Post on 01-Oct-2021
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
JMU JACKSON HALL RENOVATION
216-18334-000
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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STEEL DECKING 05 31 00 - 5
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.
END OF SECTION 05310
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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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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.
END OF SECTION 055200
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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.
JMU JACKSON HALL RENOVATION
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TOILET, BATH, AND LAUNDRY ACCESSORIES 102800 - 2
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.
JMU JACKSON HALL RENOVATION
216-18334-000
TOILET, BATH, AND LAUNDRY ACCESSORIES 102800 - 3
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
JMU JACKSON HALL RENOVATION
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.
JMU JACKSON HALL RENOVATION
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
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
PROJECT JMU Jackson Hall Renovation
CALCULATION PACKAGE SUBJECT
Seismic Analysis
PAGE NO. PREFIX:
JHSA
DATE: 03/11/2019
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 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
LOADS USED See JHCP: 1
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
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
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
⎞⎟⎠VDL 43.95 kip Acting in N-S Direction
≔VupperEW =⋅⎛⎜⎝
+Wfloor ――――――――⋅WNS(( +12.625 ft 11 ft))
⋅2 36.25 ft
⎞⎟⎠VDL 34.4 kip Acting in E-W Direction
JHSA: 3
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
Main floor seismic forces:
≔VmainNS =⋅⎛⎜⎝
+Wfloor ――――――⋅WEW 12.625 ft
36.25 ft
⎞⎟⎠VDL 45.1 kip Acting in N-S Direction
≔VmainEW =⋅⎛⎜⎝
+Wfloor ―――――⋅WNS 12.625 ft
36.25 ft
⎞⎟⎠VDL 34.9 kip Acting in E-W Direction
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
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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
Richmond
JHCP Project: No 0917-251
Date: 03/11/2018Risa Model Loads
& Construction ManagementPLLC
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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
Harrisonburg
Richmond
JHCP Project: No 0917-251
Date: 03/11/2018Risa Model Concrete Walls
& Construction ManagementPLLC
Charlottesville100 10th Street NE, Suite 200
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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
Richmond
JHCP Project: No 0917-251
Date: 03/11/2018Risa Model Masonry Walls
& Construction ManagementPLLC
Charlottesville100 10th Street NE, Suite 200
Charlottesville, VA434.202.8527
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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
Harrisonburg
Richmond
JHCP Project: No 0917-251
Date: 03/11/2018Risa Model Concrete Walls
& Construction ManagementPLLC
Charlottesville100 10th Street NE, Suite 200
Charlottesville, VA434.202.8527
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
JHLE-0
WE DO THE MATH
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Management PLC
Harrisonburg
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PROJECT JMU Jackson Hall Renovation
CALCULATION PACKAGE SUBJECT
Lateral Element Design
PAGE NO. PREFIX:
JHLE
DATE: 03/11/2019
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 JHLE: 0 Concrete Shear Wall JHLE: 1
Concrete Shear Wall Foundation JHLE: 2-5
LOADS USED See JHCP: 1
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
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
WE DO THE MATH
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Management PLC
Harrisonburg
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Charlottesville
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Richmond
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PROJECT JMU Jackson Hall Renovation
CALCULATION PACKAGE SUBJECT
Existing Building Floor Alterations
PAGE NO. PREFIX:
JHFA
DATE: 03/11/2019
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 JHFA: 0 Openings in Existing Slab JHFA: 1-2
Infill of Existing Stairwell JHFA: 3-5
LOADS USED See JHCP: 1
ASSUMPTIONS
• Existing framing from conversion drawings
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
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
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
W8x10 adequate (AISC Table 3-10)
Ex. W8: Listed as W8x17, SIM. loading as Member A. Member is adequate.
Ex. W16 and Ex. W10: Loading unchanged.
JHFA: 1
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
Opening AB45:≔δc 110 pcf (Concrete weight)
≔ts 5.5 in (Slab thickness)
≔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
≔Mmax =――⋅w l
2
80.12 ⋅ft kip
W8x10 adequate (AISC Table 3-10)
Member C:
≔l 3 ft
≔w =⋅――4 ft
2(( +D L)) 261 plf
≔RC =――⋅w l
2391 lbf
≔Mmax =――⋅w l
2
80.29 ⋅ft kip
W8x10 adequate (AISC Table 3-10)
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
W8x10 adequate (AISC Table 3-10)
Ex. W8: Listed as W8x17, SIM. loading as Member B. Member is adequate.
Both Ex. W16: Loading unchanged.
JHFA: 2
Project Name: JMU Jackson Hall Date: 03/11/2019
ESCM Project #: 0917-251 Calcs By: MG
Infill Framing:≔δc 110 pcf (Concrete weight)
≔ts 5.5 in (Slab thickness)
≔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
≔Mmax =――⋅w l
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
JHFA: 5
JHPT-0
WE DO THE MATH
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Management PLC
Harrisonburg
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Charlottesville
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PROJECT JMU Jackson Hall Renovation
CALCULATION PACKAGE SUBJECT
Proposed Stair Tower
PAGE NO. PREFIX:
JHPT
DATE: 03/11/2019
WORKFLOW DONE BY: MCG
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:
• 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 JHPT: 0 Wind Forces JHPT: 1
Seismic Forces JHPT: 2
Masonry Deflection JHPT: 3
LOADS USED See JHCP: 1
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
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
JHPT: 0
JHPT: 1
JHPT: 2
.08
.08
13.4K
11.4K
JHPT: 3
JHRA-0
WE DO THE MATH
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Harrisonburg
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Charlottesville
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Richmond
571-477-9328
www.engsoln.com
PROJECT JMU Jackson Hall Renovation
CALCULATION PACKAGE SUBJECT
Existing Building Roof Alterations
PAGE NO. PREFIX:
JHRA
DATE: 03/11/2019
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 JHRA: 0 Existing Typical Rafter JHRA: 1
Proposed Reinforcement Framing JHRA: 2
Existing Typical Hip JHRA: 3
LOADS USED See JHCP: 1
ASSUMPTIONS
• Existing framing from original drawings
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
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
Forte Software Operator
Michael GennaroEngineering Solutions(571) 251-7430michael@engsoln.com
Job Notes
JHRA: 1
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
Page 1 of 1
Job.4te
Forte Software Operator
Michael GennaroEngineering Solutions(571) 251-7430michael@engsoln.com
Job Notes
JHRA: 2
JHRA: 3
JHLL-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
Lintel Design
PAGE NO. PREFIX:
JHLL
DATE: 06/28/2019
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 JHLL: 0 Lintel Design JHLL: 1-2
LOADS USED See JHCP: 1
ASSUMPTIONS
• Existing framing from conversion drawings
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
JHLL: 1
JHLL: 2
JHMP-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
Mechanical Platform
PAGE NO. PREFIX:
JHMP
DATE: 06/28/2019
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 JHMP: 0 Platform Design JHMP: 1
LOADS USED See JHMP: 1
ASSUMPTIONS
• Existing framing from conversion drawings
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
JHRD-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
Roof diaphragm
PAGE NO. PREFIX:
JHRD
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 JHRD: 0 Reference section JHRD: 1
Diaphragm transfer calculations JHRD: 2-3
LOADS USED See JHCP: 1
ASSUMPTIONS
• Once shear reaches wall, the wall is adequate to transfer shear to ground (Seismic analysis calculations)
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
& 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
JHRD: 2
JHRD: 3
JHTS-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
Tower Seismic Analysis
PAGE NO. PREFIX:
JHTS
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 JHTS: 0 RISA Model Analysis JHTS: 1-3
LOADS USED See JHCP: 1
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
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
JHTS: 1
JHTS: 2
JHTS: 3