MGennaro

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V ew (ADJUSTED FOR HEIGHT OF STORY)

MGennaro

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V ew (ADJUSTED FOR ROOF DECK ONLY AND HEIGHT OF STORY)

MGennaro

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Notes: 1. Loads applied at center of gravity assuming a rigid diaphram

MGennaro

Callout

V ns (ADJUSTED FOR ROOF DECK ONLY AND HEIGHT OF STORY)

MGennaro

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V ns (ADJUSTED FOR HEIGHT OF STORY)

JHTS: 3

tmclaughlin

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tmclaughlin

Text Box


tmclaughlin

Rectangle

tmclaughlin

Line

tmclaughlin

Line

tmclaughlin

Text Box

JHCP

tmclaughlin

Text Box

Project: No 0917-251 Date: 08/15/2018 RISA Model Loads

tmclaughlin

Text Box


tmclaughlin

Text Box


tmclaughlin

Text Box

www.engsoln.com

tmclaughlin

Line

tmclaughlin

Line

tmclaughlin

Line

MGennaro

Image

MGennaro

Image

MGennaro

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LC: Seismic NS ASD

MGennaro

Arrow

MGennaro

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DIRECTION OF DRIFT

MGennaro

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MAX DRIFT

MGennaro

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ENLARGED VIEW

MGennaro

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MAX DRIFT = 0.067" (0.021" STORY DRIFT)

MGennaro

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OUR EXPANSION JOINT IS 1". MAX DRIFT = 0.067" < 1" ALLOWABLE. A 1" EXPANSION JOINT IS ADEQUATE

JMU JACKSON HALL RENOVATION 216-18334-000

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