HomeMy WebLinkAboutAddendum No.1_4-9-2021_Statler Porte Cochere RenovCORNELL UNIVERSITY STATLER HOTEL FACILITIES CONTRACTS PORTE COCHERE RENOVATION 121 HUMPHREYS SERVICE BUILDING ITHACA, NEW YORK 14853-3701 ADDENDUM NO. 1 April 9, 2021 This Addendum contains changes to the requirements of the Contract Documents and Specifications. Such changes are to be incorporated into the Construction Documents and shall apply to the work with the same meaning and force as if they had been included in the original document. Wherever this Addendum modifies a portion of a paragraph of the specifications or a portion of any Drawing, the remainder of the Paragraph or Drawing shall remain in force. NOTE: Provisions of all Contract Documents apply.
INSTRUCTIONS TO BIDDERS Item 1. INS-1, 1. (5) Pre-Bid Conference video and other materials will be available via Drop Box: https://cornell.box.com/s/myz828ojeekdmk642xu71xrui8bt9i38 ADD Cornell Statler Renderings to BOX Statler Hotel Porte-Cochere Renovation - Pre-bid Documentation folder.
GENERAL REQUIREMENTS Item 2. Section 01 23 00 Alternates, 3.1, B. ALTERNATE NO. 2 DELETE in its entirety.
TECHNICAL SPECIFICATIONS Item 3. Section 05 12 00, 1.6 Quality Assurance, A.1 DELETE in its entirety. REPLACE with:
1. New York State Building Code, 2020 Edition Item 4. Section 07 14 16, 1.6 Quality Assurance, item F. DELETE in its entirety. Item 5. Section 07 55 50, 1.6 Quality Assurance, item F. DELETE in its entirety.
Statler Hotel Porte Cochere Renovation Addendum No. 1 April 9, 2021 Page 2
Item 6. Section 07 84 13,1.3 References ADD item M. All firestopping assemblies shall be FM approved. Item 7. Section 08 42 29 - SLIDING AUTOMATIC ENTRANCES DELETE in its entirety. REPLACE with revised Section 08 42 29, attached. Item 8. Section 08 44 33, 1.1, Summary, B. 1 DELETE in its entirety. Item 9. Specification 08 44 33, item 1.8 Mockups DELETE in its entirety. Item 10. Section 32 13 13 - CEMENT CONCRETE PAVEMENT
DELETE in its entirety. REPLACE with revised Section 32 13 13, attached. Item 11. ADD Section 03 33 00 – ARCHITECTURAL CAST-IN-PLACE CONCRETE, attached.
DRAWINGS Item 12. Drawing G-001, SCOPE OF WORK list, ALTERNATES, 2. REPLACING ARCHED WINDOW ABOVE HOTEL ENTRY DOORS
DELETE in its entirety. Item 13. Drawing A-105, Detail 1, note DELETE “New automatic sliding doors - Dormakaba ESA400 Bi-parting,…” REPLACE with “New automatic sliding doors - Dormakaba ESA 300 HP Bi-parting,…” Item 14. Drawing A-301, Detail 1, note
DELETE “New automatic sliding doors - Dormakaba ESA400 Bi-parting,…” REPLACE with “New automatic sliding doors - Dormakaba ESA 300 HP Bi-parting,…”
Statler Hotel Porte Cochere Renovation Addendum No. 1 April 9, 2021 Page 3
Item 15. Drawing A-303, Detail note DELETE “New automatic sliding doors - Dormakaba ESA400 Bi-parting,…” REPLACE with “New automatic sliding doors - Dormakaba ESA 300 HP Bi-parting,…” Item 16. Drawing A-305, Detail 2, second note DELETE: “New glass doors by INLET OF ITHACA with rockwood…” REPLACE with “New glass doors with rockwood…” Item 17. Drawing A-801, Detail 7 and Detail 8, notes DELETE: “Wood cladding to be replaced (Straight sawn mahogany to match)” REPLACE with “Wood cladding to be replaced (Plain sawn mahogany to match)” Item 18. Drawing S-001, Foundations, Note 1 DELETE “Building foundations shall bear on undisturbed soil having a minimum BEARING CAPACITY OF 3500 PSF, and rock…” REPLACE with “Building foundations shall bear on undisturbed soil having a minimum BEARING CAPACITY OF 2000 PSF, and rock…” Item 19. Drawing S-001, Design Load Parameters ADD Seismic Design Data Chart, attached. Item 20. Drawing S-100, Detail 1, 2/S-402 DELETE: Pile/Pile Cap design notes “6’-0”x6’-0”…Geotechnical Consultant.” in its entirety. REPLACE with PILE/PILE CAP DESIGN NOTES:
1. 6'-0"x6'-0"x3'-0" CONCRETE PILE CAP WITH (4) 4O TON DRILLED DISPLACEMENT PILES (±9" DIAMETER). PILE LENGTH ASSUMED TO BE 30'-0" INCLUDING 5'-0" ROCK SOCKET. (25 TON TENSION CAPACITY PER PILE REQUIRED.) EXISTING ROCK LOCATED ±25'-0" BELOW GRADE.
2. ORIENT PILE CAP PARALLEL TO EXISTING SEWER LINE WHILE MAINTAINING 24" MIN CLEARANCE AND LOCATE PILES TO ACCOMMODATE UNDERGROUND UTILITIES. FIELD-VERIFY EXISTING SEWER LOCATION.
3. BOTTOM OF PILE CAP TO BE ±5'-0" BELOW GRADE. TOP OF PILE CAP TO BE ± 2'-0" BELOW GRADE.
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4. PILE CONTRACTOR TO PROVIDE SIGNED & SEALED CALCULATIONS BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NEW YORK, CERTIFYING THAT THE PILES HAVE CAPACITY TO CARRY THE (40 TON COMPRESSIVE & 25 TON TENSILE) LOADS NOTED.
5. PILE CONTRACTOR TO PROVIDE DETAILS AND SIGNED & SEALED CALCULATIONS FOR PILE CONNECTIONS TO PILE CAPS (INCLUDING EMBEDMENT) BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NEW YORK FOR THE LOADS NOTED ABOVE.
Item 21. Drawing S-102, Detail 1 ADD note “HORIZONTAL DRIFT MAXIMUM AT THE BASE OF HANGER TUBE” Item 22. Drawing S-402, Detail 1 ADD note “REBAR IN PIER TO BE EPOXY COATED” Item 23. Drawing S-403, Detail 2 ADD note “SECTION TO BE HOT DIP GALVANIZED” Item 24. Canopy Engineering Review report, dated February 12, 2021 DELETE in its entirety. REPLACE with revised Canopy Engineering Review report, dated April 7, 2021, attached. Item 25. RFI Questions and Clarifications See attached RFI Log Items (1-13) Attachments: Section 033300 Section 084229 Section 321313 Seismic Design Data Chart Canopy Engineering Review RFI Log (Items 1-13) ****END OF ADDENDUM****
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SECTION 033300
ARCHITECTURAL CAST-IN-PLACE CONCRETE
PART 1 – GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to the work of this Section.
1.2 SUMMARY
A. Work of this Section includes all labor, materials, equipment and services necessary to
complete the architectural cast-in-place concrete as shown on the drawings and as
specified herein. Work generally includes the following but is not limited to cast-in-place
exposed to view concrete:
a. Smooth Form Finish: Column located at Canopy and Lobby Entrance.
B. This Section specifies requirements for Architectural Cast-in-Place Concrete work,
including concrete materials, mix design, formwork, reinforcement, placement and
finishing procedures and other items required in producing of the work. This Section is
to be used jointly with the Cast-in-Place Concrete Section. Where an item is not included
in this Section, the requirements of the Cast-in-Place Concrete Section shall apply.
1.3 RELATED REQUIREMENTS
A. This Section includes additional requirements for and relating to the following Sections:
1. Division 03 Section “Cast-In-Place Concrete”
2. Division 07 Section “Waterproofing”
3. Division 07 Section “Joint Sealants”
4. Division 22 – Plumbing
5. Division 26 – Electrical
1.4 REFERENCES AND STANDARDS
A. Comply with the requirements of the structural codes and standards of the Cast-in-Place
Concrete, Reinforcement & Formwork Sections, and as specified herein.
1.5 QUALITY ASSURANCE
A. Qualifications: The work of this section shall be performed by a qualified installer which
specializes in the type of architectural cast-in-place concrete work required for this
project, with a minimum of 5 years of documented successful experience and shall be
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performed by skilled workmen thoroughly trained in the necessary crafts to perform
architectural concrete work.
1. In actual installation of work use adequate number of skilled workers to ensure
installation is in strict accordance with the approved design.
B. At least 35 days prior to the start of the concrete construction schedule, the Contractor
shall conduct a meeting to review the proposed mix designs and to discuss the required
methods and procedures to achieve the required concrete construction. The Contractor
shall send a pre-concrete conference agenda to all attendees 20 days prior to the
scheduled date of the conference.
C. The success of this Project depends greatly upon visual elements of architectural
concrete construction that require review, selection and acceptance of mockups at an
early stage. Refer to Article 1.6 Submittals. Items of primary visual concern – concrete
mix materials, form facing, and concrete mockups shall be submitted as soon as
possible. Verify list of priority items with Architect, notify Architect of any impediments to
providing priority samples.
1.6 SUBMITTALS
A. General:
1. Submit the following according to Conditions of The Construction Contract and
Division 1 Specification Sections.
2. Do not proceed with the construction of the cast-in-place architectural concrete in
the project, including fabrication of the formwork, until all product data, mock-up and
shop drawings have been approved as specified herein.
B. Construction Procedure Documents:
1. Contractor shall develop and submit written procedures for the execution of the
column work.
C. Formwork Shop Drawings:
1. Submit drawings for review showing form panel and plywood layout seams and
details of formwork for the column work. Panels and seams to be laid out to
minimize the number of visual panel joints on all exposed sides.
2. Drawings shall include plans, elevations and sections to show layout of all exposed-
to-view concrete work and shall include all cast-in items, depressions, openings,
recesses, ties, control joints and construction joints.
3. Shop drawings shall include the following details:
a. Details of shop assembly of formwork and field assembly of construction joints,
recesses, embedment’s, ties, back-up, clean out panels.
b. The means to be used to seal all joints.
c. The means to be used to maintain alignment, including struts, etc.
d. Cover of all concrete over reinforcing steel.
e. Location of clear placing passage through the steel reinforcing for placing lines
or trunks.
f. Form panel layout and pattern.
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D. Placing: Submit description showing sequence.
E. Product Data / Qualifications: Submit manufacturer's name and technical information for
each of the following products and qualifications as listed below:
1. Cement, type.
2. Aggregates, each type.
3. Admixtures, each type.
4. Smooth surface formwork material.
5. Foam gaskets; thickness, width, foam compressibility.
6. Form release agent.
7. Reinforcing accessories.
8. Form ties and tie clamps.
9. Water repellent sealer.
10. Inserts and embedments, each type.
11. Construction Procedure Documents.
F. Item Samples:
1. Smooth formwork contact materials, each type, 12 inches square.
2. Foam gaskets, 12 inches long.
3. Form ties, one each type, 12 inches long.
4. Reinforcing supports, one each type.
G. Color and Texture Samples:
1. Submit concrete samples for color for column concrete.
a. Cast color samples in a form box with tightly sealed edges using specified
open cell foam tape. Cast column samples vertically, vibrate mix or rod
similar to cylinder preparation.
b. Submit 3 – 12” x 12” x 2” for gray color using specified smooth form material
and gray cement with 40% slag replacement. Submit additional samples as
required based upon Architect’s response and comments until acceptable
color obtained.
c. All samples shall be out of the form and clean.
H. Mockup: Prepare formwork and cast concrete for sample column as follows:
1. Cast one 4 ’wide x 4’ high x 4’ thick column containing matching angles and
batter of bottom 4’ of the canopy and lobby column, with reinforcement
replicating design column reinforcing and ties as indicated on Drawings. Cast
vertically to test proposed mix design and specified HDO faced form material.
Cast using specified mix consistency. Finish formwork ties as required by
Architect.
2. Cast column simulating techniques to be used in production to reduce the
surface area voids and achieve the specified criteria. Forms shall be constructed
with fluid tight square corner seams.
3. Apply specified water repellent sealer to half of finish surface of the tombstone.
I. Concrete mix designs: As specified in Section 033000 and with the criteria for
architectural concrete specified herein.
1.7 DELIVERY, STORAGE AND HANDLING
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A. Comply with General Conditions requirements.
1. Store all materials as recommended by the manufacturer. Protect form facing
material panels and all material vulnerable to moisture in a dry storage area.
1.8 AMBIENT CONDITIONS REQUIREMENTS
A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits
recommended by manufacturer for optimum results. Do not install products under
environmental conditions outside manufacturer's absolute limits.
1.9 PERFORMANCE REQUIREMENTS
A. Responsibility for the design of cast-in-place architectural concrete to be in conformance
with the requirements of the drawings and specifications. All work shall be performed
using the highest standards of quality for visual and durable concrete and shall rest with
the contractor.
B. Design of the concrete mix and formwork shall be performed by contractor's registered
professional engineer, registered in the project state. Formwork shall be designed by the
engineer to resist concrete pressures with regard to surface stability and joint tightness
to meet the specified requirements, and submittals for the same shall be reviewed and
approved by the engineer prior to submission.
C. Performance Criteria:
1. All concrete shall be performed so that no evidence of the following will be evident
when the concrete is subject to imposed loads, temperature and weather
conditions:
a. Damage of any kind.
b. Formwork fastening penetrations or formwork anchoring devices or
projections other than approved form ties and specified embedded items.
c. Cracking, other than at control joints, due to improper forming, placing and
curing.
d. Out of alignment or incorrect profiles.
e. Surface voids not completely covered by a circle 11/16 inches in diameter
(10 cent coin) or more than 25 surface voids larger than 1/8 inch, in longest
dimension, in any area 3ft x 3 ft. square.
f. Voids, sand pockets or discoloration due to fluid loss through the formwork.
g. Rock pockets, honeycombs, and sand streaking.
h. Discoloration caused from staining and from improper placing of the
concrete.
i. If any of the above-mentioned deficiencies occur, the Architect may order
the affected concrete replaced or repaired with acceptable results. Repair
only when directed by the Architect. Corrected deficiencies must meet with
the Architect’s approval. All remedial work shall be performed and
submitted as tests prior to any repair work being accomplished.
1.10 WARRANTY
A. Comply with General Condition’s requirements.
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PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Products of the manufacturers specified in this section establish the minimum functional,
aesthetic and quality standards required for work of this section.
B. Substitutions: Comply with the General Conditions for Product Requirements.
2.2 CONCRETE MATERIALS
A. All materials shall be new or in like new condition, free from defects which will impair
achieving the specified durability or appearance of the architectural cast-in-place
concrete.
B. Each concrete material shall be the product of a single plant and raw material source.
C. Cement: ASTM C-150, Type I/II.
1. Cement for Architectural Cast-in-Place Concrete shall be light gray Portland
cement, as required to obtain approved color.
D. Fine Aggregate: ASTM C-33.
1. Hard, natural sand, or manufactured sand. Particles finer than a 50 screen shall
be light gray or neutral in color.
E. Coarse Aggregate: ASTM C-33.
1. Washed, hard, natural stone or near cubical shape crushed stone, maximum size
¾”. Sizes above ¾” shall be 5% or less. Particles finer than a 50 screen shall be
light gray or neutral in color and shall be in small quantities that will not affect the
consistency of the color presentation.
F. Admixtures:
1. Admixtures must be certified to be compatible with the cement, aggregates, and
other constituent materials in the mix and shall contain less than 0.05% of Calcium
Chloride.
a. Viscosity enhancing admixtures, water reducing admixtures, stabilizers,
hydration control admixtures, accelerators, retarders and similar chemical
modifiers shall all be the product of one company, mixing of more than one
company’s products not permitted unless approved in writing by the
manufacturer.
2. Water Reducing Admixture: ASTM C494, Type A and F.
a. Mid-Range Water Reducing Admixture (MRWR): MasterPolyheed 997 by
Master Builders Solutions, Cleveland, OH, or approved equal.
b. High Range Water Reducing Admixture (HRWR): MasterGlenium 7920 by
Master Builders Solutions, Cleveland, OH, or approved equal.
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3. Viscosity Modifying Admixtures: ASTM C494, Type S.
a. VMA: MasterMatrix VMA 450 by Master Builders Solutions, Cleveland, OH,
or approved equal.
4. Hydration Controlling Admixtures: ASTM C494, Type B and D.
a. Hydration controlling admixtures shall be used whenever anticipated
concrete delivery times exceed 30 minutes.
b. Admixture shall be MasterSet DELVO by Master Builders Solutions,
Cleveland, OH, or approved equal.
5. Cement Replacement Admixture:
a. Blast Furnace Slag: White granulated Blast Furnace Slag, “NewCem” by
LafargeHolcim; or approved equal.
b. Silica Fume or Fly ash is not permitted in architectural concrete.
6. Admixtures for retardation and acceleration may be used if shown there is no
adverse effect on architectural requirements and are approved for use.
G. Water: ASTM C 94. Clean and free from deleterious materials.
2.3 FORMWORK MATERIALS
A. Smooth Surface Formwork:
1. Smooth form surfaces shall be plastic coated materials as follows:
a. Panels shall be ¾” thick panels in sizes to cover surface areas between
joint lines shown on Drawings.
b. Pine plywood, minimum 7 plies per inch (25 mm) thickness. Panels shall
be faced with a high-density plastic overlay (HDO) both sides, and shall be:
1) “MULTI-POUR” as supplied by Swanson Group, Roseburg, OR; or
equal.
2) “Armor-Ply HDO Formply” as manufactured by Sylvan Products,
LLC, Portland, OR; or equal.
c. Birch plywood, minimum 14 plies per inch thickness, with heavy duty plastic
overlay surface on both sides. Edges shall be sealed in manufacture.
Panels shall be “WISA-Form Pro” from mills in Finland, or equal.
2. Column formwork panels shall have sealed, square edges, and be square on all
corners. Butted edges of panels, when multiple panels are assembled together,
shall not vary more than 1/8 inch, each way, in 10 ft. in any butted joint.
3. Where design requires form facing panels larger than standard 4’ by 8’ sizes,
obtain sufficient large size panels prior to start of work to assure availability and
avoid delay of the project.
B. Form Ties: Shall be manufactured specifically for use as concrete ties and shall be
designed to seal tightly to the form face material without fluid loss. Ties shall be of
ufficient strength to resist fluid concrete placing pressures and formwork elongation at
the longest span of support used in project. Ties shall be one of the following as
selected by the Architect.
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1. Fiberglass Rod tie system with screw tie clamp grippers:
a. Gripper shall have a screw adjustable device between the rod gripper and
the form contact surface. Rod size shall be minimum 3/8” and maximum
3/4” diameter as approved after use on the mockup.
b. Ties shall be manufactured by RJD Industries Laguna Hills, CA.
2. Insert/Coil/Rod tie system with screw tie clamps.
a. Cone size shall be maximum 1-1/2” diameter for coil spreader and 2” for
tube spreader. Depth of cone shall be minimum 1-1/2”.
b. Ties shall be as supplied by Dayton-Superior Corp., or equal.
3. All ties proposed for the work shall be used in the column mock-up for review and
selection by the Architect.
C. Joint Sealing Material: Seal formwork abutting edge conditions against fluid loss utilizing
the following:
1. Foam gaskets for sealing field erected corner form joints shall be highly
compressible open-cell foam rubber or neoprene tape, paper backed, with
pressure sensitive adhesive on one side, and shall be of sufficient width and
thickness for specific use.
a. Foam tape gaskets shall be as manufactured by 3M, St Paul, MN; or equal.
b. Tube dispensed, liquid rubber that hardens rapidly into a gasket strip shall
be “R-Guard Joint Sealant” as manufactured by PROSOCO, Lawrence,
KS.
2. Sealant for sealing permanent shop or bench fabricated unrevealed joints shall
be non-staining, silicone caulking. Sealant shall be “SCS2000 SilPruf” as
manufactured by GE Silicones, or equal.
3. Large Field Joint Gaps: Dow “Great Stuff”, aerosol applied expanding foam, type
suitable for use intended. Use where form units abutting irregular materials and
foam tape not sufficiently compressed or strong enough to stop fluid concrete
leakage from formwork. Do not allow foam to expand into surface contact area
of exposed concrete.
D. Form Release Agent: Colorless, non-staining and having no deleterious effects on the
concrete, manufactured specifically for non-absorbent surfaces and for reducing
surface voids. Release Coating shall be "CRETE-LEASE 880-VOC-XTRA" by Cresset
Chemical Co., Weston, or approved equal.
2.4 REINFORCING AND ACCESSORIES
A. Accessories in contact with vertical form surfaces shall be as follows:
1. High density plastic “wheels” with feet in contact with the form maximum of
3/16”x3/8“. Center hole engaging reinforcing shall hold the wheel tight to the
bar and maintain the dimension required under placing conditions.
2. Multi-leg continuous chairs not permitted.
B. Tie wire used to secure reinforcing steel adjacent to architectural form surfaces shall be
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non-corrosive or plastic-coated wire.
C. Accessories by Dayton-Superior, Miamisburg, OH; W.R. Meadows, Inc., Hampshire,
IL.; General Technologies, Stafford, TX; Engineered Devices Corp. Ridgefield Park, NJ;
or equal.
2.5 MISCELLANEOUS MATERIALS
A. Curing Material / Evaporation Retarders: VOC compliant, colorless, diffusive, blend of
Sodium, Potassium and Meta Silicate and be able to retain water in concrete with minimal
loss during high temperatures and without rapid loss of moisture. Shall not contain wax,
resin or acid. Material shall be “L&M Cure” by Laticrete International, Inc., Bethany, CT;
“SealTight Med-Cure” by W.R. Meadows, Inc., Hampshire, IL.
B. Concrete Cleaning Solution: Shall be a commercial concrete cleaner containing solvents,
chloride acids and stain removers, with no more than 1.5% acid content. Solutions shall
be as follows:
1. Mild Cleaning: “Ghostshield MICRO-DEGREASER 1100”.
2. Light Duty Cleaning: “Ghostshield ECO-ETCH 1001”. Non-acid based cleaner.
3. Cleaning Solutions as supplied by Mackler Supply, Inc., Howell, NJ, 732.766.6835;
or equal.
4. Cleaning applications may or may not be required. Determination will be made by
the Architect on review of respective finish surfaces. Cleaning materials shall be
tested on mockup as directed by the Architect.
C. Concrete stain removers shall be as follows:
1. Rust stains: T#1087, T#1047.
1. Calcium stains: “Sure Klean 942 Limestone & Marble Cleaner”, or “Consolideck
PreKlean”.
2. Removers as recommended by PROSOCO, Lawrence, KS.
D. Water Repellent sealers shall be a low molecular, clear, oleophobic, penetrating silane
sealers.
1. Sealer shall be “Ghostshield Iso-Tek 8100”, or “Ghostshield Siloxa-Tek 8510.
2. Sealer for exterior high-density concrete shall be “Ghostshield Iso-Tek 8501” gel.
3. Water Repellant Sealers as supplied by Mackler Supply, Inc., Howell, NJ, phone
732.766.6835; or equal.
E. Edge Sealer: For field cut HDO plywood panel edges. Shall be “Edge-Flex 645” by Nox-
Crete Products Group, Omaha, NE; or equal.
F. Gasket adhesive remover shall completely remove any adhesive residue and shall not
discolor concrete surface. Remover shall be “Asphalt and tar remover – 509” by
PROSOCO, Lawrence, KS.
PART 3 - EXECUTION
3.1 CONCRETE MIXTURES
A. Comply with the requirements of Section 033000 for Cast-in-Place Concrete and as
specified herein. Architectural concrete shall have a minimum cementitious material
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content of 725 pounds per cubic yard and be either Conventional or Flowable/Self
Compacting Concrete (SCC) with a maximum slag content of 40% as part of an
approved design mix to obtain specified color.
1. SCC shall be considered with placement from top of form through a pump line
extending into the form cavity to the bottom of the form.
2. SCC shall be used in architectural concrete elements where the angle of the
formwork inhibits pump line access in an effective manner, and in formwork
where thickness precludes pump line from reaching the bottom of the form due to
reinforcement congestion, or other obstructions.
B. Design mix shall have a maximum ¾” size aggregate with maximum allowable sizes
according to ASTM C-33.
C. Mix shall be designed for minimum water content allowable: Optimum slump prior to
polycarboxylate admixture addition shall not exceed 3.0 inches.
1. Concrete fluidity shall be attained by the addition of a Water Reducing Admixture
to a maximum slump of 9” unless otherwise approved by EOR.
a. Conduct slump tests in accordance with ASTM C 143.
2. Flowable/Self-Compacting Concrete: Minimum slump/flow diameter of 20” for
flowable concrete and maximum slump/flow diameter of 30” for self-compacting
concrete. Slump/flow shall be determined by successful test placements on site,
which shall verify proper workability, pumpability, cohesiveness, finish, and
setting time.
a. Slump flow shall be measured in accordance with ASTM C1611 and Static
Stability shall be measured in accordance with ASTM C1712.
D. Shrinkage Limit:
1. Proportion all concrete for a maximum allowable length change as measured at
28 days after curing in lime-saturated water for seven days in accordance with
ASTM C 157 (using air storage thereafter).
E. Mix design shall designate the optimum duration of fluid stability for the mix for the
maximum discharge time planned.
F. The use of admixtures containing calcium chloride, thiocyanates or chloride ions in
excess of 0.05% by weight of cement is specifically prohibited.
3.2 FORMWORK
A. Fabrication:
1. Comply with the requirements of the Section Cast-in-Place Concrete, and as
specified herein.
2. Design formwork to permit easy removal. Prying against the concrete will not be
permitted. Care shall be taken so as not to damage the finished concrete
surface in cutting or removal of the forms.
3. The forms shall be completely rigid and strong enough to withstand without
deflection or elongation, movement or fluid loss at the high hydraulic pressures
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that result from the rapid filling and vibration required for architectural concrete
placing. Hydraulic pressures: Design formwork to limit deflections of plywood and
backup supports to L/300.
a. Formwork for concrete, 10 ft. high or less, shall be designed for a minimum
placement rate of 8 ft./hour. In forms higher than 10 feet formwork shall be
designed for a higher rating if the concrete set rate is determined by the
mix analysis to be fluid longer than the time of placement.
b. Formwork for SCC concrete shall be designed for full liquid head or a
higher rating if the concrete set rate is determined by the mix analysis to be
fluid longer than the time of placement.
4. Forms shall be fabricated so the concrete can be adequately placed, vibrated
and finished to achieve the specified finish.
5. Layout form ties, form joints and exposed embedment’s as shown on approved
Shop Drawings.
a. Ties: where placing loads are deemed excessive using locations shown, a
proposed tie layout shall be submitted for approval. No ties to fall on panel
butting seams.
b. Drill tie holes in form panels from contact face using brad point twist bit with
edge cutters (scribes circle edge prior to surface cutting).
c. Embedment’s: Conduit, junction boxes, and similar items are to be cast
into architectural concrete column as shown on the Drawing’s. No surface
mounted or exposed conduit, junction boxes, or similar items will be
permitted. Coordinate as required.
1) Securely and accurately locate and anchor embedment’s with correct
orientation. Anchor using screw type fasteners to provide
compression connection to prevent loss of concrete fluid or
movement of embedment. Seal or gasket at interface with form liner.
Wrap boxes, conduit connections and other points of possible
concrete fluid leakage with using resilient tape, make watertight.
6. Smooth Surfaces:
a. Edges of form panels shall be square, flat and sealed. Seal all cut edges
(end grain, including holes for ties) with specified edge sealer.
b. Install sealant in all fabricated butt joints of plastic overlay form panels to
prevent fluid loss. At butting plywood panel edges place a bead of
sealant (1/8" max) at back edge (away from contact face) of one panel
prior to butting interface edge surfaces. Take care not to allow sealant to
come in contact with form surface. Contact form surface shall be free of
sealant prior to casting concrete. Back fasten face panels with screws to
minimize the penetrations through the panels, achieving a rigid gang form.
Use one of the following:
1) Install a full backing sheet.
2) Install wood or metal clips at supports where face panel seams are
located and in other locations to maintain panel stability.
7. Transitions between adjacent planes of the architectural Cast-in-Place Concrete
column shall be without use of chamfers or radiused forms, unless otherwise
specifically shown on the Architectural Drawings.
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B. Form Erection:
1. General Requirements:
a. Use only form units that are in like new condition. Replace panels with
defects with new panels using fabrication procedures in 3.2.
b. Use screw type fastening and clamping devices to maintain alignment, and
to tightly close joints at corners of column. Apply pressure at joint to resist
concrete placing pressure as close to the joint as possible.
c. Gaskets shall be installed in formwork corner joints assembled in field.
Place the gasket within the form joint. Install gasket away from contact
edge 1/16” to 1/8”.
C. Coating of Forms: Prior to use, all form surfaces shall be coated with the specified form
release agent in accordance with the manufacturer's written instructions.
1. Coat evenly and remove excess material from form surface by polishing with a
damp absorbent cloth.
2. Surface applied with specified release agent shall not be oily to the touch.
3. Do not allow coating to come in contact with previously placed concrete or with
reinforcing steel.
D. Smooth Panels: Clean all formwork contact surfaces prior to use. Take care in
cleaning to not damage the high-density overlay surface.
3.3 FORMWORK ERECTION TOLERANCES
A. Finish Lines: Fabricate and position formwork to maintain hardened concrete finish lines
within the following allowable variations:
1. From designed edge elevation in 10 ft: +1/4 inch, - 0 inches
2. From designed vertical plane in 10 ft: +1/4 inch, - 0 inches
3. Cross-Sectional Dimensions: +1/4 inch, - 0 inches
4. Smooth form surface to surface at butt joint: Maximum variation of panel
thickness – Fabricate panel edges tight to back-up member.
5. It is the intent of this specification that the formwork will be erected in such a
manner that lines and surfaces are visually presentable without obvious defects.
3.4 REINFORCEMENT
A. Comply with the requirements of Cast-in-Place Concrete Reinforcement Section, and
as specified herein.
B. Support accessories are to be used at exposed vertical surfaces only when absolutely
necessary to maintain cover. Place “wheel” supports at walls no closer than 6 ft. apart.
It is the intention that the reinforcing will be erected and internally braced so that only
supports at the top and bottom of the form will be required to maintain cover
requirement. Multi-leg continuous chairs and beam supports are not permitted.
C. Layout reinforcement to assure a clear passage from top to bottom of column. Clear
passage shall be free of bands, ties, conduit and other obstructions to allow easy
insertion of the pump line to the bottom of the form.
D. Tie wire for reinforcing steel shall be tied in a manner so that wire ends will point away
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from the architectural formwork surface and not project into the clear cover area
between the bars and the form surface.
E. All reinforcing steel, including bands, shall be secured, with the specified cover
dimension, from the contact surface of the formwork prior to placing concrete as
follows:
1. Exterior column surface: Minimum 2”
3.5 MIXING AND TRANSPORTING CONCRETE
A. All concrete shall be on the site prior to starting the placement. The concrete shall be
completely discharged into the forms within the time determined by the design mixes to
be the optimum duration of fluid stability provided by the mix design. In no case will the
concrete be placed after excessive stiffening of the concrete has occurred. Discharge
trucks into the pump hopper or bucket at one time in a manner that will facilitate
continuous placement.
B. Maintain contact with supply vehicles for concrete delivery at all times. Adjust the
placement, accordingly, anticipating any delays that may affect placing requirements.
3.6 PLACING CONCRETE
A. Before placing concrete in the forms:
1. Verify that forms have met all requirements specified; that reinforcing steel,
embedded materials are in place and securely anchored; that forms are
absolutely clean and verify that entire preparation has been reviewed by the
Architect.
2. Truck and pump preparation:
a. Prior to discharging concrete into pump hopper perform following:
1) Mix concrete in drum for 1 minute per yard.
2) Allow to sit for 1 minute after mixing and discharging for testing or
placing into pump hopper.
3) Assure pump hopper mixing paddles are completely submerged into
the wet concrete at all times during placement.
4) Pump to be equipped with an air cuff to stop concrete when the end
of the discharge line is not submersed into wet concrete mix in the
form.
B. Cleaning and Protecting Formwork: Immediately prior to placing concrete, clean all
formwork interiors free of foreign material and debris.
1. Force debris out of forms prior to closing the last section with a jet stream of
compressed air and/or water. Where form openings are not available, collect
debris with vacuum cleaners and heavy-duty magnets. Remove all wire
clippings, sawdust and other debris from column.
2. Protect cleaned formwork if placing does not commence immediately, covering
openings with plastic sheeting.
3. In hot weather do not allow direct sunlight to heat forms before casting or during
curing to a temperature that will affect required surface presentation.
4. In cold weather do not cast concrete in forms where reinforcement or form
surfaces are at temperatures which will affect required placing and curing.
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C. Depositing Concrete:
1. Conventional Concrete:
a. Concrete for column shall be placed with pump line inserted onto the form
cavity to within one foot of the form bottom.
b. Deposit concrete as nearly as practical at its final position.
c. Do not drop concrete after concrete has initially covered end of discharge
line.
d. Place concrete by keeping pump hose into face of fresh concrete.
e. Deposit concrete in a continuous, consistent manner without delays or
interruptions.
2. Flowable/Self-Compacting Concrete:
a. Deposit SCC by inserting the pump hose into the form void at the center
point of the placement to the bottom.
b. Keep the end of the hose into the wet mix throughout the placement.
D. Consolidating Concrete:
1. Conventional Concrete:
a. Conventional concrete shall be consolidated by internal vibration.
Optimum diameter of vibrator head at shall be 1” to 1½”. Vibrator shall be
placed into the concrete vertically at a consistent spacing that will
thoroughly blend the deposits, remove entrapped air, and consolidate the
concrete. Vibrator head shall be inserted to a minimum depth of 3 x the
vibrator head length (or minimum 2 ft.). Insert vibrator head rapidly and
withdraw slowly and evenly to remove maximum amount of entrapped air
(optimum withdrawal speed approx. 2” to 4” per second). Do not jiggle
vibrator up and down during consolidation, use continuous and even
insertion and withdrawal of vibrator.
b. After topping out and leveling column, the concrete shall be allowed to set
10 to 15 minutes and then shall be given a final vibration of the top 20
inches. Immediately thereafter the top surface shall be finished as required.
This method is intended to remove as much of the entrapped air in the
placement as possible.
c. Caution must be exercised in using vibrators to prevent injury to the form
surface material or displacement of embedded items.
d. Keep one spare working vibrator on site at all times.
e. Tap form facing panels just below deposit area during consolidation with
pliable mallets. Strike in an even and consistent pattern to break up large,
entrapped air bubbles at the contact form face.
2. Flowable/Self-Compacting Concrete: Place concrete in such a manner that
vibration is not necessary to consolidate the concrete and will produce a surface
with minimal surface voids. Hammering form with rubber hammers and minor
vibration at some locations may be required. Amount of vibration necessary shall
be determined by successful test placements on site.
3.7 CURING AND FORM REMOVAL
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A. Cure concrete for a minimum of five days. Curing shall be required to keep a high
amount of mix water in the concrete and to curtail uneven and rapid moisture loss due
to differential ambient temperatures or dryness on all surfaces equally.
1. Cure concrete vertical surfaces when humidity is below 70%
2. Cure all concrete horizontal surfaces.
B. Curing of vertical surfaces:
1. Cure formed concrete surfaces by one of the following methods.
a. Immediately after stripping, fog the surface (fine mist nozzle on hose) and
apply the specified curing compound to all surfaces including top surface.
b. Cover forms and concrete while in curing period to protect from direct
sunlight.
c. Additional covering shall be used to insure protection from rain, in addition
to polyethylene or sealer.
C. Form Removal:
1. Comply with the stripping requirements of Cast-in-Place Concrete Section, and
as specified herein.
2. Care shall be taken so as not to mar the concrete surfaces and edges in
removing the forms.
3.8 FINISHES
A. Exposed work shall be finished with the approved finishes determined from sample
tests executed in Part 1 on the mock-up. Finishes shall be as specified herein where
indicated on the drawings. Minor defects may require fins to be removed (i.e., top
edges) or minor patching performed, however, it is the intent of this specification that
the work will be performed in such a manner that only the specified cleaning treatment,
water repellent application, and tie hole finishing will be required after stripping.
B. General: Prior to treating, surfaces shall receive the following preparation and cleanup.
1. Surfaces to receive treatment shall be a minimum of 14 days old. Surfaces can
be treated at end of project.
2. Remove all stains using an appropriate non-abrasive stain remover for each
ttype.
3. During operations, protect all adjacent work. At completion of day’s work leave
area clean. At completion of work, remove all equipment, waste and excess
material and leave area clean.
4. All treatments shall be applied to the mock-up surfaces as directed by the
Architect. Finish treatments shall be applied to the concrete column surface only
when and as directed by the Architect.
C. Treat the formed concrete surface with the following cleaning applications as
determined from tests on the mock-up in Part-1:
1. “Matte” Treatment for concrete surface:
a. Apply “Eco-Etch 1001 Non-Acid Based Surface Cleaner and Efflorescence
Remover” using a low-pressure pump sprayer in an even manner break to
break and joint to joint of surface, allow to set the required time, and
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thoroughly flush with pressure spray in a consistent manner. Pressure and
amount of flush water shall be as directed by the manufacturer.
b. Treatment shall produce a “matte” surface by slightly dulling the surface of
the cement skin. Treatment shall not expose any aggregate larger than that
passing a #30 sieve and shall be as determined from tests on the mock-up.
2. “Mild” Treatment for concrete surfaces:
a. After stripping the surface shall be treated for stain removal and cleaning
when directed by the architect.
b. Cleaning treatment shall be “Micro-Degreaser 1100”, or as determined
from tests on the mock-up.
D. Water Repellant Treatment for all architectural concrete surfaces:
1. Treat all exposed vertical column surfaces and exposed column top surface.
2. Surface receiving treatment shall be dry as required by the manufacturer's
instructions.
3. Surface receiving treatment shall be clean and free of stains and laitance.
4. Apply one wet coat of the approved sealer as per manufacturer’s instructions.
5. Where curing agent other than specified sodium silicate-based material used,
curing agent must be completely dissipated prior to application of sealer so that
sealer will be absorbed into the concrete. Test specified sealer in small area in
inconspicuous location to determine if concrete curing material has sufficiently
dissipated for proper application of sealer. Sealer representative shall certify the
sealer can be applied with maximum penetration applicable to guarantee on
surface where curing agent has been applied.
E. Efflorescence Treatment:
1. Required only if concrete emits white salts after stripping and prior to application
of final sealer.
2. Clean concrete using approved efflorescence cleaner according to
manufacturer’s instructions.
3. Apply approved sealer to surface immediately after cleaning per manufacturer’s
instructions.
4. If white surface appears the contractor shall notify the Architect immediately.
F. Formed Square Corner Edge Treatment: After concrete is hard use a fine masons
stone or fine grit sanding block on the edge to achieve an eased edge with a 1/16-inch
radius. Take care not to damage the adjacent surface. This applies to two adjacent
vertically formed corner surfaces and to a formed surface adjacent to a trowel finished
top surface. This treatment to be done only to edges as directed by the architect.
G. Tie Hole Treatment: Finish holes for approved ties as follows.
1. Fiberglass ties: Cut flush and smooth with the concrete surface without marring
the adjacent concrete surface. Use thin stainless-steel sheet with proper size
hole to shield concrete from damage. Cut using a multi-tool blade close to
surface.
2. At cone tie holes plug the hole with the following method as determined on the
mock-up:
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a. Fill the hole void with a color matching mortar and tool the hole to recess
the mortar surface in the hole, depth of recess to be determined by
Architect. Take care not to allow mortar to be in contact with finished
surfaces.
b. Fill the cone hole by tamping in the mortar to a dense filling and finish with
a dowel type tool with limiting collar to the recess required. Smooth the
recessed mortar. After finishing remove excess mortar.
c. Where through-the-column-tie holes occur, plug the holes with water stop
plug and spray foam, or fill with backer rod/fiberglass insulation material
and leave 2” void at end. Fill void with patching mortar as indicated above.
H. Patching: Only areas designated by the Architect shall be patched. Where minor
patching is required, as approved by the Architect as a means of rendering the surface
acceptable, it shall consist of patching with a texture matching technique and color
matching mortar mix. Test patches shall be placed on the mock-up or other approved
surface and be approved by the Architect prior to commencing any patching of the
work.
1. Final patching mortar shall be the approved Portland cement and Cement
Replacement Admixture in same proportions as for approved concrete color
sample, plus iron oxide color admixture as required to provide matching color.
Mix with water to a stiff consistency. Apply patch material with plastic trowel,
forcing patch material firmly into voids. Allow to dry so that patch overrun can be
rubbed off leaving original formed surface, but fill is not pulled from void when
wiped with a clean terrycloth towel. Leave flush, nearly invisible patch.
2. Where hole size too large for single pass (about 3/8” and greater) add fine sand
(#200) used in approved concrete mix to mixture to obtain mix stiff enough to
hold position, and fill void with slight recess, wipe and let cure a few hours.
Finish with a coat of the final patching mix as above.
3.9 PROTECTION
A. Protect Architectural Cast-in-Place Concrete column surfaces from damage of any
kind. Pay special attention to surfaces near work of other trades. Architectural
Concrete column surfaces shall be free of damage at the time of acceptance. Allowing
damage and patching or cleaning at end of project is not acceptable. Cover column
surfaces with a self-supporting stand-off panel system. Protection shall assure
protection from paint, oils, rust, stains, impact, or any other kind.
- END OF SECTION –
Revised per Addendum No. 1
Handel Architects, LLP Statler Hotel Porte Cochere Renovation
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Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS SLIDING AUTOMATIC DOORS
March 18, 2021 084229-1
SECTION 084229
SLIDING AUTOMATIC ENTRANCES
PART 1 GENERAL
1.1 GENERAL REQUIREMENTS
A. Work of this Section, as shown or specified, shall be in accordance with the
requirements of the Contract Documents.
1.2 SECTION INCLUDES
A. Work of this Section includes all labor, materials, equipment and services necessary to
complete the sliding automatic entrances as shown on the drawings and/or specified
herein, including the following:
1. Automatic sliding glass doors, sidelights and transoms.
2. Clad aluminum frames.
3. Glass and glazing for work of this Section.
4. All necessary steel or stainless steel where required to support, strengthen and/or
reinforce the work.
5. Sealants, caulking, joint fillers, gaskets, thermal isolating members, fasteners,
vents and weeps, weep tubes, closures, trim, as shown or as may be required
within the system.
6. Anchors, supporting members, reinforcing, bracing, stiffeners, gutters.
7. Protection and cleaning, as defined herein.
1.3 RELATED SECTIONS
A. Electrical - Division 26.
1.4 QUALITY ASSURANCE
A. ABHMA Standard: Provide automatic entrance doors complying with applicable
requirements of ANSI A156.10 (BHMA 1601), Power Operated Pedestrian Door
Standard.
B. UL Standard: Provide powered door operators complying with UL 325, Electric Door,
Drapery, Gate, Louver and Window Operators and Systems.
C. Automatic Door equipment accommodates up to the following weights for active
leaf door:
1. Bi-Parting Doors: 220 lb (100 kg) per active breakout leaf.
C. Automatic door equipment shall accommodate medium to heavy pedestrian traffic and
up to 250 lb. weight of doors.
D. Entrapment Force Requirements:
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CONSTRUCTION DOCUMENTS SLIDING AUTOMATIC DOORS
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1. Power-Operated Sliding Doors: Not more than 30 lbf (133 N) required to
prevent stopped door from closing.
2. Sliding doors provided with a breakaway device shall require no more than
50 lbf (222 N) applied 1 inch (25 mm) from the leading edge of the lock stile
for the breakout panel to open.
D.E. Emergency Exit Doors: Provide automatic door assemblies complying with
requirements of authorities having jurisdiction for doors serving as required components
in the means of egress, as certified by the manufacturer for application indicated.
E.F. Manufacturer's Qualifications: Provide units produced by a firm with not less than 5
years' successful experience in the fabrication of automatic entrance doors of type
required for this project.
F.G. Installer's Qualifications: Engage an Installer who is an authorized representative of the
automatic door manufacturer for both installation and maintenance of type of units
required for this project.
1. Minimum Experience: Not less than 5 years' experience in the installation and
service of automatic entrance doors of the same manufacturer.
2. Maintenance Proximity: Not more than 2 hours' normal travel time from Installer's
place of business and project site.
G.H. System must operate between -20 deg. F. and 180 deg. F.
I. Wind Load: Comply with Canopy Engineering Review report.
H. per Code.
I.J. U Value: Less than or equal to 1.
J.K. Drawings: Plans, elevations and details indicate spacings of members as well as profile
and similar dimensional requirements of automatic entrance doors. Minor deviations will
be accepted in order to utilize manufacturer's standard products when, in Architect's
sole judgment, such deviations do not materially detract from design concept or
intended performance.
1.5 SUBMITTALS
A. Product Data: Submit manufacturer's product data and standard details for automatic
door assembly, including fabrication, finishing, hardware, operators, accessories and
other components of the work. Include roughing-in diagrams, wiring diagrams, parts
lists, and maintenance instructions, as well as certified test data.
1. Templates and Diagrams: Furnish templates, diagrams and other data to
fabricators and installers of related work, as needed for coordination of automatic
entrance installation.
2. Wiring diagrams detailing wiring for power operator, signal, and control systems.
Clearly differentiate between manufacturer-installed and field-installed wiring.
3. Maintenance Data: Submit manufacturer's maintenance and service data for door
operators and control system including the name, address and telephone number
of the nearest authorized service representative.
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B. Shop Drawings: Submit shop drawings for fabrication and installation of automatic door
assembly and associated components of work. Indicate anchors, joint system,
expansion provisions, hardware, and other components not included in manufacturer's
standard data. Include glazing details.
C. Samples: Submit samples of required metal finish on 12" long sections of extrusions
and 6" squares of sheet/plate and glass. Where normal color and texture variations are
to be expected, include 2 or more units in each set of samples indicating limits of such
variations.
1.6 PROJECT CONDITIONS
A. Field Measurements: Verify actual dimensions of openings to receive automatic
entrances by field measurements before fabrication.
1.7 WARRANTY
A. Warranty: Manufacturer's standard form in which manufacturer agrees to repair or
replace components of automatic entrances that fail in materials or workmanship within
specified warranty period. Failures include, but are not limited to, structural failures
including excessive deflection, faulty operation of operators, controls, and hardware,
and deterioration of metals, metal finishes, and other materials beyond normal
weathering and use.
1. Warranty Period: Two (2) years from date of Substantial Completion.
PART 2 PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Manufacturer: Provide "ESA400 Fine300HP Telescopic Frame Type SO-SX-SX-SO"
clad aluminum framed glass automatic sliding door package as manufactured by Dorma
Automatics or comparable product made by Stanley, Horton Automatics or approved
equal.
2.2 MATERIALS
A. Aluminum
1. Extruded Aluminum: ASTM B 221; 6063 alloy, T5 temper typical, 6061 alloy, T6
temper for extruded structural members.
2. Sheet Aluminum: ASTM B 209, 5005 alloy, H15 or H34 temper.
B. Clad Finish: Cladding shall be factory finished at manufacturers facility using .36 thick
metal cladding panel surface utilizing tesa® 4965 tape. Heat and humidity resistant, the
specialized adhesive tape is comprised of a polyester backing coated on both sides with
a transparent modified acrylic adhesive and a tensile strength of 20 N/cm. tesa® 4965 is
recognized per UL standard 969. UL file: MH 18055.
1. Stainless Steel with No. 8 Mirror-like Finish.
C. Steel
1. Structural Shapes, Plates, and Bars: ASTM A 36.
2. Sheet Steel: ASTM A 924; galvanized to minimum G90.
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D. Steel Reinforcement: Reinforcement with corrosion-resistant primer complying with
SSPC-PS Guide No. 12.00 applied immediately after surface preparation and
pretreatment. Use surface preparation methods according to recommendations in
SSPC-SP COM and prepare surfaces according to applicable SSPC standard.
E. Glass
1. Glass for doors, sidelights and transoms shall be 3/8" thick clear tempered glass
conforming to ASTM C1036.
2. Setting Blocks: Neoprene or EPDM, 70 to 90 durometer hardness, having proven
compatibility with sealants used.
3. Edge Blocks or Spacers: Neoprene or EPDM, 40 to 60 durometer hardness,
having proven compatibility with sealants used.
F. Weatherstripping: Entrance manufacturer's standard types to suit application.
G. Sealants and Joint Fillers: As specified in Section 079200 "Joint Sealers."
H. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, noncorrosive,
nonstaining grout; complying with ASTM C 1107; of consistency suitable for application.
I. Bituminous Coating: Cold-applied asphalt emulsion complying with ASTM D 1187.
A. Fasteners and Accessories: Corrosion-resistant, nonstaining, nonbleeding fasteners
and accessories compatible with adjacent materials
2.3 AUTOMATIC SLIDING DOOR SYSTEM
A. Frames
1. All members shall be of extruded aluminum, minimum 0.125" thick. Frames shall
be complete factory assemblies, including sidelights and transoms. Exposed
fasteners are not acceptable. Exposed intersections/corner joinery shall be fully
welded, ground and polished to match adjacent material, providing a flush
seamless appearance.
2. Stops shall be a formed extension of the frame member and rail and shall
accommodate the required glass thickness. Interior glazing stop exposed
intersection/corner joinery shall be mitered and fully welded, ground and polished,
providing a complete frame with a flush seamless appearance. Interior glazing
stops shall be anchored with exposed fasteners finished to match.
B. Sliding-Door Carrier Assemblies and Overhead Roller Tracks: Carrier assembly that
allows vertical adjustment; consisting of nylon- or delrin-covered, ball-bearing-center
steel wheels operating on a continuous roller track, or ball-bearing-center steel wheels
operating on a nylon- or delrin-covered, continuous roller track. Support doors from
carrier assembly by cantilever and pivot assembly.
1. Rollers: Minimum of two ball-bearing roller wheels and two anti-rise rollers for each
active leaf.
2.4 ALUMINUM DOORS AND FRAMES
A. Doors and Frames: Extruded Aluminum, Alloy 6063-T5
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CONSTRUCTION DOCUMENTS SLIDING AUTOMATIC DOORS
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1. Door panels shall have a minimum .125 inch (3.2 mm) structural wall thickness
throughout entire extrusion length.
2. Door construct shall be by means of interlocking corner shear block cross
bolted.
3. The sliding door system shall include two interlocks securing the leading
stile of the sidelite and the butt stile of the sliding door together.
4. Vertical Stiles shall be: Medium Stile 4-1/2 inch
2. Header made from extruded aluminum and extending the full width of the
automatic door. (4 ½ ” wide by 7 1/2” depth) Header shall conceal all operable
parts, carrier assemblies and roller tracks. Unit is to have removable access panels
for adjustment and service of operator and controls.
3. The sliding door system shall include a full length interlocks securing the leading
stile of the sidelite and the butt stile of the sliding door together.
4. Panel Dimensions: All visible aluminum door micro stiles shall have a face
dimension of: pivot stiles 1-5/16 inch (33 mm), interlock stiles 1-3/16 inch (30 mm),
and lock stiles 31/32 inch (24.6 mm) plus an 11/32 inch (8.7 mm) neoprene nosing
for weather sealing. All visible door rails shall have a face dimension: bottom rails 3
7/16” inches (87mm) and tapered top rails of 6 3/8” (162mm) including the
breakout assembly and must be full height of door.
5. Weather stripping shall meet AAMA 701-11 Class A, slide in type, replaceable
nylon retained by the aluminum extrusions to reduce energy loss. The following
types of weather-stripping are required: nylon pile weather stripping on the door
bottoms; dual pile weather-stripping at sliding door lead edges; weather-stripping
between the carrier and header on the sliding doors; dual pile weather-stripping at
the interlock rails between the sliding door and sidelites; dual pile weather-weather-
stripping between the sidelites doors and the door jambs.
2.5 DOOR OPERATORS
A. Sliding Door Carrier Assemblies and Overhead Roller Tracks: Manufacturer's
standard carrier assembly that allows vertical adjustment; consisting of delrin-
covered, ball-bearing-center wheels operating on a continuous roller track.
Support doors from carrier assembly by adjustable cantilever and pivot
assembly.
1. Rollers: Minimum of two ball-bearing roller wheels and two antirise rollers
for each active leaf.
B. Operator and Controller: a system with an electro-mechanical operator and
microprocessor controller. Components consist of a DC permanent magnet
motor, self-lubricating drive system and a wear-free digital rotary encoder all
linked to a fully integrated digital microprocessor controller
1. Features:
a. Power opening and closing.
b. Drive System: belt
c. Adjustable opening and closing speeds.
d. Adjustable hold-open time between 0 and 30 seconds.
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Ithaca, New York
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CONSTRUCTION DOCUMENTS SLIDING AUTOMATIC DOORS
March 18, 2021 084229-6
e. Obstruction recycle.
f. Intergraded access control capabilities.
A. Motor/Gear Box Operator: Manufacturer’s standard self-contained electro/ mechanical
operator as recommended for door size, weight and movement, and for condition of
exposure.
B. Control Box: Microprocessor control box shall completely eliminate any rotary cam
mechanism or door position switches along the header. Speed controls shall be
adjustable for opening and closing speed. Adjustable time delay shall provide from one
(1) to thirty (30) seconds of door hold open. Control box shall have an adjustable safety
reverse feature as standard. The safety reverse function shall automatically reverse the
sliding door(s) to the full open position should a person or object be encountered during
the closing cycle. If the sliding door is obstructed during the opening cycle, the door
shall stop.
C. Activation Device:
1. Option #1 hardwired from entrance door to a push button at desk.
2. Option #2 Wireless Battery operated push button.
D. Safety Devices: Presence sensor mounted on each side of door header and two
photoelectric beams mounted in sidelite jambs to detect pedestrians in presence zone
and to prevent door from closing.
E.C. Door Switches: Interior side mounted program switches consisting of:
1. Main Switch-Auto-Close-Open, operates door in fully automatic mode, turns door
off, or keeps it fully open.
2. Exit Only Switch: on/off, only exit side activation device will initiate door opening.
3. Partial Opening Switch: on/off Energy saving opening mode limits the width
opening.
4. Switch: keyed
5. Entry Access After Hours (using card reader)
F.D. Controller shall provide a means to verify presence sensor functionality and the
connection between the controller and sensor(s) as required by the ANSI 156.10
standard. This closed loop monitoring system, upon detection of fault in the sensor or
wiring shall cause automatic operation to cease.
2.6 ACTIVATION AND SAFETY
A. Provide controls in accordance with ANSI/BHMA standard for condition of
exposure and for long-term, maintenance-free operation under normal traffic
load. Only safety systems (sensors) that have been tested and approved should
be used in conjunction with manufacturer systems and products.
B. Monitored Combination Motion/Presence Sensors: Self-contained units;
consisting of both motion and presence sensors in a single housing; adjustable
to provide detection field sizes and functions required by ANSI/BHMA A156.10.
1. Motion Sensor: K-band-frequency, doppler effect radar.
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Ithaca, New York
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS SLIDING AUTOMATIC DOORS
March 18, 2021 084229-7
a. Provide capability for switching between bidirectional and
unidirectional detection.
b. For one-way-traffic entrances, sensor on egress side shall not be active
when doors are fully closed.
2. Presence Sensor(s): Active infrared sensor shall provide two over lapping
zones that provide presence detection in the threshold while the door is in
the open position.
C. Activation Device:
D. Safety beams are not acceptable.
2.7 HARDWARE
A. General: Provide manufacturers standard hardware as required for proper door
operation.
B. Break away hardware are integral parts of the door design and are supplied by
the manufacturer to comply with applicable codes.
1. ESA 300T shall be provided with a limit arm on all break away panels to
prohibit doors from opening past 90 degrees.
C. Locking Hardware:
1. Deadbolts: Laminated-steel hook, mortise type, BHMA A156.5, Grade 1.
2. Two-Point Locking for Sliding Doors: Mechanism in stile of active door leaf
that automatically extends second lock-bolt into overhead carrier assembly.
a. Thumb turn Interior key exterior. [Keyed both sides] Lock indicators if
required by code.
D. Automatic Locking for Sliding Door: Electrically controlled device mounted in
header that automatically locks door against sliding when in closed position. Use
battery back up to insure enhanced level of security.
1. Include concealed, vertical-rod exit devices, UL 305, with latching into to
overhead carrier assembly and released by [Surface Mounted full-width
panic bar] [Flush Mounted panic bar] and that prevent emergency breakaway
doors from swinging and that permit emergency egress.
E. Threshold:
1. Sliding Door Threshold: Manufacturer’s standard threshold members and
bottom-guide track system, with a 3/8”diameter pin in a polyethylene covered
slot.
2.6 HARDWARE
A. Hardware: Provide all necessary hardware for the automatic door package, including
thresholds and floor or side guides.
B. Automatic Locking for Sliding Door: Electrically controlled device mounted in header that
automatically locks door against sliding when in closed position. Use battery back up to
insure enhanced level of security.
Handel Architects, LLP Statler Hotel Porte Cochere Renovation
Ithaca, New York
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS SLIDING AUTOMATIC DOORS
March 18, 2021 084229-8
C. Automatic Locking for Sliding Door: Electrically controlled device mounted in header that
automatically locks door against sliding when in closed position. Use battery back up to
insure enhanced level of security.
D. Energy-wise sealing at exterior doors, including:
1. Heavy-duty dual weather stripping on lock stile of sliding door.
2. Heavy-duty single weather stripping on all other door and panel stiles.
3. Adjustable nylon brush weather stripping sweeps on the bottom of all SX sliding
doors and any SO panels.
4. Energy-wise switch that allows door opening to be reduced on bi-parting sliders
only.
E. Sliding doors sliding on inside of swing out sidelites or sliding door shal be full breakway:
1. Security and Security Locks: Security locks shall be provided on sliding doors to
positively latch sliding doors to sidelites when sliding doors are in closed position.
Locks shall be equal to Adams Rite Security Lock MS1853A505. Sliding doors
shall have lock with thumb turn release on interior of sliding door to conform to
N.F.P.A. #101.
2. Floor Guides: Sliding doors shall slide in floor guides in the sidelite area.
3. Emergency Egress: Swing out exterior sidelites shall be provided to allow the
sliding door to swing out 90 deg. from any position in its cycle to comply with
N.F.P.A. #101.
4. Sliding doors and swing out exterior sidelites shall have limit arms to limit door or
sidelite to 90 deg. of opening to prevent damage to door, sidelite or pivot assembly.
F. Sliding doors sliding on outside of interior fixed sidelites or filler tubes with or without
swing out exterior sidelites:
1. Security and Fixed Interior Sidelite: The interior sidelite shall be fixed so that when
doors are in closed position and locked the automatic door package is secure.
Sliding doors shall have lock with thumb turn release on interior of sliding door to
conform to N.F.P.A. #101.
2. Side Guides: Sliding doors shall slide in side guides in the sidelite area using roller
bearing side guide pivot assemblies.
3. Emergency Egress: Sliding door shall slide on the exterior and shall swing out 90
deg. from any position in its cycle to comply with N.F.P.A. #101.
4. Sliding doors and swing out exterior sidelites shall have limit arms to limit door or
sidelite to 90 deg. of opening to prevent damage to door, sidelite or pivot assembly.
2.72.8 ELECTRICAL
A. 120 VAC, 60 Hz, 5 Amp service
B. Battery Backup Concealed in the door header case and capable of full operation
including sensor capabilities for 200 cycles.
Handel Architects, LLP Statler Hotel Porte Cochere Renovation
Ithaca, New York
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS SLIDING AUTOMATIC DOORS
March 18, 2021 084229-9
PART 3 EXECUTION
3.1 INSPECTION
A. Examine the areas and conditions where the automatic door assembly is to be installed
and correct any conditions detrimental to the proper and timely completion of the work.
Do not proceed with the work until unsatisfactory conditions have been corrected.
3.2 INSTALLATION
A. Comply with the manufacturer's specifications and recommendations.
B. Set units plumb, level and true to line, without warp or rack of frame or door. Anchor
securely in place. Separate aluminum and other corrodible metal surfaces from sources
of corrosion or electrolytic action at points of contact with other materials.
C. Set sill members in a bed of sealant or with joint fillers or gaskets as indicated to provide
weathertight construction.
D. Install complete door operator system in accordance with manufacturer's instructions,
including controls and control wiring.
E. Set tracks, header assemblies, operating brackets, rails and guides level and true to
location, with adequate anchorage for permanent support.
3.3 ADJUST AND CLEAN
A. After repeated operation of completed installation equivalent to 3 days use by normal
traffic (100 to 300 cycles), readjust door operator and controls for optimum operating
condition and safety. Lubricate operating equipment and clean exposed surfaces.
B. Clean metal surfaces promptly after installation. Remove excess glazing and sealant
compounds, dirt and other substances.
C. Institute protective measures and other precautions required to assure that automatic
entrance assembly will be without damage or deterioration, other than normal
weathering, at time of substantial completion.
END OF SECTION
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 1
SECTION 321313
CEMENT CONCRETE PAVEMENT
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
B. Examine all Drawings and all other Sections of the Specifications for requirements
therein affecting the Work of this Section.
C. Coordinate work with that of all other trades affecting or affected by work of the Section.
Cooperate with such trades to assure steady progress of all work under the Contract.
1.2 SUMMARY
A. Section includes:
1. Exterior cement concrete pavement for walkways.
2. Sand blasted finish.
B. Related Sections include the following:
1. Division 31 Section “Earthwork” for subgrade preparation, grading, and base
course.
1.3 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of
blended hydraulic cement, expansive hydraulic cement, fly ash and other pozzolans,
ground granulated blast-furnace slag, and silica fume.
1.4 SUBMITTALS
A. Product Data: For each type of manufactured material and product indicated.
B. Design Mixes: For each concrete pavement mix. Submit proposed concrete design mix
together with name and location of batching plant at least 28 days prior to the start of
concrete work. Include alternate mix designs (subject to review by Landscape Architect)
when characteristics of materials, project conditions, weather, test results, or other
circumstances warrant adjustments.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 2
1. Indicate amounts of water to be withheld for later addition at Project site (generally
all water shall be added to transit mixer at batch plant).
C. Shop drawings: Submit shop drawings of proposed concrete pavement pattern and
layout including expansion joint locations.
D. Material Test Reports: From a qualified testing agency indicating and interpreting test
results for compliance of the following with requirements indicated, based on
comprehensive testing of current materials:
E. Material Certificates: Signed by manufacturers certifying that each of the following
materials complies with requirements:
1. Cementitious materials and aggregates.
a. Provide brand and manufacturer’s name
b. Provide a test performed within the previous month for Alkali-Silica Reaction
in aggregates.
2. Form materials and form-release agents.
3. Fiber reinforcement.
4. Steel reinforcement and reinforcement accessories.
5. Admixtures.
6. Sealing compounds.
7. Applied finish materials.
8. Adhesives and epoxies.
9. Joint fillers.
10. Joint-filler strips.
11. Repair materials.
12. ADA detectable warning surface.
1.5 QUALITY ASSURANCE
A. Installer Qualifications: An experienced installer who has completed pavement work
similar in material, design, and extent to that indicated for this Project and whose work
has resulted in construction with a record of successful in-service performance.
B. Manufacturer Qualifications: Manufacturer of ready-mixed concrete products complying
with ASTM C 94 requirements for production facilities and equipment.
1. Manufacturer must be certified according to the National Ready Mix Concrete
Association’s Plant Certification Program.
C. Testing Agency Qualifications: An independent testing agency, acceptable to authorities
having jurisdiction, qualified according to ASTM C 1077 and ASTM E 329 to conduct the
testing indicated, as documented according to ASTM E 548.
1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing
Technician, Grade 1, according to ACI CP-1 or an equivalent certification program.
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Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
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D. Source Limitations: Obtain each type or class of cementitious material of the same brand
from the same manufacturer’s plant and each aggregate from one source, and each
admixture from the same manufacturer.
E. Welding: Qualify procedures and personnel according to AWS D1.4, “Structural Welding
Code-Reinforcing Steel.”
F. ACI Publications: Comply with the following, unless more stringent provisions are
indicated:
1. ACI 301, “Specification for Structural Concrete.”
2. ACI 117, “Specifications for Tolerances for Concrete Construction and Materials.”
G. Concrete Testing Service: Owner to engage a qualified independent testing agency to
perform material evaluation tests and to design concrete mixes.
H. Pre-installation Conference: Conduct conference at Project site to include Owner,
Landscape Architect, General Contractor and Concrete Subcontractor.
1. Before submitting design mixes, review concrete mix design and examine
procedures for ensuring quality of concrete materials. Require representatives of
each entity directly concerned with cast-in-place are to attend, including the
following:
a. Contractor’s superintendent.
b. Independent testing agency responsible for concrete design mixes.
c. Ready-mix concrete producer.
d. Concrete subcontractor.
H. A mandatory meeting will be held in advance of commencing concrete placement
on all University Capital Projects, or as determined by Facilities Engineering. The
meeting shall include representatives from the architect or engineer, contractors,
material suppliers, owner’s testing agency, Civil Section of Facilities Engineering,
and University project management team. The purpose of the meeting will be to
discuss concrete procedures and mitigating risks to the project. Furthermore, the
design team shall identify critical concrete components of the structure and
critical service conditions. Collectively the attendees will establish and coordinate
procedures to best address these items. Key points would include mitigating
weather conditions including high evaporability, proper curing procedures,
minimizing shrinkage cracking, mix design, cement paste content, aggregate
gradation, placement and finishing techniques, protecting base course prior to
slab on grade placement, flatness/levelness criteria, construction joints, vapor
barriers, list of critical items for inspection, water control, communication, and key
concrete tolerances.
2.1. Layout of all walkways shall be reviewed to ensure alignments as demonstrated
on Contract Documents.
3.2. Scoring patterns and layout shall be reviewed prior to execution.
I. Fiber reinforcement manufacturer shall provide representative for first placement (pre-
pour, on-site, or at ready-mix plant) as required.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 4
1.6 TEST PLACEMENT SECTION: CONCRETE WALKS AND DRIVES
A. Contractor shall prepare a test placement at minimum equal to 10 linear foot of sidewalk
at the design width. The purpose of this test placement is to become familiar with the
materials, the consistency, admixtures, fibers and other reinforcing, etc. in addition to the
finishing requirements which may include consolidating, floating, broom finish, etc.
1. The Test Placement may be included as part of the finished work at the Approval
of the Owner’s Representative.
2. Subsequent placements shall be staggered such that the test section can be
placed and finished to meet the Owner’s requirements. Any placement prior to
acceptance of the text section may be required to be removed and replaced at the
Contractor’s expense.
3. Removal of test sections not approved for incorporation into the final work shall be
the responsibility of the Contractor.
B. Mockups: Template-Sandblasted Concrete. Cast mockups of 2’ x 3’ sections of
template-sandblasted concrete pavement to demonstrate typical surface finish, texture,
and standard of workmanship.
1. Test panels shall be prepared for the specified finishes using a test stencil with the
same characteristics as the main stencil. The Contractor shall modify abrasive
materials, gradation, or application methods in order to achieve the specified finish.
2. Mockups to display both a light broom finish and one of the following template-
sandblasted finishes.
3. Quantity:
a. One (1) mockup with a rectangular 6-inch light broom finish border around a
brush sandblasted finish.
b. One (1) mockup with a rectangular 6-inch light broom finish border around a
light sandblasted finish
c. One (1) mockup with a rectangular 6-inch light broom finish border around a
medium sandblasted finish.
4. Build mockups for selection only as directed by the Landscape Architect and
University Representative.
5. Notify Landscape Architect seven days in advance of dates and times when
mockups will be constructed.
6. Obtain Landscape Architect's approval of mockups before starting construction.
a. Mockups may be repeated up to five (5) times to demonstrate and refine
finish, texture, and standard of workmanship.
7. Maintain approved mockups during construction in an undisturbed condition as a
standard for judging the completed pavement.
8. Demolish and remove approved mockups from the site when directed by Architect.
1.7 DELIVERY STORAGE AND HANDLING
A. Deliver, store and handle steel reinforcement to prevent bending and damage.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 5
1.8 PROJECT CONDITIONS
A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other
construction activities and access to the building.
PART 2 - PRODUCTS
2.1 STEEL REINFORCEMENT
A. Galvanized Welded Wire Reinforcement: ASTM A1064 and ASTM A641, fabricated
from as-drawn steel wire into flat sheets.
B. Epoxy-Coated Reinforcement Bars: ASTM A 775; with ASTM A 615, Grade 60, bars.
2.1 FIBER REINFORCEMENT
A. Synthetic Fiber: Macro-synthetic fibers shall be manufactured specifically for the
reinforcement of concrete and be in accordance with ASTM 1116, Class III. Fibers
shall provide temperature and shrinkage reinforcement, provide moderate benefits to
reduce cracking, and increase toughness of concrete.
B. Fibers shall be grey color, virgin polypropylene/co-polymer blend, 2” minimum length,
and designed for broom finished concrete and be designed to take the place of traditional
6 x 6, W 2.9 W2.9 mesh. Use at minimum 4 pounds / cubic yard. Micro-synthetic and
cellulose fibers shall not be permitted. Fiber reinforcement manufacturer shall provide
representative for first placement (pre-pour, on-site, or at ready-mix plant) as required.
1. Available Products:
a. Forta-Ferro by Forta, Grove City, PA, (800) 245-0306, www.forta-ferro.com
b. ICF M Macro Plus, by ICF Concrete Additives, Warren, NJ (908) 293-8280,
www.icfconcreteaddiitves.com
c. Strux by Grace Construction Products, Cambridge, MA, (877)423-6491,
www.gcpat.com
d. Tuf-Strand by Euclid Chemical Company, Cleveland, OH, (800) 321-7628,
www.euclidchemical.com
e. Approved equivalent.
C. Supplier shall adjust mix at plant to account for changes in slump after addition of fibers,
possibly requiring need for water reducers or other admixture to assure workability on
the jobsite. Required Water Cement Ratio shall not be changed.
2.2 REINFORCEMENT ACCESSORIES
A. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcement bars, welded wire fabric, and dowels in place. Manufacture bar
supports according to CRSI’s “Manual of Standard Practice” from steel wire, plastic, or
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 6
precast concrete or fiber-reinforced concrete of greater compressive strength than
concrete, and as follows:
1. Equip wire bar supports with sand plates or horizontal runners where base material
will not support chair legs.
B. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating; compatible with epoxy
coating on reinforcement and complying with ASTM A 775/A 775M.
2.3 CONCRETE MATERIALS
A. General: Use the same brand and type of cementitious material from the same
manufacturer throughout the Project.
B. Portland Cement: ASTM C 150, Type I or II.
1. Fly Ash: ASTM C 618, Class F or C.
C. Normal Weight Aggregate: ASTM C 33, uniformly graded, from a single source, as
follows:
1. Class: Severe weathering region, but not less than 3S.
2. Nominal Maximum Aggregate Size: 1 inch (38mm) Refer to design mix.
3. Combined Aggregate Gradation: Well-graded from coarsest to finest with not more
that 18 percent and not less than 10 percent retained on an individual sieve, except
that less than 8 percent may be retained on sieves finer than No. 5 (0.3mm).
4. Do not use fine or coarse aggregates containing substances that cause spalling.
D. Water: ASTM C 94.
2.4 ADMIXTURES
A. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible
with other admixtures and that will not contribute water-soluble chloride ions exceeding
those permitted in hardened concrete. Do not use calcium chloride or admixtures
containing calcium chloride. Refer to design mixes.
B. Air-Entraining Admixture: ASTM C 260.
C. High-Range, Water-Reducing Admixture: ASTM C 494, Type F.
D. Water-Reducing and Retarding Admixture: ASTM C 494, Type A.
2.5 CURING MATERIALS
A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf,
weighing approximately 9 oz./sq. yd. (305 g/sq. m) dry.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 7
B.A. Moisture-Retaining Cover: ASTM C 171, or white burlap-polyethylene sheet.
C.B. Water: Potable.
D.C. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for
application to fresh concrete.
1. Products: Subject to compliance with requirements, provide one of the following:
a. Cimfilm; Axim Concrete Technologies.
b. Finishing Aid Concentrate; Burke Group, LLC (The).
c. Spray-Film; ChemMasters.
d. Aquafilm; Conspec Marketing & Manufacturing Co., Inc.
e. Sure Film; Dayton Superior Corporation.
f. Eucobar; Euclid Chemical Co.
g. Vapor Aid; Kaufman Products, Inc.
h. Lambco Skin; Lambert Corporation.
i. E-Con; L&M Construction Chemicals, Inc.
j. Confilm; Master Builders, Inc.
k. Waterhold; Metalcrete Industries.
l. Rich Film; Richmond Screw Anchor Co.
m. SikaFilm; Sika Corporation.
n. Finishing Aid; Symons Corporation.
E.D. Other moisture loss control – for prevention of moisture loss prior to the primary method
of curing:
1. “The Bean” - a soybean oil-based sealer/water repellant reduces surface color
markings from plastic sheeting, enhances strength and durability, but does not
reduce porosity.
F.E. Curing Compound: NOT PERMITTED.
2.6 JOINT SEALANT
A. Type SL Silicone Sealant for Concrete and Asphalt: Single-component, low-modulus,
neutral-curing, self-leveling silicone sealant complying with ASTM D 5893 for Type SL.
1. Available Products:
a. Crafco Inc.; RoadSaver Silicone SL.
b. Dow Corning Corporation; 890-SL.
2.7 JOINT-SEALANT BACKER MATERIALS
A. General: Provide joint-sealant backer materials that are nonstaining; are compatible with
joint substrates, sealants, primers, and other joint fillers; and are approved for
applications indicated by joint-sealant manufacturer based on field experience and
laboratory testing.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 8
B. Round Backer Rods for Cold- and Hot-Applied Sealants: ASTM D 5249, Type 1, of
diameter and density required to control sealant depth and prevent bottom-side adhesion
of sealant.
2.8 RELATED MATERIALS
A. Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic
fiber.
B. Dowel alignment system:
1. Products
a. Speed Load PSD1/2x9LT, dowel sleeve in sizes for ½” x 18" dowel bar; by
Greenstreak Inc, 800-325-9504, or approved equal.
C. Clear, Waterborne, Membrane-Forming Sealing Compound: ASTM 1315, Type 1, Class
A.
1. Products: Subject to compliance with requirements, provide one of the following:
a. V-Seal 102 Winter Guard Penetrating Sealer
b. Approved equivalent.
2.9 CONCRETE MIXES
A. Prepare design mixes, proportioned according to ACI 211.1 and ACI 301, for each type
and strength of normal-weight concrete determined by either laboratory trial mixes or
field experience.
B. Use a qualified independent testing agency for preparing and reporting proposed mix
designs for the trial batch method.
C. Mix Design: W.F. Saunders & Son, Inc. (Tel. 315-469-3217) or approved equivalent.
Mix ID: LS51/705 (no water reducer mix)
1. Proportion mixes to provide concrete with the following properties:
a. Compressive Strength (28 Days): 5000 psi (27.6 MPa).
b. ESSROC Cement Co. Low Alkali Type I/II Portland Cement: 564 #/CY.
c. RMS Gravel Inc., Freeville NYSDOT Concrete Sand: 11800 #/CY
d. Marcellus NYSDOT Limestone : #1’s 3/4" (1645 #/CY)
e. ESSROC Cement Co. Ground Granulated Blast-Furnace Slag: 141 #/CY
f. Air Entrained: 6% +/- 1.5%.
g. MasterAir 100 BASF 0.5 oz
h. Water-Cement Ration Lbs / Lb: 0.41.
i. Curing: Moist cure for 7 days minimum with burlene or approved equivalent
j. **Air entrainment dosage to be adjusted for field conditions**
D. Cementitious Materials: Limit percentage, by weight, of cementitious materials other
than portland cement according to ACI 301 requirements for concrete exposed to deicing
chemicals.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 9
E. Limit water-soluble, chloride-ion content in hardened concrete to 0.15 percent by weight
of cement.
F. Admixtures: Use admixtures according to manufacturer's written instructions.
1. Use water reducing admixture or high-range water-reducing admixture
(superplasticizer) in concrete, as required, for placement and workability.
2. Use water-reducing and retarding admixture when required by high temperatures,
low humidity, or other adverse placement conditions.
G. Synthetic Fiber: Uniformly disperse in concrete mix at manufacturer's recommended
rate, but not less than 4.0 lb/cu. yd.
2.10 FABRICATING REINFORCEMENT
A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice."
2.11 CONCRETE MIXING
A. Ready-Mixed Concrete: Comply with requirements and with ASTM C 94. Furnish batch
ticket information to concrete testing representative.
1. When air temperature is between 85 deg F (30 deg C) and 90 deg F (32 deg C),
reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air
temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60
minutes.
2.12 ADA DETECTABLE WARNING SURFACE
A. ADA Detectable Warning Surface: Cast Iron Detectable Warning plate with a non-slip
texture on the travel surface. Material used to provide visual warning shall be an integral
part of the detectable warning surface. Visual contrast to meet the existing ADAAG
A4.2.9.2.
1. Detectable Warning Plate Model R-4984 by Neenah Foundry, 2121 Brooks
Avenue, Neenah, WE 54956, (800) 558-5075, www.nfco.com
PART 3 - EXECUTION
3.1 PREPARATION
A. Proof-roll prepared base surface to check for unstable areas and verify need for
additional compaction. Proceed with pavement only after nonconforming conditions
have been corrected and subgrade is ready to receive pavement.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
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B. Remove loose material from compacted base surface immediately before placing
concrete.
B.C. Place bond breaker at interface with granite curbing that abuts asphalt roadways.
3.2 EDGE FORMS AND SCREED CONSTRUCTION
A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for
pavement to required lines, grades, and elevations. Install forms to allow continuous
progress of work and so forms can remain in place at least 24 hours after concrete
placement.
B. Clean forms after each use and coat with form release agent to ensure separation from
concrete without damage.
3.3 FORMWORK
A. Design, erect, shore, brace, and maintain formwork, according to ACI 301, to support
vertical, lateral, static, and dynamic loads, and construction loads that might be applied,
until structure can support such loads.
B. Construct formwork so concrete members and structures are of size, shape, alignment,
elevation, and position indicated, within tolerance limits of ACI 117.
C. Limit concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as
follows:
1. Class A, 1/8 inch (3mm).
D. Construct forms tight enough to prevent loss of concrete mortar.
E. Fabricate forms for easy removal without hammering or prying against concrete
surfaces. Provide crush or wrecking plates where stripping may damage cast concrete
surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1
vertical.
1. Install keyways, reglets, recesses, and the like, for easy removal.
2. Do not use rust-stained steel form-facing material.
F. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required
elevations and slopes in finished concrete surfaces. Provide and secure units to support
screed strips; use strike-off templates or compacting-type screeds.
G. Provide temporary openings for cleanouts and inspection ports where interior of
formwork is inaccessible. Close openings with panels tightly fitted to forms and securely
braced to prevent loss on concrete mortar. Locate temporary openings in forms at
inconspicuous locations.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
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H. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and
bulkheads required in the Work. Determine sizes and locations from trades providing
such items.
I. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust,
dirt, and other debris just before placing concrete.
J. Retighten forms and bracing before placing concrete, as required, to prevent mortar
leaks and maintain proper alignment.
K. Coat contact surfaces of forms with form-release agent, according to manufacturer’s
written instructions, before placing reinforcement.
3.4 REMOVING AND REUSING FORMS
A. General: Formwork that does not support weight of concrete may be removed after
cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing
concrete, if concrete is hard enough to not be damaged by form-removal operations and
curing and protection operations are maintained.
B. Leave formwork that supports weight of concrete in place until concrete has achieved at
least 70 percent of its 28-day design compressive strength.
1. Determine compressive strength of in-place concrete by testing representative
field or laboratory cure test specimens according to ACI 301.
2. Remove forms only if shores have been arranged to permit removal of forms
without loosening or disturbing shores.
C. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated,
or otherwise damaged form-facing material will not be acceptable for exposed surfaces.
Apply new form-release agent.
D. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close
joints. Align and secure joints to avoid offsets. Do not use patched forms for exposed
concrete surfaces unless approved by Landscape Architect.
3.5 STEEL REINFORCEMENT
A. General: Comply with CRSI’s “Manual of Standard Practice” for fabricating
reinforcement and with recommendations in CRSI’s “Placing Reinforcing Bars” for
placing and supporting reinforcement.
1. Apply epoxy repair coating to uncoated or damaged surfaces of epoxy-coated
reinforcement.
B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing
materials.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
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C. Accurately position, support, and secure reinforcement against displacement. Locate
and support reinforcement with bar supports to maintain minimum concrete cover. Do
not tack weld crossing reinforcing bars.
1. Shop or field weld reinforcement according to AWS D1.4, where indicated.
D. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces.
E. Install fabricated bar mats in lengths as long as practicable. Handle units to keep them
flat and free of distortions. Straighten bends, kinks, and other irregularities, or replace
units as required before placement. Set mats for a minimum 2-inch (50-mm) overlap to
adjacent mats.
E.F. Welded wire reinforcement shall be supported with engineered supports (chairs)
such that the fabric stays in the top third of the slab, maintains proper cover, and
does not deform under the weight of any workers, traversing equipment, or
embedded objects such as heating coils and tubing.
3.6 JOINTS
A. General: Construct construction, isolation, and contraction joints and tool edgings true
to line with faces perpendicular to surface plane of concrete. Construct transverse joints
at right angles to centerline, unless otherwise indicated.
1. When joining existing pavement, place transverse joints to align with previously
placed joints, unless otherwise indicated.
B. Construction Joints: Install so strength and appearance of concrete is not impaired, at
locations indicated or approved by Landscape Architect. Refer to drawings for details.
Set construction joints at side and end terminations of pavement and at locations where
pavement operations are stopped for more than one-half hour, unless pavement
terminates at isolation joints.
1. Install epoxy coated dowel bars and plastic dowel sleeves at joints.
2. Continue reinforcement across construction joints, unless otherwise indicated. Do
not continue reinforcement through sides of pavement strips, unless otherwise
indicated.
3. Use a bonding agent at locations where fresh concrete is placed against hardened
or partially hardened concrete surfaces.
C. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints,
sectioning concrete into areas as indicated. Construct contraction joints for a depth
equal to at least one-fourth of concrete thickness as follows:
1. Sawed Joints: Form contraction joints with power saws equipped with shatterproof
abrasive or diamond-rimmed blades. Cut 1/8-inch- (3-mm-) wide joints into
concrete when cutting action will not tear, abrade, or otherwise damage surface
and before developing random contraction cracks, no fewer than 7 days.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
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D. Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at
slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade
beams, and other locations, as indicated.
1. Locate expansion joints at intervals of 30 feet, unless otherwise indicated.
2. Extend joint-filler strips full width and depth of joint, terminating flush with finished
concrete surface, unless otherwise indicated.
3. Terminate full-width joint-filler strips not less than ½ inch (13 mm) or more than 1
inch (25 mm) below finished concrete surface where joint sealants are indicated.
4. Install joint-filler strips in lengths as long as practicable. Where more than one
length is required, lace or clip sections together.
E. Doweled Joints: Install dowel bars and support assemblies at joints where indicated.
3.7 CONCRETE PLACEMENT FOR WALKS
A. Inspection: Before placing concrete, inspect and complete formwork installation,
reinforcement steel, and items to be embedded or cast in. Notify other trades to permit
installation of their work.
B. Remove snow, ice, or frost from subbase surface and reinforcement before placing
concrete. Do not place concrete on frozen surfaces.
C. Moisten subbase to provide a uniform dampened condition at the time concrete is
placed. Do not place concrete around manholes or other structures until they are at the
required finish elevation and alignment.
D. Comply with requirements and with recommendations in ACI 304R for measuring,
mixing, transporting, and placing concrete.
E. Do not add water to concrete during delivery, at Project site, or during placement.
F. Deposit and spread concrete in a continuous operation between transverse joints. Do
not push or drag concrete into place or use vibrators to move concrete into place.
G. Consolidate concrete by mechanical vibrating equipment supplemented by hand-
spading, rodding, or tamping. Use equipment and procedures to consolidate concrete
according to recommendations in ACI 309R.
H. Screed pavement surfaces with a straightedge and strike off. Commence initial floating
using bull floats or darbies to form an open textured and uniform surface plane before
excess moisture or bleed water appears on the surface. Do not further disturb concrete
surfaces before beginning finishing operations or spreading dry-shake surface
treatments.
I. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work
from physical damage or reduced strength that could be caused by frost, freezing
actions, or low temperatures.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
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1. When air temperature has fallen to or is expected to fall below 40 deg F (4.4 deg
C), uniformly heat water and aggregates before mixing to obtain a concrete mixture
temperature of not less than 50 deg F (10 deg C) and not more than 80 deg F (27
deg C) at point of placement.
2. Do not use frozen materials or materials containing ice or snow.
3. Do not use calcium chloride, salt, or other materials containing antifreeze agents
or chemical accelerators, unless otherwise specified and approved in mix designs.
J. Hot-Weather Placement: Place concrete according to recommendations in ACI 305R
and as follows when hot-weather conditions exist:
1. Cool ingredients before mixing to maintain concrete temperature at time of
placement below 90 deg F (32 deg C). Chilled mixing water or chopped ice may
be used to control temperature, provided water equivalent of ice is calculated to
total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor’s
option.
2. Cover reinforcement steel with water-soaked burlap so steel temperature will not
exceed ambient air temperature immediately before embedding in concrete.
3. Fog-spray forms, reinforcement steel, and subgrade just before placing concrete.
Keep subgrade moisture uniform without standing water, soft spots, or dry areas.
3.8 CONCRETE FINISHING FOR WALKS
A. General: Wetting of concrete surfaces during screeding, initial floating, or finishing
operations is prohibited.
B. Float Finish: Begin the second floating operation when bleed-water sheen has
disappeared and the concrete surface has stiffened sufficiently to permit operations.
Float surface with power-driven floats, or by hand floating if area is small or inaccessible
to power units. Finish surfaces to true planes. Cut down high spots, and fill low spots.
Refloat surface immediately to uniform granular texture.
1. Broom finishes: Apply nonslip, light and medium broom finishes to exterior
concrete walks where shown on plans. Immediately after float finishing, slightly
roughen concrete surface by brooming with fiber-bristle broom, perpendicular to
main traffic route. Coordinate required final finish with Landscape Architect prior
to application.
C. Template-Sandblast Finish: In locations as noted on plans, provide sandblasted finish
after concrete has cured and in pattern indicated on drawings. Final finish to match
accepted / selected mockup.
1. Blasting Operations and Requirements:
a. Apply sandblasted finish to exposed concrete surfaces where indicated.
b. The method of application shall be dry abrasive blasting in coordination with
the stencil manufacturer.
c. Equip the sandblasting unit with a recovery head or other similar vacuum
equipment to remove blasting medium and control dust.
d. Perform sand blasting at least 72 hours after placement of concrete.
Coordinate with formwork construction, concrete placement schedule, and
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
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formwork removal to ensure that surfaces to be blast finished are blasted at
the same age for uniform results.
e. Determine type of nozzle, nozzle pressure, and blasting techniques required
to match mockups.
f. Abrasive blast corners and edge of patterns carefully, using back-up boards,
to maintain uniform corner or edge line.
2. Depth of Cut: Use an abrasive grit of proper type and gradation to expose
aggregate and surrounding matrix surface to match mockups as follows:
a. Brush Sand Blast Finish: Remove cement matrix to expose face of fine
aggregate; no reveal.
b. Light Sand Blast Finish: Expose fine aggregate with occasional exposure of
coarse aggregate; maximum of 1/16” reveal.
c. Medium Sand Blast Finish: Generally expose coarse aggregate; 3/16” max
reveal.
3. Surface continuity: Perform sand blast finishing in as continuous an operation as
possible, utilizing the same work crew to maintain continuity of finish on each
surface or area of work.
4. Protection and repair:
a. Protect adjacent materials and finishes from dust, dirt, and other surface or
physical damage during abrasive blast finishing operations. Provide
protection as required and remove from site at completion of the work.
b. Repair or replace other work damaged by finishing operations.
5. Clean-up: Maintain control of concrete chips, dust, and debris in each area of the
work. Clean up and remove such material at the completion of each day of
operation. Prevent migration of airborne materials by use of tarpaulins, wind
breaks, and similar containing devices.
3.9 CONCRETE PROTECTION AND CURING
A. General: Protect freshly placed concrete from premature drying and excessive cold or
hot temperatures. Comply with ACI 306.1 for cold-weather protection and follow
recommendations in ACI 305R for hot-weather protection during curing.
B. All curing supplies shall be on project site prior to commencement of concrete placement.
This shall include identification of water supply, and all curing materials.
C. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed
surfaces, including slabs and other surfaces.
D. Commence curing activity as soon as concrete has set to a state where it cannot be
easily marred. Conditions may require application of an evaporation retarder to keep
surface from drying out during set time. Curing objective shall be to provide constant
water supply for concrete hydration through means and methods of the contractor. This
shall include a source of clean water available at all times. Avoid concentrated watering
that may erode the fresh concrete. If using hydrant water, flush any discolored water
prior to hooking up to soaker hoses or sprinkler/mister. Water can be turned off at times
during cure as long as it remains wet. Wet cure for 7 days and have personnel available
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
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at all times during that period to attend to curing issues that may arise. If curing has to
be cut short, due to circumstances and as directed by the University, apply specified
cure and seal product on moist concrete to continue curing process for remaining time.
Contractor shall submit detailed curing plan prior to planned placement.
E. Cure concrete according to ACI 308.1, by the following method:
1. Moisture Curing: Keep surfaces continuously moist for not less than seven days
with the following materials:
a. Water.
b. Absorptive cover, water saturated, and kept continuously wet. Cover
concrete surfaces and edges with 12-inch (300-mm) lap over adjacent
absorptive covers. Minimize cover contact with concrete to prevent staining.
2. Curing Compound: NOT PERMITTED
3.10 SEALER
A. Exterior Sealer: Apply two (2) coats of specified sealer to exterior concrete slabs, walks,
landings, steps, walls, ramps and curbs according to manufacturer’s directions. Apply
uniformly in a continuous operation by power spray or roller according to manufacturer's
written instructions. Recoat areas subjected to heavy rainfall within three hours after
initial application. Repeat process 24 hours later and apply a second coat. Maintain
continuity of coating and repair damage during curing period. If 7 day curing period is not
feasible, the VSeal 102 product can be applied to wet or moist concrete in accordance
to manufacturer’s recommendations.
3.11 INSTALLATION OF JOINT SEALANTS
A. General: Comply with joint-sealant manufacturer's written installation instructions for
products and applications indicated, unless more stringent requirements apply.
B. Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for use
of joint sealants as applicable to materials, applications, and conditions indicated.
C. Install backer materials of type indicated to support sealants during application and at
position required to produce cross-sectional shapes and depths of installed sealants
relative to joint widths that allow optimum sealant movement capability.
1. Do not leave gaps between ends of backer materials.
2. Do not stretch, twist, puncture, or tear backer materials.
3. Remove absorbent backer materials that have become wet before sealant
application and replace them with dry materials.
D. Install sealants using proven techniques that comply with the following and at the same
time backings are installed:
1. Place sealants so they directly contact and fully wet joint substrates.
2. Completely fill recesses provided for each joint configuration.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 17
3. Produce uniform, cross-sectional shapes and depths relative to joint widths that
allow optimum sealant movement capability.
E. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning
or curing begins, tool sealants according to requirements specified below to form
smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure
contact and adhesion of sealant with sides of joint.
1. Remove excess sealants from surfaces adjacent to joint.
2. Use tooling agents that are approved in writing by joint-sealant manufacturer and
that do not discolor sealants or adjacent surfaces.
F. Provide joint configuration to comply with joint-sealant manufacturer's written
instructions, unless otherwise indicated.
G. Provide recessed joint configuration for silicone sealants of recess depth and at locations
indicated.
3.12 CONCRETE SURFACE REPAIRS
A. Defective Concrete: Repair and patch defective areas when approved by Landscape
Architect. Remove and replace concrete that cannot be repaired and patched to
Landscape Architect's approval.
B. Repairing Formed Surfaces: Surface defects include color and texture irregularities,
cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the
surface, and stains and other discolorations that cannot be removed by cleaning.
1. Immediately after form removal, cut out honeycombs, rock pockets, and voids
more than ½ inch (13 mm) in any dimension in solid concrete, but not less than 1
inch (25 mm) in depth. Make edges of cuts perpendicular to concrete surface.
Clean, dampen with water, and brush-coat holes and voids with bonding agent.
Fill and compact with patching mortar before bonding agent has dried. Fill form-
tie voids with patching mortar or cone plugs secured in place with bonding agent.
2. Repair defects on surfaces exposed to view by blending white portland cement
and standard portland cement so that, when dry, patching mortar will match
surrounding color. Patch a test area at inconspicuous locations to verify mixture
and color match before proceeding with patching. Compact mortar in place and
strike off slightly higher than surrounding surface.
3. Repair defects on concealed formed surfaces that affect concrete's durability and
structural performance as determined by Landscape Architect.
C. Perform structural repairs of concrete, subject to Landscape Architect's approval, using
epoxy adhesive and patching mortar.
D. Repair materials and installation not specified above may be used, subject to Landscape
Architect's approval
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 18
3.13 PAVEMENT TOLERANCES
A. Comply with tolerances of ACI 117 and as follows:
1. Elevation: 1/4 inch (6 mm).
2. Thickness: Plus 3/8 inch (9 mm), minus 1/4 inch (6 mm).
3. Surface: Gap below 10-foot-long, unleveled straightedge not to exceed 1/4 inch
(6 mm).
4. Joint Spacing: 3 inches (75 mm).
5. Contraction Joint Depth: Plus 1/4 inch (6 mm), no minus.
6. Joint Width: Plus 1/8 inch (3 mm), no minus.
3.14 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified independent testing and inspection
agency to sample materials, perform tests, and submit test reports during concrete
placement according to requirements specified in this Article.
B. Testing Services: Testing of composite samples of fresh concrete obtained according
to ASTM C172 shall be performed according to the following requirements:
1. Testing Frequency: Obtain at least one composite sample for each 100 cu. yd.
(76 cu. m) or fraction thereof of each concrete mixture placed each day.
a. When frequency of testing will provide fewer than five compressive-strength
tests for each concrete mixture, testing shall be conducted from at least five
randomly selected batches or from each batch if fewer than five are used.
2. Slump: ASTM C 143/C 143M; one test at point of placement for each composite
sample, but not less than one test for each day's pour of each concrete mixture.
Perform additional tests when concrete consistency appears to change. SLUMP
TEST IS ONLY FOR CONSISTENCY, NOT FOR DETERMINATION OF
ACCEPTABLE WATER CONTENT.
3. Air Content: ASTM C 231, pressure method, for normal weight concrete; ASTM
C173, volumetric method, for structural lightweight concrete; one test for each
composite sample, but not less than one test for each day’s pour of each type of
air-entrained concrete.
4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40
deg F (4.4 deg C) and below and when 80 deg F (27 deg C) and above, and one
test for each set of compressive-strength specimens.
5. Unit Weight: ASTM C567, fresh unit weight of structural lightweight concrete; one
test for each composite sample, but not less than one test for each day’s pour of
each concrete mix.
6. Compression Test Specimens: ASTM C 31/C 31M; one set of five standard
cylinders for each compressive-strength test, unless otherwise indicated.
Cylinders shall be molded and stored for laboratory-cured test specimens unless
field-cured test specimens are required.
7. Compressive-Strength Tests: ASTM C 39;
a. Test two field-cured specimens at 7 days and two at 28 days.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
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b. A compressive strength test shall average compressive strength from two
specimens obtained from the same composite sample and tested at age
indicated.
8. When strength of field-cured cylinders is less than 85 percent of companion
laboratory-cured cylinders, current operations shall be evaluated and corrective
procedures shall be provided for protecting and curing in-place concrete.
9. Strength level of concrete will be considered satisfactory if averages of sets of
three consecutive compressive-strength test results equal or exceed specified
compressive strength and no individual compressive-strength test result falls
below specified compressive strength by more than 500 psi (3.4 MPa).
C. Test results shall be reported in writing to Landscape Architect, concrete manufacturer,
and Contractor within 48 hours of testing. Reports of compressive-strength tests shall
contain Project identification name and number, date of concrete placement, name of
concrete testing agency, concrete type and class, location of concrete batch in
pavement, design compressive strength at 28 days, concrete mix proportions and
materials, compressive breaking strength, and type of break for both 7- and 28-day tests.
D. Nondestructive testing: Impact hammer, sonoscope, or other nondestructive device may
be permitted by Landscape Architect but will not be used as sole basis for approval or
rejection of concrete.
E. Additional Tests: At Contractor’s expense, testing agency shall make additional tests of
the concrete when test results indicate slump, air entrainment, concrete strengths, or
other requirements have not been met, as directed by Landscape Architect. Testing
agency may conduct tests to determine adequacy of concrete by cored cylinders
complying with ASTM C 42, or by other methods as directed by Landscape Architect.
3.15 CLEANING
A. Clean off excess sealants or sealant smears adjacent to joints as the Work progresses
by methods and with cleaning materials approved by manufacturers of joint sealants and
of products in which joints occur.
3.16 REPAIRS AND PROTECTION
A. Remove and replace concrete pavement that is broken, damaged, or defective, or does
not meet requirements in this Section.
B. Drill test cores where directed by Landscape Architect when necessary to determine
magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement
areas with portland cement concrete bonded to pavement with epoxy adhesive.
C. Protect concrete from damage. Exclude traffic from pavement for at least 14 days after
placement. When construction traffic is permitted, maintain pavement as clean as
possible by removing surface stains and spillage of materials as they occur.
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
Trowbridge Wolf Michaels Landscape Architects Cornell Statler
Issuance: Addendum 01 - 04/09/2021
CEMENT CONCRETE PAVEMENT
321313 - 20
D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material.
Sweep concrete pavement not more than two days before date scheduled for Substantial
Completion inspections.
E. Protect joint sealants during and after curing period from contact with contaminating
substances and from damage resulting from construction operations or other causes so
sealants are without deterioration or damage at time of Substantial Completion. If,
despite such protection, damage or deterioration occurs, cut out and remove damaged
or deteriorated joint sealants immediately and replace with joint sealant so installations
with repaired areas are indistinguishable from the original work.
END OF SECTION 321313
Revised per Addendum No. 1
CONSTRUCTION DOCUMENTS
March 18, 2021
New York Office Eckersley O’Callaghan & Partners LLC, 26 Broadway, Suite 1306, New York, NY 10004 +1 646 756 4731 eocengineers.com
Canopy Engineering Review,
The Statler Hotel, Cornell University,
Ithaca, NY 14850
CANOPY ENGINEERING SUBMITTAL – BASIS OF DESIGN
Issue 2
Project Number: 221025
Report Issue Date: 07 April 2021
Report Issue Status For Information
Prepared by: PK
Checked by: YU
Contents
1 Project Description 2
2 General Performance Criteria 2
2.1 Relevant Codes & Criteria 2
2.1.1 Structural Design Criteria 2
2.1.1.1 Dead Loads (DL) 2
2.1.1.2 Wind Loads (WL) 2
2.1.1.3 Snow Loads (SL) 6
2.1.1.4 Seismic Loads (EQ) 7
2.1.1.5 Load Combinations, 7
2.1.1.6 Canopy Deflection Criteria 7
2.2 Material Properties 7
2.2.1 Glass Design Parameters 8
2.2.1.1 Allowable stresses, ASTM E1300 8
2.2.1.2 Glass load duration factors, ASTM E-1300 8
2.2.1.3 Minimum Glass Thickness, ASTM E1300 8
2.2.1.4 Interlayer Properties 8
2.2.1.5 Frit Reduction Factor 9
2.2.2 Schedule of Materials & Properties 10
3 Main Canopy System Design 10
3.1 General Layout 10
3.2 Glazing Attachment 12
3.3 Glass & Framing Assembly Check 14
4 Entry Canopy System Design 20
4.1 General Layout 20
4.2 Glass & Framing Assembly Check 20
5 Precedent Projects 24
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CANOPY ENGINEERING SUBMITTAL –
BASIS OF DESIGN
Issue 2 - For Information 07 April 2021 2 of 27
1 Project Description
Eckersley O’Callaghan & Ptrs, LLC has been engaged By Handel Architects, LLP to review the canopy glazing design
and engineering relating to the custom steel framed and glass canopy located at the Statler Hotel at Cornell University,
Ithaca, NY.
Calculations have been performed to the standards of New York State Building Code 2010.
This report addresses structural design of the glass and hardware components only. Determination of the primary
structure and main canopy structure is assumed by others and is excluded.
2 General Performance Criteria
2.1 Relevant Codes & Criteria
The following codes and references have been used for the façade design:
General Design Criteria:
o New York State Building Code, 2020
o ASCE 7-16 (Minimum Design Loads for Buildings and Other Structures)
• Steel Design: AISC Steel Construction Manual, 15th Edition
• Stainless Steel Design: AISC Design Guide 27, Structural Stainless Steel
• Aluminum Design: The Aluminum Design Manual, The Aluminum Association, 2015
• Glass Design: ASTM E1300-12, Standard Practice for Determining Load Resistance of Glass in Buildings
• Project Specifications and Drawings
2.1.1 Structural Design Criteria
2.1.1.1 Dead Loads (DL)
Dead Loads are based on member self-weights using the following densities:
Concrete 150 lbs / ft3
Stainless Steel 500 lbs / ft3
Steel 490 lbs / ft3
Aluminum 170 lbs / ft3
Glass 156 lbs / ft3
2.1.1.2 Wind Loads (WL)
For the purposes of determining the glazing wind loads, the canopy is conservatively considered as an open building with
an unobstructed free flow below, in accordance with ASCE7-16 27.3.2.
CANOPY ENGINEERING SUBMITTAL –
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Basic Wind speed = 116mph
Building Category = III (Revised per FM Global)
Directionality factor, Kd = 0.85
Exposure category C (Revised per FM Global)
Topographic Factor, Kzt = 1.0
Building Enclosure Open
Canopy width normal to wind = 64.5’
Canopy length normal to parallel to wind = 27’
Canopy ht = 17.5’
Min. edge distance, amin = 0.04x27 or 3’ = 3’
Edge distance, a = the lesser of (0.1x27, 0.4x16) or amin = 3’
Tributary area = 13’ x 4’ = 52ft2
Net pressure coeff., CN= +1.2/-1.1
Velocity Pressure Coeff., Kh = 0.875
Velocity pressure, qh = 25.7psf
Glazing Panel Wind Load (Ultimate) Zone 1 / 2 / 3 = +30.9 / -28.3psf
For local element loads (Ultimate):
Force coefficient, CF = 2.0
Local element wind load = 51.4psf
Element force to 12” HSS = 51.4lbs/ft
Element force to 30” spine beam = 129lbs/ft
Element force to concrete pier (80” tapered to 42”) = 343 reducing to 180lbs/ft
Glazing Panel Wind Load (ASD) Zone 1 / 2 / 3 = +18.6 / -17.0psf
For local element loads (ASD):
Local element wind load = 30.9psf
Element force to 12” HSS = 30.9lbs/ft
Element force to 30” spine beam = 78lbs/ft
Element force to concrete pier (80” tapered to 42”) = 206 reducing to 108lbs/ft
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Wind Loads for the main building entrance are also considered.
Basic Wind speed = 116mph
Building Category = III (Revised per FM Global)
Directionality factor, Kd = 0.85
Exposure category C (Revised per FM Global)
Topographic Factor, Kzt = 1.0
Building Enclosure Enclosed
Main building plan dimensions = 260’ x 135’
Main building mean roof height = 93’
Edge distance, a = the lesser of (0.1x135, 3’) = 13.5’
Tributary area = 12’ x 4.75’ = 57ft2
Velocity Pressure Coeff., Kz @ 9’ (top of entrance) = 0.85
Velocity Pressure Coeff., Kz @ 17.5’ (top of canopy) = 0.875
Velocity Pressure Coeff., Kh = 1.25
Velocity pressure, qh = 36.5psf
Internal pressure coeff., GCpi = +/-0.18
External pressure coeff., GCpe = +0.8/-0.83/-1.54
Entrance is located within Zone 4
Entrance Components & Cladding Wind load (ultimate) = +27.2/-37.1psf
Entrance Components & Cladding Wind load (ASD) = +16.4/-22.3psf
The Entrance Sliding Door System should have a minimum rating of 22.3psf (ASD)
Downdraft (Ultimate) to canopy (Zone 4 wind pressure) = 27.2psf
Downdraft (ASD) to canopy (Zone 4 wind pressure) = 16.3psf
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2.1.1.3 Snow Loads (SL)
Ground snow load = 40psf
Snow Load Importance factor, Is = 1.1 (Revised Per FM Global)
Flat roof snow load, pf = 44.4psf
Drift snow load = 43.6psf triangular load applied over 9.08’
For unbalanced loading the roof is considered as a gable roof with an eaves to hip distance of less than 20’.
Roof slope = 1/8” on 12” (0.6deg)
Unbalanced snow (leeward side) = I x pg = 1.1 x 40 = 44psf
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2.1.1.4 Seismic Loads (EQ)
Ss = 0.119
S1 = 0.045
Seismic Design Category = B - EXEMPT
2.1.1.5 Load Combinations,
The following load combinations are used in the allowable stress design of the facade elements:
LC1: D + SL balanced + drift
LC2: D + SL unbalanced
LC3: D + 0.6WL
LC4: D +0.75(0.6WL + SL balanced+drift)
LC5: D +0.75(0.6WL + SL unbalanced)
LC6: 0.6D – 0.6WL
2.1.1.6 Canopy Deflection Criteria
Deflection limits perpendicular to glazed panel under design loading conditions shall be as follows:
o Metal members supporting glass:
Span <= 13’-6 L/175 or 3/4”
Span > 13.5ft L/240 + 1/4”
o Centre or unsupported edge of glass (relative) L/100 <= 1"
(Span is defined as the distance between the centreline anchor points of the members. For cantilevers, span is defined
as two times the distance between anchor centreline and end of cantilever.)
2.2 Material Properties
Density
lbs/cu. ft
E-modulus
ksi Poisson’s Ratio Shear modulus
ksi
Aluminum, 6063-T6 170 10100 0.33 3751
Glass 160 10150 0.22 4280
Steel A36 490 29000 0.3 11603
Stainless Steel 316 500 28000 0.27 11024
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2.2.1 Glass Design Parameters
2.2.1.1 Allowable stresses, ASTM E1300
Glass Type 3-Sec Loads
Annealed, AN 3380 2511
Heat Strengthened, HS 6750 5015
Fully Tempered, FT 13500 10030
Probability of breakage, Pb 8 in 1000 1 in 1000
ASTM E1300 Allowable 3 Second Load Surface Stresses (psi): Panels working in 2-way plate bending action
Glass Type 3-Sec Loads
Annealed, AN 2900 2155
Heat Strengthened, HS 5300 3938
Fully Tempered, FT 10600 7876
Probability of breakage, Pb 8 in 1000 1 in 1000
ASTM E1300 Allowable Edge Stresses (psi): Glass fins and beams, polished edges hole stresses
2.2.1.2 Glass load duration factors, ASTM E-1300
Time Seconds Condition AN HS FT
3s 3 Wind Load 1.00 1.00 1.00
10s 10 1.08 1.04 1.03
1 min 60 Handrail Load 1.20 1.10 1.07
10 min 600 1.39 1.18 1.12
60 min 3600 Live Load 1.56 1.25 1.16
12h 43200 1.82 1.35 1.22
24h 86400 1.89 1.38 1.24
1 week 604800 2.13 1.47 1.29
1 month 2592000 Snow Load 2.33 1.54 1.33
1 year 31536000 2.78 1.66 1.41
10 years 315360000 Self-Weight 3.23 1.79 1.48
ASTM E1300 Table X6.1 Inverse Load Duration Factors
Loads of varying duration are multiplied by the respective Load Duration Factors to convert loads of varying duration to 3s
loads, as per ASTM E 1300, which are then compared to the 3s design stresses, specified by and derived from ASTM E
1300.
2.2.1.3 Minimum Glass Thickness, ASTM E1300
Minimum glazing thicknesses used
2.2.1.4 Interlayer Properties
It is recommended that SentryGlass Plus (SGP) Interlayers are used due to the exposed edge condition. Typical PVB
interlayers should not be used in this condition. For semi-composite behaviour of laminated glass the following properties
are used for calculation, which are conservatively based on a load duration of 1 month (snow) and a temperature of
68degF temperature, which is conservative for a snow loading condition on an unheated open structure.
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2.2.1.5 Frit Reduction Factor
Whilst there is much debate in the industry about whether frit reduces strength – or for that matter increases strength –
there is no real consensus on this topic. US codes (ASTM E1300, NYC Building Code) explicitly mention sand blasted
glass as having a 50% strength reduction factor but ASTM E1300 excludes glass with surface or edge treatments.
Conservatively and to avoid contentious debate, these calculations adopt a 35% strength reduction for fritting on HS
surface stress and a 40% strength reduction for fritting on FT surface stress. No strength reduction factor is applied for
edge stress since the frit is limited to the surface with the polished edge chamfers delineating between edge and surface.
Extract from NYCBC on Sand Blasted Glass
Extract from ASTM E1300
Extract from ASTM E2751
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2.2.2 Schedule of Materials & Properties
Glass: Façade / Skylight HS / FT
Aluminum: extrusions 6063-T5/T6, 6061-T6
Aluminum: sheet 3003-H14
Steelwork components: brackets Grade A36
Steelwork components: framing Grade A992 / A572-50 / A36
Stainless steel Components: 304 (Interior), 316 (Exterior)
Structural Sealants DC983/995 shop, DC795 field
Weather Sealants DC791
Gaskets: solid Silicone / Santoprene, S.H. 75+/-5
Gaskets: hollow Silicone / Santoprene, S.H. 60+/-5
Setting blocks Silicone / EPDM / Neoprene, S.H. 85+/-5
Side blocks Silicone / EPDM / Neoprene, S.H. 55+/-5
Friction reducing pads Nylon 1010 or PA66 or Teflon
Fasteners: Stainless steel screws and bolts Alloy groups 1, 2 & 3, CW (A4-70)
Fasteners: Carbon steel SAE Gr5 / A325 (8.8)
3 Main Canopy System Design
3.1 General Layout
The canopy system is comprised of a built up HSS spine beam from which tapered WT outriggers cantilever on each side
from the glass panels are supported via a structural silicone linear edge support. 3 sides of the panels are supported with
the outer leading edge unsupported.
Vertical loads are transferred via glazing setting blocks to the outrigger beams, which in turn are supported by the spine.
The spine beam is support at one end via a concrete pier. At the other end an HSS12x6 hanger tube drops down from a
W18 support beam.
Lateral loads are resisted by the spine beam spanning between the concrete pier and the hanger beam, both of which are
able to cantilever from their supports.
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Model indicating pressure, suction and local element wind loads
Model indicating balanced, unbalanced and drift snow loads
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3.2 Glazing Attachment
Glazing can be supported on the canopy framing in a multitude of ways. Generally categorized as follows:
• Field applied structural silicone (wet glazed)
• “Veneer” glazing adapter with pressure plate
• Semi-unitized shop bonded glazing cassettes mechanically fastened with toggle clips
Field applied structural silicone used in conjunction with intermittent tapered self-locking setting blocks, is likely the
simplest methodology of glazing, utilizing the least amount of parts. To avoid compatibility issues with the structural
silicone, it is recommended that a thin gage anodized aluminum plate is screwed to the top of the WT profile, onto which
the setting blocks and silicone can be applied. Structural silicone has a proven long-term performance and comes with a
20 year structural adhesion warranty. The field application of the taped setting blocks and silicone allows steel tolerances
to be easily accommodated and the structural bond between the steel and the glass prevents differential movement of the
canopy framing.
Indicative Section of Field Applied Wet Glazed Detail
Veneer Systems are offered by numerous façade manufacturers such as YKK, Schuco, Raico and utilize a steel or
aluminum glazing receptor which is welded or screwed onto the steel onto which glazing gaskets are applied. The glazing
receptor also incorporates a screw chase, allowing a standard pressure cap to be applied to secure the glass.
This option has the benefit of minimizing field silicone work and allows for a simple maintenance and replacement
strategy. This option does however require a pressure cap that can act as a dam for water runoff and complicates
cleaning and maintenance. is however less accommodating of tolerances and relies on closer coordination between the
steel and glazing contractor.
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Another option for the glazing attachment is to use a semi-unitized approach, where glazing cassettes are shop bonded
to the edges of the glass. This has the benefit of minimizing field silicone work, whilst also achieving the flush butt jointed
upper glazing surface.
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3.3 Glass & Framing Assembly Check
Glazing is recommended as type HS (Heat Strengthened) to limit the potential for Nickel Sulphide inclusions
(spontaneous breakage), reduce the need for heat soak testing, and to limit rollerwave distortion. Heat Strengthened
glass also has the considerable benefit of a failure mechanism (cracking) that retains a large proportion of its residual
strength even after failure. Conversely type FT (fully tempered) tends to shatter at failure resulting in a total loss of
strength for the affected ply. Fully tempered glass is also subject to spontaneous breakage and should be heat soak
tested to mitigate this issue.
It should be noted that the frit reduction has been applied to design allowable stresses, though in reality the frit reduction
may not apply if the frit is embedded within the laminate, ie is not located on the worst case stress surface.
To assess the glazing performance, a Finite Element Model of the glass and silicone alone is initially produced. The
panels are subjected to the Snow (balanced, unbalanced and drift) loads as well as pressure and suction wind loads, and
combinations of these loadcases per ASCE7-16.
Max. deflection under D + SL (balanced + drift) = 0.137” = L/350 < L/100 < 1” – OK
Max. deflection under D + SL (unbalanced) = 0.128” = L/375 < L/100 < 1” – OK
Max. deflection under D + 0.6W (pressure) = 0.07” = L/685 < L/100 < 1” – OK
Max. deflection under D + 0.75 {SL (balanced + drift) + 0.6WL (pressure)} = 0.142” = L/338 < L/100 < 1” – OK
Max. deflection under D + 0.75 {SL (unbalanced) + 0.6WL (pressure)} = 0.135” = L/356 < L/100 < 1” – OK
Max. deflection under 0.6D + 0.6W (suction) = 0.03” = L/1600 < L/100 < 1” – OK
GLAZING (2x5/16” HS WITH 0.06” SGP) IS ADEQUATE FOR DEFLECTION
Glazing stresses are verified utilizing a model that includes the outriggers, spine beam, conc pier and hanger beam to
ensure that secondary stresses induced by the support deflection are considered.
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Consider glazing panels:
Max. stress under D + SL (balanced + drift) = 1,610psi < 1,670psi (HS, edge, 1 month, POB 1/1000) – OK
Max. stress under D + SL (unbalanced) = 1,518psi < 1,670psi (HS, edge, 1 month, POB 1/1000) – OK
Max. stress under D + 0.6W (pressure) = 785psi < 2,560psi (HS, edge, 3s, POB 1/1000) – OK
Max. stress under D + 0.75{SL(bal.+drift)+0.6WL(press.)} = 1,670psi < 2,560psi (HS, edge, 3s, POB 1/1000) – OK
Max. stress under D + 0.75{SL(unbal)+0.6WL(press)} = 1,599psi < 2,560psi (HS, edge, 3s, POB 1/1000) – OK
Max. stress under 0.6D + 0.6W (suction) = 347psi < 2,560psi (HS, edge, 3s, POB 1/1000) – OK
Consider Canopy framing deflections:
Max. compound deflection under Dead Load = 0.66” = L/927 < L/600 – OK (may consider precamber)
Max. compound deflection under D + SL (balanced + drift) = 1.72” = L/356 < L/240 – OK
Max. compound deflection under D + SL (unbalanced) = 2.78” = L/220 ~ L/240 – OK
Max. compound deflection under D + 0.6W (pressure) = 1.19” = L/514 < L/240 – OK
Max. compound deflection under D + 0.75 {SL (unbalanced) + 0.6WL (pressure)} = 2.56” = L/239 < L/240 – OK
Max. compound deflection under 0.6D + 0.6W (suction) = 0.22” = L/2781 < L/240 – OK
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Check framing stresses:
Under Envelope Case, Max. stress = 20.61ksi < 50 / 1.67 = 30ksi – OK
Check spine beam:
Max. Axial = 37.6k
Max. Shear = 48.3k
Max. major axis bending = 6403k.in
Max. minor axis bending = 435k.in
Torque = 1,790k.in
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Utility ratio = 0.59 – OK
Check hanger:
Max. Axial = 57.5k
Max. Shear = 4.5k
Max. major axis bending = 596k.in
Max. minor axis bending = 280k.in
Torque = 35k.in
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Utility ratio = 0.67 – OK
Check outriggers:
SWt = 41.5lbs/ft, DL = 8.5psf
SL = 44.4psf balanced + 43.6 / 2 = 66.2psf
WL = 0.6 x 30.9 = 18.6psf
Critical load combination = D + S = 117psf
Tributary width = 4’, Line load = 465lbs/ft
Mmax = 0.465 x 132 / 2 = 470k.in
Utility ratio = 1.0 – OK
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Check silicone: elements are provided 2” o.c.
Max. tension to silicone element = 9.1lbs
Max. shear = 6.1lbs
Try ½” silicone bite: Silicone element affective area = 2 x 0.5 = 1s.in
Tension stress = 9.1psi < 20psi - OK
Shear stress = 6.1psi < 20psi – OK
Interaction: (9.1/20)2 + (6.1/20)2 = 0.30 < 1.0 - OK
ADOPT ½” STRUCTURAL SILICONE BITE EACH EDGE OF UNIT, DC795 OR DC121
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4 Entry Canopy System Design
4.1 General Layout
The entry canopy system is comprised of a built up inverted tapered outrigger T-sections with 3 side supported glass
panels supported on the T-section flange. At the building face, angle beams support both the gutter as well as the back
edge of the glass.
Vertical loads are transferred via glazing setting blocks to the outrigger beams, which in turn are supported directly on the
building structure.
Model indicating snow, drift, pressure and suction wind loads
4.2 Glass & Framing Assembly Check
Glazing is recommended as type HS (Heat Strengthened) to limit the potential for Nickel Sulphide inclusions
(spontaneous breakage), reduce the need for heat soak testing, and to limit rollerwave distortion. Heat Strengthened
glass also has the considerable benefit of a failure mechanism (cracking) that retains a large proportion of its residual
strength even after failure. Conversely type FT (fully tempered) tends to shatter at failure resulting in a total loss of
strength for the affected ply. Fully tempered glass is also subject to spontaneous breakage and should be heat soak
tested to mitigate this issue.
It should be noted that the frit reduction has been applied to design allowable stresses, though in reality the frit reduction
may not apply if the frit is embedded within the laminate, ie is not located on the worst case stress surface.
To assess the glazing performance, a Finite Element Model of the framing, glass and silicone produced. The panels are
subjected to the Snow (balanced, and drift) loads as well as pressure and suction wind loads, and combinations of these
loadcases per ASCE7-16.
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Max. deflection under D + SL (balanced + drift) = 0.427” = 2L/243 < 2L/175 < 1” – OK
Max. deflection under D + 0.6W (pressure) = 0.182 = 2L/571 < 2L/175 < 1” – OK
Max. deflection under D + 0.75 {SL (balanced + drift) + 0.6WL (pressure)} = 0.415” = 2L/250 < 2L/175 < 1” – OK
Max. deflection under 0.6D + 0.6W (suction) = 0.08” = 2L/1284 < 2L/175 < 1” – OK
GLAZING (2x1/2” HS WITH 0.06” SGP) IS ADEQUATE FOR DEFLECTION
Consider glazing panels:
Max. stress under D + SL (balanced + drift) = 1,766psi ~ 1,670psi (HS, edge, 1 month, POB 1/1000) – OK (within 5%)
Max. stress under D + 0.6W (pressure) = 719psi < 2,560psi (HS, edge, 3s, POB 1/1000) – OK
Max. stress under D + 0.75{SL(bal.+drift)+0.6WL(press.)} = 1,699psi < 2,560psi (HS, edge, 3s, POB 1/1000) – OK
Max. stress under 0.6D + 0.6W (suction) = 323psi < 2,560psi (HS, edge, 3s, POB 1/1000) – OK
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Consider Canopy framing deflections:
Max. compound deflection under Dead Load = 0.66” = L/927 < L/600 – OK (may consider precamber)
Max. compound deflection under D + SL (balanced + drift) = 1.72” = L/356 < L/240 – OK
Max. compound deflection under D + SL (unbalanced) = 2.78” = L/220 ~ L/240 – OK
Max. compound deflection under D + 0.6W (pressure) = 1.19” = L/514 < L/240 – OK
Max. compound deflection under D + 0.75 {SL (unbalanced) + 0.6WL (pressure)} = 2.56” = L/239 < L/240 – OK
Max. compound deflection under 0.6D + 0.6W (suction) = 0.22” = L/2781 < L/240 – OK
Check framing stresses:
Under Envelope Case, Max. stress = 22.1ksi < 50 / 1.67 = 30ksi – OK
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Check outriggers:
Max. Shear = 2.5k
Max. major axis bending = 65k.in
Max. minor axis bending = 6.6k.in
Torque = 0.5k.in
Utility ratio = 0.89 – OK
ADOPT T-SECTION: 5” DEEP TAPERED TO 1.25” DEEP x 3” WIDE FLANGE x ½” PLATE, GRADE A36
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Check silicone: elements are provided 1” o.c.
Max. tension to silicone element = 8.1lbs
Max. shear = 0.2lbs
Try ½” silicone bite: Silicone element affective area = 1 x 0.5 = 0.5s.in
Tension stress = 16.2psi < 20psi - OK
Shear stress = 0.4psi < 20psi – OK
Interaction: (16.2/20)2 + (0.4/20)2 = 0.66 < 1.0 - OK
ADOPT ½” STRUCTURAL SILICONE BITE EACH EDGE OF UNIT, DC795 OR DC121
5 Precedent Projects
A short selection of projects by EOC utilizing solely structural silicone to secure overhead glass panels in place
Apple Stanford (CA) glass roof – overhead panels are support via only structural silicone
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Apple Palo Alto (CA) glass roof – overhead panels are support via only structural silicone
Apple Santa Monica (CA) glass roof – overhead panels are support via only structural silicone
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University Club (NY) glass canopy – overhead panels are support via only structural silicone
111 Sth Main (UT) – skylight panels are support via only structural silicone
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Trinity Church (NY) glass canopy – overhead panels are support via only structural silicone
St Patrick’s Cathedral Lad Chapel (NY) glass vestibule – overhead panels are support via only structural silicone
End of document
PROJECT: Statler Hotel Porte Cochere Renovation Date: April 9, 2021RFI Form
RFI/Page/
Response Dwg./Spec./Rep.Section/Design Team
Index Number Paragraph/Topic RFI Response
1 S-100 Foundation Piles
Please provide specification for the foundation drilled piles.
See Addendum No. 1, Item 20.
2 A-305 Source of Egress Door #103
Detail 2/A305 is noted as "by Inlet Glass of Ithaca".
Last we knew Inlet Glass was non-union and it is our
understanding that Statler Hotel is on the Endowed side
and all participants must be Union. The Glazing work is
claimed by Painters, so glazing should be union.
See Addendum No. 1, Item 16. Vendor has been
omitted.
3 A-801 Straight-Sawn Mahogany Detail 7 & 8/A801, does the note for "straight-sawn" mahogany mean Flat-Sawn / Plane Sawn?
See Addendum No. 1, Item 17.
4 S-100, S-402 Displacement Piles
Fndtn Plan 1/S100: who pays for the pile design being "confirmed by the geotechnical consultant"?Detail 1/S402: please provide contract spec and details on the displacement piles; the information contained within the Geotech report is just a recommendation.Detail 3/S402: please define and size the rebar dowels between the piles and pile cap (with the plate bar).
See Addendum No. 1, Item 20.
5 Specification Section
051200 Structural Steel code compliance
Section 051200-1.6-A-1: why are we to comply with
New York City Building Code when the project is in
Ithaca? Our local subs may not be familiar with NYC
codes.
See Addendum No. 1, Item3. Only need to comply
with New York State building code / IBC. No need to
comply with NYC building code.
6 Specification Section 071416 Cold Fluid Applied Waterproofing
Section 071416-1.6-F: we may NOT subcontract all or a portion of this work without prior notification and written approval from the owner?This is typically specialty work that does get
subcontracted; can we get the permission required to
subcontract this ahead of time?
See Addendum No. 1, Item 4.
7 Specification Section
075550 Cold Fluid Applied Conventional Roof
Section 075550-1.6-F: (same issue as waterproofing)
This cannot be subcontracted to specialty subs without
prior notification and written approval. Can we get that required permission ahead of time now, to save time later? This again is specialty work that is typically subcontracted.
See Addendum No. 1, Item 5.
8 Section 084433 Sloped Glazed Assemblies &
Mock-Ups
Section 084433-1.1-B-1 references section 014339
"Mock-Ups"; that mock-up section is not found in the
spec book. Part 1.8 further requests that a mock-up be built, we assume on site. Where is this to be built? How big should the mock-up be? Can it be part of the final installed work?
See Addendum No. 1, Item 8. No mockup is required.
9 A-301 Div-10 Signage
Section 101400 Signage, Part 2.1 Lettering is noted as
"TBD"; should the signage then be covered by a lump-
sum allowance?
The drawings indicate some type of "painted SS"
lettering, but we need to know size, type/style, and
anchorage.
No signage allowance has been included. Refer to drawing A-301 for the recessed SS sigange specs, size and location.
10 Side Entance Door #103
There is no specification for the swinging glazed
aluminum entrance door #103, other than it is noted as
"by Inlet of Ithaca". Is this door Furnished & Installed by
the Owner via Inlet Glass, and therefore is NOT part of
our work, other than creating the opening?
See RFI Item 2 response above. Provide CRL wide stile entrance doors to match existing doors.
11 A-401 Alternate No. 2 Add for Windows above Main Entrance
Alternate #2 for adding replacement of windows above entry doors: please provide a window or fixed storefront specification for this work.
See Addendum No. 1, Items 2 & 12. Alternate #2 has been removed from scope. The intent is for the new
enclosure to align with the existing windows above as
shown on Detail 1 on Drawing A-401.
RFI/Page/
Response Dwg./Spec./Rep.Section/Design Team
Index Number Paragraph/Topic RFI Response
12 Section 084433 Sloped Glazing Assemblies Allowance
Section 084433-1.2-A Allowances: section states Source Quality Control and Field Quality Control testing is part of testing and inspecting allowance. Please clarify - is this an Owner carried allowance? Are we to
carry an allowance? In the amount of what?
No. This is a Contractor carried allowance for field testing (field hose test, structural silicone pull test, etc)
13 BOX link Pre-Bid Meeting Presentation When & where will the pre-bid meeting presentation (powerpoint) package with pictures be made available to bidders?
See Addendum No. 1, Item 2.