SPECIFICATIONS SOUTH TOWER LATERAL BRACING

Transcription

SPECIFICATIONS
SOUTH TOWER LATERAL BRACING
REMEDIATION PROJECT
Yachtsman Resort
Myrtle Beach, South Carolina
SKA Job No. 120488.4
September 4, 2015
_______________________________
C. Brad Ehrhardt, P.E.
_______________________________
Kent S. Yarborough, P.E.
SKA Consulting Engineers, Inc.
6726 Netherlands Drive, Suite 1100
Wilmington, North Carolina 28405
(910) 442-2000
www.skaeng.com
TC-1
SOUTH TOWER LATERAL BRACING REMEDIATION PROJECT
YACHTSMAN RESORT - SKA PROJECT NO. 120488.4
TABLE OF CONTENTS
DIVISION
PAGE NO.
DIVISION 0 - GENERAL CONDITIONS
Special Conditions
SC -1 thru 6
DIVISION 2 - SITE WORK
02070
02360
Selective Demolition
Auger Cast Grout Piles
02070-1 thru 4
02360-1 thru 12
DIVISION 3 – CONCRETE WORK
03100
03200
03250
03300
03740
Concrete Formwork
Concrete Reinforcing
Concrete Adhesive Anchors
Cast-In-Place Concrete
Concrete Repairs Mortars and Grouts
03100-1 thru 5
03200-1 thru 7
03250-1 thru 6
03300-1 thru 34
03740-1 thru 7
DIVISION 5 - METALS
05120
05150
05400
Structural Steel
Adhesive Anchors
Cold Formed Metal Framing
05120-1 thru 12
05150-1 thru 8
05400-1 thru 10
DIVISION 6 – WOODS AND PLASTICS
06100
Rough Carpentry
06100-1 thru 5
DIVISION 7 - THERMAL AND MOISTURE PROTECTION
07180
07240
07241
07242
07620
07700
07900
Elastomeric Traffic Bearing Deck Coatings
EIFS (Non-Drainable)
EIFS (Drainable)
Synthetic Base Skim Coat & Finish Coat
Metal Flashing, Trim and Accessories
Liquid-Applied Flashing Membrane
Sealants
07180-1 thru 7
07240-1 thru 13
07241-1 thru 13
07242-1 thru 8
07620-1 thru 6
07700-1 thru 5
07900-1 thru 11
DIVISION 9 - FINISHES
09250
09900
Interior Gypsum Sheathing and Finishes
Painting
09250-1 thru 5
09900-1 thru 5
TC-2
APPENDIX
Geotechnical Report prepared by S&ME and dated March 19, 2015
Addendum to the Geotechnical Report prepared by S&ME and dated July 28, 2015
SC-1 – SPECIAL CONDITIONS
SPECIAL CONDITIONS
A.
Scheduling the Project:
It is essential that all phases of this project be completed by the specified date in the
Contract. The Contractor shall evaluate the work to be accomplished and shall make a
determination as to how he can accomplish the work within this specified time period.
Based upon his expectations the Contractor shall prepare a detailed schedule outlining the
manpower requirements necessary to accomplish the work.
With the bid, Contractor shall submit a detailed schedule of how they will perform the work
in this project, outlining the manpower requirements necessary to accomplish the work. If
no schedule is submitted, the bid will be considered unresponsive. The schedule of the
work will be a consideration in evaluating the bids.
Working hours will be between 8am to sunset, Monday through Friday. If the contractor
intends to work these same hours on weekends, they shall notify Mr. John Reyalt of Gold
Crown Management, Inc., the property management company for the Yachtsman and the
Owner’s Representative.
B.
Hurricane Preparedness Plan:
All ordinances of Myrtle Beach, South Carolina, specifying requirements which must be
instituted on an active construction project in the event of a hurricane warning and/or
mandatory evacuation order issued by the Governor of the State of South Carolina for the
area including the construction project shall be strictly followed. The Contractor shall
formulate a plan to apply to this project and shall submit it to the Engineer for review within
3 weeks of award of the contract. A lump sum price or other pricing schedule which shall
apply to the work outlined shall also be submitted with the plan. In the event that this plan
is executed as the result of an impending hurricane, the cost of the work will be added to the
contract by change order.
C.
Permitting:
If the City of Myrtle Beach requires permitting for this remediation, the Contractor shall
obtain and pay for all necessary permits for the work described in the Contract Documents.
D.
Coordination:
Contractor shall coordinate and cooperate with Owner during the life of the project.
E.
Securing and Protection of the Site:
The Contractor will provide signage and barricades to direct owners and tenants away from
areas where work is being done. The Contractor shall comply with all regulations and
requirements of the City of Myrtle Beach related to providing an adequate protective work
zone around the building with roof covering over sidewalks or walkways as required by the
2012 International Building Code. Procedures for securing and protection of the entire
work area shall be submitted for review.
F.
Project Expediter:
It shall be the responsibility of the General Contractor to act as (and/or provide) a Project
Expediter on this project.
The progress schedule submitted at the beginning of the project shall be refined by the
General Contractor showing much more detail and shall be presented to the Engineer for
approval. Once approved, the schedule will be distributed to all parties concerned and
displayed at the job site.
The Contractor or the Project Expediter shall maintain the progress schedule, making
weekly adjustments, updates, corrections, etc., that are necessary, keeping all
Subcontractors, the Owner and the Engineer fully informed. This updated schedule shall be
provided to and reviewed with the Owner’s representative and the Engineer at each biweekly project meeting.
G.
Manufacturer's Directions:
All items and materials shall be installed in accordance with the manufacturer's printed
directions or in accordance with the specifications and recommendations of applicable trade
or manufacturer's association as required in these specifications unless specifically directed
otherwise in writing by the Engineer.
H.
Engineer:
Wherever in the Agreement or the General Conditions the words “Engineer" occur, they
shall refer to the Engineer, SKA Consulting Engineers, Inc., 6726 Netherlands Drive, Suite
1100, Wilmington, NC 28405.
I.
Contractor:
Wherever in the Agreement or the General Conditions the word “Contractor” occurs, it
shall refer to the person, partnership, corporation or firm to whom the contract for the work
is awarded. The Contractor is understood and agreed to be an independent contractor and
not the agent of the Owner in any respect. The Contractor has no right to incur any
obligation whatsoever for the account of or in the name of the Owner. The Contractor shall
be solely liable and responsible for his acts and omissions or those of his employees or
subcontractors.
J.
Installation:
Wherever the words “install,” “provide,” or “furnish” occur, they shall be understood to
include all unloading, rigging, hoisting and storing, and the furnishing of all tools,
equipment, labor, and materials required to furnish, handle, and completely install the work,
unless specifically indicated otherwise.
K.
Definitions:
Contract Documents: The documents for this contract include all the drawings in the set
and the complete specifications. No allowance will be made for the Contractor's failure to
familiarize themselves with the complete contract documents.
L.
Owner:
Yachtsman Resort Horizontal Property Regime Council of
Co-Owners, Inc.
Property Management:
Gold Crown Management, Inc., 1805 Oak Street, Myrtle
Beach, South Carolina 29577
Engineer:
SKA Consulting Engineers, Inc., 6726 Netherlands Drive,
Suite 1100, Wilmington, NC, 910-442-2000
Provide:
Shall be understood to mean “furnish and install.”
Approval:
Shall be understood to mean submission to the Engineer and
their specific written approval prior to action.
Project Controls:
Material Storage: Construction materials may be stored on the site at locations designated
by the Owner, and shall not be placed to block or cause a hazard to the Owner's facility's
pedestrian or vehicular traffic. The Owner shall designate a reasonable area for material
and equipment storage and a job trailer. Any area so designated shall be fully restored by
the Contractor to its original condition.
Parking: The Contractor is allowed to park within the confines of the construction area and
at other locations designated by the Owner.
Clean Up: Contractor shall clean up all visible debris on a daily basis and upon completion
of work.
Demolition: Contractor should make provisions to remove demolished materials and debris
by means which are acceptable to Owner and without damage to the property.
Elevators: Contractor will be allowed use of elevators for movement of personnel. If
elevators are to be utilized to transport materials and/or construction equipment, one (1)
elevator will be designated. Weight of personnel, materials, and/or equipment shall not
exceed rated capacity of the existing elevators. Unnecessary use of elevator may limit
future use. Elevator shall be protected, cleaned and returned to pre-use condition at
completion of project.
M.
Explanation:
In some Divisions of the specifications under "Scope of the Work", such work may be
described using specific sheet numbers of the drawings as reference. Where this occurs, it
is intended for reference and emphasis and the Contractor shall not interpret the "Scope of
Work" required by the Division as limited to those referenced sheets.
N.
Site Inspection:
All prospective bidders will be required to visit the site prior to submission of their bid in
order to verify and inspect existing conditions.
O.
Safety:
The Contractor shall adhere to the rules, regulations, and interpretations of the Department
of Labor relating to Occupational Safety and Health Standards for the Construction Industry
(Title 29, Code of Federal Regulations, Part 1926 published in Volume 39, Number 122,
Part II, June 24, 1974 Federal Register) which are hereby incorporated in these
specifications and to all other applicable state and local regulations governing the safe
operation of a construction project.
P.
Drawings and Dimensions:
Drawings are not to be scaled for dimensions not shown. Dimensions of existing facilities
are to be field measured. Where adjustments are necessary to suit field conditions, or where
additional dimensions or other clarification is required, the Contractor shall promptly
request such clarifications as provided by the General Conditions of the Contract.
Q.
Deviations from Working Drawings or Specifications:
Deviations from Working Drawings or Specifications shall not be made in the execution of
this work without the specific written approval of the Engineer.
R.
Insurance:
1. Contractor is responsible for carrying Builder's Risk Insurance in the amount of the bid
until the job is completed and accepted by the Owner. Contractor is required to carry
Workmen's Compensation Insurance per statutory limits, auto liability coverage and
general liability coverage.
2. Comprehensive General Liability Insurance, including Contractor's Protective,
Completed Operations, and General Contractual Liability Insurance. Minimum limits
of $1,000,000 any one person and $1,000,000 any one accident for bodily injury and
$1,000,000 any one accident for property damage.
3. Comprehensive Automobile Liability Insurance covering Contractor for claims arising
from all owned, hired, and non-owned vehicles, minimum single accident limit
$1,000,000.
4. Independent Contractor's coverage and Owner's-Contractor's protective are also required
under general liability coverage.
5. Excess liability umbrella coverage in the amount of $5,000,000 shall be required.
S.
Assignment of Contract:
Contractor shall not assign, transfer, convey, or otherwise dispose of the contract, or if its
legal right, title, or interest in or to the same or to any part thereof, without the prior written
consent of the Owner. Contractor shall not assign by power of attorney or otherwise any
monies due him and payable under this Contract without the prior written consent of the
Owner. Such consent, if given, will in no way relieve the Contractor from any of the
obligations of this Contract.
T.
Applications for Payments:
Article 14.02.A.1: Replace “At least 20 days before the date established for each progress
payment.” with “At least 25 days before the date established for each progress payment.”
The Contractor shall submit an updated construction schedule with each payment
application. Applications received without an updated schedule will be considered
incomplete and will be returned to the Contractor unprocessed.
The General Contractor shall submit an AIA Document G706A “Contractor’s Affidavit of
Release of Liens” with every pay application and submit an AIA Document G706 with final
pay application.
U.
Superintendent:
The Contractor will assign and maintain one (1) superintendent during the repair work.
This superintendent will be on site 100 percent of the time repair work is being performed.
Refer to additional requirements in paragraph section 1.15 of Section 01010.
V.
Silica Dust Control:
Prior to beginning construction, Contractor shall submit to the Engineer and Owner’s
representative a silica dust control plan to protect both pedestrians and workers from
airborne dust particles caused by demolition during repair project.
END OF SECTION
02070-1 – SELECTIVE DEMOLITION
SECTION 02070
SELECTIVE DEMOLITION
PART 1 - GENERAL
1.01
RELATED DOCUMENTS: Drawings and general provisions of Contract, including
General and Supplementary Conditions and Specifications Sections, apply to this Section.
1.02
SUMMARY:
A.
This Section requires the selective removal and/or subsequent offsite disposal of the
products of demolition, including but not limited to, the following:
1.
1.03
SUBMITTALS:
A.
1.04
Remove and dispose of other miscellaneous building components/materials,
where shown on Drawings.
General: Submit the following in accordance with Conditions of Contract and
Division 1, Specification Sections.
1.
Schedule indicating proposed sequence of operations for selective
demolition work with Owner’s Representative for review prior to start of
work. Include methods and procedures for dust and noise control protection
and disposal.
2.
Photographs of existing conditions of surfaces, equipment, and adjacent
construction, if any, that might be misconstrued as damage related to
removal operations. File with Owner’s Representative prior to start of
work.
3.
Update scheduling of selective demolition with Owner’s Representative and
Engineer each week.
JOB CONDITIONS:
A.
Existing structures, drives, windows, sidewalks, vehicles, landscaped areas, etc.,
that are adjacent to the areas where the remedial work is required shall be protected
at all times from dust, debris, or damage. The demolition work shall be coordinated
with the Owner and the Engineer. Provide a minimum of one (1) month
preliminary advance notice and a minimum of one (1) week specific advance notice
to Owner of demolition activities, which will impact Owner’s usage of units.
B.
Condition of Structures: Owner assumes no responsibility for actual condition of
items or structures to be demolished.
1.
Conditions existing at time of inspection for bidding purposes will be
maintained by Owner insofar as practicable.
C.
Partial Demolition and Removal: Items to be removed, but of salvageable value to
Contractor, may be removed from structure as work progresses. Transport salvaged
items from site as they are removed.
D.
Protections: Provide temporary barricades and other forms of protection to protect
Owner's personnel, homeowners, public, and tenants from injury due to selective
demolition work.
1.
Provide protective measures as required to provide free and safe passage of
Owner's personnel and tenants to occupied portions of building.
2.
Protect sidewalks, streets, landscaped areas, and vehicles from damage
resulting from the demolition. All materials that are demolished shall be
contained within the stage, lift or scaffold or on the building. Remove
debris from elevated areas on a daily basis.
3.
Protect from damage existing finish work that is to remain in place and
becomes exposed during demolition operations.
4.
Construct temporary debris and dustproof systems where required where
extensive dirt or dust operations result from the demolition.
E.
Damages: Promptly repair and correct damages caused to adjacent facilities,
vehicles, sidewalks, landscaped areas, etc. by demolition work.
F.
Utility Services: Maintain existing utilities to remain in service and protect them
against damage during demolition operations.
G.
Environmental Controls: Use water sprinkling, temporary enclosures, and other
methods to limit dust and dirt migration. Comply with governing regulations
pertaining to environmental protection.
1.
Do not use water when it may create hazardous or objectionable conditions
for the work being done by other Contractors.
PART 2 – PRODUCTS
Not used.
PART 3 - EXECUTION
3.01
PREPARATION:
A.
3.02
DEMOLITION:
A.
B.
3.03
General: Erect and maintain dust-proof closures as required to prevent spread of
dust or debris and to contain all the debris on the staging, other access equipment or
on the building. Prior to commencement of demolition work, inspect areas in
which work will be performed. Photograph existing conditions which could be
misconstrued as damage resulting from selective demolition work and file with the
Engineer prior to starting work.
General: Perform selective demolition work in a systematic manner. Use such
methods as required to complete work indicated on Drawings in accordance with
demolition schedule and governing regulations. Cease operations and notify the
Engineer if safety of structure appears to be endangered.
1.
Demolish in small sections. Cut building components at junctures with
construction to remain using power-driven saw or hand tools in such a
manner as to minimize damage to materials to remain.
2.
Provide services for effective air and water pollution controls as required by
local authorities having jurisdiction.
3.
Erect and maintain dust-proof enclosures around stages to prevent spread of
dust and debris to other portions of the adjacent building, streets and
sidewalks.
4.
Provide barricades below work areas to prevent access to these areas by
personnel.
If unanticipated electrical or structural elements that conflict with intended function
or design are encountered, investigate and measure both nature and extent of the
conflict. Submit report to Engineer in written, accurate detail. Pending receipt of
directive from Engineer, re-arrange selective demolition schedule as necessary to
continue overall job progress to prevent delay of schedule.
DISPOSAL OF DEMOLISHED MATERIALS:
A.
Remove from building site on daily basis debris, rubbish, and other materials
resulting from demolition operations. Transport and legally dispose of off site.
1.
3.05
If hazardous materials are encountered during demolition operations,
comply with applicable regulations, laws, and ordinances concerning
removal, handling, and protection against exposure or environmental
pollution.
CLEANUP AND REPAIR:
A.
General: Upon completion of demolition work, remove tools, equipment, and
demolished materials from site. Remove protections and leave interior areas broom
clean.
1.
Repair demolition performed in excess of that required. Return elements of
construction and surfaces to remain to condition existing prior to start
operations. Repair adjacent construction or surfaces soiled or damaged by
selective demolition work.
END OF SECTION
02360-1- AUGER CAST GROUT PILES
SECTION 02360
AUGER CAST GROUT PILES
PART 1 – GENERAL___________________________________________________________
1.01
1.02
RELATED DOCUMENTS:
A.
Drawings and general provision of Contract, including General and
Supplementary Conditions and Specification Sections, apply to work of this
Section.
B.
A geotechnical subsurface investigation of the site has been conducted and the
results of that investigation are reported as an appendix to this specification. This
report contains information for specific borings taken. The information shown in
the boring report is that made available by the Owner for the design of the
foundation system. Any extrapolation or interpretation of this data is at the risk of
the Contractor. The Contractor may, with the consent of the Owner and at his
own expense, perform additional subsurface investigation for preparation of the
bid quotation and verification of the subsurface conditions.
SCOPE:
A.
B.
1.03
Related Work Specified Elsewhere:
1.
Concrete Reinforcement (Section 03200)
2.
Cast-In-Place Concrete (Section 03300)
Work Included in this Section:
1.
Furnishing of all labor, materials, lines, levels and equipment necessary
for the installation of all auger cast grout piles as required for the
foundations and load tests as shown on the plans and as specified herein.
2.
Furnishing of all labor, materials, and equipment, including any required
peripheral items, as well as any required site preparation, necessary to
conduct all required pile load tests as specified herein.
3.
This section further includes related items of quality control, testing, and
evaluation of grout strength.
INDUSTRY STANDARDS:
A.
To the extent referenced, the following standard publications shall apply to the
work of this Section. The publications are referred to in the text by the basic
designation only and represent the latest edition in force on the bid date.
Publications of The American Society for Testing and Materials (ASTM).
ASTM C33
ASTM C109
ASTM C150
ASTM C618
ASTM C937
ASTM D1143
Concrete Aggregates
Compressive Strength of Hydraulic Cement Mortars (Using
a 2-in or 50-mm Cube Specimens)
Portland Cement
Fly Ash and Raw or Calcined Natural Pozzolan for Use as
a Mineral Admixture in Portland Cement Concrete.
Grout Fluidifer for Preplaced-Aggregate Concrete
Piles Under Static Axial Compressive Load.
U.S. Army Corps of Engineers Handbook for Concrete and Cement.
CRD-C 611
B.
1.04
Test Method for Flow of Grout Mixtures (Flow-Cone
Method).
In addition to complying with all of the requirements of the Drawings and
Specifications, the auger cast grout piles shall also comply with all pertinent
provisions of the South Carolina State Building Code and any pertinent provisions
of any other state or local codes. In the event of conflict between any of the
applicable provisions, the more stringent provision shall apply.
QUALITY CONTROL – QUAILTY ASSURANCE:
A.
The Contractor shall have been engaged in the successful installation of auger cast
grout piles on jobs of similar size, type and scope for at least 5 years.
B.
Source Quality Control:
1.
Materials and equipment shall be subject to inspection and/or tests by the
Owner or his representative at the source and/or at the project in order to
verify compliance with the requirements of the Drawings and
Specifications. The Inspector will observe the entire operation of the
drilling, excavating, and concreting, will check the placement of the pile
reinforcing and dowels.
2.
Such inspections and/or tests shall not relieve the Contractor of his
responsibility to provide materials and/or use equipment which are in
compliance with the requirements of the Drawings and Specifications.
3.
The Contractor shall be responsible for the cost of any re-testing which
may be required as a result of non-compliance with the requirements of
the Drawings and Specifications.
1.05
SUBMITTALS REQUIRED:
A.
Submit the proposed mix design for high-strength grout with substantiating
strength test, complete chemical and physical analysis of fly ash, and brand name
and type of all admixtures. All material and strength test submittals shall be in
accordance with Section 03300 of this specfication and shall have been performed
by a qualified testing laboratory, and shall be signed by a geotechnical engineer
licensed in South Carolina.
B.
Submit written certification from admixture manufacturers that all admixtures
meet the requirements of the Specifications.
C.
Submit technical data on the grout pump and drilling machine to be used
indicating that this equipment meets the requirements of the Specifications.
D.
Submit a written description of the proposed method of pile installation.
E.
Submit a written description of the Automated Monitoring Equipment (AME)
proposed for use on the project. As a minimum, the submittal should document
that the equipment provides the information required by section 2.03 E of this
specification.
F.
Submit a drawing or drawings indicating the designation for each pile to be used
in maintaining records of the pile installation.
G.
After pile installation, submit a complete and accurate drawing or drawings,
signed and sealed by a registered surveyor licensed in South Carolina, showing
actual in-place location of each production pile. This must be submitted to and
approved by the Engineer prior to beginning the construction of any pile caps or
grade beams or the performance of any other work which may prohibit the
performance of any remedial work which may be necessary to correct for
mislocated or misaligned piles. At the Engineer's discretion, this drawing or
drawings may be submitted in stages in order to expedite the construction process.
If the drawing or drawings are submitted in stages, a single complete submittal
showing actual in-place location of each production pile, including any corrective
work which may have been performed, shall be submitted upon completion of the
installation of all of the piles.
H.
Submit a complete and accurate record of all auger-cast grout piles (both test piles
and production piles). This record shall include the pile designation, diameter,
length, elevation of tip and top, and the quantity per foot and strength of the grout
material actually pumped into the hole. For test piles, the records shall also
indicate the calibrated grout pump output per stroke, the number of pump strokes
before the initial lift of the auger, and the number of strokes per foot of
subsequent auger lift. Any unusual conditions encountered during the installation
of test or production piles shall be immediately reported to the Engineer.
I.
Submit shop drawings for reinforcing steel for pile reinforcing cages. Shop
drawing shall be prepared in accordance with the requirements specified in
Section 03200 of this Specification. Submittal shall include details of the
centralizer(s) and spacers to be used to assure centering of the reinforcing cage or
bar within the pile.
PART 2 – PRODUCTS__________________________________________________________
2.01
2.02
MATERIALS:
A.
Portland Cement shall conform to ASTM C150, Type 1. The same brand shall be
used throughout unless changes are approved in writing by the Engineer.
B.
Fine Aggregate shall be clean, sharp, natural or manufactured sand conforming to
ASTM C33. Sand shall be free from loam, clay, lumps or other deleterious
substances.
C.
Fly Ash shall have a high fineness and low carbon content and shall conform to
ASTM C618 for Class F, except that the loss on ignition shall be less than 3% and
all fly ash shall be classified processed material. Fly ash shall be obtained from
one source.
D.
Water shall be clean, potable, fresh and free from oil, organic matter, or other
deleterious substances.
E.
Grout Fluidifier shall conform to ASTM C937, except that expansion shall not
exceed 4%. The fluidifier shall be a compound possessing characteristics which
will increase the flowability of the mixture, assist in the dispersal of cement
grains, and neutralize the setting shrinkage of the high-strength cement grout.
F.
Other admixtures shall not be used.
G.
Grout shall consist of a mixture of portland cement, fly ash when approved,
fluidifier, sand and water proportioned and mixed to produce a grout of the
required strength capable of being pumped. All grout used in the construction of
the auger cast grout piles shall have a minimum 28-day compressive strength of
4000 psi.
H.
Reinforcing Steel shall comply with the requirements of Section 03200 of this
Specification.
GROUT MIX DESIGNS:
A.
Grout mix designs shall be proportioned to produce a minimum ultimate
compressive strength at 28 days of 5200 psi under laboratory conditions. Grout
compressive strengths shall be determined in accordance with the strength test
procedures described in ASTM C109.
2.03
2.04
EXCAVATION AND INSTALLATION EQUIPMENT:
A.
The Contractor shall be responsible for providing all equipment and tools
necessary to completely install all of the auger cast grout piles as shown on the
Drawings and described in the Specifications to the depth determined during the
test pile program, including all equipment necessary to remove or penetrate
obstructions as specified herein.
B.
Drilling Machine to be used to excavate and grout the piling shall be capable of
drilling to the depths estimated and shall be capable of providing a minimum
verifiable continuous downward thrust (crowd) of 10,000 pounds and a minimum
continuous torque of 70,000 foot pounds. The auger hoisting equipment shall be
capable of withdrawing the auger smoothly and at a constant rate without rotating
the auger.
C.
Grout Pump shall be a calibrated positive displacement pump capable of
developing a minimum pressure of 150 psi. All oil or other rust inhibitors shall be
removed from mixing drums and pressure grout pumps prior to mixing and
pumping. Grout injection equipment shall be equipped with a grout pressure
gauge in clear view of the equipment operator and the Owner's geotechnical
laboratory technician monitoring the pile installation. The gauge shall be located
a sufficient distance from the grout pump so that measured pressure variations due
to the mechanical operation of the pump are minimized. The intent of the gauge
is to monitor the pressure of the grout actually entering the auger, and the gauge
shall be located accordingly.
D.
Auger shall be a continuous flight, hollow-stem auger of a diameter and length as
required to install the piles as shown on the Drawings, described in the
Specifications, and as determined during the test pile program. The minimum
diameter of the inside of the hollow shaft shall be 2 1/4 inches. The auger shall be
maintained in good condition throughout the installation of the piles.
E.
Automated Monitoring Equipment (AME) shall be capable of making
measurements during 1) the auguring phase, and 2) the grouting phase. During
the auguring phase, the time and hydraulic pressure used to turn the augers should
be measured versus depth. During the grouting phase, the time, grout volume,
percent of grout volume in excess of the theoretical hole volume, and grout
pressure versus depth should be recorded in maximum 2-foot increments. Graphs
summarizing the auguring phase and grouting phase should be printed in the field
and available for review by the pile inspector prior to the rig moving to the next
pile location. The AME should have a real time display of the above information
visible to the equipment operator during the auguring phase and grouting phase.
PRE-DRILLING CONFERENCE: Prior to beginning the drilling, the General
Contractor shall schedule and conduct a meeting at the job site with all parties associated
with the design and construction of the auger cast piles to review the drilling
requirements. Notify the Engineer, Owner and testing agency responsible for the
inspection and Certification of the piles, at least three days in advance of the time of the
meeting. The General Contractor shall take minutes of the meeting and distribute them to
the parties in attendance.
PART 3 – EXECUTION________________________________________________________
3.01
3.02
3.03
EXAMINATION:
A.
Prior to the start of work under this Section, the Contractor shall carefully
examine the site and verify that the piles can be installed as specified herein and
as shown on the Drawings.
B
The Contractor shall verify that all piles may be installed in accordance with all
pertinent codes and regulations, the approved design, and the reference standards.
C.
Verify that the site conditions will support the equipment for the performance of
the pile installation operations.
D.
In the event of any discrepancies, immediately notify the Architect. Do no
proceed with pile installation in areas of discrepancy until the discrepancy has
been fully resolved.
PILE LOCATIONS AND TOLERANCES:
A.
Piles shall be carefully and accurately located to the lines and spacing shown on
the Drawings or as otherwise directed by the Engineer.
B.
The maximum deviation from the required axial alignment of the piles shall be
2% of the pile length. The Contractor shall be responsible for installing, at his
expense, additional piles where production piles may be downgraded or rejected
because of misalignment.
C.
The maximum plan deviation of any pile butt from its required location shall be 3
inches in any direction. If pile butt deviations exceed 3 inches, the Contractor
shall be responsible for installing, at his expense, additional piles as may be
required to alleviate pile overload as a result of pile mislocation.
D.
The cost of additional engineering required to evaluate the effects of
misalignment or mislocation of piles and to determine required corrective
measures shall be born by the Contractor. At the discretion of the Architect, such
engineering work may be performed by the engineer of record or by an
independent structural engineer licensed in North Carolina employed by the
Contractor. The results of all evaluations and the details of any corrective
solutions shall be subject to review and approval by the engineer of record.
PILE LENGTHS AND QUANTITIES:
3.04
A.
Pile locations are shown on the drawings. Piles shall be installed to a depth of
40-60 feet or refusal. The pile design tip elevation shall be confirmed during the
test pile program and shall be provided to the Contractor. The Engineer may also,
at his discretion, increase or decrease the total linear footage of piles to be
furnished and installed by changing the pile cut off elevations, requiring the
installation of additional piles, or directing the omission of piles from the
requirements shown or specified during the course of construction if job
conditions so warrant.
B.
The length of an installed pile shall be considered the difference between the
actual tip elevation of the pile and the top elevation as required to construct the
pile caps as shown on the drawings or as otherwise modified during the course of
construction. Modifications to pile cap elevations or thicknesses, or any other
change from the drawings which would effect the top elevations of piles shall
only be made with the prior approval of the Engieer.
PILE INSTALLATION:
A.
At the time of pile installation, the site shall be cleared and graded to the extent
possible. The ground surface at the pile location shall be a minimum of 12 inches
higher than the cut-off elevation of the pile.
B.
Auger cast grout piles shall be formed by the rotation of a continuous flight,
hollow-shaft auger into the ground to the pile design tip elevation or refusal.
Auger refusal shall be considered an auger penetration rate of less than 1-inch per
minute. During auguring to the pile termination depth, the AME shall measure
the time and auger hydraulic pressure versus depth. For piles terminated above
the design pile tip elevation, the auger penetration rate and auger hydraulic
pressure shall be provided to the pile inspector before beginning the grouting
phase.
C.
Grout shall then be injected through the auger shaft as the auger is being
withdrawn in such a way as to exert removing pressure (equivalent to a minimum
of 10 feet of grout head above the injection point or above the water table,
whichever is greater) on the withdrawing earth-filled auger as well as lateral
pressure on the soil surrounding the grout-filled pile hole. The auger withdraw
rate shall not exceed the grout pumping rate. The auger shall not be permitted to
rotate during withdrawal. Maximum auger withdrawal rate shall not exceed 15
feet per minute. The AME should have a real time display of information visible
to the equipment operator.
D.
Each pile hole shall be drilled and filled with grout in one continuous,
uninterrupted operation. During the course of the drilling operation or after the
drilling is complete, the auger shall not be partially or fully withdrawn from the
hole prior to commencement of the grouting operation without prior specific
approval from the Architect or his designated representative. In the event that an
auger withdrawal is required, and installation of the pile is to continue, the auger
shall be reinserted into the hole at least to the depth previously augured prior to
continuation of the pile installation process.
3.05
E.
During the grouting phase, the time, grout volume, percent of grout volume in
excess of the theoretical hole volume, and grout pressure versus depth should be
recorded in maximum 2-foot increments. Graphs summarizing the grouting phase
should be printed in the field and available for review by the pile inspector prior
to the rig moving to the next pile location.
F.
If the volume of grout injected per 2-feet of pile length is less than 110% of the
theoretical pile volume, or the grout volume determined during the pile load test
program, the pile shall be re-augered to the original depth and re-grouted. If the
pile is rejected or if the capacity of the pile is downgraded, then the Contractor
shall be responsible for installing additional piles as may be required to
compensate for the rejection or downgrading of the pile.
G.
If the grout injection rate or pressure falls below the requirements established
during the test pile program, the auger shall be reinserted to the original tip
elevation and grouting shall recommence in accordance with the established
procedures. If the grouting is momentarily interrupted the pile shall be re-augered
at least 5 feet below the interruption and re-grouted.
H.
If, due to equipment and procedural problems, the pile cannot be successfully
completed as hereinbefore specified, then the Contractor shall reinsert the auger to
the original tip elevation, the pile shall be cleaned out before the previously
injected grout reaches its initial set, and the grouting problem shall be resolved
before resuming the injection of grout into the hole. If, in the opinion of the
Architect or his designated representative, this procedure cannot reasonably
assure the satisfactory completion of the pile, then the pile shall be abandoned and
the design shall be modified to compensate for the lost pile as hereinbefore
specified.
I.
The pile installation sequence shall be established by the Contractor such that no
pile is installed within 6 pile diameters, center to center, or a pile previously
completed less than 12 hours before.
J.
If the concrete level in any pile falls prior to obtaining its initial set, then the pile
shall be rejected.
K.
The Geotechnical Engineer shall have the authority to hold installation when
unanticipated difficulties or conditions are encountered.
TEST PILE PROGRAM:
A.
The test pile program shall consist of one pile load tests. One pile load test is
intended to test a pile installed to the recommended without encountering refusal.
Test piles shall be of the size and type shown on the Drawings, and shall be
installed in the same manner as the production piles. If the test pile location does
not encounter the anticipated drilling conditions consistent with the above,
another location will be required for the test pile.
B.
Complete AME measurements will be required during installation of the test piles
and reaction piles. Reaction pile measurements are for information only, and not
a basis for acceptance or rejection of the reaction piles.
C.
The Contractor shall completely furnish and install the test piles, the reaction piles
or dead weight required to load the test piles, the load transfer apparatus, and any
other construction and equipment necessary to complete the test pile program as
herein specified except that the Owner's geotechnical engineer shall provide the
instrumentation necessary to measure the settlement of the piles under load. The
Contractor shall also furnish jacks or load cells as required to apply the test loads.
The Contractor shall also provide a suitable enclosure to protect the pile test
apparatus and personnel in the event of inclement weather and power and lighting
necessary to perform the tests. All jacks and gauges used in the test program shall
have been calibrated prior to the commencement of the program and the Architect
shall be provided with a copy of the calibration reports.
D.
Upon completion of the test pile program, the Contractor shall cut off and remove
all test piles and any reaction piles a minimum of 6 feet below the lowest finished
floor elevation in the vicinity of the test. The Contractor shall be responsible for
refilling the resulting excavation and compacting the fill as otherwise specified to
provide a suitable subgrade in the area of the test. The Contractor shall be
responsible for removing and disposing of any other construction and equipment
required for the test program.
E.
Test load shall be applied by jacking against suitable dead weight or anchor piles
of sufficient capacity to resist the loads required to complete the tests. If anchor
piles are to be used, determination of location, size, depth, reinforcing, etc. of the
anchor piles shall be the responsibility of the Contractor. The design of the
apparatus which transfers the load from the test piles to the reaction piles or the
dead weight shall be the responsibility of the Contractor.
F.
Pile testing shall not begin until specimens of the grout tested in accordance with
ASTM C109 indicate that the compressive strength of the grout in the test piles
has reached 4000 psi.
G.
Pile load tests shall be monitored and supervised, and the results recorded and
evaluated, by a geotechnical engineer employed by the Owner. The Contractor
shall provide all other labor reasonably required to conduct the test program.
H.
Pile load tests and apparatus shall be in accordance with the requirements of
ASTM D-1143 section 6.3 “Quick Load Test for Individual Piles” to a minimum
load of 200% of its design load.
3.06
3.07
3.08
TESTING OF PRODUCTION PILING:
A.
The Owner shall employ a testing laboratory to prepare samples of grout from the
end of the auger as it is withdrawn, test the samples, and report the results to the
Owner, Engineer, and Contractor. The Contractor shall incorporate grout
sampling requirements into his procedures and shall cooperate with the Owner's
testing laboratory in the collection and preparation of the samples.
B.
One set of samples shall be taken for each pile group up to 3 piles. Two sets shall
be taken for each pile group larger than 3 piles. Each set shall consist of 9 cubes,
3 for 7-day strength, 3 for 28-day strength, and 3 for reserve.
C.
Samples shall be made, handled, and tested in accordance with ASTM C109.
OBSTRUCTIONS:
A.
All excavations shall be done on an unclassified basis. No consideration will be
given to the nature of the materials encountered except as specified hereinafter for
obstructions.
B.
An obstruction shall be considered as the inability of the specified equipment with
all components in good condition to penetrate to depths on the order of the soil
test borings. The Geotechnical engineer shall determine if the pile has
encountered refusal consistent with the soils test borings, or if an obstruction was
encountered.
C.
If an obstruction is encountered within 10 feet of the ground surface, then pile
installation shall be halted and the obstruction shall be removed by excavating and
backfilling with compacted soil placed in accordance with the requirements of
Section 02200 of this Specification. Excavation and backfilling shall be
performed in the presence of the Owner's geotechnical laboratory technician or
other designated representative. After the backfilling has been completed, the pile
installation shall resume.
D.
If an obstruction is encountered at a depth greater than 10 feet, then the pile shall
be completed to the depth at which the obstruction was encountered and the
Architect shall be notified of the details of the pile installation. The Architect
shall then either reject the pile, accept the pile, or downgrade the capacity of the
pile and instruct the Contractor to install additional piling as may be required to
compensate for the loss or downgrading of the pile.
PAYMENT:
A.
Payment for the mobilization, test pile program (1 pile), installation of production
piles shown on the bid documents to a design depth or refusal, and demobilization
are to be included in the base bid.
3.09
B.
Payments for additions or deductions to the production pile lengths based on
increases or decreases in pile cut off elevation, or increases in pile length based on
the results of the pile load test program will be based on quantities and unit rates
listed on the Bid Form.
C.
Payments for adding or deducting piles from the project will be based on
increases or decreases in pile length based on quantities and unit rates listed on
the Bid Form.
D.
The base bid should include a lump sum price for one pile load tests including
providing and installing all test piles, reaction piles, dead weight, and any other
materials, equipment, and labor required to complete the load test as herein
specified, including removal of materials and equipment as required and
backfilling and compacting the excavation to the previously existing grade after
cut-off of test and reaction piles. An additional incremental amount will be paid
in the event additional pile load tests are necessary. A separate lump sum price
and incremental amount shall be paid for each additional pile load test.
E.
If a pile is rejected or downgraded due to failure on the part of the Contractor to
install the pile as herein specified, the Contractor shall be paid for the installed
length of the pile based on the unit price per foot of length for production piles.
No payment shall be made for additional piling or other work required to
compensate for the rejected or downgraded pile.
F.
No payment shall be made for any other work required as a result of failure on the
Contractor's part to provide materials, workmanship, or a finished product which
is not in accordance with the requirements of this Specification.
AUGER CAST GROUT PILE BID FORM:
A.
General: The following is a general explanation of the basis for adjusting the
price of each auger cast grout pile, shown on the Drawings, as required by the
Architect or Pile Inspector. The unit prices shall include all overhead, profit, and
other related costs.
Item
Unit
Quantit
y
Mobilization and Demobilization
Lump
Sum
Each
Lump sum
1
ACP Load Test (1 pile)
ACP – Production piles to
Design depth or refusal
ACP – Estimated Production Pile
length (information only)
LF
Unit cost
Extension
0
0
1
1
ACP - Add/Deduct
LF
LUMP SUM COST
B.
The contract unit prices for the above items will be full and complete payment for
providing all design, materials, labor, equipment, and incidentals to complete the
work.
END OF SECTION
03100-1- CONCRETE FORMWORK
SECTION 03100
CONCRETE FORMWORK
PART 1 – GENERAL
1.01
General and Supplementary Conditions and Division 1 Specification Sections, apply to
work of this Section.
1.02
SCOPE:
A.
B.
1.03
1.
Concrete Reinforcement and Accessories (Section 03200).
2.
Cast-In-Place Concrete (Section 03300).
Work Included In This Section:
1.
Extent of formwork is indicated by the concrete structures shown on the
contract drawings and as required to place concrete.
2.
Work shall include (except as specified elsewhere in the contract
documents) providing formwork and shoring for all cast-in-place concrete
and installation into the formwork items furnished by others, such as
anchors, plates, inserts, and any other items embedded in concrete.
INDUSTRY STANDARDS:
A.
Reference: Some products and execution are specified in this section by reference
to published specifications of standards of the following (latest edition, with
respective abbreviations used):
American Concrete Institute (ACI)
The American Society for Testing and Materials (ASTM)
U. S. Product Standards (PS)
B.
Standard Specifications and Codes: The following specifications and codes form a
part of this specification:
Publications of the American Concrete Institute:
ACI 347
ACI 117
1.04
"Recommended Practice for Concrete Formwork"
"Standard Tolerances for Concrete Construction and
Materials"
SUBMITTALS:
A.
Manufacturer's Data: Submit (for information only) five (5) copies each of
manufacturer's specifications for proprietary materials and items as required,
including form coatings, formwork facing material, jointing, reveals, etc., ties, and
accessories.
B.
Shop drawings for formwork structure, including the location of shoring and
reshoring, are the responsibility of the Contractor and shall not be submitted to the
Engineer.
PART 2 – PRODUCTS
2.01
FORM MATERIALS AND ACCESSORIES:
A.
Smooth-Formed Finished Concrete: Form-facing panels that will provide
continuous, true, and smooth concrete surfaces. Furnish in largest practicable
sizes to minimize number of joints.
1.
Plywood, metal, or other approved panel materials.
2.
Exterior-grade plywood panels, suitable for concrete forms, complying
with DOC PS 1, and as follows:
a.
b.
c.
d.
High-density overlay, Class 1 or better.
Medium-density overlay, Class 1 or better; mill-release agent treated and
edge sealed.
Structural 1, B-B or better; mill oiled and edge sealed.
B-B (Concrete Form), Class 1 or better; mill oiled and edge sealed.
B.
Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved
material. Provide lumber dressed on at least two edges and one side for tight fit.
C.
Forms for Cylindrical Columns, Pedestals, and Supports: Metal, glass-fiberreinforced plastic, paper, or fiber tubes that will produce surfaces with gradual or
abrupt irregularities not exceeding specified formwork surface class. Provide
units with sufficient wall thickness to resist plastic concrete loads without
detrimental deformation.
D.
Pan-Type Forms: Glass-fiber-reinforced plastic or formed steel, stiffened to resist
plastic concrete loads without detrimental deformation.
E.
Void Forms: Biodegradable paper surface, treated for moisture resistance,
structurally sufficient to support weight of plastic concrete and other
superimposed loads.
F.
Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch, minimum.
G.
Rustication Strips: Wood, metal, PVC, or rubber strips, kerfed for ease of form
removal.
H.
Form-Release Agent: Commercially formulated form-release agent that will not
bond with, stain, or adversely affect concrete surfaces and will not impair
subsequent treatments of concrete surfaces.
1.
I.
Formulate form-release agent with rust inhibitor for steel form-facing materials.
Form Ties: Factory-fabricated, removable or snap-off metal or glass-fiber-reinforced
plastic form ties designed to resist lateral pressure of fresh concrete on forms and to
prevent spalling of concrete on removal.
1.
Furnish units that will leave no corrodible metal closer than 1 1/2 inch to the
plane of exposed concrete surface.
2.
Furnish ties that, when removed, will leave holes no larger than 1 inch in
diameter in concrete surface.
3.
Furnish ties with integral water-barrier plates to walls indicated to receive
dampproofing or waterproofing.
PART 3 – EXECUTION
3.01
DESIGN OF FORMWORK:
A.
The Contractor shall be responsible for the design of all concrete formwork.
Formwork shall be designed in accordance with ACI 347 unless noted.
B.
Design, erect, support, brace, and maintain formwork so that it will safely support
vertical and lateral loads that might be applied until such loads can be supported by
the concrete structure. Construct formwork so that concrete members and structures
are of correct size, shape, alignment, elevation, and position.
C.
Design forms and falsework to include assumed values of live load, dead load,
weight of moving equipment operated on formwork, concrete mix, height of
concrete drop, vibrator frequency, ambient temperature, stresses, lateral stability,
and other factors pertinent to safety of structure during construction.
D.
Support form facing materials by structural members spaced sufficiently close to
prevent deflection. Fit forms placed in successive units for continuous surfaces to
accurate alignment, free from irregularities, and within allowable tolerances.
E.
Provide formwork sufficiently tight to prevent leakage of cement paste during
concrete placement. Solidly butt joints and provide backup material at joints as
required to prevent leakage and fins.
F.
Provide for openings, offsets, keyways, recesses, moldings, rustications, reglets,
chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features
required in work.
G.
Fabricate forms for easy removal without hammering or prying against concrete
surfaces. Provide crush plates or wrecking plates where stripping may damage cast
concrete surfaces. Provide top forms for inclined surfaces where slope is too steep
to place concrete with bottom forms only. Kerf wood inserts for forming keyways,
reglets, recesses, and the like, for easy removal.
H.
Provide temporary openings where interior area of formwork is inaccessible for
cleanout, for inspection before concrete placement, and for placement of concrete.
Securely brace temporary openings and set tightly to forms to prevent loss of
concrete mortar. Locate temporary openings on forms at inconspicuous locations.
I.
Chamfer exposed corners and edges unless otherwise indicated, or specified, using
wood, metal, PVC or rubber strips fabricated to produce uniform lines and tight
edge joints.
J.
Provisions for Other Trades: Provide openings in concrete formwork to
accommodate work of other trades. Determine size and location of openings,
recesses and chases from trades providing such items. Accurately place and
securely support items built into forms.
3.02
TOLERANCES: Formwork shall be constructed so as to ensure that the concrete surfaces
will conform to the tolerances of Section 203.1 "Recommended Practice for Concrete
Formwork" (ACI 347).
3.03
REUSE OF FORMS:
A.
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.
Apply new form coating compound material to concrete contact surfaces as
specified for new formwork.
B.
When forms are extended for successive concrete placement, thoroughly clean
surfaces, remove fins and laitance, and tighten forms to close all joints. Align and
secure joints to avoid offsets. Do not use "patched" forms for exposed concrete
surfaces.
3.04
CLEANING AND TIGHTENING: Thoroughly clean forms and adjacent surfaces to
receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before concrete
is to be placed. Tighten forms immediately after concrete placement as required to
eliminate mortar leaks.
3.05
FORM COATINGS:
A.
Coat form contact surfaces with form-coating compound before reinforcement is
placed. Provide commercial formulation form-coating compounds that will not
bond with, stain, nor adversely affect concrete surfaces, and will not impair
subsequent treatment of concrete surfaces requiring bond of adhesion, nor impede
the wetting of surfaces to be cured with water or curing compounds.
B.
Do not allow excess form coating material to accumulate in the forms or to come
into contact with concrete surfaces against which fresh concrete will be placed.
Apply in compliance with manufacturer's instructions.
3.06
EMBEDDED ITEMS: Set and build into the work anchorage devices and other embedded
items required for other work that is attached to, or supported by cast-in-place concrete.
Use setting drawings or instructions, and directions provided by suppliers of the items to be
attached.
3.07
FORM REMOVAL: Formwork, not supporting concrete, may be removed 24 hours after
placing concrete, provided concrete is sufficiently hard to not be damaged by form removal
operations, and provided that curing and protection operations are maintained. Formwork
for surfaces specified to be "rubbed" is to be removed within 24 hours after placement.
Immediately after rubbing, curing is to be reinstated.
3.08
CONCRETE IN EARTH: Where trench excavation is used, and where sides of
excavations are cut neatly in good, firm soil, side-forms may be omitted.
END OF SECTION
03200-1- CONCRETE REINFORCEMENT
SECTION 03200
CONCRETE REINFORCEMENT
PART 1 – GENERAL
1.01
General and Supplementary Conditions and Division 1 Specification Sections, apply to
work of this Section.
1.02
SCOPE:
A.
1.
2.
2.
B.
1.03
Concrete Formwork (Section 03100)
Adhesive Concrete Anchors (Section 03250)
Work Included in this Section: Reinforcement for cast-in-place concrete (including
bars, welded wire fabric, ties, and supports) as shown on drawings, and as specified
herein.
QUALITY ASSURANCE:
A.
References: Some products and execution are specified in this section by reference
to published specifications or standards of the following (latest edition, with
American Welding Society (AWS)
Concrete Reinforcing Steel Institute (CRSI)
B.
Standard References:
1.
The current edition of the following standard references shall apply to the
work of this section. Suffixes indicating date of issue are omitted from
reference numbers used in the text of this section.
2.
Publications of the American Concrete Institute:
ACI-301
"Specification for Structural Concrete for Buildings."
ACI 315
"Manual of Standard Practice for Detailing Reinforced
Concrete Structures.
"Building Code Requirements for Reinforced Concrete."
ACI 318
3.
Publications of the AWS:
AWS D1.4
4.
"Recommended Practice for Welding, Reinforcing Steel,
Metal Inserts, and Connections in Reinforced Concrete
Construction."
Publications of the CRSI:
"Manual of Standard Practice"
5.
Publications of the ASTM:
ASTM A-82 "Specification for Cold Drawn Steel Wire for Concrete
Reinforcement."
ASTM A184 "Specification for Steel Bar Mats for Concrete
Reinforcements."
ASTM A185 "Specification for Welded Steel Wire Fabric for Concrete
Reinforcement."
ASTM A615 "Specification for Deformed Billet-Steel Bars for Concrete
Reinforcement."
ASTM A706 "Specification for Low-Alloy Steel Deformed and Plain
Bars for Concrete Reinforcement."
C.
1.04
Building Code:
amendments.
North Carolina State Building Code, current edition with all
SUBMITTALS:
A.
Shop Drawings:
1.
Shop drawings shall be in accordance with ACI 315.
2.
Only shop drawings checked and stamped "Approved by Contractor" will
be accepted for review.
3.
Show details, bar clearances, notes, and necessary information for placing
of reinforcing steel.
B.
1.05
4.
Show foundation reinforcing in plan. Show wall and pier reinforcing in
elevation. Include all pertinent details and schedules required to specify
the reinforcing. Show welding requirements for welded bars.
5.
Submit five (5) copies for each sheet of the reinforcing shop drawings.
Shop drawings shall include, but not be limited to, reinforcing layout, size
location, quantities, lap lengths, required bends and other pertinent
information related to the installation of the reinforcing steel
Welding Certificates
DELIVERY, STORAGE, HANDLING:
A.
Reinforcing steel shall be delivered to project site properly tagged, bundled, and
ready to place.
B.
Reinforcing steel and welded wire fabric delivered to project site (and not
immediately placed in forms), shall be protected from mud, excessive
rust-producing conditions, oil, grease, or distortion.
PART 2 – PRODUCTS
2.01
MATERIALS:
A.
Reinforcing Bars: New, deformed bars, conforming to ASTM A615- S1, Grade 60
as required on drawings. ASTM A706 for bars in welded applications.
B.
Welded Wire Fabric: Welded wire fabric shall be electrically-welded, wire fabric of
cold-drawn wire, of gauge and mesh as shown on drawings, or as required. Fabric
shall conform to ASTM A185, Grade 60 or Grade 70. Provide in mat form.
C.
Plain Smooth Dowels:
1.
Joint Dowel Bars: ASTM A 615A, Grade 60, Plain-steel bars, cut bars
true to length with end square and free of burrs.
2.
Flat plate diamond shaped dowels may be submitted for approval in lieu of
plain smooth round dowels. Plate dowels shall meet or exceed the
performance of the plain smooth round dowels.
2.02
D.
Tie Wire: Shall be 16 gage, or heavier, black annealed, steel wire.
E.
Accessories: Fabricate accessories from concrete, metal, plastic, or other materials
accepted by the Engineer. Include spacers, ties, chairs, bolsters, and other devices
required to properly support, space, and secure the reinforcing steel in its proper
position in accordance with the Drawings and recommendations of the CRSI
"Manual of Standard Practice". Chairs and other accessories shall be Class I or
Class II in accordance with CRSI. Parts in contact with exposed concrete surfaces
shall be either stainless steel (AISI 302 or 304) or have plastic coated legs.
Locations and types of accessories shall be shown on the shop drawings. Chairs for
all concrete reinforcing steel to be supported on soil shall be continuous high chairs
with continuous longitudinal wires, or individual square plates, welded to the
bottom of the chair legs or shall be plastic, conical in shape, and shall have a large
flat bottom bearing surface. Use "Z" spacer bars between adjacent vertical
reinforcing mats in walls. Use standees between top and bottom mats of reinforcing
in footings.
FABRICATION:
A.
Reinforcing steel shall be fabricated to shapes and dimensions indicated on
drawings, and in compliance with applicable provisions of ACI 315 and ACI 318.
B.
Bars shall be bent cold in shop. No bars shall be bent in field, unless specifically
indicated on drawings.
C.
Tolerances: Bars used for concrete reinforcement shall meet the following
requirements for fabricating tolerances:
1.
2.
3.
D.
Sheared length: + one inch.
Stirrups and ties: + one-quarter inch.
All other bends: + one inch
Fabrication of reinforcing steel prior to review and approval of shop drawings by
Project Engineer shall be solely the responsibility of the Contractor.
3.01
GENERAL REQUIREMENTS FOR REINFORCING:
A.
Reinforcing shall be free from scale, loose rust, mud, or coatings which will reduce
bond to concrete.
3.02
B.
Bars with kinks or bends not shown on drawings shall not be placed. Heating of
reinforcement for bending or straightening will not be permitted.
C.
Minimum concrete cover for reinforcing shall be as shown on drawings and per ACI
318 standards:
1.
3" for concrete placed directly against the earth.
2.
6” concrete placed in drilled piers or auger cast piles.
3.
2" for formed surfaces exposed to earth or weather.
4.
1" for formed slab or wall surfaces not exposed to weather.
PLACING OF REINFORCEMENT:
A.
Tolerances: Bars shall be placed to the following tolerance: + one-quarter inch.
B.
Dowels: Place steel dowels as required on drawings by means of plywood
templates. Place and anchor dowels securely before placing concrete.
C.
Accessories:
D.
1.
Nails shall not be driven into formwork to support reinforcement. Turn tie
wires into concrete, not toward exposed surfaces.
2.
Space bar supports in accordance with ACI 315, ACI 301, and CRSI
Manual of Standard Practice. Chairs for reinforcing steel to be supported
on soil shall be spaced as necessary to prevent the legs from pressing into
the soil, but no more than 4'-0" on center.
3.
In walls, provide continuous slab bolsters spaced at 4'-0" o.c. maximum to
support reinforcing of formwork. Use #4 "Z" spacer bars at 4'-0" o.c. each
way between wall mats.
Securing Reinforcement:
1.
Reinforcing bars shall be supported and wired together to prevent
displacement by construction loads, or by placing of concrete, beyond
tolerances as set forth hereinbefore.
E.
3.03
3.04
2.
Maintain metal reinforcement securely and accurately in place until concrete
is placed.
3.
Any and all disturbances of reinforcement from any cause whatsoever
shall be corrected fully prior to placing of concrete.
Damaged
bar-supports and spacers shall be repaired, or shall be removed and
replaced.
4.
Bars shall not be bent after being embedded in hardened concrete, unless
indicated so on drawings.
5.
When approved, welding of reinforcing steel shall conform to AWS D1.4.
Do not weld at bend in a bar. Welding of cross bars shall not be permitted
unless authorized by Project Engineer.
Welded Wire Fabric:
1.
Install in longest practical lengths. Welded wire fabric shall be lapped at
least 1 mesh plus end extension of wires, but not less than 6". Lace splices
with tie wire. Offset end laps in adjacent widths to prevent continuous
laps in either direction.
2.
Wire mesh shall be placed so as to secure it positively at a position as
indicated on Drawings.
SPLICES OF REINFORCEMENT:
A.
Splices and offsets in reinforcements shall not be made at points of maximum stress.
B.
Splices shall be approved by Engineer. Splices shall provide sufficient lap to
transfer required stress.
C.
Character and design of each splice shall conform to requirements of ACI 318.
Minimum splice lengths shall conform to Class B tension splice lengths, per ACI
318 unless otherwise noted. See also plans for splice lengths.
QUALITY CONTROL:
A.
Inspection of Placement of Reinforcing Steel:
1.
Project Engineer shall be given advanced notice of not less than 48 hours
prior to placing concrete to allow inspection of reinforcing steel.
2.
Inspection of placement of reinforcement in a section will be made only
after placement is complete for that section to be poured.
3.
Such inspections shall not relieve Contractor of his responsibility to provide
work in accordance with requirements of contract documents. Such
inspections are for purpose of minimizing errors in field work.
END OF SECTION
03250-1- CONCRETE ADHESIVE ANCHORS
SECTION 03250
CONCRETE ADHESIVE ANCHORS
PART 1 – GENERAL
1.01
RELATED DOCUMENTS: Drawings and general provisions of the Contract, including
General and Supplemental Conditions and Division 1 Specification sections, apply to this
section.
1.02
RELATED SECTIONS:
A.
B.
1.03
1.04
Structural Steel (Section 05120)
SECTION INCLUDES:
A.
Furnishing and installing adhesive anchors with washers and nuts into holes drilled
into the existing reinforced concrete as indicated on the drawings and as specified
herein.
B.
Equipment required for drilling the holes and for locating the existing embedded
reinforcing steel.
C.
Equipment required for mixing, proportioning and dispensing the epoxy gel into
holes drilled for adhesive anchors.
D.
Identifying and locating existing reinforcing steel with magnetic equipment, pilot
holes, or other means prior to drilling holes for anchors.
E.
Items of testing, quality control, and evaluation of in-place adhesive anchors.
SUBMITTALS:
A.
General: Submit in accordance with Conditions of the Contract and Division 1
Submittal Procedures Section.
1.
Product specifications with recommended design values and physical
characteristics for epoxy dowels and threaded rods.
2.
Samples: Representative length and diameters of each type anchor shown on
the Drawings.
3.
Quality Assurance Submittals:
a.
Test Reports: Certified test reports showing compliance with
specified performance characteristics and physical properties.
b.
Certificates:
i.
B.
4.
Manufacturer’s installation instructions.
5.
Installer Qualifications & Procedures: Submit installer qualifications.
Submit a letter of procedure stating method of drilling, the product proposed
for use, the complete installation procedure, manufacturer training date, and
a list of the personnel to be trained on anchor installation.
Closeout Submittals: Submit the following:
1.
1.05
ICBO ES Evaluation Reports for use in masonry
construction and concrete construction, as applicable.
Record Documents: Project record documents for installed materials.
QUALITY ASSURANCE:
A.
Qualifications:
B.
Installer Qualifications:
1.
C.
Drilled-in adhesive anchors shall be installed by a contractor with at least
five years of experience performing similar installations.
Installer Training: Conduct a thorough on-site training with the manufacturer or the
manufacturer’s representative for the contract on the project. Training to consist of
a review of the complete installation process for each type of epoxy embedded
anchor types, to include but not limited to:
1.
Hole drilling procedure
2.
Hole preparation & cleaning technique
3.
Adhesive injection technique & dispenser training / maintenance
4.
Anchor preparation and installation
5.
Proof loading/torquing
6.
D.
1.06
All personnel who will be installing anchors and their supervisors shall
attend the training session. Manufacturer’s representative shall issue a letter
stating the date, list of attendees and meeting minutes.
Certifications: Unless otherwise authorized by the Engineer, anchors shall have one
of the following certifications:
1.
ICBO ES Evaluation Report indicating conformance with current applicable
ICBO ES Acceptance Criteria.
2.
ICC ES Evaluation Report
E.
Source: All epoxy material and specialty anchors for this project shall come
from a single source.
DELIVERY, STORAGE AND HANDLING:
A.
General: Comply with Division 1 Section−Product Storage and Handling
Requirements.
1.
Store anchors and epoxy adhesive in accordance with manufacturer’s special
requirements with respect to temperature, exposure to sunlight, and shelf
life.
PART 2 – PRODUCTS
2.01
MATERIALS:
A.
B.
Fasteners and Anchors:
1.
Stainless Steel Threaded Bolts: ASTM F593, for exterior use.
2.
Stainless Steel Nuts and Washers: ASTM F594, for exterior use.
3.
High strength rod material meeting the requirements of ASTM A193, Grade
B7, for interior use.
4.
Standard nut material meeting the requirements of ASTM F563, for interior
use.
5.
Standard washers meeting the requirements of ASTM F436, for interior use.
Cartridge Injection Adhesive Anchors: Threaded steel rod, inserts or reinforcing
dowels, complete with nuts, washers, polymer or hybrid mortar adhesive injection
system, and manufacturer’s installation instructions. Type and size as indicated on
Drawings.
C.
1.
Interior Use: Unless otherwise indicated on the Drawings, provide carbon
steel rods conforming to ASTM A36 or ASTM A193 Type B7 with zinc
plating in accordance with ASTM B633, Type III Fe/Zn 5 (SCI). Provide
nuts and hardened steel washers in accordance with ASTM A563 and
ASTM F436.
2.
Exterior Use: As indicated on the Drawings, provide stainless steel anchors.
Stainless steel anchors shall be AISI Type 304 stainless steel provided with
stainless steel nuts and washers of matching alloy group and minimum proof
stress equal to or greater than the specified minimum full-size tensile
strength of the externally threaded fastener. All nuts shall conform to
ASTM F594 unless otherwise specified.
3.
Refer to construction drawings and notes for applicable anchor types and
sizes.
Capsule Anchors: Threaded steel rod, inserts and reinforcing dowels with 45 degree
chisel point, complete with nuts, washers, glass or foil capsule anchor system
containing polyvinyl or urethane methacrylate-based resin and accelerator, and
manufacturer’s installation instructions. Type and size as indicated on Drawings.
Capsule anchors shall be used at all overhead locations where anchors are shown.
1.
Interior Use: Provide chisel-pointed carbon steel rods conforming to ASTM
A36.
2.
Exterior Use: As indicated on the Drawings, provide chisel-pointed stainless
steel anchors. Stainless steel anchors shall be AISI Type 304 stainless steel
provided with stainless steel nuts and washers of matching alloy group and
minimum proof stress equal to or greater than the specified minimum fullsize tensile strength of the externally threaded fastener. All nuts shall
conform to ASTM F594 unless otherwise specified. Avoid installing
stainless steel anchors in contact with galvanically dissimilar metals.
3.
Refer to construction drawings and notes for applicable anchor types and
sizes.
3.01
INSTALLATION:
A.
Drilled-In Anchors:
1.
Core drill holes for the epoxy injection anchors, as allowed by the
manufacturer recommended installation procedures. Where applicable, use
core bits with matched tolerances as specified by the manufacturer. Do not
use core drilled holes for capsule anchors.
2.
Drill holes for capsule anchors with rotary impact hammer drills using
carbide-tipped bits. Drill bits shall be of diameters as specified by the
anchor manufacturer. Unless otherwise shown on the Drawings, all holes
shall be drilled perpendicular to the concrete surface. Capsule anchors shall
be used only for overhead applications.
a.
3.02
3.
Perform anchor installation in accordance with manufacturer instructions.
4
Capsule Anchors: Perform drilling and setting operations in accordance with
manufacturer instructions. Clean all holes to remove loose material and
drilling dust prior to installation of adhesive. Remove water from drilled
holes in such a manner as to achieve a surface dry condition. Capsule
anchors shall be installed with equipment conforming to manufacturer
recommendations. Do not disturb or load anchors before manufacturer
specified cure time has elapsed.
5
Observe manufacturer recommendations with respect to installation
temperatures for cartridge injection adhesive anchors and capsule anchors.
REPAIR OF DEFECTIVE WORK:
A.
3.03
Embedded Items: Identify position of reinforcing steel and other
embedded items prior to drilling holes for anchors. Exercise care in
coring or drilling to avoid damaging existing reinforcing or
embedded items. Notify the Engineer if reinforcing steel or other
embedded items are encountered during drilling. Take precautions
as necessary to avoid damaging prestressing tendons, electrical and
telecommunications conduit, and gas lines.
Remove and replace misplaced or malfunctioning anchors. Fill empty anchor holes
and patch failed anchor locations with high-strength non-shrink, nonmetallic grout.
Anchors that fail to meet proof load or installation torque requirements shall be
regarded as malfunctioning.
FIELD QUALITY CONTROL:
A.
Testing: 10% of each type and size of drilled-in anchor shall be proof loaded by an
independent testing laboratory. Adhesive anchors and capsule anchors shall not be
torque tested unless otherwise directed by the Engineer. If any of the tested anchors
fail to achieve the specified torque or proof load within the limits as defined on the
Drawings, all anchors of the same diameter and type as the failed anchor shall be
tested, unless otherwise instructed by the Engineer. The cost of these additional
tests shall be borne by the Contractor.
1.
Torque shall be applied with a calibrated torque wrench.
2.
B.
Proof loads shall be applied with a calibrated hydraulic ram. Displacement
of adhesive and capsule anchors at proof load shall not exceed D/10, where
D is the nominal anchor diameter.
Minimum anchor embedments, proof loads and torques shall be as shown on the
Drawings.
END OF SECTION
03330-1- CAST-IN-PLACE CONCRETE
SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 – GENERAL
1.01 RELATED DOCUMENTS: Drawings and general provisions of the Contract, including
General and Supplementary Conditions and Division 1 Specification Sections, apply to this
Section.
1.02 SUMMARY:
A.
Section includes cast-in-place concrete as shown on drawings, as specified herein and
as required to complete this work, including formwork, reinforcement, concrete
materials, mixture design, mixing, transporting, placing, finishing, curing, quality
control, quality assurance and property evaluation for the following. This section does
not address shotcrete used to construct the pool facilities.
1.
2.
3.
4.
B.
Footings.
Foundation walls.
Slabs-on-ground.
Suspended slabs.
1.
2.
3.
Concrete Formwork (Section 03100)
Concrete Reinforcement (Section 03200)
Architectural Concrete (Section 03330)
1.03 DEFINITIONS:
A.
Cementitious Materials: Materials conforming to this specification and have cementing
value when used in concrete either by themselves, such as portland cement, other
hydraulic cements or blended hydraulic cements, or such materials in combination with
fly ash, other raw or calcined natural pozzolans, silica fume and/or slag cement.
B.
Concrete: Mixture of cementitious materials, aggregates and water, with or without
fibers or chemical admixtures, as required by this specification.
1.04 INDUSTRY STANDARDS:
A.
Some products and execution are specified in this section by reference to published
standards of the following:
American Society for Testing and Materials (ASTM)
American Welding Society (AWS)
Concrete Reinforcing Steel Institute (CRSI)
National Ready-Mix Concrete Association (NRMCA)
1.05 MANDATORY REFERENCED STANDARDS:
A.
When referenced in text, standards and codes applying to this work shall conform to the
latest version. Suffixes indicating date of issue are omitted in text.
B.
Work on this project shall conform to all requirements of the following documents,
published by the American Concrete Institute, Farmington Hills, except as specifically
modified by these Contract Documents. Where conflicts arise between mandatory
references, the more stringent requirement shall apply. Suffixes indicating date of issue
are omitted elsewhere in text.
ACI 117-06
Specifications for Tolerances for Concrete Construction and Materials
ACI 301-05
Specification for Structural Concrete – Sections 1-5
ACI 305.1-06
Specification for Hot-Weather Concreting
ACI 306.1-90
Standard Specification for Cold-Weather Concreting
ACI 308.1-98
Standard Specification for Curing Concrete
1.06 SUBMITTALS:
A.
Submittals are to include information required by MANDATORY REFERENCE
STANDARDS in addition to information below.
B.
Product Data and MSDS: For each type of product indicated.
C.
Design Mixtures:
1.
2.
3.
4.
For each concrete mixture, submit five (5) copies of the proposed mixture design
with information necessary to support conformance to these specifications.
Submit alternate design mixtures at no additional cost to the owner, when
characteristics of materials, Project conditions, weather, test results, material
availability, design expiration per these documents or other circumstances warrant
adjustments or re-design.
Submit third party fresh and hardened concrete testing results demonstrating
conformance of the mixture to this specification.
Submit material certificates, material quality control information and samples per
this specification.
Indicate ranges of admixtures for production concrete and amounts of mixing
water to be withheld for later addition at Project site (if approved by Engineer)
D.
Concrete Production Field Quality Control Reports (Submitted monthly to Engineer):
1.
Submit material certificates, field quality control information and samples per this
specification.
E.
Steel Reinforcement Shop Drawings: Placing drawings that detail fabrication, bending,
and placement. Include bar sizes, lengths, material, grade, bar schedules, stirrup
spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical connections,
tie spacing, hoop spacing, and supports for concrete reinforcement.
1.
Show foundation reinforcing plan. Show pier reinforcing in elevation. Include all
pertinent details and schedules required to specify the reinforcing.
F.
Construction Joint Layout: Indicate proposed construction joints required to construct
the structure.
1.
Location of construction joints is subject to approval of the Engineer.
G.
Samples: For concrete materials, collected in accordance with ASTM C 183 and
ASTM D 75, if requested by the Engineer.
H.
Qualification Data: For installers, manufacturers, producers and testing agencies.
I.
Material Certificates:
For each of the following, signed by manufacturers
demonstrating conformance to applicable standards and this specification:
1.
2.
3.
4.
5.
6.
Cementitious materials.
a.
Report alkali contents for supplementary cementitious materials.
Admixtures
a.
To include compatibility statements for each admixture to document
appropriateness for use with other constituents.
Aggregates
Fiber reinforcement.
Waterstops.
Curing compounds.
7.
8.
9.
10.
11.
12.
13.
Floor and slab treatments.
Bonding agents.
Adhesives.
Vapor retarders.
Semirigid joint filler.
Joint-filler strips.
Repair materials.
J.
Material Test Reports: For the following, from a qualified testing agency, indicating
compliance with requirements (as necessary to satisfy requirements for each individual
mixture design proposed for the work):
1.
Historical and current quality control test records for cementitious materials and
aggregates.
2.
Aggregate testing data and indicating absence of deleterious expansion of
concrete due to alkali aggregate reactivity for all mixtures.
K.
Floor surface flatness and levelness measurements indicating compliance with specified
tolerances.
L.
Quality Control Plan, Plan of Action And Quality Control Records
M.
Minutes of pre-installation conference
N.
Repair procedures
1.07 QUALITY ASSURANCE:
A.
Superintendant: Qualified superintendant with at least 5 years experience with similar
types of concrete placements.
B.
Installer Qualifications: A qualified installer who employs on Project personnel
qualified as ACI-certified Flatwork Technician and Finisher and a supervisor who is an
ACI-certified Concrete Flatwork Technician.
C.
Cementitious Materials Testing Agencies: Testing for cementitious materials as part of
the quality control plan and for material certification must be conducted by agencies
that have participated in the reference sample and laboratory inspection programs of
Cement and Concrete Reference Laboratory (CCRL). Proof of participation and current
involvement is required.
D.
Concrete Manufacturer Qualifications: A firm experienced in manufacturing readymixed concrete products and that complies with ASTM C 94/C 94M requirements for
production facilities and equipment.
1.
E.
Manufacturer certified according to NRMCA's "Certification of Ready Mixed
Concrete Production Facilities."
Testing Agency Qualifications: An independent agency, qualified according to
ASTM C 1077 and ASTM E 329 for testing indicated.
1.
2.
3.
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.
Personnel performing laboratory tests shall be ACI-certified Concrete Strength
Testing Technician and Concrete Laboratory Testing Technician - Grade I.
Testing Agency laboratory supervisor shall be an ACI-certified Concrete
Laboratory Testing Technician - Grade II.
Laboratory testing for hardened concrete other than compressive strength testing
shall be a firm specializing in the specific test(s).
F.
Source Limitations: Obtain each type or class of cementitious material of the same
brand from the same manufacturer's plant, obtain aggregate from single source, and
obtain admixtures from single source from single manufacturer.
G.
Welding Qualifications: Qualify procedures and personnel according to AWS D1.4,
"Structural Welding Code - Reinforcing Steel."
H.
Comply with the Mandatory Reference Standards Above unless modified by
requirements in the Contract Documents:
I.
Concrete Testing Service: Engage a qualified independent testing agency to perform
material evaluation tests and to design concrete mixtures.
J.
Mockups: Prior to production work, mock-ups either at actual placement locations per
the scope or at alternative locations shall be prepared by the Contractor. Cast concrete
slab oon ground and formed surface to demonstrate placement, typical joints, surface
finish, texture, tolerances, and standard of workmanship. Equipment, personnel and
operations intended for use during production shall be implemented in the mock-up.
1.
2.
K.
Mock-ups shall be at least 200 sq. ft. (18.6 sq. m) for slabs and 100 sq. ft. (9.3 sq.
m) for formed surfaces as directed.
Approved mockups may become part of the completed Work if undisturbed at
time of Substantial Completion.
Pre-installation Conference: Conduct conference at Project site.
1.
At least 15 days before submitting design mixtures, hold a pre-construction
conference to review the design mixture and detailed procedures for ensuring
quality of concrete material and proper concrete construction. Provide a detailed
quality control plan for procedures and testing meeting the requirements of these
specifications. Record detailed minutes of the meeting and distribute to all parties
in attendance within five (5) days. Require representatives of each entity directly
concerned with cast-in-place concrete to attend, including the following:
a.
b.
c.
d.
e.
f.
g.
h.
i.
2.
Contractor's superintendent.
Independent testing agency responsible for concrete design mixtures.
Independent testing agency responsible for field quality assurance testing.
Ready-mix concrete manufacturer.
Concrete subcontractor.
Special concrete finish subcontractor
Reinforcing installers
Designer
Other involved parties
Review Quality Control Plan
1.08 CONTRACTOR QUALITY CONTROL:
A.
The Contractor must implement a quality control plan:
1.
Contractor shall designate persons or third party to perform quality control.
Testing shall be done by persons qualified per these specifications.
2.
Procedures
a.
Special inspection and testing and inspecting agency procedures for field
quality assurance, contractor quality control, concrete finishes and finishing
procedures, cold- and hot-weather concreting procedures, curing
procedures, construction contraction and isolation joints, and joint-filler
strips, semirigid joint fillers, forms and form removal limitations, shoring
and reshoring procedures, anchor rod and anchorage device installation
tolerances, steel reinforcement installation, floor and slab flatness and
levelness measurement, concrete repair procedures, concrete protection,
workforce, placement logistics and contingencies for equipment failures or
inclement weather, material transportation to site, verification of
subcontractor and producer work and/or materials.
3.
Production Testing
a.
Frequency for testing to verify fresh concrete property conformance in
production shall be included in the Quality Control Plan. Quality control
records shall be submitted.
4.
Concrete Production Facilities
a.
Provide plan and records for demonstrating conformance to ASTM C 94
and must have current NRMCA “Certification of Ready Mixed Concrete
Production Facilities” for the batch plant and fleet.
5.
Cementitious Materials
a.
Mill certifications must be current and contain all standard and optional
compositional and physical data (per associated ASTM standard)
6.
7.
demonstrating conformance. Cementitious Materials Producer quality
control testing frequency must be daily (maximum) unless otherwise
approved by the Engineer and shall demonstrate compliance with
specifications. The general procedures for testing and reporting shall follow
ASTM C 1451 or other approved method.
b.
Historical mill certifications and producer quality control/uniformity
records for specified properties (per the applicable ASTM standard) of all
cementitious materials for a period dating from the time of design to six
months prior to design.
c.
Mill certifications and producer quality control/uniformity records for all
cementitious materials.
Aggregates
a.
Quality control testing must be at a frequency no greater than daily for
coarse and fine aggregate cleanliness (ASTM C 117) and coarse aggregate
grading (ASTM C 136) and twice per day for fine aggregate gradation
(ASTM C 136). The general procedures for testing and reporting shall
follow ASTM C 1451 or other approved method. Sampling locations shall
be detailed in the quality control plan and shall represent conditions in the
mixture.
b.
Method and frequency of moisture content testing shall be detailed in the
quality control plan. In-line moisture meters for fine aggregate, if used,
must be calibrated at least once per shift, minimum. Moisture content of
coarse aggregates must be tested at least once per day or when conditions
change. Fine aggregates must be tested once every four (4) hours
minimum, or when conditions change.
c.
Include contingency procedures for adverse weather conditions at stockpiles
and methods to maintain consistency in materials.
d.
Historical aggregate quality control data demonstrating conformance to
specifications for a period dating from the time of design to six months
prior to design.
e.
Quality control data for coarse and fine aggregates during construction.
f.
Quality control plan for use of non-standard aggregate gradations if
appropriate.
Concrete Design Trial Mixtures and Production Mixtures
a.
Records of all concrete trials and placements showing exact location of
placement, date and time of placement, site-specific environmental
conditions during placement, including relative humidity, air temperature
and wind speed as required in these specifications, quantity of placement,
class of concrete placed, curing temperatures, verification of moist curing
measures and other quality control records. Submit mandatory and optional
batch ticket information listed in ASTM C 94 Section 13 for each concrete
batch. Provide clear indication of materials added to the concrete mixture.
b.
Indicate ranges of admixtures for production concrete and amounts of
mixing water to be withheld for later addition at Project site (if approved by
Engineer)
1.09 DELIVERY, STORAGE, AND HANDLING:
A.
All materials to be stored per manufacturer’s written requirements and in a manner to
prevent contamination, damage, or degradation.
B.
Waterstops: Store waterstops under cover to protect from moisture, sunlight, dirt, oil,
and other contaminants.
PART 2 - PRODUCTS
2.01 MANUFACTURERS:
A.
In other Part 2 articles where titles below introduce lists, the following requirements
apply to product selection:
1.
2.
Products: Subject to compliance with requirements, products that may be
incorporated into the Work include, but are not limited to, products specified.
Manufacturers: Subject to compliance with requirements, manufacturers offering
products that may be incorporated into the Work include, but are not limited to,
manufacturers specified.
2.02 CONCRETE MATERIALS:
A.
Cementitious Material: Use the following cementitious materials, of the same type,
brand, and source, throughout Project unless approved in writing by the Engineer:
1.
Portland Cement: ASTM C 150, Type II or Type I/II, gray. Use Type V gray, if
indicated or directed when concrete is in contact with sulfate in soil or water. The
following supplemental cementitious materials are permitted for use:
a.
Supplementary Cementitious Materials (SCM’s):
1)
Fly Ash: ASTM C 618, Class F. Loss on ignitions (LOI) shall not be
greater than 3% and shall not vary by more than +/- 1%. Fly ash shall
meet the optional physical requirements of ASTM C 618. Historical
ASTM C 1451 uniformity records for a period of at least six months
prior to design and throughout construction from the producer must
demonstrate conformance.
2)
Slag Cement: ASTM C 989, Grade 80 or Grade 100. Slag cement
shall not qualify as Grade 120 unless permitted by the Engineer in
writing.
3)
Silica Fume: ASTM C 1240, including optional physical uniformity
requirement.
4)
Other SCM’s conforming to ASTM C 618 may be submitted for
evaluation.
2.
Blended Hydraulic Cement: When permitted, ASTM C 1157 Cement Type GU,
MS, MH, or ASTM C 595, Type IS, portland blast-furnace slag or Type IP,
portland-pozzolan cement. Conform to maximum supplementary cementitious
materials content in the blended cement provided in ACI 301 if exposed to
deicing salts.
B.
Aggregates: Provide individual aggregates from a single source throughout the project.
Each source shall be individually stockpiled and handled in a manner to minimize
segregation. Provide service record data of at least 10 year’s satisfactory service in
similar application and service conditions using similar aggregates and cementitious
materials. Aggregate sources that exhibit potential for alkali-silica reactivity with
proposed cementitious materials shall not be used. Provide documentation that one of
the two following criteria are met, as tested by a qualified third party laboratory on a
representative sample of each aggregate source:
1.
ASTM C 1260 mortar bar expansion is less than 0.13 percent at 28 days
2.
ASTM C 1567 mortar bar expansion with job cementitious materials is less than
0.13 percent at 28 days. ASTM C 1567 to be used only if the sodium oxide
equivalent alkalis are less than 4 percent in supplementary cementitious materials.
Alternative approved methods to be used if requirement not met.
C.
Normal-Weight Aggregates: ASTM C 33 coarse and fine aggregates, Class 4M coarse
aggregate or better, graded, unless otherwise permitted. Use Class 5M coarse aggregate
for architectural concrete, as specified, unless otherwise permitted by the Engineer.
Aggregate certification is valid for 90 days from the date of testing. Quality control
records for gradation and cleanliness shall not exceed ASTM C 33 limits more than
once in five consecutive tests prepared for quality control, except that the fine aggregate
fineness modulus shall not deviate more than 0.2 from the base fineness modulus per
ASTM C 33 for any test.
1.
Nominal maximum size of coarse aggregate. Nominal maximum sizes indicated
in mixture design requirements shall be used, provided that requirements of ACI
301 are met:
2.
Fine Aggregate shall conform to the specific sieve analysis limits of ASTM C 33
Section 6 unless otherwise permitted. Fine aggregates shall be clean, sharp,
natural and free from loam, clay, lumps or other deleterious substances.
3.
The gradation limits of ASTM C 33 may be waived at the discretion of the
Engineer provided that it can be demonstrated that a more optimal gradation is
achieved and gradation control can be maintained. Intermediate sized aggregates
may be used. Documentation of optimization should include Individual Percent
Retained Chart, Coarseness Factor Chart, 0.45 Power Curve, and dry-rodded unit
weight testing. Submit information to show method used and plan for quality
control if alternate gradations are used.
D.
Lightweight Aggregate: ASTM C 330, 1-inch (25-mm) or 3/4-inch (19-mm) nominal
maximum aggregate size, as specified. Aggregates must have a record of successful use
in concrete applications with documented durability characteristics in for the
application. Subject to conformance, Stalite Rotary Kiln Expanded Lightweight
Aggregate or approved equal will conform to specifications.
1.
Aggregates shall be handled in a manner recommended by the supplier.
2.
Where lightweight concrete is specified, “Sand-Lightweight Concrete” shall be
used consisting of a low density coarse aggregate and normal density sand.
E.
Water: ASTM C 94 and potable, or ASTM C 1602.
2.03 ADMIXTURES:
A.
All admixtures shall be used in strict conformance with manufacturer’s written
requirements. Manufacturer(s) must certify that admixtures are compatible with other
constituents in mixture. Admixtures shall be used as indicated in drawings, permitted
by the Engineer, or necessary for design, as applicable. All admixtures are subject to
approval by the Engineer.
B.
Air-Entraining Admixture: Air entraining admixture shall conform to ASTM C 260 and
be vinsol resin-based unless otherwise permitted by the Engineer. The Contractor shall
submit an alternative if appropriate due to compatibility issues with other admixtures.
C.
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. All admixtures shall be non-corrosive and contain only
trace amounts of deleterious halides. All admixtures shall be from a single source
unless otherwise permitted by the Engineer.
1.
2.
3.
4.
5.
6.
7.
D.
Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
Retarding Admixture: ASTM C 494/C 494M, Type B.
Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M,
Type G.
Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.
Accelerating or Water-Reducing and Accelerating Admixtures: ASTM C 494
Type C or E, respectively, shall be non-chloride, non-corrosive, and only used if
permitted by the Engineer in writing.
Set-Accelerating Corrosion-Inhibiting Admixture: Commercially formulated, anodic
inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier
and minimizing chloride reactions with steel reinforcement in concrete and complying
with ASTM C 494/C 494M, Type C. Use only if permitted by the Engineer in writing.
1.
Products: Subject to compliance with requirements:
a.
b.
c.
E.
Non-Set-Accelerating Corrosion-Inhibiting Admixture: Commercially formulated, nonset-accelerating, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of
forming a protective barrier and minimizing chloride reactions with steel reinforcement
in concrete. Use only if permitted by the Engineer in writing. Available products that
may be incorporated into the Work include, but are not limited to, the following:
1.
Products: Subject to compliance with requirements:
a.
b.
c.
F.
BASF Construction Chemicals - Building Systems; Rheocrete CNI.
Grace Construction Products, W. R. Grace & Co.; DCI.
Sika Corporation; Sika CNI.
BASF Construction Chemicals - Building Systems; Rheocrete 222+.
Grace Construction Products, W. R. Grace & Co.; DCI-S.
Sika Corporation; FerroGard 901.
Specialty admixtures including shrinkage-reducing admixtures (SRA), alkali-silica
reaction inhibiting admixtures (ASRIA), viscosity-modifying admixtures (VMA) and
durability Enhancing Admixtures (DEA) must have data documenting their
effectiveness and compatibility with other admixtures, have a proven field history with
similar job materials and be approved by the Engineer.
1.
Self-Consolidating concrete (SCC): High-range water reducing admixture shall
conform to ASTM C 494 Type F (or ASTM C 1017 Type I), be polycarboxylatebased, and appropriate for use in SCC, as indicated by the manufacturer.
2.04 WATERSTOPS:
A.
Use as indicated. Profiles and dimensions as indicated or required.
B.
Flexible Rubber Waterstops: CE CRD-C 513, with factory-installed metal eyelets, for
embedding in concrete to prevent passage of fluids through joints. Factory fabricate
corners, intersections, and directional changes.
C.
Chemically Resistant Flexible Waterstops:
Thermoplastic elastomer rubber
waterstops with factory-installed metal eyelets, for embedding in concrete to prevent
passage of fluids through joints; resistant to oils, solvents, and chemicals. Factory
fabricate corners, intersections, and directional changes.
D.
Flexible PVC Waterstops: CE CRD-C 572, with factory-installed metal eyelets, for
embedding in concrete to prevent passage of fluids through joints. Factory fabricate
corners, intersections, and directional changes.
E.
Self-Expanding Butyl Strip Waterstops: Manufactured rectangular or trapezoidal strip,
butyl rubber with sodium bentonite or other hydrophilic polymers, for adhesive bonding
to concrete, 3/4 by 1 inch (19 by 25 mm).
F.
Self-Expanding Rubber Strip Waterstops: Manufactured rectangular or trapezoidal
strip, bentonite-free hydrophilic polymer modified chloroprene rubber, for adhesive
bonding to concrete, 3/8 by 3/4 inch (10 by 19 mm).
2.05 VAPOR RETARDERS:
A.
Sheet Vapor Retarder: ASTM E 1745, Class A, 15 mil minimum thickness, except that
the sheet must have a perm rating of less than or equal to 0.01 perms per ASTM E 96.
Include manufacturer's recommended adhesive or pressure-sensitive tape.
1.
Products: Subject to compliance with requirements, available products that may
be incorporated into the Work include, but are not limited to, the following:
a.
Raven Industries Inc.; Vapor Block.
b.
Stego Industries, LLC; Stego Wrap.
c.
Approved equal.
2.
B.
Vapor Retarder Accessories: must have the following qualities:
a.
b.
c.
Seam Tape: Water Vapor Transmission Rate (VTR): ASTM E 96 - 0.01
perms or lower
Vapor Proofing Mastic VTR:ASTM E 96 - 0.3 perms or lower
Pipe Boots: Construct from vapor barrier material, pressure sensitive tape
and/or mastic per manufacturer’s instructions.
C.
Granular Fill: Clean mixture of crushed stone or crushed or uncrushed gravel;
ASTM D 448, Size 57, with 100 percent passing a 1-1/2-inch (37.5-mm) sieve and 0 to
5 percent passing a No. 8 (2.36-mm) sieve.
D.
Fine-Graded Granular Material: Clean mixture of crushed stone, crushed gravel, and
manufactured or natural sand; ASTM D 448, Size 10, with 100 percent passing a 3/8inch (9.5-mm) sieve, 10 to 30 percent passing a No. 100 (0.15-mm) sieve, and at least 5
percent passing No. 200 (0.075-mm) sieve; complying with deleterious substance limits
of ASTM C 33 for fine aggregates.
2.06 CURING MATERIALS:
A.
Waterborne, monomolecular film forming evaporation retarders and finishing aids are
strictly prohibited unless permitted in writing by the Engineer.
B.
Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf,
weighing approximately 9 oz./sq. yd. when dry, clean and free of materials injurious to
cement or concrete or that will mar the surface. Burlap shall be stored dry and rinsed
with clean water prior to application.
C.
Moisture-Retaining Cover: ASTM C 171, 10- mil polyethylene film or white burlappolyethylene sheet. Use black when required per ACI 308.1
D.
Water: Clean, potable and non-chloride bearing.
E.
Curing Compounds shall not be used unless permitted in writing by the Engineer. If
permitted, the type with supporting documentation and proposed area shall be submitted
to the Engineer for review. If used at an area to receive coating or adhered membrane,
compound must be certified by manufacturer to not interfere with bonding of floor
covering.
1.
Clear, Waterborne, Non-staining, Membrane-Forming Curing Compound with
Fugitive Dye: ASTM C 309, Type 1-D, Class B
2.
Clear, Waterborne, Non-staining, Membrane-Forming Curing and Sealing
Compound: ASTM C 1315, Type II, Class A.
3.
White, Waterborne, Non-staining, Membrane-Forming Curing and Sealing
Compound: ASTM C 1315, Type II, Class A.
2.07 RELATED MATERIALS:
A.
Expansion- and Isolation-Joint-Filler Strips:
ASTM D 1751, asphalt-saturated
cellulosic fiber or ASTM D 1752, cork or self-expanding cork. Do not place asphaltic
materials in contact with PVC, separate with EPDM.
B.
Semirigid Joint Filler: Two-component, semirigid, 100 percent solids, epoxy resin with
a Type A shore durometer hardness of 80, or aromatic polyurea with a Type A shore
durometer hardness range of 90 to 95 per ASTM D 2240.
C.
Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene
butadiene.
D.
Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of
humid curing and bonding to damp surfaces, of class suitable for application
temperature and of grade to suit requirements, and as follows:
1.
E.
Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to
hardened concrete.
Reglets: Fabricate reglets of not less than 0.0217-inch- thick, galvanized steel sheet.
Temporarily fill or cover face opening of reglet to prevent intrusion of concrete or
debris.
F.
Dovetail Anchor Slots: Hot-dip galvanized steel sheet, not less than 0.0336 inch thick,
with bent tab anchors. Temporarily fill or cover face opening of slots to prevent
intrusion of concrete or debris.
2.08 REPAIR MATERIALS:
A.
Repair Materials shall have documentation to show compatibility with substrate
materials, shall be specially formulated and proportioned for the specific use, and shall
provide a durable repair. Conform with ACI 301.
2.09 CONCRETE MIXTURES, GENERAL:
A.
Prepare design mixtures for each type of concrete, proportioned on the basis of
laboratory trial mixture or field test data, or both, according to ACI 301. Submit written
reports of each proposed mix for each class of concrete prior to start of work to
document that requirements have been met. Include up to date sieve analyses and
concrete strength tests. Do not begin concrete production until mixes have been
reviewed and approved by the Engineer.
1.
Concrete mixture designs shall be considered valid for 183 days from the date of
trial batching. Mixtures shall be re-certified through testing prior to concrete
placement after the expiration date.
2.
Use a qualified independent testing agency for preparing and reporting proposed
mixture designs based on laboratory trial mixtures.
3.
Unless otherwise noted or permitted by the Engineer, strength requirements shall
be based on 28 day compressive strength tests in accordance with ACI 301.
4.
Required compressive strength of the design mixture shall be based on statistical
methods or laboratory trial requirements to exceed the specified concrete
compressive strength. All other required hardened concrete properties specified
for design shall be based on actual test values.
5.
Design mixes shall be proportioned using the maximum specified slump and
within 3 oF of the maximum temperature to be used during production. Trials
used to prepare specimens for mixture qualification shall be completed with full
scale trucks with at least 5 cubic yards of concrete and in a manner similar to that
expected during production. Material proportions for the trial shall be used as the
basis for tolerances in production. Method of placement shall be considered and
accounted for in developing the mixture design.
6.
If a self-consolidating concrete mixture is proposed for use, the Contractor must
submit the mixture design, appropriate documentation for fresh concrete
properties and stability and hardened concrete stability for review. An on-site
program must be proposed for quality control.
B.
Cementitious Materials: Conform to ACI 301. Use fly ash, pozzolan, ground
granulated blast-furnace slag, silica fume or other supplementary cementitious materials
as needed to achieve required properties.
C.
Limit acid-soluble, chloride-ion content in hardened concrete to 0.08 percent by weight
of cement.
D.
Admixtures: Use admixtures according to manufacturer's written instructions. Do not
use admixtures that have not been incorporated and tested in the accepted mixtures,
unless otherwise authorized by the Engineer in writing.
1.
2.
3.
4.
5.
E.
Use water-reducing, high-range water-reducing or plasticizing admixtures in
concrete, as required, for placement and workability.
Use water-reducing and retarding admixture when required by high temperatures
or other adverse placement conditions.
Use corrosion-inhibiting admixture in concrete mixtures where indicated.
Do not use accelerating admixtures unless permitted by the Engineer in writing.
Use of admixture is subject to approval by the Engineer.
Air entraining admixtures shall be used for all concrete potentially exposed to freezing
and thawing or subjected to hydraulic pressure.
1.
2.
Entrained air shall be 6% +/- 1.5%. The water cement ratio for all concrete
exposed to freezing and thawing shall not exceed 0.45.
Fly ash is not permitted in air-entrained concrete.
2.10 SLUMP:
A.
Concrete shall be proportioned to have a specified slump of 4” at point of placement
(with applicable tolerances) unless otherwise permitted. Requests shall be submitted to
the engineer. Lower or higher values may be used if indicated by the Contractor and
the Contractor can demonstrate the mixture can be well placed and consolidated during
the mock-up without segregation.
B.
Concrete containing high range water reducers shall have at least 2” of initial slump
prior to addition of high range water reducing admixture. Slump shall not at any time
exceed 8” after addition of admixtures, unless otherwise approved. All admixtures
shall be added at the plant unless otherwise permitted in writing by the Engineer. Only
if permitted, the addition of the high range water reducer shall be by a truck mounted
mechanical dispenser or by a qualified certified concrete technician of the concrete
supplier. The admixture shall not be manually dispensed by the concrete truck driver.
After the addition of the high range water reducer, the concrete shall be rotated at
maximum speed for a minimum of three minutes (45 revolutions minimum). The
contractor must demonstrate that concrete properties are not adversely affected by onsite addition. Specific quality control measures must be proposed by the Contractor.
2.11 CONCRETE MIXTURES FOR BUILDING ELEMENTS:
A.
Footings, Pile caps: Proportion structural normal-weight concrete as follows:
1.
Nominal Maximum Size Coarse Aggregate: 1-1/2-inch for pile caps footings and
foundations; 1” for grade beams.
2.
Minimum Design Compressive Strength, f’c (ASTM C 39): 5000 psi at 28 days
(provide applicable data to substantiate the chosen required f’cr)
3.
Maximum Water-Cementitious Materials Ratio: 0.5
4.
Air Content at Point of Placement (ASTM C 173): 3 percent
5.
Maximum Allowable Slump at Point of Placement (ASTM C 143): 4” +/- 1”
B.
Elevated Slabs: Proportion structural normal-weight concrete as follows;
1.
Nominal Maximum Size Coarse Aggregate: 3/4-inches.
2.
Minimum Design Compressive Strength, f’c (ASTM C 39): 4500 psi at 28 days
(provide applicable data to substantiate the chosen required f’cr)
3.
4.
Air Content at Point of Placement (ASTM C 173): 6 percent +/- 1
5.
a.
Exception: see requirements for addition of high range water reducer for
concrete to be pumped into place.
6.
Electrical Indication of Resistance to Chloride-ion Penetrability (ASTM C 1202):
1200 Coulombs maximum at 28 days. Modify curing to the following: moist cure
for 7 days at 73 oF followed by moist curing for 21 days at 100 oF. Two
specimens minimum.
C.
Interior and Exterior Slabs on Ground: Proportion structural normal-weight concrete as
follows
1.
Maximum aggregate size: 1-inch
2.
Minimum Design Compressive Strength, f’c (ASTM C 39):
a.
4000 psi at 28 days (provide applicable data to substantiate the chosen
required f’cr) at interior slabs
b.
4500 psi at 28 days (provide applicable data to substantiate the chosen
required f’cr) at exterior slabs
3.
4.
Air Content at Point of Placement (ASTM C 173):
a.
3 percent max at interior slabs
b.
6” +/- 1.5 percent at exterior slabs
5.
6.
Drying Shrinkage: 300 microstrain at 35 days. Modify test duration to the
following: moist cure for 7 days followed by 28 days drying at 50% relative
humidity. Three specimens minimum.
2.12 CONCRETE MIXING:
A.
Batching: Concrete shall be mixed at central batch plants or truck-mixed at central
batch plants and transported to the site as specified herein, unless otherwise permitted.
Concrete production facilities and delivery fleet must comply with the requirements of
ACI 301 and must have current NRMCA batch plant and fleet certification. Plants must
have sufficient capacity to produce concrete of the quantity and quality as specified
herein. All plant facilities are subject to inspection by the Engineer or his Agent. Plants
must be routinely inspected by the ready-mix producer to verify that the plant is in
conformance with ASTM C 94 and that scales and measures are accurate. The
batchman shall have clear view of material addition and admixture measures during
batching. Trucks shall be routinely inspected for hardened concrete on fins and worn
fins. Information shall be submitted as part of the quality control records.
B.
Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to
ASTM C 94 and ASTM C 1116 (if applicable), and furnish batch ticket information,
including non-standard information in ASTM C 94 Section 13. During hot weather or
under conditions contributing to rapid setting of concrete, a shorter mixing time than
specified in ASTM C 94 will be required as follows, unless otherwise permitted:
1.
2.
When air temperature is between 81 and 89.9 deg F, reduce mixing, delivery and
placement time from 1-1/2 hours to 1 hour.
When air temperature is 90 deg F or above, reduce mixing, delivery and
placement time to 45 minutes.
C.
Concrete batches shall be 5 yds3 minimum. Tolerances for scale
D.
Concrete delivered to the project with slump greater than the maximum specified shall
be rejected. Slumps that are less than the specified may be increased by adding water to
the mix to bring the mix to the specified slump, provided the following conditions are
met:
1.
2.
3.
4.
5.
6.
The specified water to cementitious materials ratio is not exceeded.
The batch ticket indicates the amount of water withheld from the mix so that the
design water-cement ratio is not exceeded.
No high-range water reducing admixtures have been added at the job-site.
Any water that is added to mix is done in the presence of the Engineer or the
owner’s testing agent.
The amount of water added is documented and provided to the architect.
The amount of water added does not exceed 3 gallons of water per yard of
concrete.
7.
8.
Slump and air content tests are made after the water is added.
Written approval is provided by the concrete supplier.
E.
Ice, if used, shall be potable, subject to the same requirements of water and accurately
measured for addition into the mixer within the tolerances of ASTM C 94.
F.
Water shall not be added to structural lightweight concrete at the job-site unless
permitted by the Engineer.
G.
Maintain equipment in proper operating condition, with drums cleaned before charging
of each batch. Wash water shall be fully discharged prior to beginning a new batch
unless permitted by the Engineer and optional tests per ASTM C 94 are performed at a
frequency of at least once per week. Schedule delivery of trucks in order to prevent
delay of placing after mixing.
H.
Maximum concrete temperature at point of placement is 90 oF or 3 oF greater than that
used in design unless otherwise permitted.
PART 3 - EXECUTION________________________________________________________
3.01 EMBEDDED ITEMS:
A.
Place and secure anchorage devices and other embedded items required for adjoining
work that is attached to or supported by cast-in-place concrete. Use setting drawings,
templates, diagrams, instructions, and directions furnished with items to be embedded.
1.
2.
3.
4.
Install anchor rods, accurately located, to elevations required and complying with
tolerances in Section 7.5 of AISC's "Code of Standard Practice for Steel Buildings
and Bridges."
Install reglets to receive waterproofing and to receive through-wall flashings in
outer face of concrete frame at exterior walls, where flashing is shown at lintels,
shelf angles, and other conditions.
Install dovetail anchor slots in concrete structures as indicated.
Do not embed any foreign items in concrete. Do no embed aluminum unless
indicated. Do not embed conduit unless indicated.
3.02 VAPOR RETARDERS
A.
Sheet Vapor Retarders: Place, protect, and repair sheet vapor retarder according to
ASTM E 1643 and manufacturer's written instructions.
1.
Lap joints 6 inches (150 mm) minimum and seal with manufacturer's
recommended tape.
B.
Granular Course: Install granular fill layer or layers as indicated, moisten, and compact
with mechanical equipment to elevation tolerances of plus 0 inch (0 mm) or minus 3/4
inch (19 mm).
3.03 JOINTS:
A.
General: Construct joints true to line with faces perpendicular to surface plane of
concrete.
B.
Construction Joints: Install so strength and appearance of concrete are not impaired, at
locations indicated or as approved by Engineer.
1.
Place joints perpendicular to main reinforcement. Continue reinforcement across
construction joints, unless otherwise indicated. Do not continue reinforcement
through sides of strip placements of floors and slabs.
2.
Except where indicated to be unbonded, roughen surfaces of hardened concrete at
all vertical construction joints. Clean surface of laitance, coatings, loose particles,
and foreign matter to expose aggregate.
3.
Form keyed joints as indicated. Embed keys at least 1-1/2 inches into concrete.
Provide keyways in all construction joints in footings in walls and at junctions of
walls and footings.
4.
Locate joints for beams, slabs, joists, and girders in the middle third of spans.
Offset joints in girders a minimum distance of twice the beam width from a beamgirder intersection.
5.
Locate horizontal joints in walls and columns at underside of floors, slabs, beams,
and girders and at the top of footings or floor slabs.
6.
Space vertical joints in walls as shown and no more than 36 times the wall
thickness. Locate joints beside piers integral with walls, near corners, and in
concealed locations where possible.
7.
At joints between foundation systems and walls, and elsewhere, unless otherwise
specified herein, dampen, but do not saturate, the roughened and cleaned surface of
set concrete immediately before placing fresh concrete. Use an approved bonding
agent at locations where fresh concrete is placed against hardened or partially
hardened concrete surfaces in accordance with manufacturers requirements only if
directed or indicated.
C.
Contraction Joints in Slabs-on-Ground: Form weakened-plane contraction joints,
sectioning concrete into areas as indicated. Construct contraction joints for a depth as
noted on the construction documents if shown, or equal to at least one-fourth of
concrete thickness if not indicated.
1.
Sawed Joints: Form contraction joints with power saws equipped with
shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch wide joints into
concrete when cutting action will not tear, abrade, or otherwise damage surface
and before concrete develops random contraction cracks.
2.
D.
Isolation Joints in Slabs-on-Ground: 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.
2.
3.
E.
Grooved Joints (where approved): Form contraction joints after initial floating by
grooving and finishing each edge of joint to a radius of 1/8 inch. Repeat grooving
of contraction joints after applying surface finishes. Eliminate groover tool marks
on concrete surfaces.
Extend joint-filler strips full width and depth of joint, terminating flush with
finished concrete surface, unless otherwise indicated.
Terminate full-width joint-filler strips not less than 1/2 inch or more than 1 inch
below finished concrete surface where joint sealants, specified in Division 07
Section "Joint Sealants," are indicated.
Install joint-filler strips in lengths as long as practicable. Where more than one
length is required, lace or clip sections together.
Doweled Joints: Install dowel bars and support assemblies at joints where indicated.
Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one
side of joint.
3.04 WATERSTOPS:
A.
Flexible Waterstops: Install in construction joints and at other joints indicated to form a
continuous diaphragm. Install in longest lengths practicable. Support and protect
exposed waterstops during progress of the Work. Field fabricate joints in waterstops
according to manufacturer's written instructions.
B.
Self-Expanding Strip Waterstops: Install in construction joints and at other locations
indicated, according to manufacturer's written instructions, adhesive bonding,
mechanically fastening, and firmly pressing into place. Install in longest lengths
practicable.
3.05 PREPARATION OF EQUIPMENT AND PREPARATION OF PLACE OF DEPOSIT:
A.
Before placing concrete, all equipment for mixing and transporting and placing concrete
shall be cleaned, all debris and ice removed from spaces to be occupied by the concrete,
forms thoroughly cleaned of soil, ice, or other coatings which will prevent proper bond,
reinforcement shall be securely tied in place and expansion joint material, anchors, and
other embedded items shall be securely positioned.
B.
Semi porous subgrade shall be sealed in an approved manner.
C.
Hardened concrete and foreign materials shall be removed from the conveying
equipment. All equipment shall be checked for potential areas of contamination to the
concrete during placement from abrasion or breaches in liquid conduits.
D.
At slabs on grade, restore any damaged subgrade areas to specified density immediately
prior to installation of slab subbase. Lab verify specified compaction. Install underslab
membrane over compacted stone. Provide another layer of membrane over any
punctures or tears, lapping sealing edges as prescribed for sheet joints. Turn up
membrane at edges of all slabs, unless otherwise detailed.
E.
Soil at bottom of all foundation systems shall be inspected by a testing laboratory.
Place concrete immediately after approval of foundation excavations and installation of
reinforcing, etc.
F.
Before placing concrete, the formwork installation, reinforcing steel, and items to be
embedded or cast in must be complete. Notify other crafts involved in ample time to
permit the installation of their work; cooperate with other trades in setting such work, as
required. Notify Engineer upon completion of installation of all reinforcing in ample
time to permit inspection of the work.
3.06 CONCRETE PLACEMENT:
A.
Before placing concrete, verify that installation of formwork, reinforcement, and
embedded items is complete and that required inspections have been performed.
B.
Do not add water to concrete during delivery, at Project site, or during placement unless
approved by the Engineer.
C.
Concrete shall be handled from the mixer to the place of final deposit as rapidly as
practical by methods which will prevent separation or loss of ingredients and in a
manner which will assure that quality concrete is installed.
D.
Conveying equipment shall be of size and design to insure a continuous flow of
concrete at the delivery end.
E.
Use approved tremies for vertical placements unless otherwise permitted. Do not allow
concrete to freefall distances that may cause segregation.
F.
Screed concrete which is to receive other construction to the proper level to avoid
excessive skimming or grouting.
G.
Do not use concrete which has become non plastic and unworkable or does not meet the
required quality control limits, or which has become contaminated by foreign material.
Do not use concrete that is non-uniform or contains lumps or balled material. Remove
rejected concrete from the project site and dispose of in an acceptable location.
H.
Deposit concrete continuously in one layer or in horizontal layers of such thickness that
no new concrete will be placed on concrete that has hardened enough to cause seams or
planes of weakness. If a section cannot be placed continuously, provide construction
joints as indicated. Deposit in a manner to avoid inclined construction joints. Deposit
concrete as nearly as possible to its final location to avoid segregation. Do not subject
concrete to any procedure that will cause segregation.
1.
2.
3.
4.
I.
Deposit concrete in horizontal layers of depth to not exceed formwork design
pressures and in a manner to avoid inclined construction joints.
Consolidate placed concrete with mechanical vibrating equipment according to
ACI 301. Consolidate in a manner to avoid segregation.
Do not use vibrators to transport concrete inside forms. Insert and withdraw
vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer
and at least 6 inches into preceding layer. Do not insert vibrators into lower
layers of concrete that have set. At each insertion, limit duration of vibration to
time necessary to consolidate concrete and complete embedment of reinforcement
and other embedded items without causing mixture constituents to segregate.
For mass concrete, as indicated by the Engineer, deposit concrete in forms in
horizontal layers not deeper than 24”.
Deposit and consolidate concrete for floors and slabs in a continuous operation, within
limits of construction joints, until placement of a panel or section is complete.
1.
2.
3.
4.
5.
Consolidate concrete during placement operations so concrete is thoroughly
worked around reinforcement and other embedded items and into corners.
Maintain reinforcement in position on chairs during concrete placement.
Screed slab surfaces with a straightedge and strike off to correct elevations.
Slope surfaces uniformly to drains where required.
Begin initial floating using bull floats or darbies to form a uniform and opentextured surface plane, before excess bleedwater appears on the surface. Do not
further disturb slab surfaces before starting finishing operations.
J.
Remove temporary spreaders in forms when concrete placing has reached the elevation
of such spreaders.
K.
All concrete shall be consolidated by mechanical vibration. Consolidate concrete
placed in forms or on steel deck by mechanical vibrating equipment supplemented by
hand spading, rodding, and tamping. Vibration of forms and reinforcing steel will not
be permitted. The use and type of vibrators shall be in accordance with ACI 301.
L.
Bring surface of slabs to the correct elevations with a straight edge and strike off. Use
bull floats or darbies to smooth the surface, leaving it free of humps and hollows. Do
not sprinkle water on the plastic surface. Do not work bleed water or sprinkled water
into the surface. Do not disturb the surface prior to beginning the finish operation.
M.
Pumped concrete shall be appropriately proportioned so that concrete properties do not
drastically change through the pump. The pumping operations shall not create
segregation or otherwise negatively affect the concrete. Comply with the following:
1.
Concrete pumps shall be positive piston type pumps. No squeeze pumps will be
permitted.
2.
Concrete contaminated with pumping aids shall be discarded. Priming mixtures
not in conformance with these specifications shall be discarded.
3.
Fresh concrete testing shall be conducted at the point of placement when the
concrete is pumped.
4.
The submitted concrete mix design shall indicate that the mix is designed to be
pumped. Once mix designs are approved, changes in the mix to accommodate
pumping shall be prohibited unless new mix designs are submitted for approval.
N.
Surface moisture evaporation rate of exposed concrete surfaces during placement and
prior to implementation of moist curing measures shall be maintained below levels
described herein. Use equipment and determine evaporation rate of exposed concrete
surfaces in accordance with ACI 305.1. Measure the wind speed, relative humidity,
concrete temperature and air temperature as specifically indicated in ACI 305.1. Erect
wind breaks or sun shades, or use approved atomizing fogging equipment or other
techniques as appropriate to reduce evaporation rate if greater than or equal to 0.10
lb./ft2/hr for typical concrete or 0.05 lbs/ft2/hr for concrete containing silica fume.
Perform calculations on site and maintain a log for quality control submittals. Do not
use fogging equipment in ‘Cold Weather’.
3.07 COLD WEATHER PLACEMENT:
A.
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.
1.
2.
3.
4.
5.
When average high and low temperature is expected to fall below 40 deg F (4.4
deg C) for three successive days, maintain delivered concrete mixture temperature
within the temperature range required by ACI 301.
Do not use frozen materials or materials containing ice or snow. Do not place
concrete on frozen subgrade or on subgrade containing frozen materials.
Do not use calcium chloride, salt, or other materials containing antifreeze agents
or chemical accelerators unless otherwise specified and approved in mixture
designs.
Do not place concrete when temperature is 40oF and falling, and when freezing
weather is predicted within 24 hours unless protective measures are in place to
provide adequate curing environment as outlined below
High early strength (Type III) cement shall not be used.
B.
Thaw subgrades to six inches prior to placement. Demonstrate that subgrade is thawed
with calibrated thermometer. All materials in contact with fresh concrete shall be above
freezing at the time of placement unless otherwise permitted.
C.
In addition to laboratory cured test specimens, additional concrete test specimens shall
be cured under field conditions as required and directed by the Engineer to check the
adequacy of curing and protection of the concrete.
D.
Adequate equipment shall be provided for heating the concrete material and protecting
the concrete during the cold weather length of protection shall be that time specified for
curing. Maintain a minimum placement temperature and protection temperature
surrounding the concrete during the entire curing period as specified in ACI 306.1.
Record temperature once every 6 hours to demonstrate compliance.
E.
Slabs and other members are to be covered with insulated blankets or other suitable
protection method per ACI 308.1. Supplement with external heating as required.
Provide tented, heated areas surrounding concrete walls. Heaters which exhaust gases
that contain carbons are not allowed except that indirect-fired heaters (that exhaust
outside the enclosure) shall be permitted. Ensure that heat is spread evenly. Do not
overheat individual areas or create excessive thermal gradients.
3.08 HOT WEATHER PLACEMENT:
A.
Hot-Weather Placement: Comply with ACI 301 and protect all concrete work from
physical damage or reduced strength which could be caused by high ambient
temperature, solar radiation, low humidity, or wind in compliance.
1.
2.
Maintain concrete temperature below 80 oF at time of placement unless otherwise
permitted. Chilled mixing water or chipped 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.
Fog-spray forms, steel reinforcement, and subgrade just before placing concrete.
Keep subgrade uniformly moist without standing water, soft spots, or dry areas.
Keep forms and areas in contact with concrete continuously moist during curing.
B.
Cool reinforcing by wetting sufficiently so that the steel temperature will not exceed the
ambient air temperature immediately before placing concrete. Use an approved
admixture designed to retard the rate of set as necessary. Admixtures shall be tested in
the design mix prior to use. Admixtures shall not contain any chlorides.
C.
Prompt curing shall be exercised. The use of evaporation retarders is prohibited unless
otherwise permitted by the Engineer. Fogging used prior to application of final moist
curing measurers shall be done with an atomizing fogger; all exposed surfaces must be
continuously fogged and surfaces must not be allowed to dry.
D.
The concrete supplier shall make provision for cooling concrete materials as necessary
to meet specifications. Aggregates shall be uniformly moistened in stockpiles.
3.09 FINISHING FORMED SURFACES:
A.
Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with
tie holes and defects repaired and patched. Remove fins and other projections that
exceed specified limits on formed-surface irregularities.
1.
B.
Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material,
arranged in an orderly and symmetrical manner with a minimum of seams. Repair and
patch tie holes and defects. Remove fins and other projections that exceed specified
limits on formed-surface irregularities.
1.
C.
Apply to concrete surfaces where indicated to receive a rubbed finish, or to be
covered with a coating or covering material applied directly to concrete, such as
waterproofing, dampproofing, painting or other similar system.
Rubbed Finish: Apply the following to smooth-formed finished as-cast concrete where
indicated:
1.
2.
3.
D.
Apply to concrete surfaces where indicated and where not exposed to public view.
Smooth-Rubbed Finish: Not later than one day after form removal, moisten
concrete surfaces, perform necessary patching and rub with carborundum brick or
another abrasive until producing a uniform color and texture. Do not apply
cement grout other than that created by the rubbing process.
Grout-Cleaned Finish: Wet concrete surfaces and apply grout of a consistency of
thick paint to coat surfaces and fill small holes. Mix one part portland cement to
one and one-half parts fine sand with a 1:1 mixture of bonding admixture and
water. Add white portland cement in amounts determined by trial patches so
color of dry grout will match adjacent surfaces. Scrub grout into voids and
remove excess grout. When grout whitens, rub surface with clean burlap and
keep surface damp by fog spray for at least 36 hours.
Cork-Floated Finish: Wet concrete surfaces and apply a stiff grout. Mix one part
portland cement and one part fine sand with a 1:1 mixture of bonding agent and
water. Add white portland cement in amounts determined by trial patches so
color of dry grout will match adjacent surfaces. Compress grout into voids by
grinding surface. In a swirling motion, finish surface with a cork float.
Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed
surfaces adjacent to formed surfaces, strike off smooth and finish with a texture
matching adjacent formed surfaces. Continue final surface treatment of formed surfaces
uniformly across adjacent unformed surfaces, unless otherwise indicated.
3.10 FINISHING FLOORS AND SLABS:
A.
General: Use industry accepted techniques for screeding, restraightening and finishing
operations to comply with the requirements of these ACI 301 and these specifications.
Guidance can be found in ACI 302.1R. Do not wet concrete surfaces. Do not overwork
surfaces. Do not segregate concrete from overworking. Coordinate all finishes with the
Engineer prior to implementation.
B.
Scratch Finish: While still plastic, texture concrete surface that has been screeded and
bull-floated or darbied. Use stiff brushes, brooms, or rakes to produce a profile
amplitude of 1/4 inch in 1 direction.
1.
C.
Float Finish: Consolidate surface with power-driven floats or by hand floating if area is
small or inaccessible to power driven floats. Floating shall begin when the water sheen
has disappeared and when the surface has stiffened sufficiently to permit the operation.
During or after the first floating, the plane of surfaces shall be checked with a left straight
edge applied at not less than two different angles. Restraighten, cut down high spots, and
fill low spots. Repeat float passes and restraightening until surface is left with a
uniform, smooth, granular texture.
1.
D.
Apply scratch finish to surfaces indicated and to receive concrete floor toppings
and/or to receive mortar setting beds for bonded cementitious floor finish, as
required by the manufacturer or as indicated.
Apply float finish to surfaces indicated to receive trowel finish and/or to be
covered with fluid-applied or sheet waterproofing, built up ort membrane roofing,
or sand bed terrazzo, or as indicated.
Trowel Finish: After applying float finish, apply first troweling and consolidate
concrete by hand or power-driven trowel. Continue troweling passes and restraighten
until surface is free of trowel marks and uniform in texture and appearance. Grind
smooth any surface defects that would telegraph through applied coatings or floor
coverings and finish replaced areas to blend with adjacent concrete.
1.
2.
Apply a trowel finish to surfaces exposed to view, to be covered with resilient
flooring, linoleum, carpet, ceramic or quarry tile set over cleavage membrane,
paint or another thin-film finish coating system, as required by the manufacturer,
or as indicated.
For floor installations greater than 10,000 ft2, finish surfaces to the following
tolerances, according to ACI 117 and ASTM E 1155 (ASTM E 1155M), for a
randomly trafficked floor surface except as noted herein:
a.
Specified overall flatness FF (SOF)F and levelness FL (SOF)L with minimum
values equal to 2/3 of the specified values, required for application of the
specific coating or overlay to be coordinated with the specific trade.
b.
Moderately Flat as described in ACI 117 for exposed areas with minimum
values equal to 2/3 of the specified values.
c.
3.
E.
Immediately after float finishing, slightly roughen trafficked surface by brooming
with fiber-bristle broom perpendicular to main traffic route. Coordinate required
final finish with Engineer before application.
Slip-Resistive Finish: Before final floating, apply slip-resistive aggregate or aluminum
granule finish where indicated and to concrete stair treads, platforms, and ramps. Apply
according to manufacturer's written instructions as indicated or directed and as follows:
1.
2.
3.
H.
Comply with flatness and levelness tolerances and methods for trowel finished
floor surfaces.
Broom Finish: Apply a non-slip broom finish to exterior concrete platforms, steps, and
ramps, and elsewhere as indicated.
1.
G.
For floor installations 10,000 ft2 or less and incidental areas, finish and measure
surface so gap at any point between concrete surface and an unleveled,
freestanding, 10-ft.- (3.05-m-) long straightedge resting on two high spots and
placed anywhere on the surface does not exceed 1/4 inch (6 mm).
Trowel and Fine-Broom Finish: Apply a first trowel finish to surfaces indicated where
ceramic or quarry tile is to be installed by either thickset or thin-set method or where
indicated. While concrete is still plastic, slightly scarify surface with a fine broom.
1.
F.
Contractor shall be responsible for meeting or exceeding flatness and
levelness requirements. Any slabs which do not meet these requirements
are subject to removal and replacement at the Owner’s discretion at no
additional cost to the Owner.
Uniformly spread as indicated and not less than 25 lb/100 sq. ft. of dampened
slip-resistive aggregate granules over surface in 1 or 2 applications. Tamp
aggregate flush with surface, but do not force below surface.
After broadcasting and tamping, apply float finish.
After curing, lightly work surface with a steel wire brush or an abrasive stone and
water to expose slip-resistive aggregate granules.
Refer to specification section 03355 for Polished Concrete Floor Finish requirements.
3.11 MISCELLANEOUS CONCRETE ITEMS:
A.
Filling In: Fill in holes and openings left in concrete structures, unless otherwise
indicated, after work of other trades is in place. Mix, place, and cure concrete, as
specified, to blend with in-place construction. Provide other miscellaneous concrete
filling indicated or required to complete the Work.
B.
Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is
still green and by steel-troweling surfaces to a hard, dense finish with corners,
intersections, and terminations slightly rounded.
C.
Equipment Bases and Foundations: Provide machine and equipment bases and
foundations as shown on Drawings. Set anchor bolts for machines and equipment at
correct elevations, complying with diagrams or templates from manufacturer furnishing
machines and equipment.
D.
Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated
items. Cast-in inserts and accessories as shown on Drawings. Screed, tamp, and
trowel-finish concrete surfaces.
E.
Concrete in earth: Where trench excavation is used, and where sides of excavations are
cut neatly in good, firm soil, side-forms may be omitted.
3.12 CONCRETE PROTECTING 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 ACI 301
and ACI 305.1 for hot-weather or high evaporation protection during curing.
B.
Fogging, Sun Screens, Wind Breaks, Etc.: Use and atomizing fogger to apply even
fogging to the surface or use other techniques to reduce evaporation rate of water from
unformed concrete surfaces if weather conditions cause evaporation approaching 0.1
lb/ft2/hr for typical concrete or 0.05 lbs/ft2/hr for concrete containing silica fume before
and during finishing operations and prior to final curing. For flatwork, ambient
temperature, relative humidity, concrete temperature and wind speed shall be measured
hourly at minimum and recorded in quality control logs. Evaporation rate per ACI
305.1 shall be calculated and recorded. Air temperature and relative humidity shall be
measured approximately 4 to 6 feet above the concrete surface, upwind and in the
shade. Wind speed shall be measured 20 inches above the concrete surface. Concrete
temperature shall be measured either in the slab or from an extracted sample.
C.
Formed Surfaces: Cure formed concrete surfaces, including underside of beams,
supported slabs, and other similar surfaces. If forms remain during curing period, moist
cure after loosening forms. If removing forms before end of curing period, continue
curing for the remainder of the curing period.
D.
Unformed Surfaces: Begin curing immediately (within 10 minutes) after finishing
concrete or when the surface is firm enough to resist marring. Implement fogging
between finishing and application of final moist curing if final moist curing is delayed
or evaporative conditions exist. Do not allow concrete to dry at any period after
placement and during the curing period. Cure unformed surfaces including floors and
slabs, concrete floor toppings, and other surfaces. Carefully apply curing measures so
that surfaces are not marred.
E.
Moist cure concrete according to ACI 308.1, unless otherwise permitted or required.
Record daily high and low temperatures adjacent to the concrete. Standard curing shall
be seven day moist cure except as approved otherwise:
1.
Moist Curing: Keep surfaces continuously moist for not less than seven days with
the following materials:
a.
b.
c.
Water.
Continuous water-fog spray.
Clean absorptive cover, water saturated, and kept continuously wet. Cover
shall be clean and premoistened with clean water for a period of at least 24
hours prior to placement, but shall be kept dry when not in use. Cover
concrete surfaces and edges with 12-inch lap over adjacent absorptive
covers. A moisture retaining cover (as described below), fogger, soaker
hoses and/or sprinkler shall be used to maintain moist conditions. Method
must be approved and demonstrated to provide continuously moist
conditions. Practice cold and hot-weather concrete procedures per ACI
306.1, ACI 305.1 and ACI 301, as necessary. Water shall not be more than
20 oF cooler or warmer than the concrete. At slabs on grade prevent curing
water from entering construction and control joints.
2.
Moisture-Retaining-Cover Curing: Cover concrete surfaces with moistureretaining cover for curing concrete, placed in widest practicable width, with sides
and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive.
Immediately repair any holes or tears during curing period using cover material
and waterproof tape. Moisture-retaining cover is to be used with absorptive cover
above, unless permitted by the Engineer.
3.
Curing and Sealing Compounds: Use of curing compounds is prohibited unless
permitted by the Engineer and approved by coating or floor covering
manufacturer and installer in writing if applicable. Apply uniformly in
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. Maintain continuity of coating and repair damage during
curing period.
a.
4.
After curing period has elapsed, remove curing compound without
damaging concrete surfaces by method recommended by curing compound
manufacturer unless manufacturer certifies curing compound will not
interfere with bonding of floor covering used on Project.
During the curing period, protect concrete from damaging mechanical
disturbances including load stresses, shocks, excessive vibration, excessive
thermal gradients, and from change caused by subsequent construction operations.
Sequence placements such that influence from loading of adjacent spans does not
create excessive bendings stresses and cracking.
3.13 JOINT FILLING:
A.
Prepare, clean, and install joint filler according to manufacturer's written instructions.
1.
2.
Defer joint filling with semi-rigid sealants until concrete has aged at least six
month(s), and preferably one year. Do not fill joints until construction traffic has
permanently ceased.
Defer joint filling with flexible sealants for 60 days or as late as possible prior to
installing floor finishes.
B.
Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave
contact faces of joint clean and dry.
C.
Install semi-rigid joint filler full depth in saw-cut joints and at least 1 inches deep in
formed joints. Overfill joint and trim joint filler flush with top of joint after hardening.
D.
Install flexible joint filler at least 1/2 inches deep in saw-cut joints and full depth in
formed joints. Tool surface to provide full contact of sealant on sides of joint.
3.14 CONCRETE SURFACE REPAIRS:
A.
Complete repairs at defective areas as described herein unless otherwise directed.
Inform Engineer of all patching and repairs. Submit material data sheets and
procedures for repair for approval prior to implementing repairs.
B.
Defective Concrete: Repair and patch defective areas as directed by and with approval
of the Engineer. Remove and replace concrete that cannot be repaired and patched to
Engineer's approval. If repair is not acceptable to the Architect, remove and replace
defective concrete. Replace stained concrete that cannot be cleaned.
C.
Patching Mortar: Mix dry-pack patching mortar, consisting of one part portland cement
to two and one-half parts fine aggregate passing a No. 16 sieve, using only enough
water for handling and placing, or use compatible prepackaged material, as required or
approved. Patching materials shall be compatible with adjacent concrete and meet
strength and durability requirements of this specification. Bonding agents shall be as
indicated in ACI 301 or as approved by the Engineer. Use materials appropriate for
specific type of repair. If commercial bonding agents and/or pre-packaged materials are
approved, bonding agent and repair must be applied in strict accordance with
manufacturers requirements. All repair materials are subject to approval by the
Engineer and Architect.
D.
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.
Repairs and materials shall be per ACI 301 and shall be completed immediately upon
form removal, except that minimum repair depth is 1 inch.
1.
Patch test areas at inconspicuous locations to verify mixture and color match
before proceeding with patching.
2.
Repair defects on concealed formed surfaces that affect concrete's durability and
structural performance as determined by Engineer.
E.
Repairing Unformed Surfaces: Repair surfaces in accordance with ACI 301. Test
unformed surfaces, such as floors and slabs, for finish and verify surface tolerances
specified for each surface. Correct low and high areas. Test surfaces sloped to drain for
trueness of slope and smoothness; use a sloped template.
1.
2.
3.
Repair finished surfaces containing defects. Surface defects include spalls,
popouts, honeycombs, rock pockets, crazing and cracks in excess of 0.01 inch
wide or that penetrate to reinforcement or completely through unreinforced
sections regardless of width, and other objectionable conditions. Finish repaired
areas to blend into adjacent concrete.
Repair defective areas, except random cracks and single holes 1 inch or less in
diameter, by cutting out and replacing with fresh concrete. Remove defective
areas with clean, square cuts and expose steel reinforcement with at least a 3/4inch clearance all around. Dampen concrete surfaces in contact with patching
concrete and apply bonding agent. Mix patching concrete of same materials and
mixture as original concrete except without coarse aggregate or use approved
compatible pre-packaged materials, as required. Place, compact, and finish to
blend with adjacent finished concrete. Cure in same manner as adjacent concrete.
Repair random cracks and single holes 1 inch or less in diameter with patching
mortar. Groove top of cracks and cut out holes to sound concrete and clean off
dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply
bonding agent. Place patching mortar before bonding agent has dried. Compact
patching mortar and finish to match adjacent concrete. Keep patched area
continuously moist for at least 72 hours.
F.
Perform structural repairs of concrete, subject to Engineer's approval, using epoxy
adhesive and patching mortar.
G.
Repair materials and installation not specified above may be used, subject to Engineer's
approval.
H.
Fill in holes and openings left in concrete structures for the passage work by other
trades, unless otherwise shown or directed, after the work of other trades is in place.
Mix, place, and cure concrete as herein specified, to blend with in place construction.
Provide all other miscellaneous concrete filling shown or required to complete work.
I.
Concrete work which does not conform to the specified requirements, including
strength, tolerances, and finishes, shall be corrected as directed by the Engineer, at the
Contractor's expense, without extension of time therefore. The Contractor shall also be
responsible for the cost of corrections to any other work affected by, or resulting from,
correction to the concrete work.
3.15 TESTING AND FIELD QUALITY ASSURANCE:
A.
Testing and Inspecting: Owner will engage a special inspector and qualified testing and
inspecting agency to perform field tests and inspections and prepare test reports.
B.
Testing and Inspecting: Engage a qualified testing and inspecting agency to perform
tests and inspections and to submit reports.
C.
Inspections:
1.
2.
3.
4.
5.
6.
7.
D.
Steel reinforcement placement.
Steel reinforcement welding.
Headed bolts and studs.
Verification of use of required design mixture.
Concrete placement, including conveying and depositing.
Curing procedures and maintenance of curing temperature.
Verification of concrete strength before removal of shores and forms from beams
and slabs.
Concrete Tests: Testing of composite samples of fresh concrete obtained according to
ASTM C 172 shall be performed according to the following requirements:
1.
2.
Testing Frequency: Obtain one composite sample for each day's pour of each
concrete mixture exceeding 5 cu. yd. (4 cu. m), but less than 25 cu. yd. (19 cu. m),
plus one set for each additional 50 cu. yd. (38 cu. m) or fraction thereof.
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.
3.
4.
When frequency of testing will provide fewer than five compressivestrength 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.
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.
Air Content: ASTM C 231, pressure method, for normal-weight concrete;
ASTM C 173/C 173M, volumetric method, for structural lightweight
5.
6.
7.
concrete; one test for each composite sample, but not less than one test for each
day's pour of each concrete mixture.
Concrete Temperature: ASTM C 1064/C 1064M; 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 composite sample.
Unit Weight: ASTM C 567, 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 mixture.
Compression Test Specimens: ASTM C 31/C 31M.
a.
b.
8.
Compressive-Strength Tests: ASTM C 39/C 39M; test one set of two laboratorycured specimens at 7 days and one set of two specimens at 28 days.
a.
9.
10.
11.
12.
13.
14.
Cast and laboratory cure two sets of two standard cylinder specimens for
each composite sample.
Cast and field cure two sets of two standard cylinder specimens for each
composite sample.
Test one set of two field-cured specimens at 7 days and one set of two
specimens at 28 days.
b.
A compressive-strength test shall be the average compressive strength from
a set of two specimens obtained from same composite sample and tested at
age indicated.
When strength of field-cured cylinders is less than 85 percent of companion
laboratory-cured cylinders, Contractor shall evaluate operations and provide
corrective procedures for protecting and curing in-place concrete.
Cost for additional sets of lab or field cured compressive strength cylinders
required by the contractor as back-up to demonstrate conformance or for form
removal or other construction operations shall be incurred by the contractor.
Strength of each concrete mixture will be satisfactory if every average of any
three consecutive compressive-strength tests equals or exceeds specified
compressive strength and no compressive-strength test value falls below specified
compressive strength by more than 500 psi (3.4 MPa).
Test results shall be reported in writing to Architect, concrete manufacturer,
Engineer, and Contractor within 48 hours of testing. Reports of compressivestrength tests shall contain Project identification name and number, date of
concrete placement, name of concrete testing and inspecting agency, location of
concrete batch in Work, design compressive strength at 28 days, concrete mixture
proportions and materials, compressive breaking strength, and type of break for
both 7- and 28-day tests.
Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive
device may be permitted by Architect but will not be used as sole basis for
approval or rejection of concrete.
Additional Tests: Testing and inspecting agency shall make additional tests of
concrete when test results indicate that slump, air entrainment, compressive
15.
16.
E.
strengths, or other requirements have not been met, as directed by Architect.
Testing and inspecting agency may conduct tests to determine adequacy of
concrete by cored cylinders complying with ASTM C 42/C 42M or by other
methods as directed by Architect.
Additional testing and inspecting, at Contractor's expense, will be performed to
determine compliance of replaced or additional work with specified requirements.
Correct deficiencies in the Work that test reports and inspections indicate do not
comply with the Contract Documents.
Measure floor and slab flatness and levelness according to ASTM E 1155 within 48
hours of finishing.
3.16 PROTECTION OF LIQUID FLOOR TREATMENTS
A.
Protect liquid floor treatment from damage and wear during the remainder of
construction period. Use protective methods and materials, including temporary
covering, recommended in writing by liquid floor treatments installer.
3.17 WORKMANSHIP
A.
Concrete work which does not conform to the specified requirements, including
strength, tolerances, and finishes, shall be corrected as directed by the Engineer, at the
Contractor's expense, without extension of time therefore. The Contractor shall also be
responsible for the cost of corrections to any other work affected by, or resulting from,
correction to the concrete work.
END OF SECTION
03740-1 – CONCRETE REPAIR MORTARS AND GROUTS
SECTION 03740
CONCRETE REPAIR MORTARS AND GROUTS
PART 1 - GENERAL
1.01
SECTION INCLUDES: Prepackaged mortars and grouts for repairing defects in the top,
face, and the underside of the surface of the existing concrete. Polymer modified or nonpolymer modified cementitious material shall only be used as approved by the Engineer for
particular applications.
1.02
RELATED SECTIONS:
Demolition (Section 02072)
1.03
QUALITY ASSURANCE:
A.
For the purpose of designating type and quality for the work of this section,
drawings and specifications are based on manufactured products which meet the
criteria as listed in Part 2 of this section. Equal products for use on this project by
other manufacturers are acceptable provided these products meet all the
requirements of these specifications and are approved by the Engineer.
B.
Standard References:
1.
The current edition of the following standards are considered a part of this
specification except as specified herein:
a.
ACI-548R, “Polymers in Concrete” as reported by ACI Committee
548.
b.
ACI/ICRI 2002 Concrete Repair Manual
c.
ICRI Guideline No. 03730 Guide for Surface Preparation for the
Repair of Deteriorated Concrete Resulting from Reinforcing Steel
Corrosion
d.
ACI RAP-8 Installation of Embedded Galvanic Anodes
e.
NACE Standard RP 0290
2.
C.
No provision of any referenced standard specification, manual, or code
(whether or not specifically incorporated by reference in the contract
documents) shall be effective to change the duties and responsibilities of
Owner, Contractor, or Engineer or any of their consultants, agents, or
employees from those set forth in the contract documents, nor shall it be
effective to assign to Engineer or any of Engineer's consultants, agents, or
employees any duty or authority to supervise or direct the furnishing or
performance of the work or authority to undertake any responsibilities for
safety precautions or programs incidental to safety, nor for the Contractor's
failure to perform work in accordance with the contract documents.
Applicator Qualifications:
1. Each applicator of materials listed in this section must meet the following
criteria:
1.04
a.
Applicator shall have completed a minimum of five (5) projects of
similar size and purpose in which the proposed applicator installed
identical or very similar materials.
b.
Applicator shall be certified by the manufacturer (where applicable)
to install the proposed materials.
c.
General Contractor must submit each proposed Applicator’s name,
address, and phone number along with applicable certifications and a
list of five projects of similar size and purpose in which the proposed
applicator installed identical or very similar materials. For each
project listed, the dates of application, size of the project, reference
information (Owner, Architect, or Engineer with adequate contact
information) along with a brief description of the project and work
performed.
SUBMITTALS:
A.
Submit (in triplicate) copies of information, certifications and project lists for
chosen applicator of materials demonstrating compliance with the requirements of
this specification.
B.
Submit (in triplicate) certificate stating materials for work of this section meet
requirements of the contract documents.
C.
Submit (in triplicate) manufacturer's printed instructions for surface preparation,
mixing, application, and curing of materials specified for use in work of this section.
1.05
D.
Submit (in triplicate) copies of test reports of materials showing compliance with
the requirements of this specification.
E.
Submit (in triplicate) Material Safety Data Sheet (MSDS) on all products of this
Section.
DELIVERY, STORAGE, AND HANDLING:
A.
Materials shall be delivered to the project site in manufacturer's original packaging
containers with labels intact and seals unbroken. Materials shall be preproportioned where appropriate.
B.
Store materials under cover in a dry place off the ground and away from damp
surfaces. Store and maintain at temperatures recommended by the manufacturer.
PART 2 - PRODUCTS
2.01
PRODUCTS:
A.
Products will be acceptable for use on the project, when approved by the Engineer
and the results of all tests meet all the requirements of these specifications.
However, some products may not be suitable for particular applications. Note the
restriction to a single manufacturer. The following manufacturers and products may
comply with this Specification; other products meeting the Specification may be
submitted:
Locations without Cathodic Protection Systems (no sacrificial anodes):
1.
2.
Horizontal Repairs (typically 1" to 2.5" thick)
a.
Sika Corporation (Sikacrete 211 or Sikaquick 1000 or 2500 –
extended with aggregate as required).
b.
BASF Building Systems (Emaco T415 or T430 or Emaco S-66 CI).
c.
Sto Corporation (Sto Full Depth repair Mortar CR-311).
d.
Approved equals
“Form and pour” concrete repairs, (typically 1" to 6" thick):
a.
Sika Corporation (Sikacrete 211).
b.
BASF Building Systems (Emaco S-66 CI).
c.
Sto Corporation (Sto Full Depth repair Mortar CR-311, extended
with aggregate as required).
e.
3.
Approved equals
For vertical and overhead concrete repairs – hand placed (typically 1” to 2.5”
thick):
a.
Sika Corporation (Sikarepair SHB or SikaTop 123 Plus).
b.
BASF Building Systems (Emaco S-88 CI).
c.
Sto Corporation (Sto Overhead Repair Mortar CR-702).
d.
Approved equals
Locations with Cathodic Protection Systems (sacrificial anodes) – Subject to written
approval of the cathodic protection system provider:
1.
2.
3.
2.02
Horizontal Repairs (typically 1” to 2.5” thick)
a.
Sika Corporation (Sikacrete 211 or Sikaquick 1000 or 2500 –
extended with aggregate as required).
b.
Approved equals
“Form and Pour” concrete repairs, (typically 1” to 6” thick):
a.
Sika Corporation (Sikacrete 211).
b.
Approved equals
For vertical and overhead concrete repairs – hand placed (typically 1” to 2.5”
thick):
a.
Sika Corporation (Sikarepair 223)
b.
Approved equals
REPAIR MORTARS:
A.
Repair Mortars shall be a one-component or a two-component prepackaged
cementitious mortar that is recommended for horizontal, vertical and, where
appropriate, overhead application. System shall not produce a vapor barrier and
shall be thermally compatible with the concrete.
B.
All repair materials used in conjunction with cathodic protection systems shall be
compatible with those systems. See separate Specifications.
2.03
C.
If the material is a two-component material, component “B” shall be a blend of
selected Portland cement, specially selected and graded aggregate, and admixture to
control setting time and workability. Type, size, proportions, and gradation of the
aggregate cement and admixture shall meet the recommended standards of the
manufacturer for the thickness and type of application required.
D.
If the material is a one-component material, the dry materials shall contain all
materials blended with only the addition of water required in the field.
E.
Aggregate may be added to extend the mortar to stiffen the mix, reduce shrinkage,
or for use in thicknesses greater than non-extended manufacturer’s limitations if so
approved by the Engineer and Manufacturer and in accordance with the specified
procedures.
F.
Polymer modified repair mortars shall be formulated specifically for the type of use
and application specified and shown on the Contract Drawings.
G.
A single manufacturer shall provide all repair mortars to be used throughout the
entire project. All repair mortars shall be compatible with all coatings and surface
treatments to be applied to the repaired surface. Where requested by the Engineer,
the Contractor shall obtain documentation from manufacturers to certify
compatibility of products used.
EPOXY BONDING ADHESIVE shall be compatible with and manufactured by the same
manufacturer as the repair mortar or shall be specified by the manufacturer of the repair
mortar in writing to be acceptable for use with the repair mortar. Bonding adhesive shall be
used for reinforcing steel and concrete exposed in repairs unless a scrub coat of repair
mortar is approved. Note that the use of bonding adhesive may be prohibited or limited in
conjunction with cathodic protection systems. The epoxy bonding adhesive shall meet or
exceed the following minimum properties:
A.
B.
Properties of the mixed epoxy resin/portland cement adhesive.
1.
Pot Life: 75-105 minutes
1.
Contact Open Time: Up to 24 hours dependent upon ambient temperature
Properties of the cured epoxy resin/portland cement adhesive.
1.
Compressive Strength (ASTM C-109) - 28 day: 8,700 psi min.
2.
Flexural Strength (ASTM C-348) – 1,100 psi min.
3.
Bond Strength (ASTM C-882) 7 days - 24 hours open time: 1,700 psi min.
4.
The epoxy resin/portland cement adhesive shall not produce a vapor barrier.
PART 3 - EXECUTION
3.01
EXAMINATION:
A.
Prior to placement of the grout and mortar, the surfaces receiving the mortar shall be
inspected by the Contractor and the Engineer or his representative. Any existing
surface treatments that may affect the bond or performance of the new material shall
be identified. Additional steps for preparation or removal shall be issued by the
Engineer.
B.
The work in this section shall be coordinated with that of other repairs and trades.
3.02
PREINSTALLATION CONFERENCE: Prior to the installation of the repair materials, the
Contractor shall schedule a conference at the job site. The conference shall be attended by
representatives of the General Contractor and the Subcontractor(s) involved in the work of
this section, the manufacturer's representative for the supplier of the repair materials, and
the Engineer. The procedures for the installation and quality control shall be reviewed.
3.03
PREPARATION AND INSTALLATION:
A.
Surface Preparation: Concrete surfaces to receive the grout shall be sound and
thoroughly clean. Remove all unsound concrete. Distressed or difficult areas that
cannot be adequately cleaned shall have all unsound, loose, and delaminated
materials removed from the surface with small electric or pneumatic chipping tools
or with hand tools. Hammers shall be equipped with pointed bits. Areas that are to
receive repair mortar shall be abrasion blasted after the surfaces are inspected.
Closely inspect surfaces for fractured material and remove with hand tools. Clean
all rust and other materials from sections of exposed reinforcing steel by abrasive
blasting. Surface profile shall be obtained as required by the manufacturer’s written
requirements.
B.
Pretreatment: Where saturated surface dry conditions are specified, maintain the
surface wet for a minimum of 12 hours prior to repair. Do not allow the surface to
dry at any time. Remove standing water with oil free compressed air immediately
before application of the bonding agent or repair mortar. Apply bonding agent
and/or scrub coat as specified.
C.
Mixing and Application:
Mix and apply, in strict accordance with the
manufacturer's printed instructions, to a uniform consistency. Place and consolidate
repair grout in sections after other parts of the work required prior to the application
of the repair mortar are complete. Place and consolidate the repair mortar.
Compact mortar against vertical surfaces along exposed edges. Screed repair mortar
to the appropriate slope, as required. Allow grout to set to desired stiffness, then
finish with a wood or sponge float unless otherwise noted on the drawings.
D.
3.04
Curing: Unless otherwise specified, cover the entire surface with wet burlap and
clear polyethylene cure for 72 hours by keeping the burlap continuously wet. Do not
allow the surface to dry at any time.
WORKMANSHIP: Work which does not conform to the specified requirements shall be
corrected and/or replaced as directed by the Engineer at the Contractor's expense. Strict
adherence is required to the procedures and limitations as provided in the Contract
Documents and Manufacturer’s Guidelines. Delamination or cracks greater than
widespread tight micro-cracks are grounds for replacement of the repair.
END OF SECTION
05120-1- STRUCTURAL STEEL
SECTION 05120
STRUCTURAL STEEL
PART 1 - GENERAL
1.01
A.
1.02
A.
RELATED DOCUMENTS
Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
SUMMARY
Section Includes:
1.
2.
3.
1.03
A.
B.
Structural steel.
Field-installed shear connectors.
Grout.
INDUSTRY STANDARDS
To the extent referenced, the following standard publications shall apply to the work of
this Section. The publications are referred to in the text by the basic designation only
and represent the latest edition in force on the bid date.
1.
AISC 303
2.
AISC 341 and AISC 341s1.
3.
AISC 358
4.
5.
AISC 360.
RCSC's
6.
7.
AWS D1.1
AWS D1.8
Code of Standard Practice for Steel Buildings and
Bridges.
Seismic Provisions for Structural Steel Buildings
Prequalified Connections for Special and
Intermediate Steel Moment Frames for Seismic
Applications
Steel Construction Manual
Specification for Structural Joints Using
ASTM A 325 or A 490 Bolts.
Structural Welding Code – Steel
Structural Welding Code – Seismic Supplement
In addition to complying with all of the requirements of the Drawings and
Specifications, the auger cast grout piles shall also comply with all pertinent provisions
of the North Carolina State Building Code and any pertinent provisions of any other
state or local codes. In the event of conflict between any of the applicable provisions,
the more stringent provision shall apply.
1.04
DEFINITIONS
A.
Structural Steel: Elements of the structural frame indicated on Drawings and as
described in AISC 303, "Code of Standard Practice for Steel Buildings and Bridges."
B.
Seismic-Load-Resisting System: Elements of structural-steel frame designated as
"SLRS" or along grid lines designated as "SLRS" on Drawings, including columns,
beams, and braces and their connections.
C.
Heavy Sections: Rolled and built-up sections as follows:
1.
2.
Shapes included in ASTM A 6/A 6M with flanges thicker than 1-1/2 inches (38
mm).
Column base plates thicker than 2 inches (50 mm).
D.
Protected Zone: Structural members or portions of structural members indicated as
"Protected Zone" on Drawings. Connections of structural and nonstructural elements to
protected zones are limited.
E.
Demand Critical Welds: Those welds, the failure of which would result in significant
degradation of the strength and stiffness of the Seismic-Load-Resisting System and
which are indicated as "Demand Critical" or "Seismic Critical" on Drawings.
1.05
COORDINATION
A.
Coordinate selection of shop primers with topcoats to be applied over them. Comply
with paint and coating manufacturers' written recommendations to ensure that shop
primers and topcoats are compatible with one another.
B.
Coordinate installation of anchorage items to be embedded in or attached to other
construction without delaying the Work. Provide setting diagrams, sheet metal
templates, instructions, and directions for installation.
1.06
A.
1.07
PREINSTALLATION MEETINGS
Preinstallation Conference: Conduct conference at Project site.
ACTION SUBMITTALS
A.
Product Data: For each type of product.
B.
Shop Drawings: Show fabrication of structural-steel components.
1.
2.
Include details of cuts, connections, splices, camber, holes, and other pertinent
data.
Include embedment Drawings.
3.
4.
5.
6.
7.
C.
Welding Procedure Specifications (WPSs) and Procedure Qualification Records
(PQRs): Provide according to AWS D1.1/D1.1M, "Structural Welding Code - Steel,"
for each welded joint whether prequalified or qualified by testing, including the
following:
1.
2.
D.
1.08
Indicate welds by standard AWS symbols, distinguishing between shop and field
welds, and show size, length, and type of each weld. Show backing bars that are
to be removed and supplemental fillet welds where backing bars are to remain.
Indicate type, size, and length of bolts, distinguishing between shop and field
bolts. Identify pretensioned and slip-critical, high-strength bolted connections.
Identify members and connections of the Seismic-Load-Resisting System.
Indicate locations and dimensions of protected zones.
Identify demand critical welds.
Power source (constant current or constant voltage).
Electrode manufacturer and trade name.
Delegated-Design Submittal: For structural-steel connections indicated to comply with
design loads, include analysis data signed and sealed by the qualified professional
engineer responsible for their preparation.
INFORMATIONAL SUBMITTALS
A.
Qualification Data: For Installer, fabricator, professional engineer, and testing agency.
B.
Welding certificates.
C.
Mill test reports for structural steel, including chemical and physical properties.
D.
Product Test Reports: For the following:
1.
2.
3.
4.
5.
Bolts, nuts, and washers including mechanical properties and chemical analysis.
Direct-tension indicators.
Tension-control, high-strength, bolt-nut-washer assemblies.
Shear stud connectors.
Nonshrink grout.
E.
Survey of existing conditions.
F.
Source quality-control reports.
G.
Field quality-control and special inspection reports.
1.09
A.
QUALITY ASSURANCE
Fabricator Qualifications: A qualified fabricator that participates in the AISC Quality
Certification Program and is designated an AISC-Certified Plant, Category STD/BU
and is accredited by the IAS Fabricator Inspection Program for Structural Steel
(AC 172).
1.
The Fabricator shall have been in the steel fabrication business no less than 10
years and have successful prior experience as the principal structural steel
fabricator on projects of similar design and complexity as this project.
2.
The Fabricator shall submit upon request a list of at least three (3) projects which
demonstrate sufficient prior experience. The list shall include project name,
location, date, Owner's name, name and phone number of the Owner's
Representative, and a description of the steel framing system.
3.
The Fabricator shall have sufficient production capacity and quality control
programs in place to meet the proposed project schedule with work which meets
the requirements of the Contract Documents.
B.
Installer Qualifications: A qualified installer who participates in the AISC Quality
Certification Program and is designated an AISC-Certified Erector, Category ACSE.
C.
Shop-Painting Applicators: Qualified according to AISC's Sophisticated Paint
Endorsement P2 or to SSPC-QP 3, "Standard Procedure for Evaluating Qualifications
of Shop Painting Applicators."
D.
Welding Qualifications: At Contractor’s expense, qualify procedures and personnel
according to AWS D1.1/D1.1M, "Structural Welding Code - Steel."
E.
1.
Welders and welding operators performing work on bottom-flange, demandcritical welds shall pass the supplemental welder qualification testing, as required
by AWS D1.8/D1.8M. FCAW-S and FCAW-G shall be considered separate
processes for welding personnel qualification.
2.
At Contractor's expense, provide certification to the Engineer that welders to be
employed in the work have satisfactorily passed AWS qualification tests within
the previous 12 months prior to the start of work.
3.
If recertification of welders is required, retesting shall also be Contractor's
responsibility.
4.
Welders shall be able to produce certification cars at jobsite on demand.
Comply with applicable provisions of the following specifications and documents:
1.
2.
3.
4.
5.
6.
7.
AISC 303.
AISC 341 and AISC 341s1.
AISC 358
AISC 360.
RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."
AWS D1.1
AWS D1.8
1.10
A.
DELIVERY, STORAGE, AND HANDLING
Store materials to permit easy access for inspection and identification. Keep steel
members off ground and spaced by using pallets, dunnage, or other supports and
spacers.
Protect steel members and packaged materials from corrosion and
deterioration.
1.
B.
Do not store materials on structure in a manner that might cause distortion,
damage, or overload to members or supporting structures. Repair or replace
damaged materials or structures as directed.
Store fasteners in a protected place in sealed containers with manufacturer's labels
intact.
1.
2.
3.
Fasteners may be repackaged provided Owner's testing and inspecting agency
observes repackaging and seals containers.
Clean and relubricate bolts and nuts that become dry or rusty before use.
Comply with manufacturers' written recommendations for cleaning and
lubricating ASTM F 1852 fasteners and for retesting fasteners after lubrication.
PART 2 - PRODUCTS
2.01
A.
PERFORMANCE REQUIREMENTS
Connections: Provide details of connections required by the Contract Documents to be
selected or completed by structural-steel fabricator, including comprehensive
engineering analysis by a qualified professional engineer, to withstand loads indicated
and comply with other information and restrictions indicated.
1.
2.02
Select and complete connections using schematic details indicated and AISC 360.
STRUCTURAL-STEEL MATERIALS
A.
W-Shapes: ASTM A 572/A 572M, Grade 50 (345).
B.
Channels, Angles-Shapes: ASTM A 572/A 572M, Grade 50 (345).
C.
Plate and Bar: ASTM A 572/A 572M, Grade 50 (345).
D.
Cold-Formed Hollow Structural Sections: ASTM A 500/A 500M, Grade C, Fy = 50
ksi, structural tubing.
E.
Welding Electrodes: Comply with AWS requirements.
2.03
A.
BOLTS, CONNECTORS, AND ANCHORS
High-Strength Bolts, Nuts, and Washers: ASTM A 490 (ASTM A 490M), Type 1,
heavy-hex steel structural bolts or tension-control, bolt-nut-washer assemblies with
splined ends; ASTM A 563, Grade DH, (ASTM A 563M, Class 10S) heavy-hex carbonsteel nuts; and ASTM F 436 (ASTM F 436M), Type 1, hardened carbon-steel washers
with plain finish.
1.
Direct-Tension Indicators: ASTM F 959, Type 490 (ASTM F 959M, Type 10.9),
compressible-washer type with plain finish.
B.
Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed-stud type, coldfinished carbon steel; AWS D1.1/D1.1M, Type B.
C.
Unheaded Anchor Rods: ASTM F 1554, Grade 105.
1.
2.
3.
4.
5.
D.
Threaded Rods: ASTM F 1554, Grade 150.
1.
2.
3.
2.04
Configuration: Straight.
Nuts: ASTM A 563 (ASTM A 563M) heavy-hex carbon steel.
Plate Washers: ASTM A 572/A 572M, Grade 50 carbon steel.
Washers: ASTM F 436 (ASTM F 436M), Type 1, hardened carbon steel.
Finish: Plain.
Nuts: ASTM A 563 (ASTM A 563M) heavy-hex carbon steel.
Washers: ASTM F 436 (ASTM F 436M), carbon steel.
Finish: Plain.
PRIMER
A.
Low-Emitting Materials: Paints and coatings shall comply with the testing and product
requirements of the California Department of Public Health's (formerly, the California
Department of Health Services') "Standard Method for the Testing and Evaluation of
Volatile Organic Chemical Emissions from Indoor Sources Using Environmental
Chambers."
B.
Primer: Shall be Carbozinc 11 as manufactured by Carboline Co.
2.05
A.
GROUT
Metallic, Shrinkage-Resistant Grout: ASTM C 1107/C 1107M, factory-packaged,
metallic aggregate grout, mixed with water to consistency suitable for application and a
30-minute working time.
2.06
A.
FABRICATION
Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate
according to AISC 303, "Code of Standard Practice for Steel Buildings and Bridges," to
AISC 360, and to AISC 341.
1.
2.
3.
B.
Identify high-strength structural steel according to ASTM A 6/A 6M and maintain
markings until structural steel has been erected.
Mark and match-mark materials for field assembly.
Complete structural-steel assemblies, including welding of units, before starting
shop-priming operations.
Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.
1.
Plane thermally cut edges to be welded to comply with requirements in
AWS D1.1/D1.1M.
C.
Bolt Holes: Drill or sub-punch and ream standard bolt holes perpendicular to metal
surfaces. Do not cut or punch holes in beam flanges of the Lateral Force Resisting
System. Do not thermally cut bolt holes or enlarge holes by burning.
D.
Finishing: Accurately finish ends of columns and other members transmitting bearing
loads.
E.
Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to
SSPC-SP 6.
F.
Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear
connectors. Use automatic end welding of headed-stud shear connectors according to
AWS D1.1/D1.1M and manufacturer's written instructions.
G.
Holes: Provide holes required for securing other work to structural steel to pass through
steel members.
1.
2.
3.
2.07
A.
Drill or sub-punch and ream holes perpendicular to steel surfaces. Do not cut or
punch holes in beam flanges of the Lateral Force Resisting System. Do not
thermally cut bolt holes or enlarge holes by burning.
Baseplate Holes: Drill or sub-punch and ream holes perpendicular to steel
surfaces.
Weld threaded nuts to framing and other specialty items indicated to receive other
work.
SHOP CONNECTIONS
High-Strength Bolts:
Shop install high-strength bolts according to RCSC's
"Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt
and type of joint specified.
1.
B.
Weld Connections: Comply with AWS D1.1/D1.1M and AWS D1.8/D1.8M for
tolerances, appearances, welding procedure specifications, weld quality, and methods
used in correcting welding work.
1.
2.08
Joint Type: Snug tightened, Pretensioned.
Assemble and weld built-up sections by methods that maintain true alignment of
axes without exceeding tolerances in AISC 303 for mill material.
SHOP PRIMING
A.
Shop prime steel surfaces except the following:
1.
Surfaces to be field welded.
2.
Surfaces of high-strength bolted connections.
B.
Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale
and spatter, slag, or flux deposits. Prepare surfaces according to the following
specifications and standards:
1.
SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning."
C.
Priming:
Immediately after surface preparation, apply primer according to
manufacturer's written instructions and at rate recommended by SSPC to provide a
minimum dry film thickness of 3.0 mils. Use priming methods that result in full
coverage of joints, corners, edges, and exposed surfaces.
1.
2.
2.9
A.
Stripe paint corners, crevices, bolts, welds, and sharp edges.
Apply two coats of shop paint to surfaces that are inaccessible after assembly or
erection. Change color of second coat to distinguish it from first.
SOURCE QUALITY CONTROL
Testing Agency: Owner will engage a qualified testing agency to perform shop tests
and inspections.
1.
Provide testing agency with access to places where structural-steel work is being
fabricated or produced to perform tests and inspections.
B.
Bolted Connections: Inspect and test shop-bolted connections according to RCSC's
"Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."
C.
Welded Connections:
Visually inspect shop-welded connections according to
AWS D1.1/D1.1M and the following inspection procedures, at testing agency's option:
1.
2.
Liquid Penetrant Inspection: ASTM E 165.
Magnetic Particle Inspection: ASTM E 709; performed on root pass and on
finished weld. Cracks or zones of incomplete fusion or penetration are not
accepted.
3.
4.
D.
In addition to visual inspection, test and inspect shop-welded shear connectors
according to requirements in AWS D1.1/D1.1M for stud welding and as follows:
1.
2.
E.
Ultrasonic Inspection: ASTM E 164.
Radiographic Inspection: ASTM E 94.
Perform bend tests if visual inspections reveal either a less-than-continuous 360degree flash or welding repairs to any shear connector.
Conduct tests according to requirements in AWS D1.1/D1.1M on additional shear
connectors if weld fracture occurs on shear connectors already tested.
Prepare test and inspection reports.
PART 3 - EXECUTION
3.01
A.
EXAMINATION
Verify, with certified steel erector present, elevations of concrete- and masonry-bearing
surfaces and locations of anchor rods, bearing plates, and other embedments for
compliance with requirements.
1.
B.
3.02
A.
Proceed with installation only after unsatisfactory conditions have been corrected.
PREPARATION
Provide temporary shores, guys, braces, and other supports during erection to keep
structural steel secure, plumb, and in alignment against temporary construction loads
and loads equal in intensity to design loads. Remove temporary supports when
permanent structural steel, connections, and bracing are in place unless otherwise
indicated.
1.
3.03
Prepare a certified survey of existing conditions. Include bearing surfaces, anchor
rods, bearing plates, and other embedments showing dimensions, locations,
angles, and elevations.
Do not remove temporary shoring supporting concrete deck construction until
cast-in-place concrete has attained its design compressive strength.
ERECTION
A.
Set structural steel accurately in locations and to elevations indicated and according to
AISC 303 and AISC 360.
B.
Baseplates: Clean concrete- and masonry-bearing surfaces of bond-reducing materials,
and roughen surfaces prior to setting plates. Clean bottom surface of plates.
1.
2.
3.
4.
Set plates for structural members on wedges, shims, or setting nuts as required.
Weld plate washers to top of baseplate.
Snug-tighten anchor rods after supported members have been positioned and
plumbed. Do not remove wedges or shims but, if protruding, cut off flush with
edge of plate before packing with grout.
Promptly pack grout solidly between bearing surfaces and plates so no voids
remain. Neatly finish exposed surfaces; protect grout and allow to cure. Comply
with manufacturer's written installation instructions for shrinkage-resistant grouts.
C.
Maintain erection tolerances of structural steel within AISC 303, "Code of Standard
Practice for Steel Buildings and Bridges."
D.
Align and adjust various members that form part of complete frame or structure before
permanently fastening. Before assembly, clean bearing surfaces and other surfaces that
are in permanent contact with members. Perform necessary adjustments to compensate
for discrepancies in elevations and alignment.
1.
2.
Level and plumb individual members of structure.
Make allowances for difference between temperature at time of erection and mean
temperature when structure is completed and in service.
E.
Splice members only where indicated.
F.
Do not use thermal cutting during erection.
G.
Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that
must be enlarged to admit bolts.
H.
Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear
connectors. Use automatic end welding of headed-stud shear connectors according to
AWS D1.1/D1.1M and manufacturer's written instructions.
3.04
A.
FIELD CONNECTIONS
High-Strength Bolts: Install high-strength bolts according to RCSC's "Specification for
Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint
specified.
1.
B.
Joint Type: Snug tightened, Pretensioned.
Weld Connections: Comply with AWS D1.1/D1.1M and AWS D1.8/D1.8M for
tolerances, appearances, welding procedure specifications, weld quality, and methods
used in correcting welding work.
1.
2.
Comply with AISC 303 and AISC 360 for bearing, alignment, adequacy of
temporary connections, and removal of paint on surfaces adjacent to field welds.
Remove backing bars or runoff tabs where indicated, back gouge, and grind steel
smooth. Install reinforcing fillet welds where indicated.
3.
3.05
A.
Assemble and weld built-up sections by methods that maintain true alignment of
axes without exceeding tolerances in AISC 303, "Code of Standard Practice for
Steel Buildings and Bridges," for mill material.
FIELD QUALITY CONTROL
Special Inspections: Owner will engage a qualified special inspector to perform the
following special inspections:
1.
2.
3.
Verify structural-steel materials and inspect steel frame joint details.
Verify weld materials and inspect welds.
Verify connection materials and inspect high-strength bolted connections.
B.
Testing Agency: Owner will engage a qualified testing agency to perform tests and
inspections.
C.
Bolted Connections: Inspect and test bolted connections according to RCSC's
"Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."
D.
Welded Connections: Visually inspect filler materials and field welds according to
AWS D1.1/D1.1M. For members of the Lateral Force Resisting System visually
inspect filler materials and field welds according to AWS D1.1/D1.1M and AWS
D1.8/D1.8M.
1.
In addition to visual inspection, test and inspect filler materials and field welds
according to AWS D1.1/D1.1M and AWS D1.8/D1.8M and the following
inspection procedures, at testing agency's and/or Engineer of Record’s option:
a.
b.
c.
E.
In addition to visual inspection, test and inspect field-welded shear connectors
according to requirements in AWS D1.1/D1.1M for stud welding and as follows:
1.
2.
3.06
A.
Diffusible Hydrogen Inspection: ASTM F 1113 / AWS D1.8.D.
Magnetic Particle Inspection: ASTM E 709 / AWS D1.8.E; performed on
root pass and on finished weld. Cracks or zones of incomplete fusion or
penetration are not accepted.
Ultrasonic Inspection: ASTM E 164 / AWS D1.8.F.
Perform bend tests if visual inspections reveal either a less-than-continuous 360degree flash or welding repairs to any shear connector.
Conduct tests according to requirements in AWS D1.1/D1.1M on additional shear
connectors if weld fracture occurs on shear connectors already tested.
REPAIRS AND PROTECTION
Protected Zones: Repairs shall conform to requirements of AWS D1.8 and as required
by the Engineer of Record.
B.
Touchup Painting: Immediately after erection, clean exposed areas where primer is
damaged or missing and paint with the same material as used for shop painting to
comply with SSPC-PA 1 for touching up shop-painted surfaces.
1.
Clean and prepare surfaces by SSPC-SP 6.
C.
Fireproofing: Apply 1-1/2” minimum thickness of Pyrocrete 239 as manufactured by
Carboline Co. Refer to application instructions.
D.
Painting: After fireproofing has cured, apply top coat of Carbomastic 615 as
manufactured by Carboline Co. Dry Film Thickness shall be 5 to 7 mils.
E.
Touchup Priming: Cleaning and touchup priming are specified in Section 09960 "HighPerformance Coatings."
END OF SECTION
05150-1 – ADHESIVE ANCHORS
SECTION 05150
ADHESIVE ANCHORS
PART 1 - GENERAL
1.01
1.02
SECTION INCLUDES:
A.
Furnishing and installing adhesive anchors with washers and nuts into holes drilled
into the existing concrete members as indicated on the drawings and as specified
herein.
B.
Furnishing and installing adhesive anchored reinforcing bars into holes drilled into
the existing concrete members as indicated on the drawings and as specified herein.
C.
Equipment required for drilling the holes and for locating the existing embedded
reinforcing steel.
D.
Equipment required for mixing, proportioning and dispensing the epoxy gel into
holes drilled for adhesive anchors.
E.
Items of testing, quality control, and evaluation of in-place adhesive anchors.
RELATED SECTIONS:
Concrete Repair Mortars and Grouts (Section 03740)
1.03
QUALITY ASSURANCE:
A.
American Institute of Steel Construction (AISC)
B.
Standard Specifications and Codes: The following latest edition of the specification
and codes form a part of this specification where reference is made to a specific
paragraph or section of the specific standard or code:
ACI 503.1
"Standard Specification for Bonding Hardened Concrete, Steel,
Wood, Brick, and Other Materials to Hardened Concrete with a
Multi-Component Epoxy Adhesive"
ACI 318
Building Code Requirements for Reinforced Concrete
ACI 349
Appendix 'B' "Steel Embedments"
ASTM E488 "Standard Test Methods for Strengths of Anchors in Concrete and
Masonry"
1.04
AISC
"Specification for the Fabrication and Erection of Structural Steel
for Buildings"
IBC
International Building Code.
SUBMITTALS:
A.
Submit test results performed by an Independent Testing Laboratory certifying
tensile, bond, and shear strength of anchors specified herein or shown on the
contract drawings. Tests of anchors shall be made on nearly identical materials,
embedment lengths, and conditions indicated on the drawings. Tests shall be made
in accordance with ASTM E488 "Standard Test Methods for Strength of Anchors
in Concrete and Masonry".
B.
Anchors acceptable for use on this project shall have the following minimum
allowable loads (with factor of safety of 4.0) when tested with materials and
conditions nearly identical to those on this project and with the embedment lengths
indicated below. Values are based upon steel anchors tested in concrete having a
minimum compressive strength of 2000 psi.
Anchor Min. Embedment
Diameter
Depth
3/8"
3-3/8"
1/2"
4-1/2"
5/8"
5-5/8"
3/4"
6-3/4"
7/8"
7-7/8"
Allowable Loads in Pounds
Bond Shear
2100 1500
3600 2200
5700 4100
8200 5000
9400 7500
Allowable tensile loads shall be based upon the tensile stress area of the rod per
AISC Section 1.5 = 0.33 Fu
Allowable tensile loads for bond strengths shall be based on the following
formulas:
Ft -2SX Where Ft = Average allowable bond load determined by tests
3
SX = 10% x Ft
Allowable shear loads shall be based on the following formulas:
Fs -2(SX) Where Fs = Average allowable shear load determined by tests
3
SX = 10% x Fs
1.05
C.
Permanent Anchor Testing: (This testing may be waived by the Engineer on
certain products or where anchors are not of a critical nature.) After review of the
test data on the anchors submitted, if anchors are to be permanently installed into
the structure the anchor manufacturer shall verify and confirm the test data by
conducting tests on selected sections of the existing structure to verify the adequacy
of the anchor and the submittals to meet the safe allowable loads specified. Prior to
approval of the anchors, a minimum of four tests each for bond and shear will be
required for each size of anchor specified in the Contract Documents. The results
of these tests shall certify that the anchor meets all the requirements of these
specifications for the anchor to be acceptable for use on this project. These tests
shall be performed by an independent testing laboratory at the Owner’s expense.
D.
Temporary Anchor Testing: Anchors temporarily installed into concrete shall not
require testing. Anchors temporarily installed into brick or concrete masonry shall
be tested as specified in 1.04C.
E.
Submit three copies of the manufacturer's written instructions for installation of the
adhesive anchors specified.
F.
Submit type of equipment to be used for drilling the holes in the concrete for the
adhesive anchors.
G.
Submit type of equipment to be used for proportioning, mixing, and dispensing the
epoxy gel adhesive.
H.
Certification that the epoxy resin will not be affected by the alkalinity of the cement
and that there is no shrinkage of the resin, and that the creep coefficients are
insignificant.
QUALIFICATIONS:
A.
Manufacturer:
Source: Epoxy resin for bonding the anchors into the existing concrete shall be of one
manufacturer unless specifically noted otherwise herein.1.06 PRODUCT HANDLING:
A.
Delivery and Storage: Deliver all materials of this section to the job site in original
unopened containers with all labels intact.
Store only under conditions
recommended by the manufacturer. Do no retain on the job site any material that
has exceeded the shelf life recommended by the manufacturer.
B.
Replacement: In the event of damage, replace as necessary to the approval of the
Engineer at no additional cost to the Owner.
PART 2 - PRODUCTS
2.01
2.02
ACCEPTABLE MANUFACTURERS: Products meeting the requirements of this
specification will be acceptable for use on this project upon approval by the Engineer. All
epoxy gel, epoxy grout and epoxy mortars used on the project shall be provided by a single
manufacturer.
A.
Simpson Strong Tie
B.
Hilti, Inc.
C.
Powers Fasteneers
MATERIALS:
A.
Threaded Anchor Rods: Shall be composed of AISI 316 stainless steel and shall
meet the mechanical requirements of ASTM F-593 (condition CW). Anchor rods
shall have minimum depth of embedment as indicated on details. Anchor rods shall
have threads for their full length.
B.
Nuts shall be manufactured from stainless steel conforming to ASTM A594.
Stainless steel washers shall be manufactured to conform to ANSI B18.22.1.
C.
Reinforcing Bars: See Section 03200.
D.
Adhesive for Epoxy Mortar: Sikadur 35, Hi-Mod LV by Sika Corp
E.
Adhesive for Anchored Bars and Rods:
Solid concrete and solid grout filled cells:
AT-XP by Simpson Strong Tie.
Cementitious substrates with voids:
AT-XP by Simpson Strong Tie.
HIT RE500 SD by Hilti or
HIT HY-70 by Hilti or
Use screens as approved and required by the manufacturers where installing
anchors in substrates with voids.
F.
Drilling Equipment: Shall be an electric percussion type rotary hammer drill using
carbide bits. Drilling equipment shall be the type recommended by the
manufacturer of the adhesive and shall be capable of drilling the holes to the
required depth and diameter leaving a clean hole with minimal side wall residue.
Air operated drilling equipment shall not discharge air into the holes while drilling
unless the equipment is equipped to provide oil-free air at discharge.
G.
Equipment for Dispensing:
1.
2.
Bulk Mix and Dispensing:
a.
Type: The equipment used to meter and mix the two injection
adhesive components and inject the mixed adhesive into the hole or
void shall be portable, positive displacement type pumps with
interlock to provide positive ratio control of exact proportions of the
two components at the nozzle. The pumps shall be electrically
powered to supply the logic controller and air powered to drive the
individual pumps, and shall provide in-line mixing.
b.
Operating Pressure: Air input pressure from compressor is limited
to 100 psi maximum. Pump shall have a 50 to 1 mechanical
advantage ratio, thus giving up to 5000 psi discharge pressure when
input pressure reaches 100 psi. Face shields and gloves are
mandatory for operator of pump during operation of pump. 40 psi is
standard operating pressure of compressor. At higher temperatures,
line pressure can be reduced.
c.
Ratio Tolerance: The equipment shall have the capability of
maintaining the volume ratio for the injection adhesive prescribed
by the manufacturer of the adhesive within a tolerance of + 5% by
weight at any volume delivery and discharge pressure. Pump shall
be adjustable ratio from 1:1 to 3:1 within 5% accuracy by weight.
Hand Mix and Dispensing:
a.
Mixing: Measuring and mixing for small quantity dispensing may
be accomplished by measuring correct amounts of adhesive
components into a container and mixing as directed by the adhesive
manufacturer.
b.
Dispensing: Properly mixed adhesive shall be loaded into a bulk
caulking gun and dispensed into the holes. The nozzle of the
caulking gun shall be long enough to begin dispensing the adhesive
into the hole beginning at the bottom or rear of the hole.
3.
Hand held dual cartridge dispensers shall be permitted only with the specific
prior approval of the project engineer. The location of epoxy dispensed
from each cartridge shall be recorded. A sample of the mixed epoxy from
each cartridge shall be kept and accurately recorded to include the location
of application.
4.
Hand held circular partitioned single cartridge dispensers shall be permitted
if approved by the Engineer.
PART 3 - EXECUTION
3.01
3.02
PROJECT EXAMINATION:
A.
Prior to the installation of any adhesive anchors, a qualified technical representative
of the epoxy manufacturer and Contractor shall examine the site and all concrete
surfaces and members to receive the anchors which adversely affect the execution
of the work. Prior to beginning this work, the technical representative of the
manufacturers shall provide on site instructions and technical assistance to the
personnel installing the anchors on the procedures for drilling and installing the
anchors. Only a contractor or subcontractor who has been trained and approved by
the epoxy manufacturer will be permitted to install the epoxy gel and anchors on
this project.
B.
Do not proceed with work until all unsatisfactory conditions have been corrected
and the personnel have been properly trained on drilling and installing the anchors.
HOLES FOR ANCHORS:
A.
Locating Existing Reinforcing Steel, Conduits, Pipes, etc.: Prior to drilling the
holes for anchors, the location of the existing reinforcing steel, conduits, pipes, etc.
shall be accurately located with a pachometer, M-scope or other type of magnetic
detecting device. The cost of locating the holes with a pachometer shall be borne
by the Contractor. The Contractor shall either obtain a pachometer for his own use
or shall retain a testing laboratory to locate the existing reinforcing steel with a
pachometer. Where the existing reinforcing steel is located too close for the
pachometer to be accurate, chip and remove the existing concrete from the surface
to expose the reinforcing steel. The original drawings of the concrete showing the
required location of the reinforcing steel in all the columns and beams will be made
available to the Contractor. Where directed, pilot holes shall be drilled prior to
drilling the holes for the anchors.
B.
Locating Holes: All holes shall be accurately located and as near as possible to the
location shown on the contract drawings to miss the existing reinforcing steel.
Where holes have to be shifted due to job conditions more than 1" from the location
shown, notify the Engineer.
3.03
3.04
EXECUTION OF THE WORK:
A.
Drilling of Holes: All holes shall be drilled using only the manufacturer
recommended and approved equipment to the specified depth and diameter
recommended by the manufacturer for the size of anchor specified. Use a depth
gage to drill hole to the specified depth. Holes shall be clean with minimal side
wall residue. All holes shall be thoroughly clean of all dust, debris, and other bond
inhibiting contaminants using methods and procedures recommended by the
manufacturer. Holes shall be cleaned using oil-free compressed air and wire
brushes. Holes shall be approved prior to installing the adhesive gel.
B.
All holes shall be inspected and approved by the Engineer or a representative of the
testing laboratory prior to the installation of the anchor. Acids shall not be
permitted for cleaning.
C.
After cleaning, epoxy adhesive and anchor bolts shall be placed immediately to
prevent contamination of the concrete and metal.
D.
Holes that are drilled and abandoned shall be filled with a moisture insensitive
epoxy mortar. Where exposed, tint the epoxy mortar to match the mortar color of
the adjacent surfaces.
E.
Dispensing of epoxy adhesive shall begin at bottom or back of hole or void. Upon
filling the hole with adhesive, the adhesive shall displace the fitting and pipe nozzle
from the hole, without travel of adhesive past the fitting. Use screens as approved
and required by the manufacturers where installing anchors in substrates with voids.
F.
Anchor bolt holes shall be filled to half to three-quarters the depth of the hole to
ensure full depth contact of adhesive and anchor bolt.
G.
Placing of the anchor bolt should be done with one continuous stroke. Turn the bolt
360 degrees as it is placed to ensure that all surfaces will be in intimate contact with
the epoxy adhesive. The anchor bolt shall not be moved back and forth, as this will
entrap air, as does excessive turning of the anchor bolt
H.
Once the anchor bolt is installed, wooden shims shall be placed below the bolt to
keep it centered in the hole. In addition to shimming, wrap the lead end of the
anchor bolt with wire to keep it centered in the back of the hole.
I.
Holes drilled into brick or concrete masonry units (CMU) shall be drilled with
rotary action only. Do not use hammer action while drilling in brick or CMU.
A.
Ratio Test:
B.
C.
1.
Method: The mixing head of the injection equipment shall be pumped
simultaneously into separate calibrated containers. The amounts discharged
into the calibrated containers simultaneously during the same time period
shall be compared to determine that the volume discharged conforms to the
manufacturer's recommended ratio for the appropriate material on a weight
basis.
2.
Frequency of Ratio Test: The ratio test shall be run for each dispensing
pump at the beginning of a shift and after every meal break of every shift.
Proof of Ratio Test:
1.
At all times during the course of the work, the Contractor shall keep
complete and accurate records available to the Engineer of the ratio test
specified above.
2.
In addition, the Engineer at any time without prior notification of the
Contractor, may request the Contractor to conduct the tests specified above
in the presence of the Engineer.
Tensile Test:
1.
At random the Engineer may select installed anchors for tensile testing.
Anchors will be tested to 2 times design service load.
2.
The cost of random testing shall be borne by the Owner. The first 50
anchors installed in each type of substrate shall have 20% of the anchors
tested. If results are satisfactory, 5% of all additional anchors within each
substrate shall be tested.
3.05
CURING: Curing for all anchors shall be as recommended by the manufacturer for the
environmental condition at the time the anchor is installed.
3.06
WORKMANSHIP: Remove and replace any anchor that does not meet all the
requirements of these specifications at no additional cost to the Owner.
END OF SECTION
05400-1- COLD FORMED METAL FRAMING
SECTION 05400
COLD FORMED METAL FRAMING
PART 1 – GENERAL
1.01
RELATED DOCUMENTS:
A.
1.02
RELATED SECTIONS:
A.
1.03
Structural Steel (Section 05120)
SUMMARY:
A.
1.04
Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections, apply to this
Section.
This Section includes the following:
1.
Interior load-bearing wall framing.
2.
Exterior non-load-bearing wall framing.
3.
Ceiling joist framing.
PERFORMANCE REQUIREMENTS:
A.
Structural Performance:
Provide cold-formed metal framing capable of
withstanding design loads within limits and under conditions indicated.
1.
Design Loads: As follows:
a.
2.
Wind Loads: 150 m.p.h. basic wind speed determined in
accordance with edition of ASCE 7 referenced by the current
edition of the South Carolina State Building Code.
Deflection Limits: Design framing systems to withstand wind loads
without deflections greater than the following:
a.
Interior Non-Load-Bearing Wall Framing: Horizontal deflection of
1/360 of the wall height under a horizontal load of 5 lbf/sq. ft. (239
Pa).
b.
Exterior Non-Load-Bearing Framing:
1/720 of the wall height.
c.
Ceiling Joist and Soffit Framing: Vertical deflection of 1/360 of
the span.
3.
Design framing systems to provide for movement of framing members
without damage or overstressing, sheathing failure, connection failure,
undue strain on fasteners and anchors, or other detrimental effects when
subject to a maximum ambient temperature change of 70 deg F.
4.
Design framing system to maintain clearances at openings, to allow for
construction tolerances, and to accommodate live load deflection of
primary building structure as follows:
a.
B.
1.05
Horizontal deflection of
Upward and downward movement of 3/4 inch.
Cold-Formed Steel Framing, General: Design according to AISI's "Standard for
Cold-Formed Steel Framing - General Provisions."
1.
Headers: Design according to AISI's "Standard for Cold-Formed Steel
Framing - Header Design."
2.
Design exterior non-load-bearing wall framing to accommodate horizontal
deflection without regard for contribution of sheathing materials.
SUBMITTALS:
A.
Product Data: For each type of cold-formed metal framing product and accessory
indicated.
B.
Shop Drawings: Show layout, spacings, sizes, thicknesses, and types of coldformed metal framing; fabrication; and fastening and anchorage details, including
mechanical fasteners. Show reinforcing channels, opening framing, supplemental
framing, strapping, bracing, bridging, splices, accessories, connection details, and
attachment to adjoining work.
1.
C.
For cold-formed metal framing indicated to comply with design loads,
include structural analysis data signed and sealed by the qualified
professional engineer responsible for their preparation.
Welding certificates.
D.
1.06
Product Test Reports: From a qualified testing agency, unless otherwise stated,
indicating that each of the following complies with requirements, based on
evaluation of comprehensive tests for current products:
1.
Steel sheet.
2.
Power-actuated anchors.
3.
Mechanical fasteners.
4.
Vertical deflection clips.
5.
Miscellaneous structural clips and accessories.
QUALITY ASSURANCE:
A.
Engineering Responsibility: Preparation of Shop Drawings, design calculations,
and other structural data by a qualified professional engineer.
B.
Professional Engineer Qualifications: A professional engineer who is legally
qualified to practice in jurisdiction where Project is located and who is
experienced in providing engineering services of the kind indicated. Engineering
services are defined as those performed for installations of cold-formed metal
framing that are similar to those indicated for this Project in material, design, and
extent.
C.
Testing Agency Qualifications: An independent testing agency, acceptable to
authorities having jurisdiction, qualified according to ASTM E 329 to conduct the
testing indicated.
D.
Product Tests: Mill certificates or data from a qualified independent testing
agency indicating steel sheet complies with requirements, including base-metal
thickness, yield strength, tensile strength, total elongation, chemical requirements,
and metallic-coating thickness.
E.
Welding: Qualify procedures and personnel according to AWS D1.1, "Structural
Welding Code-Steel," and AWS D1.3, "Structural Welding Code-Sheet Steel."
F.
Fire-Test-Response Characteristics: Where indicated, provide cold-formed metal
framing identical to that of assemblies tested for fire resistance per ASTM E 119
by a testing and inspecting agency acceptable to authorities having jurisdiction.
G.
AISI Specifications and Standards: Comply with AISI's "North American
Specification for the Design of Cold-Formed Steel Structural Members" and its
"Standard for Cold-Formed Steel Framing - General Provisions."
1.
1.07
Comply with AISI's "Standard for Cold-Formed Steel Framing - Header
Design."
A.
Protect cold-formed metal framing from corrosion, deformation, and other
damage during delivery, storage, and handling.
B.
Store cold-formed metal framing, protect with a waterproof covering, and
ventilate to avoid condensation.
PART 2 – PRODUCTS
2.01
MANUFACTURERS:
A.
Available Manufacturers:
Subject to compliance with requirements,
manufacturers offering cold-formed metal framing that may be incorporated into
the Work include, but are not limited to, the following:
B.
Manufacturers: Subject to compliance with requirements, provide cold-formed
metal framing by one of the following:
1.
AllSteel Products, Inc.
2.
Clark Steel Framing.
3.
Consolidated Fabricators Corp.; Building Products Division.
4.
Dale/Incor.
5.
Dietrich Metal Framing; a Worthington Industries Company.
6.
Formetal Co. Inc. (The).
7.
Innovative Steel Systems.
8.
MarinoWare; a division of Ware Industries.
9.
Southeastern Stud & Components, Inc.
10.
Steel Construction Systems.
11.
United Metal Products, Inc.
2.02
MATERIALS:
A.
B.
2.03
Steel Sheet: ASTM A 1003, Structural Grade, Type H, metallic coated, of grade
and coating weight as follows:
1.
Grade: ST50H.
2.
Coating: G90 (Z275) or equivalent.
Steel Sheet for Vertical Deflection Clips: ASTM A 653, structural steel, zinc
coated, of grade and coating as follows:
1.
Grade: 50 (340), Class 1.
2.
Coating: G90 (Z275).
EXTERIOR NON-LOAD-BEARING WALL FRAMING:
A.
B.
C.
Steel Studs: Manufacturer's standard C-shaped steel studs, of web depths
indicated, punched, with stiffened flanges, and as follows:
1.
Minimum Base-Metal Thickness: 16 Gauge.
2.
Flange Width: 1-5/8 inches.
Steel Track: Manufacturer's standard U-shaped steel track, of web depths
indicated, unpunched, with unstiffened flanges, and as follows:
1.
Minimum Base-Metal Thickness: 16 Gauge.
2.
Vertical Deflection Clips: Manufacturer's standard head clips, capable of
accommodating upward and downward vertical displacement of primary structure
through positive mechanical attachment to stud web.
1.
Available Manufacturers: Subject to compliance with requirements,
manufacturers offering products that may be incorporated into the Work
include, but are not limited to, the following:
2.
Manufacturers:
Subject to compliance with requirements, provide
products by one of the following:
a.
Dietrich Metal Framing; a Worthington Industries Company.
b.
MarinoWare, a division of Ware Industries.
c.
2.04
CEILING JOIST FRAMING
A.
2.05
2.06
The Steel Network, Inc.
Steel Ceiling Joists: Manufacturer's standard C-shaped steel sections, of web
depths indicated, unpunched, with stiffened flanges, and as follows:
1.
Minimum Base-Metal Thickness: 0.0428 inch (18 Gauge).
2.
FRAMING ACCESSORIES:
A.
Fabricate steel-framing accessories from steel sheet, ASTM A 1003/A 1003M,
Structural Grade, Type H, metallic coated, of same grade and coating weight used
for framing members.
B.
Provide accessories of manufacturer's standard thickness and configuration, unless
otherwise indicated, as follows:
1.
Supplementary framing.
2.
Bracing, bridging, and solid blocking.
3.
Web stiffeners.
4.
Anchor clips.
5.
End clips.
ANCHORS, CLIPS, AND FASTENERS:
A.
Steel Shapes and Clips: ASTM A 36, zinc coated by hot-dip process according to
ASTM A 123.
B.
Power-Actuated Anchors: Fastener system of type suitable for application
indicated, fabricated from corrosion-resistant materials, with capability to sustain,
without failure, a load equal to 10 times design load, as determined by testing per
ASTM E 1190 conducted by a qualified independent testing agency.
C.
Mechanical Fasteners: ASTM C 1513, corrosion-resistant-coated, self-drilling,
self-tapping steel drill screws.
1.
Head Type: Low-profile head beneath sheathing, manufacturer's standard
elsewhere.
D.
2.07
MISCELLANEOUS MATERIALS:
A.
2.08
Welding Electrodes: Comply with AWS standards.
Galvanizing Repair Paint: ASTM A 780.
FABRICATION:
A.
Fabricate cold-formed metal framing and accessories plumb, square, and true to
line, and with connections securely fastened, according to referenced AISI's
specifications and standards, manufacturer's written instructions, and requirements
in this Section.
1.
Fabricate framing assemblies using jigs or templates.
2.
Cut framing members by sawing or shearing; do not torch cut.
3.
Fasten cold-formed metal framing members by welding, screw fastening,
clinch fastening, or riveting as standard with fabricator. Wire tying of
framing members is not permitted.
4.
a.
Comply with AWS D1.3 requirements and procedures for welding,
appearance and quality of welds, and methods used in correcting
welding work.
b.
Locate mechanical fasteners and install according to Shop
Drawings, with screw penetrating joined members by not less than
three exposed screw threads.
Fasten other materials to cold-formed metal framing by welding, bolting,
or screw fastening, according to Shop Drawings.
B.
Reinforce, stiffen, and brace framing assemblies to withstand handling, delivery,
and erection stresses. Lift fabricated assemblies to prevent damage or permanent
distortion.
C.
Fabrication Tolerances: Fabricate assemblies level, plumb, and true to line to a
maximum allowable tolerance variation of 1/8 inch in 10 feet (1:960) and as
follows:
1.
Spacing: Space individual framing members no more than plus or minus
1/8 inch from plan location. Cumulative error shall not exceed minimum
fastening requirements of sheathing or other finishing materials.
2.
Squareness: Fabricate each cold-formed metal framing assembly to a
maximum out-of-square tolerance of 1/8 inch.
3.01
EXAMINATION:
A.
Examine supporting substrates and abutting structural framing for compliance
with requirements for installation tolerances and other conditions affecting
performance.
1.
3.02
3.03
Proceed with installation only after unsatisfactory conditions have been
corrected.
PREPARATION:
A.
Install load bearing shims between the underside of wall bottom track and the top
of slab at stud or joist locations to ensure a uniform bearing surface on supporting
concrete construction.
B.
Install sealer gaskets to isolate the underside of wall bottom track and the top of
slab at stud or joist locations.
INSTALLATION, GENERAL:
A.
Cold-formed metal framing may be shop or field fabricated for installation, or it
may be field assembled.
B.
Install cold-formed metal framing according to AISI's "Standard for Cold-Formed
Steel Framing - General Provisions" and to manufacturer's written instructions
unless more stringent requirements are indicated.
C.
Install shop- or field-fabricated, cold-formed framing and securely anchor to
supporting structure.
1.
Screw, bolt, or weld wall panels at horizontal and vertical junctures to
produce flush, even, true-to-line joints with maximum variation in plane and true
position between fabricated panels not exceeding 1/16 inch (1.6 mm).
D.
Install cold-formed metal framing and accessories plumb, square, and true to line,
and with connections securely fastened.
1.
Cut framing members by sawing or shearing; do not torch cut.
2.
a.
Comply with AWS D1.3 requirements and procedures for welding,
appearance and quality of welds, and methods used in correcting
welding work.
b.
Locate mechanical fasteners and install according to Shop
Drawings, and complying with requirements for spacing, edge
distances, and screw penetration.
E.
Install framing members in one-piece lengths unless splice connections are
indicated for track or tension members.
F.
Install temporary bracing and supports to secure framing and support loads
comparable in intensity to those for which structure was designed. Maintain
braces and supports in place, undisturbed, until entire integrated supporting
structure has been completed and permanent connections to framing are secured.
G.
Do not bridge building expansion and control joints with cold-formed metal
framing. Independently frame both sides of joints.
H.
Install insulation, specified in Division 7 Section "Building Insulation," in built-up
exterior framing members, such as headers, sills, boxed joists, and multiple studs
at openings, that are inaccessible on completion of framing work.
I.
Fasten hole reinforcing plate over web penetrations that exceed size of
manufacturer's standard punched openings.
J.
Erection Tolerances: Install cold-formed metal framing level, plumb, and true to
line to a maximum allowable tolerance variation of 1/8 inch in 10 feet (1:960) and
as follows:
1.
3.04
Fasten cold-formed metal framing members by welding, screw fastening,
clinch fastening, or riveting. Wire tying of framing members is not
permitted.
Space individual framing members no more than plus or minus 1/8 inch
from plan location. Cumulative error shall not exceed minimum fastening
requirements of sheathing or other finishing materials.
EXTERIOR NON-LOAD-BEARING WALL INSTALLATION:
A.
Install continuous tracks sized to match studs. Align tracks accurately and
securely anchor to supporting structure as indicated.
B.
Fasten both flanges of studs to bottom track, unless otherwise indicated. Space
studs as follows:
1.
C.
Set studs plumb, except as needed for diagonal bracing or required for nonplumb
walls or warped surfaces and similar requirements.
D.
Isolate non-load-bearing steel framing from building structure to prevent transfer
of vertical loads while providing lateral support.
1.
E.
F.
3.06
Connect vertical deflection clips to bypassing and infill studs and anchor
to building structure.
Install horizontal bridging in wall studs, spaced in rows indicated on Shop
Drawings but not more than 48 inches apart. Fasten at each stud intersection.
1.
3.05
Stud Spacing: 16 inches, maximum or as otherwise detailed on the
construction drawings.
Bridging: Combination of flat, taut, steel sheet straps of width and
thickness indicated and stud-track solid blocking of width and thickness to
match studs. Fasten flat straps to stud flanges and secure solid blocking to
stud webs or flanges.
Install miscellaneous framing and connections, including stud kickers, web
stiffeners, clip angles, continuous angles, anchors, fasteners, and stud girts, to
provide a complete and stable wall-framing system.
A.
Field and shop welds will be subject to testing and inspecting.
B.
Remove and replace work where test results indicate that it does not comply with
specified requirements.
REPAIRS AND PROTECTION:
A.
Galvanizing Repairs: Prepare and repair damaged galvanized coatings on
fabricated and installed cold-formed metal framing with galvanized repair paint
according to ASTM A 780 and manufacturer's written instructions.
B.
Provide final protection and maintain conditions, in a manner acceptable to
manufacturer and Installer that ensure that cold-formed metal framing is without
damage or deterioration at time of Substantial Completion.
END OF SECTION
06100-1- ROUGH CARPENTRY
SECTION 06100
ROUGH CARPENTRY
PART 1 - GENERAL
1.01
1.02
1.03
SECTION INCLUDES:
A.
Furnish and install new pressure treated wood blocking and nailers as shown on
Project Drawings as specified herein.
B.
If discovered, replacement of wet, rotten, warped, deteriorated or otherwise
damaged wood members within specified work areas.
RELATED SECTIONS:
A.
Selective Demolition (Section 02070).
B.
Metal Flashing, Trim and Accessories (Section 07620).
QUALITY ASSURANCE:
A.
1.04
to published specifications or standards of the following (with respective
abbreviations used).
1.
American Wood Preservations Association (AWPA).
2.
U.S. Dept. of Commerce Voluntary Product Standards (PS).
SUBMITTALS:
A.
All submittals shall be provided in accordance with Section 01340 and as
specified herein.
B.
Shop Drawings: Show wood nailers and fasteners used in work of this section
integrated in shop drawings required for work of other sections.
C.
Certificates: Submit (in triplicate) written certificates from processor of
preservative treatment, stating type of treatment, manufacturer of treating
material, and degree of treatment of wood members processed for this project.
Certificate shall be signed by an officer of the company.
1.05
D.
Samples: Submit samples (in duplicate) of all fasteners used for securing work of
this section.
E.
Product Data: Submit (in triplicate) technical data on all fasteners required for
work of this section. Data shall include load capacities (pull-out values) from
applicable substrates and types of corrosion resistant coatings.
A.
1.06
Storage and handling of materials shall be in strict accordance with the following
instructions and Section 01600.
1.
Materials delivered to site in a wet condition shall be rejected and removed
off of Owner's property.
2.
Stack lumber to insure proper ventilation and drainage. Protect lumber
from the elements.
3.
Store in a manner that will prevent warpage.
JOB CONDITIONS:
A.
Time delivery and installation of carpentry to avoid delaying other operations
whose work is dependent on or affected by the carpentry work.
B.
Protect installed carpentry from damage due to other work activities and weather.
C.
Select fasteners for attachment of carpentry based on substrate and required
securement and as described in the Project Drawings.
PART 2 - PRODUCTS
2.01
MATERIALS:
A.
Nailers/Shims/Blocking:
1.
Moisture Content: Solid wood, preservative treated, shall be kiln-dried
after treatment (KDAT) to an amount not to exceed 19 percent.
2.
Grade and Trademark: Grade and trademark shall be on each piece of
lumber (or bundle in bundled stock). Use only recognized official marks
of association under whose rules it is graded.
3.
B.
2.02
Quality:
a.
Lumber shall be sound, thoroughly seasoned, well manufactured,
and free from warp that cannot be corrected in process of bridging,
bolting, or nailing.
b.
Lumber shall comply with PS-20 and shall be identified with grade
mark.
4.
Grades and Species of Solid Wood: Nailers shall be No. 2 Southern Yellow
Pine, unless otherwise noted on Project Drawings or herein.
5.
Preservation Treatment:
a.
Where preservative treatment only is called for, lumber shall be
pressure-treated with ACQ (Alkaline Copper Quaternary.).
Preservative treatment shall be in accordance with ASPA
Specification C2 for material not in contact with ground or in water.
Preservative shall not be carried in petroleum solvents.
b.
Wood preservative shall be approved by the EPA.
Plywood (If Used):
1.
Plywood shall meet the requirements of the U.S. Product Standard
PS-1/ANSI A199.1.
2.
Plywood shall be identified with Trademark of American Plywood
Association.
3.
Plywood shall be exterior type with 100 percent waterproof glue line.
Glue shall be of resorinoc or phenolic resin base.
4.
Plywood shall be APA Structural I rated sheathing.
ACCESSORIES:
A.
Screws: All screws shall be corrosion resistant stainless steel (Series 300) for
exposed applications and heavy-duty fluorocarbon coated steel (unless otherwise
noted) for non-exposed applications and shall meet or exceed FM Specification
number 4470.
B.
Washers: Hot-dipped G-90 galvanized steel or 300 series stainless steel.
PART 3 - EXECUTION
3.01
3.02
EXAMINATION:
A.
Contractor must examine the substrate and supporting structure and the conditions
under which the work is to be installed. Notify the Engineer in writing of
conditions detrimental to the work. Do not proceed with the installation until
unsatisfactory conditions have been corrected.
B.
Discard new units of material which are unsound, warped, bowed, twisted,
improperly treated, not adequately seasoned or too small to fabricate the work
with a minimum of joints or the optimum jointing arrangement.
C.
Existing nailers (blocking) which are unsound, warped, bowed, twisted, etc. are to
be replaced as necessary to provide a suitable substrate.
D.
Furnish and install supplemental fasteners for attachment of existing wood
blocking to remain in accordance with the Project Drawings.
INSTALLATION:
A.
General:
1.
Fit carpentry work to other work. Scribe and cope as required for accurate
fit.
2.
Set carpentry work accurately to require levels and lines with members
plumb and true.
3.
Securely attach carpentry work to substrates by anchoring and fastening as
specified and as required by applicable building codes.
4.
a.
Provide washers under bolt heads and nuts in contact with wood.
b.
Countersink fastener heads where detailed on Project Drawings.
Make tight connections between members. Install fasteners without splitting
of wood; predrill as required. Tighten screws at installation and retighten as
required for tight connections prior to the closing in or at completion of
work. A minimum of two fasteners shall be used per section regardless of
length.
B.
3.03
New Nailers:
1.
Install new nailers where shown on Project Drawings or as required by the
Membrane Manufacturer.
2.
Install new nailers with a ¼-inch gap between each length, or as required
based on climatic conditions at the time of installation.
3.
Wood nailers shall be chamfered, beveled, shaved, planed, or shimmed as
necessary to provide smooth transition to adjacent materials.
4.
All wood nailers shall be sufficient thickness and securely anchored to
resist a force of 350 pounds per linear foot in any direction (minimum 12
inches o.c.).
5.
Install in accordance with Project Drawings.
WORKMANSHIP: Work of this section which does not conform to specified requirement,
including tolerances and finishes, shall be corrected and/or replaced as directed by Engineer,
at Contractor's expense, without extension of time. Contractor shall also be responsible for
cost of corrections to any work affected by or resulting from correction to work of this
section.
END OF SECTION
07180-1- ELASTOMERIC TRAFFIC BEARING DECK COATINGS
SECTION 07180
ELASTOMERIC TRAFFIC BEARING DECK COATINGS
PART 1 - GENERAL
1.01
RELATED DOCUMENTS: Drawings and General Provisions of the Contract, including
Supplementary General Conditions and Division 1 of Specifications Sections, apply to
the work of this Section.
1.02
SECTION INCLUDES:
A.
1.03
RELATED SECTIONS:
A.
1.04
Surface cleaning, repairs to the substrates and the application of liquid or spray
applied pedestrian and vehicle elastomeric traffic coating system on prepared
concrete surfaces as shown in the Contract Drawings. Application includes bonding
to prepared concrete, prepared cement panel, prepared plywood, prepared metals,
and top coating of existing system if required. Systems for pedestrian traffic are
included.
All sections of Division 7.
REFERENCES:
A.
1. ASTM B 117
2. ASTM C 501
3. ASTM C 1028
4. ASTM D 56
5. ASTM D 93
6. ASTM D 412
7. ASTM D 573
8. ASTM D 822
9. ASTM D 1004
10. ASTM D 1296
11. ASTM D 1640
12. ASTM D 3278
11. ASTM D 9030
Salt Spray Resistance
Taber Abrader
- (Modified Method for Field Testing based on:) Standard
Test Method for Determining the Static Coefficient of
Friction of Ceramic Tile and Other Like Surfaces by the
Horizontal Dynamometer Pull-Meter Method.
Flash Point
Flash Point
Rubber Properties in Tension
Heat Resistance
Weathering Resistance
Salt Spray Resistance
Solvent Odor
Drying Time
Flash Point
Adhesion (peed bond strength), primed canvas to concrete
12. ASTM D 2240
13. ASTM D 9030
14. ASTM E 96
B.
1.05
1.06
Hardness
Adhesion (peel strength)
Moisture Vapor Transmission Procedure B
International Standards Organization (ISO) 9000: 9002 - Quality Assurance
Production and Installation
SUBMITTALS:
A.
Submit three (minimum) samples of each coating system(s) proposed, applied to 1/4
inch (6.4 mm) plywood or similar rigid base. Layer the coatings to display all coats.
B.
Submit three (minimum) color samples of the top coat for approval by the Owner.
C.
Submit three copies (minimum) of manufacturer’s literature for all products
furnished, including technical data sheets, application instructions, ISO 9002
certification, appropriate Material Safety Data Sheets (MSDS) and other safety
requirements.
D.
Submit three (minimum) copies of “Certificate of License” issued to applicator by
manufacturer.
E.
Upon completion of work required by this Section, submit three copies (minimum)
written maintenance recommendations, identified with project name, location and
date, type of coating system applied, and surface to which system was applied,
including sketches where necessary. Include recommendations for periodic
inspections, care and maintenance. Identify common causes of damage with
instructions for temporary patching until permanent repair can be made.
QUALITY ASSURANCE
A.
Manufacturer. Certified ISO 9000
B.
Application: Licensed by manufacturer with minimum 5 years experience in
application of coating systems for waterproofing concrete.
C.
Field Sample: Install sample of product to be applied at project site. Sample shall
be representative of installed system. Sample is to be approved by Engineer. Leave
sample at job site for reference during project.
D.
VOC Regulation: Coating compliant with South Coast Air Quality Management
District (SCAQMD) rule 1113 that has a limit of 340 grams, liter for these products.
1.07
1.08
1.09
DELIVERY, STORAGE AND HANDLING
A.
Deliver materials to job site in sealed, undamaged containers with labels intact and
legible, indicating material name, date of manufacture and lot number.
B.
Store materials covered at temperatures not exceeding 90 degrees Fahrenheit (32
degrees Celsius).
C.
Store drums on sides, store pails inverted.
PROJECT CONDITIONS:
A.
Install materials in accordance with safety and weather conditions required in
manufacturer’s written application instructions, or as modified by applicable rules
and regulations of local, state and federal authorities having jurisdiction.
B.
Seal doors, elevators and other openings that will allow vapors to migrate into
occupied spaces.
C.
Curing Conditions:
1.
Do not apply polyurethane coating if rain is anticipated within 8 hours of
application or humidity is above the recommended limits by the
manufacturer.
2.
Apply only if air or surface temperatures are higher than 40 degrees
Fahrenheit and rising and lower than 90 degrees Fahrenheit and falling or as
specified by the Manufacturer if more stringent. Do not apply under
conditions that promote blisters or gassing.
3.
Cure times specified are based on curing coating at 77 degrees Fahrenheit
and 50 percent relative humidity. Lower temperatures and humidity require
extended cure. Do not allow traffic on coating until coating is fully cured.
WARRANTY:
A.
Upon completion, on a single document, provide to the Owner and Engineer a copy
of written guarantee from manufacturer and applicator, against defects of materials
and workmanship, for a period of 5 years, (beginning with date final acceptance).
Warranty shall require manufacturer and applicator to provide materials and labor as
required to repair or replace failures in the coating system (at no cost to the Owner)
due to defects in materials or workmanship during the warranty period. Warranty
shall be written such that the Owner is the beneficiary of the warranty.
PART 2 - PRODUCTS
2.01
ACCEPTABLE MANUFACTURERS:
A.
2.02
1.
BASF Building Systems, Shakopee, MN Neogard Corporation, Dallas, TX
2.
Neogard Corporation, Dallas, TX BASF Building Systems, Shakopee, MN
3.
Approved equivalent
MATERIALS:
A.
2.03
Polyurethane Deck Coating System:
Polyurethane Deck Coating System
1.
The system shall be a low odor, VOC compliant, non-flammable, wearresistant IPDI based waterproofing coating.
2.
Products that meet or exceed the physical and performance requirements
specified herein that are manufactured by an acceptable manufacturer listed
in the specifications will be acceptable pending satisfactory review of the
physical and performance tests that are submitted.
The physical
performance properties of the primer, base coat and top coat shall be equal
(or superior) to the Peda-Gard System by Neogard Construction Coatings
orMasterseal Traffic 1500 (formerly known as the Sonoguard Medium
Pedestrian) System by MastersealSonneborn, a Division of BASF Building
Systems.
ACCESSORIES:
A.
Primers: concrete, wood and metal Primers as recommended by the manufacturer
of the coating system.
B.
Detail Coat: Base Coat as recommended by the manufacturer.
C.
Low Flow (Slope Grade) Base Coat as recommended by the manufacturer.
D.
Aggregate: Silica sand, silicon carbide, or aluminum oxide as specified by the
manufacturer.
E.
Cleaning Agents: Toluene or xylene - use in accordance with manufacturer’s
instructions. Use only if permitted by local jurisdiction.
F.
Repair Material for Surfaces that are damaged or to correct slope: A polymer
modified mortar as specified and approved by the manufacturer.
G.
Elastomeric sheet reinforcement (to be installed at locations shown on project
drawings and locations recommended by the system manufacturer) as manufactured
by the system manufacturer.
H.
Sealants to form detail cants and fill cracks and joints must be compatible with the
elastomeric deck coating system and must be approved in writing by the system
manufacturer. (See Section 07900).
PART 3 - EXECUTION
3.01
3.02
EXAMINATION:
A.
Before coating is applied, examine all surfaces to receive deck coating. Surfaces
must be free of voids, laitance, loose material on surface, grease, oil, rust and other
contaminants which will affect bond of coating.
B.
Inspect slab surface for variations in finish, joint offsets and other defects that may
adversely affect coating application or performance.
C.
Surfaces that are deemed to be too rough and irregular to receive the pedestrian
coating shall be repaired using either a prime coat of a fast cure, base coat in
addition to the specified base coat or an approved leveling mortar. These areas are
to be identified and brought to the attention of the Engineer prior to installation of
the coating.
D.
Surfaces that pond water shall receive a sloped bonded polymer modified overlay.
E.
Concrete surfaces must be visibly dry and pass a 4-hour rubber mat test (no
condensation) as well as all criteria for dryness established by the manufacturer prior
to application of coating system.
F.
Commencement of coating installation implies acceptance of slab as suitable to
accept coating system.
PREPARATION:
A.
Clean and prepare surfaces in accordance with manufacturer’s written instructions
and to meet performance requirements.
B.
Remove existing coatings, films, curing agents, or other bond breakers with
mechanical equipment and high-pressure water blast. Standard procedures are shot
blasting, rotary grinder, milling plane, hydro demolition. The concrete shall be left
clean with exposed fresh concrete with a profile of CSP 4 to CSP 6 depending on
the location and conditions. Equipment or enclosures shall be used to contain dust,
debris and water. In designated areas remove all coatings to bare concrete to the
extent feasible without causing damage to the substrate.
3.03
C.
Remove oil, grease, or other oil-based contaminants with a solution of trisodium
phosphate. The treated area must be completely rinsed to remove any residual
trisodium phosphate from the surface to be coated.
D.
Repair of Surfaces that are not acceptable: This work shall be provided at no
additional cost to the Owner.
E.
Seal secondary control joints with sealants as specified in other sections.
F.
Cracks, Joints, and Termination Grooves:
Rout and seal, apply detail coat,
preformed sheets and/or mesh at all cracks and joints as recommended by the
manufacturer. Seal termination grooves per manufacturers written procedures.
Coordinate timing of installation of sealants in cracks, joints, and termination
grooves with deck coating application to comply with manufacturer’s requirements.
G.
Protect and mask adjacent surfaces as required to provide neat, straight terminations
with no drips or spills on adjacent surfaces.
APPLICATION:
A.
Apply system(s) indicated below after repairs to the existing surface are
satisfactorily completed and approved and all detail coats have been applied.
B.
Apply in strict accordance with manufacturer’s printed application instructions for
system(s) approved by Engineer.
C.
Coating System: Three coat system with each coat applied to the thickness
specified by the manufacturer for the system approved by the Engineer. Specified
minimum DFT and WFT are exclusive of aggregate. Multiple applications may be
required to achieve specified thickness for each coating layer.
1.
Primer: Required primer may vary with substrate conditions.
surfaces to receive deck coating system.
Prime all
2.
Detail Coating: Non-flow base coat with mesh or preformed sheets as
recommended by the Manufacturer. Install at all transitions, cracks,
junctures, etc. as recommended by the manufacturer.
3.
Base Coat: Installed in accordance with the manufacturer’s written
application directions for the system approved by Engineer.
3.04
4.
Intermediate Coat (1st wearing coat): Installed in accordance with the
manufacturer’s written application directions for the system approved by
Engineer.
5.
Top Coat (2nd wearing coat):
Installed in accordance with the
manufacturer’s written application directions for the system approved by
Engineer.
6.
Aggregate broadcast into wet intermediate and/or top coating shall be
applied using the quantity of aggregate and method of distribution as
specified by the manufacturer’s written application directions for the system
approved by Engineer.
7.
Install elastomeric sheet reinforcement at locations shown on project
drawings and locations recommended by the system manufacturer.
8.
Install sealants to form detail cants and fill cracks and joints at locations
required by this specification, at locations required by the drawings, and at
locations required by the system manufacturer.
CLEANING:
A.
Clean stains from adjacent surfaces with appropriate cleaning agents.
B.
Remove masking protection, equipment, material and debris from surface and
storage area.
END OF SECTION
07240-1 – EXTERIOR INSULATION AND FINISH SYSTEM (EIFS)-CLASS PB
(NON-DRAINABLE/BARRIER)
SECTION 07240
EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) - CLASS PB
PART 1 – GENERAL
1.01
RELATED DOCUMENTS:
A.
1.02
Section.
SUMMARY:
A.
1. Exterior insulation and finish system (EIFS) applied over the substrate (fiberreinforced exterior gypsum sheathing).
B.
1.03
Related Sections include the following:
1.
Metal Flashing, Trim and Accessories (Section 07620)
2.
Flexible Flashing (Section 07700)
3.
Sealants (Section 07900)
4.
Exterior Gypsum Sheathing (Section 09260)
DEFINITIONS:
A.
Class PB Exterior Insulation and Finish System (EIFS) adhesively attached nondrainable/barrier system, as described in ASTM C1397-03, is defined as a nonload bearing, exterior wall cladding system that consists of an insulation board
attached either adhesively, mechanically, or both to the substrate; an integrally
reinforced base coat; and a texture protective finish coat.
B.
Systems refer to Class PB EIFS.
C.
System manufacturer refers to EIFS manufacturer.
D.
Non-drainable/barrier EIFS system is defined as an EIFS system that prevents
moisture from penetrating within the wall system.
1.04
A.
General: Provide systems that comply with the following performance
requirements:
1. Bond Integrity: Free from bond failure within system components or between
system and supporting wall construction, resulting from exposure to fire, wind
loads, weather, or other in-service conditions.
2. Weathertightness: Resistant to water penetration from exterior into system
components and assemblies behind it or through them into interior of building
that results in deterioration of thermal-insulating effectiveness or other
degradation of system and assemblies behind it, including substrates,
supporting wall construction, and interior finish.
B.
Physical Properties of Class PB System: Provide EIFS whose physical properties
and structural performance comply with the following when tested per methods
referenced:
1. Abrasion Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
mounted on 1/2-inch- (12.7-mm-) thick gypsum board; cured for a minimum
of 28 days; and showing no cracking, checking, or loss of film integrity after
exposure to 528 quarts (500 L) of sand when tested per ASTM D 968,
Method A.
2. Accelerated Weathering Characteristics: Sample of size suitable for test
equipment and consisting of 1-inch- (25.4-mm-) thick EIFS mounted on 1/2inch- (12.7-mm-) thick gypsum board; cured for 28 days; and showing no
cracking, checking, crazing, erosion, blistering, peeling, or delamination after
testing for 2000 hours when viewed under five times magnification per the
following:
a.
ASTM G 53.
3. Absorption-Freeze Resistance: No visible deleterious effects and negligible
weight loss after 60 cycles per EIMA 101.01.
4. Mildew Resistance: Sample consisting of finish coat applied to 2-by-2-inch
(50.8-by-50.8-mm) clean glass substrate; cured for 28 days; and showing
no growth when tested per ASTM D 3273.
5. Salt-Spray Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
mounted on 1/2-inch- (12.7-mm-) thick gypsum board; cured for 28 days;
and showing no cracking, checking, crazing, erosion, blistering, peeling, or
delamination after testing for 300 hours per ASTM B 117.
6. Tensile Adhesion: No failure in the adhesive, base coat, or finish coat.
Minimum 5-psi (34.5-kPa) tensile strength before and after freeze-thaw
and accelerated weathering tests per EIMA 101.03.
7. Water Penetration: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
and showing no water penetration into the plane of the base coat to
expanded polystyrene board interface of the test specimen after 15 minutes
at 6.24 lbf/sq. ft. (299 Pa) of air pressure difference or 20 percent of
positive design wind pressure, whichever is greater, across the specimen
during a test period when tested per EIMA 101.02.
8. Water Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
delamination after testing for 14 days per ASTM D 2247.
9. Impact Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS when
constructed, conditioned, and tested per EIMA 101.86; and meeting or
exceeding the following impact classification and range:
a.
b.
c.
d.
Standard Impact Resistance: 25-49 inch-lb (2.8-5.6 J).
Medium Impact Resistance: 50-89 inch-lb (5.7-10.1 J).
High Impact Resistance: 90-150 inch-lb (10.2-17 J).
Ultra-High Impact Resistance: More than 150 inch-lb (17 J).
10. Field Adhesion: Field adhesion tests shall demonstrate minimum 15 psi
tensile adhesion strength.
11. Service Wind Loads: Uniform pressure (velocity pressure) acting inward or
outward in accordance with the following schedules:
Corner Zones:
79 lb/sq. ft. inward
144 lb/sq. ft. outward
Other than Corner Zones:
12. Drainage: 3 samples capable of draining water, and having an average
minimum true drainage efficiency of 90 percent when tested per
EIMA 200.2.
1.05
SUBMITTALS:
A.
Product Data: For each component of EIFS specified.
1.06
B.
Shop Drawings: Show fabrication and installation of system including plans,
elevations, sections, details of components, joint locations and configurations
within system and between system and construction penetrating it, termination
details, and attachments to construction behind system.
C.
Samples for Initial Selection: Manufacturer's color charts and small-scale samples
consisting of units or sections of units showing the full range of colors, textures,
and patterns available for each finish choice indicated. Provide similar samples
with joint sealants and exposed accessories involving color selection.
D.
Samples for Verification: 24-inch- (600-mm-) square panels for each finish,
color, texture, and pattern specified. Prepare samples using same tools and
techniques intended for actual work.
E.
Qualification Data: For firms and persons specified in "Quality Assurance"
Article to demonstrate their capabilities and experience. Include lists of
completed projects with project names and addresses, names and address of
architects and owners, and other information specified.
F.
Product Test Reports: Indicate compliance of proposed EIFS with physical
property requirements specified in "Performance Requirements" Article based on
comprehensive testing of current products by a qualified testing and inspecting
agency.
G.
Research/Evaluation Reports: Evidence of EIFS compliance with current
applicable Building Code.
QUALITY ASSURANCE:
A.
Installer Qualifications: Engage an experienced installer who has completed a
minimum of three (3) projects with systems similar in material, design, and extent
to those indicated for this Project and with a record of successful in-service
performance. Provide a letter from the manufacturer stating that the installer is
qualified to install manufacturer’s system.
B.
Source Limitations: Obtain materials for system from one source and by a single
manufacturer or by manufacturers approved by EIFS manufacturer as compatible
with other system components.
C.
Fire-Test-Response Characteristics: Provide system assemblies and components
with the following fire-test-response characteristics as determined by testing
identical products per test method indicated below by UL or another testing and
inspecting agency acceptable to authorities having jurisdiction. Identify products
with appropriate markings of applicable testing and inspecting agency.
1. Flame Spread of Insulation Board and Finish Coats: 75 or less when tested
individually per ASTM E 84.
2. Smoke Developed of Insulation Board and Finish Coats: 450 or less when
tested individually per ASTM E 84.
D.
Mockups: Before installing system, construct a mockup which shall be a full size
section of the wall including a beam, column and transitions showing form of
construction and finish required to verify selections made under Sample
submittals and to demonstrate aesthetic effects and qualities of materials and
execution. Build mockups to comply with the following requirements, using
materials indicated for completed Work:
1. Mockup shall be constructed prior to beginning work on the project.
2. Locate mockups at a location to be mutually agreeable to the Engineer, Owner
and Contractor. Panel shall be minimum 8'-0" x 8'-0".
3. Notify Engineer seven days in advance of the dates and times when mockups
will be constructed.
4. Demonstrate the proposed range of aesthetic effects and workmanship.
5. Obtain Engineer's approval of mockups before starting fabrication of work.
Maintain mockups during construction in an undisturbed condition as a standard
for judging the completed Work.
a. Protect mockups from weather and from construction activities. Brace
mockups to resist design wind loads and provide waterproof coverings
for construction materials not intended to be permanently exposed to
the weather.
b. When directed, demolish and remove mockups from Project site.
c. Approved mockups in an undisturbed condition at the time of
Substantial Completion may become part of the completed Work.
E.
Field Adhesion Tests: The EIFS manufacturer’s representative or a third party
testing firm hired by the EIFS manufacturer shall perform a set of five (5) field
adhesion tests at locations to be agreed upon by the Engineer as follows:
Testing shall be performed at random locations in the production areas of EIFS
installation. Minimum test results shall meet requirements specified in Section
1.4, Performance Requirements.
F.
1.07
Preinstallation Conference: Conduct conference at Project site to comply with
requirements in Division 1 Section "Project Meetings."
GUARANTY-WARRANTY:
1.08
A.
The EIFS System Manufacturer shall provide a Guaranty-Warranty which shall
include a 10 year drainage warranty and a 10 year material warranty against
defective materials.
B.
The EIFS System Manufacturer shall provide a Guaranty-Warranty against wind
blow off and/or damage to the system components due to wind pressure (positive
or negative) up to the design wind loads specified in paragraph 1.4 B11.
C.
The General Contractor shall provide a Guaranty-Warranty against defective
workmanship for a period of 2 years following completion and acceptance of the
project.
A.
Deliver materials in original, unopened packages with manufacturer's labels intact
and clearly identifying products.
B.
Store materials inside and under cover; keep them dry and protected from the
weather, direct sunlight, surface contamination, aging, corrosion, damaging
temperatures, construction traffic, and other causes.
1.
1.09
Stack insulation board flat and off the ground.
PROJECT CONDITIONS:
A.
Environmental Limitations: Do not install system when ambient outdoor air and
substrate temperatures are 40 deg F (4.4 deg C) and falling unless temporary
protection and heat are provided to maintain ambient temperatures above 40 deg F
(4.4 deg C) during installation of wet materials and until they have dried
thoroughly and become weather resistant, but for at least 24 hours after
installation. Proceed with installation only when existing and forecasted weather
conditions and ambient outdoor air and substrate temperatures permit EIFS to be
applied, dried, and cured according to manufacturers' written instructions and
warranty requirements.
1.10 COORDINATION AND SCHEDULING:
A.
Coordinate installation of EIFS with related Work specified in other Sections to
ensure that wall assemblies, including sheathing, flashing, trim, joint sealers,
windows, and doors, are protected against damage from the effects of weather,
age, corrosion, moisture, and other causes. Do not allow water to penetrate into
wall system.
PART 2 – PRODUCTS
2.01
MANUFACTURERS:
A.
Manufacturers: Subject to compliance with requirements, provide Class PB nondrainable/barrier systems by one of the following:
1.
2.
2.02
Dryvit Systems, Inc. – Outsulation System
Sto Corp.; Sto Finish Systems Div. – Sto Therm Classic System
MATERIALS:
A.
Compatibility: Provide substrates, adhesive, board insulation, reinforcing meshes,
base- and finish-coat materials, sealants, and accessories that are compatible with
one another and approved for use by system manufacturer for Project.
B.
Colors, Textures, and Patterns of Finish Coat: Comply with the following
requirements:
1.
C.
Provide Architect's selections from system manufacturer's full range of
colors, textures, and patterns for type of finish coat indicated.
Air and Moisture Barrier: Shall be one of the following:
1.
Backstop NT Smooth/Backstop NT Texture by Dryvit Systems, Inc.
2.
Sto Gold Coat/Sto Gold Fill by Sto Corporation
D. Molded-Polystyrene Board Insulation: Nominal 1 lb/ft3 (16 kg/m3) density, rigid,
cellular thermal insulation formed by expansion of polystyrene resin beads or
granules in a closed mold. Comply with system manufacturer's requirements,
ASTM C 578 for Type I, and "EIMA Guideline Specification for Expanded
Polystyrene (EPS) Insulation Board" for more stringent requirements for material
performance and qualities of insulation, including dimensions and permissible
variations, and the following:
1. Before cutting and shipping, age insulation in block form by air drying for not
less than six weeks or by another method approved by EIMA that produces
equivalent results.
2. Provide insulation in boards not more than 24 by 48 inches (610 by 1219 mm)
and in thickness indicated.
E. Adhesive for Application of Insulation: EIFS manufacturer's standard formulation
designed for indicated use, compatible with substrate, and complying with one of
the following requirements:
1. Job-mixed formulation of Portland cement complying with ASTM C 150,
Type I, and polymer-based adhesive specified for base coat.
2. Factory-blended dry formulation of Portland cement, dry polymer admixture,
and fillers specified for base coat.
F. Reinforcing Mesh: Balanced, alkali-resistant, open-weave glass-fiber mesh treated for
compatibility with other system materials, made from continuous multiend strands
with retained mesh tensile strength of not less than 120 lbf/in. (21 dN/cm) per
EIMA 105.01, complying with ASTM D 578 and the following requirements for
minimum weight:
1.
2.
3.
4.
Standard Reinforcing Mesh: Not less than 4.8 oz./sq. yd. (163 g/sq. m).
Impact-Resistant Reinforcing Mesh: Not less than 15 oz./sq. yd.
(509 g/sq. m).
Detail Reinforcing Mesh: Not less than 4.5 oz./sq. yd. (153 g/sq. m).
Corner Reinforcing Mesh: Not less than 6.25 oz./sq. yd. (212 g/sq. m).
G. Base-Coat Materials: System manufacturer's standard mixture complying with the
following requirements for material composition and method of combining
materials:
1.
Factory-mixed formulation of polymer-emulsion adhesive and inert fillers
that is ready to use without adding other materials.
2.
Factory-blended dry formulation of Portland cement, dry polymer
admixture, and inert fillers to which only water is added at Project site.
3.
Any formulation indicated above.
H. Waterproof Base-Coat Materials: System manufacturer's standard waterproof mixture
complying with the following requirements for material composition and method
of combining materials:
1.
Factory-mixed formulation of Portland cement complying with
ASTM C 150, Type I, white or natural color and fiber reinforced acrylic
base coat
I.
Primer: System manufacturer's standard factory-mixed elastomeric-polymer
primer for preparing base-coat surface for application of finish coat. Primer shall
be color matches to finish coat.
J.
Finish-Coat Materials: System manufacturer's standard mixture complying with
the following requirements for material composition and method of combining
materials:
1.
K.
Factory-mixed formulation of polymer-emulsion binder, colorfast mineral
pigments, sound stone particles, and fillers.
Water: Potable.
L.
Trim Accessories: Type as designated or required to suit conditions indicated and
to comply with system manufacturer's written requirements, manufactured from
vinyl plastic.
M.
Mechanical Fasteners (as required): Shall be Wind-Lock Wind-Devil 2 with 2"
diameter washers as approved by system manufacturer.
1.
2.03
For attachment to steel studs from 0.033 to 0.112 inch (0.84 to 2.84 mm)
in thickness, provide steel drill screws complying with ASTM C-954.
MIXING:
A.
General: Comply with system manufacturer's requirements for combining and
mixing materials. Do not introduce admixtures, water, or other materials except
as recommended by system manufacturer. Mix materials in clean containers. Use
materials within time period specified by system manufacturer or discard.
3.01
EXAMINATION:
A.
3.02
3.03
Examine substrates, areas, and conditions, with Installer present, for compliance
performance of system. Proceed with installation of system only after
PREPARATION:
A.
Protect contiguous work from moisture deterioration and soiling caused by
application of systems. Provide temporary covering and other protection needed
to prevent spattering of base coats and exterior finish coats on other work.
B.
Protect system, substrates, and wall construction behind them from inclement
weather during installation. Prevent infiltration of moisture behind system and
deterioration of substrates.
INSTALLATION:
A.
Comply with ASTM C-1397-03 and system manufacturer's written instructions
for installation of system as applicable to each type of substrate indicated.
B.
Apply trim accessories as indicated.
C.
Adhesively attach insulation to comply the EIFS manufacturer's written
requirements, and the following:
1.
Apply insulation boards over dry substrates in courses with long edges
oriented horizontally. Apply adhesive to the back of the insulation board
(as approved by the manufacturer) with a 5/8 x 5/8 inch (16x16mm)
stainless steel square-notched trowel (as approved by the manufacturer).
Apply uniform ribbons of adhesive parallel with the short dimension of the
board. Begin first course from a level base line, a drip screed or flashing
line and work upward.
2.
Immediately place insulation boards in a running bond pattern on the walls
with the long dimension horizontal. Start by inserting the first course of
insulation board in the starter track. Apply firm pressure over the entire
surface of the boards to properly key the adhesive to substrate. Bridge
substrate seams by a minimum of 8 inches (200 mm).
3.
Butt all board joints tightly together to eliminate any thermal breaks in the
EIFS. Do not allow adhesive to get between the joints of the boards.
4.
Cut insulation board in an L-shaped pattern to fit precisely around
openings and projections to produce edges and shapes complying with
details indicated. Do not align board joints with corners of openings.
5.
Remove individual boards periodically while the adhesive is still wet to
check for satisfactory keying to the substrate and the back of the insulation
board. An equal amount of adhesive must be on the substrate and the
board when they are removed, as an indication of adequate keying.
6.
Stagger vertical joints in successive courses to produce running bond
pattern. Locate joints so no piece of insulation is less than 12 inches (300
mm) wide or 6 inches (150 mm) high. Offset joints not less than 6 inches
(150 mm) from corners of window and door openings.
7.
Interlock ends at internal and external corners.
8.
Abut boards tightly at joints within and between each course to produce
flush, continuously even surfaces without gaps or raised edges between
insulation boards. Fill all open gaps with insulation or other approved
material to fit gaps exactly; insert insulation without using adhesive or
other material.
9.
Rasp or sand flush entire surface of insulation to remove irregularities
projecting more than 1/32 inch (0.8 mm) from surface of insulation and to
remove yellowed areas due to sun exposure; do not create depressions
deeper than 1/16 inch (1.6 mm).
10.
Interrupt insulation for expansion joints where indicated.
11.
Form joints for sealant application by leaving gaps between adjoining
insulation edges and between insulation edges and dissimilar adjoining
surfaces. Make gaps wide enough to produce joint widths indicated after
encapsulating joint substrates with base coat and reinforcing mesh.
12.
Treat exposed edges of insulation board as follows:
a. Wrap edges after installing insulation board and before applying fieldapplied reinforcing mesh.
b. Wrap mesh of width required to extend not less than 4 inches (100
mm) onto substrate behind insulation board, cover insulation board
edge, and extend not less than 4 inches (100 mm) onto insulation
board face.
c. Wrap edges of insulation board by encapsulating with base coat,
reinforcing mesh, and finish coat.
d. Wrap edges of insulation board forming substrates of sealant joints
within system or between system and other work by encapsulating
with base coat and reinforcing mesh.
3.
Treat edges of insulation board at trim accessories by extending base coat,
reinforcing mesh, and finish coat over face leg of accessories.
4.
Coordinate flashing installation with installation of insulation to produce a
wall system that does not allow water to penetrate behind protective
coating.
D.
Install trim accessories at locations indicated according to system manufacturer's
written instructions.
E.
Install expansion joints at locations indicated, where required by system
manufacturer, and as follows:
1.
Where expansion joints are indicated on the drawings.
F.
Apply base coat to exposed surfaces of insulation in minimum thickness
recommended in writing by system manufacturer, but not less than 1/16-inch
(1.6-mm) dry-coat thickness.
G.
Embed reinforcing mesh of type indicated below in wet base coat to produce
wrinkle-free installation with mesh continuous at corners and overlapped not less
than 2-1/2 inches (64 mm) or otherwise treated at joints to comply with ASTM C
1397-03 and system manufacturer's written requirements. Do not lap reinforcing
mesh within 8 inches (204 mm) of corners. Completely embed mesh, applying
additional base-coat material if necessary, so reinforcing-mesh color and pattern
are not visible.
H.
1.
Standard reinforcing mesh, unless otherwise indicated.
2.
Impact-resistant reinforcing mesh up to 3'-0" above walkway at each floor
level and where indicated on drawings. Impact-resistant mesh shall be
installed beneath standard reinforcing mesh.
Additional Reinforcing Mesh: Apply strip reinforcing mesh around openings
extending 4 inches (100 mm) beyond perimeter. Apply additional 9-by-12-inch
(230-by-305-mm) strip reinforcing mesh diagonally at corners of openings (reentrant corners). Apply 8-inch- (200-mm-) wide strip reinforcing mesh at both
inside and outside corners, unless base layer of mesh is lapped not less than 4
inches (100 mm) on each side of corners.
1.
3.04.
Embed strip reinforcing mesh in base coat before applying first layer of
reinforcing mesh.
I.
Apply color matched primer over dry base coat according to system
manufacturer's written instruction.
J.
Apply finish coat over dry primer, maintaining a wet edge at all times for uniform
appearance, in thickness required by system manufacturer to produce a uniform
finish of color and texture matching approved sample.
A.
Testing Agency: Owner may engage a qualified independent testing and
inspecting agency to perform field quality-control tests and inspections and to
prepare test reports.
1.
Testing and inspecting agency will interpret tests and report whether tested
Work complies with or deviates from requirements.
B.
Correct deficiencies in or remove and replace EIFS that inspections and test
reports indicate do not comply with requirements.
C.
determine compliance of corrected Work with requirements.
D.
Cooperation of Contractor with Testing Agency:
1.
Provide access for testing agency to places where structural steel work is
being fabricated or produced so that inspection and testing can be
accomplished as required by Engineer.
2.
Contractor shall assist testing laboratory by providing access.
3.
Contractor shall make repairs of damage as a result of testing.
3.05
E.
EIFS manufacturer technical representative shall perform from the scaffolding biweekly inspections of the EIFS installation to verify installation in accordance
with EIFS manufacturer’s written procedures. Submit report to Engineer after
each bi-weekly site visit.
F.
The Engineer will perform random sampling of the EIFS base coat for field
testing of base coat thickness.
CLEANING AND PROTECTING:
A.
Remove temporary covering and protection of other work. Promptly remove
coating materials from window and door frames, balcony rails and other surfaces
outside areas indicated to receive system coatings.
B.
Installer and system manufacturer, which ensure system is without damage or
deterioration at the time of Substantial Completion.
END OF SECTION
(DRAINABLE)
SECTION 07241
EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) - CLASS PB (DRAINABLE)
PART 1 – GENERAL
1.01
RELATED DOCUMENTS:
A.
1.02
Section.
SUMMARY:
A.
1.
B.
Exterior insulation and finish system (EIFS) applied over the substrate
(fiber-reinforced exterior gypsum sheathing).
1. Metal Flashing, Trim and Accessories (Section 07620)
2. Flexible Flashing (Section 07700)
3. Sealants (Section 07900)
4.
1.03
Exterior Gypsum Sheathing (Section 09260)
DEFINITIONS:
A.
Class PB Exterior Insulation and Finish System (EIFS) adhesively attached
drainable system, as described in ASTM C1397-03, is defined as a non-load
bearing, exterior wall cladding system that consists of an insulation board attached
either adhesively, mechanically, or both to the substrate; an integrally reinforced
base coat; and a texture protective finish coat.
B.
Systems refer to Class PB EIFS.
C.
System manufacturer refers to EIFS manufacturer.
D.
Drainable EIFS system is defined as an EIFS system with a drainage cavity and
secondary weather barrier in the wall assembly that collects incidental moisture
within the wall system to the exterior.
(DRAINABLE)
E.
F.
General: Provide systems that comply with the following performance
requirements:
1.
Bond Integrity: Free from bond failure within system components or
between system and supporting wall construction, resulting from exposure
to fire, wind loads, weather, or other in-service conditions.
2.
Weathertightness: Resistant to water penetration from exterior into system
components and assemblies behind it or through them into interior of
building that results in deterioration of thermal-insulating effectiveness or
other degradation of system and assemblies behind it, including substrates,
Physical Properties of Class PB System: Provide EIFS whose physical properties
and structural performance comply with the following when tested per methods
referenced:
1.
Abrasion Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
mounted on 1/2-inch- (12.7-mm-) thick gypsum board; cured for a
minimum of 28 days; and showing no cracking, checking, or loss of film
integrity after exposure to 528 quarts (500 L) of sand when tested per
ASTM D 968, Method A.
2.
Accelerated Weathering Characteristics: Sample of size suitable for test
equipment and consisting of 1-inch- (25.4-mm-) thick EIFS mounted on
1/2-inch- (12.7-mm-) thick gypsum board; cured for 28 days; and showing
no cracking, checking, crazing, erosion, blistering, peeling, or
delamination after testing for 2000 hours when viewed under five times
magnification per the following:
a.
ASTM G 53.
3.
Absorption-Freeze Resistance: No visible deleterious effects and
negligible weight loss after 60 cycles per EIMA 101.01.
4.
Mildew Resistance: Sample consisting of finish coat applied to 2-by-2inch (50.8-by-50.8-mm) clean glass substrate; cured for 28 days; and
showing no growth when tested per ASTM D 3273.
5.
Salt-Spray Resistance: Sample consisting of 1-inch- (25.4-mm-) thick
EIFS mounted on 1/2-inch- (12.7-mm-) thick gypsum board; cured for 28
days; and showing no cracking, checking, crazing, erosion, blistering,
peeling, or delamination after testing for 300 hours per ASTM B 117.
(DRAINABLE)
6.
Tensile Adhesion: No failure in the adhesive, base coat, or finish coat.
7.
Water Penetration: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
and showing no water penetration into the plane of the base coat to
expanded polystyrene board interface of the test specimen after 15 minutes
at 6.24 lbf/sq. ft. (299 Pa) of air pressure difference or 20 percent of
positive design wind pressure, whichever is greater, across the specimen
during a test period when tested per EIMA 101.02.
8.
Water Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
delamination after testing for 14 days per ASTM D 2247.
9.
Impact Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
when constructed, conditioned, and tested per EIMA 101.86; and meeting
or exceeding the following impact classification and range:
a.
b.
c.
d.
Medium Impact Resistance: 50-89 inch-lb (5.7-10.1 J).
High Impact Resistance: 90-150 inch-lb (10.2-17 J).
Ultra-High Impact Resistance: More than 150 inch-lb (17 J).
10.
Field Adhesion: Field adhesion tests shall demonstrate minimum 15 psi
tensile adhesion strength.
11.
Service Wind Loads: Uniform pressure (velocity pressure) acting inward
or outward in accordance with the following schedules:
12.
Corner Zones:
Other than Corner Zones:
Drainage: 3 samples capable of draining water, and having an average
minimum true drainage efficiency of 90 percent when tested per
EIMA 200.2.
(DRAINABLE)
1.04
1.05
SUBMITTALS:
A.
Product Data: For each component of EIFS specified.
B.
elevations, sections, details of components, joint locations and configurations
within system and between system and construction penetrating it, termination
details, and attachments to construction behind system.
C.
and patterns available for each finish choice indicated. Provide similar samples
with joint sealants and exposed accessories involving color selection.
D.
E.
F.
agency.
G.
Research/Evaluation Reports: Evidence of EIFS compliance with current
applicable Building Code.
QUALITY ASSURANCE:
A.
B.
manufacturer or by manufacturers approved by EIFS manufacturer as compatible
with other system components.
C.
(DRAINABLE)
D.
1.
Flame Spread of Insulation Board and Finish Coats: 75 or less when
2.
Smoke Developed of Insulation Board and Finish Coats: 450 or less when
Mockups: Before installing system, construct a mockup which shall be a full size
section of the wall including a beam, column and transitions showing form of
construction and finish required to verify selections made under Sample
execution. Build mockups to comply with the following requirements, using
materials indicated for completed Work:
1.
Mockup shall be constructed prior to beginning work on the project.
2.
Locate mockups at a location to be mutually agreeable to the Engineer,
Owner and Contractor. Panel shall be minimum 8'-0" x 8'-0".
3.
Notify Engineer seven days in advance of the dates and times when
mockups will be constructed.
4.
Demonstrate the proposed range of aesthetic effects and workmanship.
5.
Obtain Engineer's approval of mockups before starting fabrication of
work.
Maintain mockups during construction in an undisturbed condition as a
standard for judging the completed Work.
E.
a.
Protect mockups from weather and from construction activities.
Brace mockups to resist design wind loads and provide waterproof
coverings for construction materials not intended to be
permanently exposed to the weather.
b.
When directed, demolish and remove mockups from Project site.
c.
Approved mockups in an undisturbed condition at the time of
Substantial Completion may become part of the completed Work.
Field Adhesion Tests: The EIFS manufacturer’s representative or a third party
testing firm hired by the EIFS manufacturer shall perform a set of 5 field adhesion
tests at locations to be agreed upon by the Engineer:
(DRAINABLE)
1.06
1.07
F.
Testing shall be performed at random locations in the production areas of EIFS
installation. Minimum test results shall meet requirements specified in Section
1.4, Performance Requirements.
G.
Preinstallation Conference: Conduct conference at Project site to comply with
requirements in Division 1 Section "Project Meetings."
GUARANTY-WARRANTY:
A.
The EIFS System Manufacturer shall provide a Guaranty-Warranty which shall
include a 10 year drainage warranty and a 10 year material warranty against
defective materials.
B.
The EIFS System Manufacturer shall provide a Guaranty-Warranty against wind
blow off and/or damage to the system components due to wind pressure (positive
or negative) up to the design wind loads specified in paragraph 1.4 B11.
C.
project.
A.
B.
1.
1.08
Stack insulation board flat and off the ground.
PROJECT CONDITIONS:
A.
installation. Proceed with installation only when existing and forecasted weather
conditions and ambient outdoor air and substrate temperatures permit EIFS to be
applied, dried, and cured according to manufacturers' written instructions and
warranty requirements.
(DRAINABLE)
1.09
COORDINATION AND SCHEDULING:
A.
Coordinate installation of EIFS with related Work specified in other Sections to
ensure that wall assemblies, including sheathing, flashing, trim, joint sealers,
windows, and doors, are protected against damage from the effects of weather,
age, corrosion, moisture, and other causes. Do not allow water to penetrate into
wall system.
PART 2 – PRODUCTS
2.01
MANUFACTURERS:
A.
2.02
Manufacturers: Subject to compliance with requirements, provide Class PB
(drainable) systems by one of the following:
1.
Dryvit Systems, Inc. (Outsulation Plus)
2.
Sto Corp.; Sto Finish Systems Div. (Sto NExT)
MATERIALS:
A.
Compatibility: Provide substrates, adhesive, board insulation, reinforcing meshes,
base- and finish-coat materials, sealants, and accessories that are compatible with
one another and approved for use by system manufacturer for Project.
B.
Colors, Textures, and Patterns of Finish Coat: Comply with the following
requirements:
1.
C.
Provide Architect’s selections from system manufacturer’s full range of
Air and Moisture Barrier: Shall be one of the following:
1.
Backstop NT Smooth/Backstop NT Texture by Dryvit Systems, Inc.
2.
Sto Gold Coat/Sto Gold Fill by Sto Corporation
Trowel Grade Monolithic Flashing:
D.
1.
AquaFlash by Dryvit Systems, Inc.
2.
Sto Gold Fill & Sto Flashing Tape by Sto Corporation
Molded-Polystyrene Board Insulation: Nominal 1 lb/ft3 (16 kg/m3) density, rigid,
cellular thermal insulation formed by expansion of polystyrene resin beads or
granules in a closed mold. Comply with system manufacturer’s requirements,
(DRAINABLE)
ASTM C 578 for Type I, and “EIMA Guideline Specification for Expanded
Polystyrene (EPS) Insulation Board” for more stringent requirements for material
performance and qualities of insulation, including dimensions and permissible
variations, and the following:
E.
1.
Before cutting and shipping, age insulation in block form by air drying for
not less than six weeks or by another method approved by EIMA that
produces equivalent results.
2.
Provide insulation in boards not more than 24 by 48 inches (610 by 1219
mm) and in thickness indicated.
Adhesive for Application of Insulation: EIFS manufacturer’s standard
formulation designed for indicated use, compatible with substrate, and complying
with one of the following requirements:
1.
2.
F.
Reinforcing Mesh: Balanced, alkali-resistant, open-weave glass-fiber mesh
treated for compatibility with other system materials, made from continuous
multiend strands with retained mesh tensile strength of not less than 120 lbf/in.
(21 dN/cm) per EIMA 105.01, complying with ASTM D 578 and the following
requirements for minimum weight:
1.
2.
3.
4.
G.
Job-mixed formulation of Portland cement complying with ASTM C 150,
Type I, and polymer-based adhesive specified for base coat.
admixture, and fillers specified for base coat.
Impact-Resistant Reinforcing Mesh: Not less than 15 oz./sq. yd.
(509 g/sq. m).
Corner Reinforcing Mesh: Not less than 6.25 oz./sq. yd. (212 g/sq. m).
Base-Coat Materials: System manufacturer’s standard mixture complying with
materials:
1.
2.
3.
Factory-mixed formulation of polymer-emulsion adhesive and inert fillers
that is ready to use without adding other materials.
admixture, and inert fillers to which only water is added at Project site.
Any formulation indicated above.
(DRAINABLE)
H.
Waterproof Base-Coat Materials: System manufacturer’s standard waterproof
mixture complying with the following requirements for material composition and
method of combining materials:
1.
I.
Primer: System manufacturer’s standard factory-mixed elastomeric-polymer
primer for preparing base-coat surface for application of finish coat. Primer shall
be color matched to finish coat.
J.
Finish-Coat Materials: System manufacturer’s standard mixture complying with
materials:
1.
Factory-mixed formulation of polymer-emulsion binder, colorfast mineral
K.
Water: Potable.
L.
Trim Accessories: Type as designated or required to suit conditions indicated and
to comply with system manufacturer’s written requirements, manufactured from
vinyl plastic.
M.
Mechanical Fasteners (as required): Shall be Wind-Lock Wind-Devil 2 with 2”
diameter washers as approved by system manufacturer.
1.
2.03
Factory-mixed formulation of Portland cement complying with
ASTM C 150, Type I, white or natural color and fiber reinforced acrylic
base coat
For attachment to steel studs from 0.033 to 0.112 inch (0.84 to 2.84 mm)
in thickness, provide steel drill screws complying with ASTM C-954.
MIXING:
A.
General: Comply with system manufacturer's requirements for combining and
mixing materials. Do not introduce admixtures, water, or other materials except
as recommended by system manufacturer. Mix materials in clean containers. Use
materials within time period specified by system manufacturer or discard.
3.01
EXAMINATION:
A.
performance of system. Proceed with installation of system only after
(DRAINABLE)
3.02
3.03
PREPARATION:
A.
B.
INSTALLATION:
A.
Comply with ASTM C-1397-03 and system manufacturer’s written instructions
1.
Install approved air and moisture resistive barrier over new exterior
sheathing board.
B.
Apply trim accessories as indicated. Use drip screed at bottom edge of system,
unless otherwise indicated.
C.
Adhesively attach insulation to comply the EIFS manufacturer’s written
requirements, and the following:
1.
Apply insulation boards over dry substrates in courses with long edges
oriented horizontally. Apply adhesive to the back of the insulation board
(as approved by the manufacturer) with a 5/8 x 5/8 inch (16x16mm)
stainless steel square-notched trowel (as approved by the manufacturer).
Apply uniform ribbons of adhesive parallel with the short dimension of the
board. Begin first course from a level base line, a drip screed or flashing
line and work upward.
2.
Immediately place insulation boards in a running bond pattern on the walls
with the long dimension horizontal. Start by inserting the first course of
insulation board in the starter track. Apply firm pressure over the entire
surface of the boards to properly key the adhesive to substrate. Bridge
substrate seams by a minimum of 8 inches (200 mm).
3.
Butt all board joints tightly together to eliminate any thermal breaks in the
EIFS. Do not allow adhesive to get between the joints of the boards.
4.
Cut insulation board in an L-shaped pattern to fit precisely around
openings and projections to produce edges and shapes complying with
details indicated. Do not align board joints with corners of openings.
5.
Remove individual boards periodically while the adhesive is still wet to
check for satisfactory keying to the substrate and the back of the insulation
(DRAINABLE)
board. An equal amount of adhesive must be on the substrate and the
board when they are removed, as an indication of adequate keying.
6.
Stagger vertical joints in successive courses to produce running bond
pattern. Locate joints so no piece of insulation is less than 12 inches (300
mm) wide or 6 inches (150 mm) high. Offset joints not less than 6 inches
(150 mm) from corners of window and door openings.
7.
Interlock ends at internal and external corners.
8.
Abut boards tightly at joints within and between each course to produce
flush, continuously even surfaces without gaps or raised edges between
insulation boards. Fill all open gaps with insulation or other approved
material to fit gaps exactly; insert insulation without using adhesive or
other material.
9.
Rasp or sand flush entire surface of insulation to remove irregularities
projecting more than 1/32 inch (0.8 mm) from surface of insulation and to
remove yellowed areas due to sun exposure; do not create depressions
deeper than 1/16 inch (1.6 mm).
10.
Interrupt insulation for expansion joints where indicated.
11.
Form joints for sealant application by leaving gaps between adjoining
insulation edges and between insulation edges and dissimilar adjoining
surfaces. Make gaps wide enough to produce joint widths indicated after
encapsulating joint substrates with base coat and reinforcing mesh.
12.
Treat exposed edges of insulation board as follows:
a. Wrap edges after installing insulation board and before applying fieldapplied reinforcing mesh.
b. Wrap mesh of width required to extend not less than 4 inches (100
mm) onto substrate behind insulation board, cover insulation board
edge, and extend not less than 4 inches (100 mm) onto insulation
board face.
c. Wrap edges of insulation board by encapsulating with base coat,
reinforcing mesh, and finish coat.
d. Wrap edges of insulation board forming substrates of sealant joints
within system or between system and other work by encapsulating
with base coat and reinforcing mesh.
13.
Treat edges of insulation board at trim accessories by extending base coat,
reinforcing mesh, and finish coat over face leg of accessories.
(DRAINABLE)
14.
Coordinate flashing installation with installation of insulation to produce a
wall system that does not allow water to penetrate behind protective
coating.
D.
Install trim accessories at locations indicated according to system manufacturer's
written instructions.
E.
Install expansion joints at locations indicated, where required by system
manufacturer, and as follows:
1.
Where expansion joints are indicated on the drawings.
F.
Apply base coat to exposed surfaces of insulation in minimum thickness
recommended in writing by system manufacturer, but not less than 1/16-inch
(1.6-mm) dry-coat thickness.
G.
Embed reinforcing mesh of type indicated below in wet base coat to produce
wrinkle-free installation with mesh continuous at corners and overlapped not less
than 2-1/2 inches (64 mm) or otherwise treated at joints to comply with ASTM C
1397-03 and system manufacturer's written requirements. Do not lap reinforcing
mesh within 8 inches (204 mm) of corners. Completely embed mesh, applying
additional base-coat material if necessary, so reinforcing-mesh color and pattern
are not visible.
H.
1.
Standard reinforcing mesh, unless otherwise indicated.
2.
Impact-resistant reinforcing mesh up to 3'-0" above walkway at each floor
level and where indicated on drawings. Impact-resistant mesh shall be
installed beneath standard reinforcing mesh.
Additional Reinforcing Mesh: Apply strip reinforcing mesh around openings
extending 4 inches (100 mm) beyond perimeter. Apply additional 9-by-12-inch
(230-by-305-mm) strip reinforcing mesh diagonally at corners of openings (reentrant corners). Apply 8-inch- (200-mm-) wide strip reinforcing mesh at both
inside and outside corners, unless base layer of mesh is lapped not less than 4
inches (100 mm) on each side of corners.
1.
Embed strip reinforcing mesh in base coat before applying first layer of
reinforcing mesh.
I.
manufacturer's written instruction.
J.
finish of color and texture matching approved sample.
(DRAINABLE)
3.04
A.
1.
3.05
B.
Correct deficiencies in or remove and replace EIFS that inspections and test
reports indicate do not comply with requirements.
C.
determine compliance of corrected Work with requirements.
D.
Cooperation of Contractor with Testing Agency:
1.
Provide access for testing agency to places where structural steel work is
being fabricated or produced so that inspection and testing can be
accomplished as required by Engineer.
2.
Contractor shall assist testing laboratory by providing access.
3.
Contractor shall make repairs of damage as a result of testing.
E.
EIFS manufacturer technical representative shall perform from the scaffolding biweekly inspections of the EIFS installation to verify installation in accordance
with EIFS manufacturer’s written procedures. Submit report to Engineer after
each bi-weekly site visit.
F.
The Engineer will perform random sampling of the EIFS base coat for field
testing of base coat thickness and will also perform random tests of the
drainability of the notched base coat behind the EPS board. This shall be included
as part of the Base Bid work.
A.
Remove temporary covering and protection of other work. Promptly remove
coating materials from window and door frames, balcony rails and other surfaces
outside areas indicated to receive system coatings.
B.
Installer and system manufacturer, which ensure system is without damage or
END OF SECTION
07242-1- SYNTHETIC BASE SKIM COAT & FINISH COAT
SECTION 07242
SYNTHETIC BASE SKIM COAT & FINISH COAT
PART 1 – GENERAL
1.01
RELATED DOCUMENTS:
A.
1.02
Section.
SUMMARY:
A.
B.
1.
Application of Synthetic Base Coat or Cementitious Base Skim Coat with
Reinforcing Mesh and Finish Coat (referred to as the lamina) over existing
concrete/cmu substrate and/or existing Exterior Insulation and Finish
System (EIFS) components and products.
2.
Repair of Exterior EIFS at localized cracked/impact/damaged areas.
1.
1.03
DEFINITIONS:
A.
1.04
Sealants (Section 07900)
System manufacturer refers to EIFS lamina manufacturer.
A.
General:
Provide systems that comply with the following performance
requirements:
1.
Bond Integrity: Free from bond failure within system components or
between system and supporting wall construction, resulting from exposure
to fire, wind loads, weather, or other in-service conditions.
2.
Weathertightness: Resistant to water penetration from exterior into system
components and assemblies behind it or through them into interior of
building that results in deterioration of thermal-insulating effectiveness or
other degradation of system and assemblies behind it, including substrates,
B.
Physical Properties of Lamina: Provide EIFS lamina whose physical properties
and structural performance when tested as full EIF system (lamina, EPS and
adhesives) comply with the following when tested per methods referenced:
1.
Abrasion Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
mounted on a suitable substrate; cured for a minimum of 28 days; and
showing no cracking, checking, or loss of film integrity after exposure to
528 quarts (500 L) of sand when tested per ASTM D 968, Method A.
2.
Accelerated Weathering Characteristics: Sample of size suitable for test
equipment and consisting of 1-inch- (25.4-mm-) thick EIFS mounted on a
suitable substrate; cured for 28 days; and showing no cracking, checking,
crazing, erosion, blistering, peeling, or delamination after testing for 2000
hours when viewed under five times magnification per the following:
a.
ASTM G 53.
3.
Absorption-Freeze Resistance:
No visible deleterious effects and
negligible weight loss after 60 cycles per EIMA 101.01.
4.
Mildew Resistance: Sample consisting of finish coat applied to 2-by-2inch (50.8-by-50.8-mm) clean glass substrate; cured for 28 days; and
showing no growth when tested per ASTM D 3273.
5.
Salt-Spray Resistance: Sample consisting of 1-inch- (25.4-mm-) thick
EIFS mounted on a suitable substrate; cured for 28 days; and showing no
cracking, checking, crazing, erosion, blistering, peeling, or delamination
after testing for 300 hours per ASTM B 117.
6.
Tensile Adhesion: No failure in the adhesive, base coat, or finish coat.
7.
Water Penetration: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
mounted on a suitable substrate; cured for 28 days; and showing no water
penetration into the plane of the base coat to expanded polystyrene board
interface of the test specimen after 15 minutes at 6.24 lbf/sq. ft. (299 Pa)
of air pressure difference or 20 percent of positive design wind pressure,
whichever is greater, across the specimen during a test period when tested
per EIMA 101.02.
8.
Water Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
mounted on a suitable substrate; cured for 28 days; and showing no
cracking, checking, crazing, erosion, blistering, peeling, or delamination
after testing for 14 days per ASTM D 2247.
9.
Impact Resistance: Sample consisting of 1-inch- (25.4-mm-) thick EIFS
when constructed, conditioned, and tested per EIMA 101.86; and meeting
or exceeding the following impact classification and range:
10.
1.05
1.06
Positive and Negative Wind-Load Performance: Sample assembly, 48 by
96 inches (1220 by 1220 mm) in size, consisting of studs, sheathing, and
2-inch- (25.4-mm-) thick EIFS; and showing capability to withstand wind
loads indicated when tested per ASTM E 330. Tests shall be at 1.5 times
the service wind loads specified herein.
SUBMITTALS:
A.
Product Data: For each component of EIFS lamina specified.
B.
sections, details of components and configurations within system and termination
details.
C.
and patterns available for each finish choice indicated.
D.
E.
F.
agency.
G.
Research/Evaluation Reports:
Building Code, 1997 Edition.
Evidence of EIFS compliance with Standard
QUALITY ASSURANCE:
A.
B.
manufacturer or by manufacturers approved by EIFS product manufacturer as
compatible with other system components.
C.
D.
E.
1.
Flame Spread of Finish Coats: 75 or less when tested individually per
ASTM E 84.
2.
Smoke Developed of Finish Coats: 450 or less when tested individually
per ASTM E 84.
Mockups (Panel): Large mockups will not be required on this portion of the
project; however, before installing the system, construction of a panel showing the
form of construction and finish required to verify selections made under Sample
execution. Build mockups / panel to comply with the following requirements,
using materials indicated for completed Work:
1.
Mockup / panel, shall be constructed prior to beginning work on the
project.
2.
Locate mockups at a location to be mutually agreeable to the Engineer,
Owner and Contractor. Panel shall be minimum 4'-0" x 4'-0".
3.
Notify Engineer seven days in advance of the dates and times when
mockups will be constructed.
4.
Demonstrate the proposed range of aesthetic effects and workmanship.
5.
Obtain Engineer's approval of mockups before starting fabrication of
work.
6.
Maintain mockups during construction in an undisturbed condition as a
standard for judging the completed Work.
a.
Protect mockup / panel from weather and from construction
activities.
b.
When directed, demolish and remove mockup / panel from the
Project site.
Preinstallation Conference: Conference will be conducted on the Project site prior
to the start of the work and will require that the following has been completed:
1.
Mockup / panel has been approved by the owner and engineer.
2.
All submittals and samples have been approved.
3.
1.07
1.08
1.09
Contractor has been issued a letter to proceed.
GUARANTY-WARRANTY:
A.
The EIFS System Manufacturer of products used shall provide a GuarantyWarranty which shall include a 10-year warranty and a 10-year material warranty
against defective materials.
B.
project.
A.
B.
PROJECT CONDITIONS:
A.
installation.
PART 2 – PRODUCTS
2.01
MANUFACTURERS:
A.
2.02
Manufacturers: Subject to compliance with requirements, provide Class PB
systems component products by one of the following:
1.
Sto Corp.; Sto Finish Systems Div.
2.
Dryvit Systems, Inc.
MATERIALS:
A.
Compatibility: Provide reinforcing meshes, base- and finish-coat materials,
sealants, and accessories that are compatible with one another and approved for
use by system manufacturer for Project.
B.
Colors, Textures, and Patterns of Finish Coat:
requirements:
1.
C.
Comply with the following
Provide Engineer's selections from system manufacturer's full range of
Reinforcing Mesh: Balanced, alkali-resistant, open-weave glass-fiber mesh
treated for compatibility with other system materials, made from continuous
multiend strands with retained mesh tensile strength of not less than 120 lbf/in.
(21 dN/cm) per EIMA 105.01, complying with ASTM D 578 and the following
requirements for minimum weight:
D.
Base-Coat Materials: System manufacturer's standard mixture complying with the
following requirements for material composition and method of combining
materials:
1. Factory-blended dry formulation of Portland cement, dry polymer admixture,
and inert fillers to which only water is added at Project site.
E.
Waterproof Base-Coat Materials: System manufacturer's standard waterproof
mixture complying with the following requirements for material composition and
method of combining materials:
1. Factory-mixed formulation of Portland cement complying with ASTM C 150,
Type I, white or natural color and fiber reinforced acrylic base coat.
F.
Primer: System manufacturer's standard factory-mixed elastomeric-polymer
primer for preparing base-coat surface for application of finish coat. Primer coat
color shall match finish as required.
G.
Finish-Coat Materials: System manufacturer's standard mixture complying with
materials:
1. Factory-mixed formulation of polymer-emulsion binder, colorfast mineral
H.
Water: Potable.
I.
Trowel applied repair mortar:
BASF.
MasterEmaco N425 nonsag repair mortar by
3.01
EXAMINATION:
A.
3.02
3.03
3.04
performance of system.
Proceed with installation of system only after
PREPARATION:
A.
B.
INSTALLATION:
A.
Comply with ASTM C-1397-03 and system manufacturer's written instructions
B.
Apply base coat to exposed surfaces of stucco panels between existing joints
which contain repaired cracks. Apply in minimum thickness recommended in
writing by system manufacturer, but not less than 1/16-inch (1.6-mm) dry-coat
thickness.
C.
manufacturer's written instruction. Primer shall be color matched to Exterior
Finish Coat.
D.
finish of color and texture matching approved sample (to match existing finish
coat in color and texture).
A.
1.
3.05
A.
Remove temporary covering and protection of work.
B.
Provide final protection and maintain conditions (in a manner acceptable to
Installer and system manufacturer) that ensure system is without damage or
END OF SECTION
07620-1 – METAL FLASHING, TRIM AND ACCESSORIES
BALCONY DOOR REPLACEMENT AND CONCRETE REPAIR MOCK-UP
UNIT 202 – SOUTH TOWER
SECTION 07620
METAL FLASHING, TRIM AND ACCESSORIES
PART 1 – GENERAL
1.01
SECTION INCLUDES:
A.
1.02
1.03
RELATED SECTIONS:
A.
Flexible Flashing (Section 07700).
B.
Sealants (Section 07900).
QUALITY ASSURANCE:
A.
B.
1.04
Provide and install new sheet metal flashing, counterflashing, etc. as shown on the
Project Drawings and as specified herein. Include supplementary materials and
installation accessories required for a complete and proper installation.
abbreviations used):
1.
American Iron and Steel Institute (AISI).
2.
Federal Specifications (FS).
3.
The American Society for Testing and Materials (ASTM).
4.
Sheet Metal and Air Conditioning Contractors National Association
(SMACNA)
Standard References: As published by SMACNA: "Architectural Sheet Metal
Manual," Fifth Edition, 1992; hereinafter referred to as "SMACNA Manual." May
be obtained from Sheet Metal and Air Conditioning Contractors National
Association, Inc., 4201 LaFayette Center Drive, Chantilly, Virginia 22021.
SUBMITTALS: (Applicable only to new sheet metal sections)
A.
All submittals shall be provided in accordance with Section 01012 and as specified
herein.
B.
Shop Drawings: (Submit in triplicate)
C.
1.
Use of Contract Drawings reproduced for Shop Drawings is prohibited.
2.
Only Shop Drawings checked and stamped “Approved by Contractor and
Fabricator” will be acceptable for review.
3.
Show weights, gauges, or thickness of sheet metal. Show location,
arrangement, dimensions, materials, fastenings, connections, anchorage,
and relation to adjacent work.
4.
Show terminations, intersections, and splices in isometric details.
Samples:
1.
2.
1.05
Submit samples (in duplicate) of the following:
a.
All Flashings (sheet metal only).
b.
Fastening Hardware.
Samples shall be of same material composition, thickness, and dimension
as required for construction. Samples shall be a minimum of 12 inches
long.
A.
Sheet metal items shall be handled carefully to prevent damage to surface, edges and
finish.
B.
Store at site and above ground in a dry location, free from physical abuse. Store
materials in a manner to prevent staining from condensation.
PART 2 – PRODUCTS
2.01
MATERIALS:
A.
Stainless Steel: Stainless steel flashing materials to be AISI Type 304 alloy.
Thickness of sheet metal to be .025 inches (24 gauge) for all sheet metal pan
flashings and corner flashings required to be welded. All other stainless steel
flashings shall be .018 inches (26 gauge):
1.
Coefficient of expansion - 0.0000096 in./in o F.
2.
Tensile strength - 80,000 psi (552000 kpa).
B.
C.
2.02
Aluminum:
1.
Conforming to ASTM B289, Type 3883-14 aluminum.
2.
Coefficient of expansion: 0.0000129 in./in./°′F.
3.
Tensile strength: 22000 psi.
4.
Minimum Thickness: .060 inches and as indicated on the drawings.
5.
Mil-finished aluminum.
Fasteners:
1.
Screws, bolts, rivets, and other fastenings for exposed sheet metal (unless
otherwise noted) shall be AISI Type 300 series stainless steel and of size
and type suitable for the intended use.
2.
Provide sealing washer at all exposed fasteners.
D.
Flexible Flashing Membrane: Flexible membrane materials shall conform to
requirements of Section 07700.
E.
Sealant: Sealing and caulking materials shall conform to requirements of Section
07900.
FABRICATION - SHEET METAL:
A.
Sheet metal shall be fabricated in a shop equipped with machinery and tools for
working sheet metal. Work shall be performed by skilled mechanics. Fabricate
all work possible in shop.
B.
Sheet metal shall be formed to profiles, sizes, and dimensions as shown on Project
Drawings and as shown on approved shop drawings. Work shall conform to
approved samples.
C.
Work shall conform to practices recommended in SMACNA Manual, except as
required specifically otherwise.
D.
Sheet metal shall be installed in longest lengths possible up to a maximum of 10
feet to minimize joints; except where required specifically otherwise, and where
consideration of control of expansion and contraction require otherwise.
E.
Sheet metal shall be formed to true lines and sharp arises. Work shall be straight,
without bulges or waves.
F.
Exposed edges shall be turned under to form hem for stiffness unless shown
otherwise on Project Drawings. No exposed, sheared, or raw edges shall be
permitted. Rounded, smooth corners are required where sheet metal may puncture
or damage any adjacent material. Provide drip edge on all vertical faces of sheet
metal to shed water away from underlying materials.
G.
Corners of stainless steel sheet metal shall be mitered, seamed, and welded
watertight. Legs shall be not less than 2 feet long unless otherwise shown on
Project Drawings. Form and fabricate in shop.
H.
Work shall have concealed fasteners wherever possible. Cleats or other devices
shall allow movement of metal work.
I.
Flat seams shall be spliced as detailed on the drawings. Allow sufficient space
between butted joints 1/8 inch - ¼ inch to accommodate expansion/contraction.
Do not butt tightly.
3.01
EXAMINATION OF SUBSTRATE: Substrate shall be suitable to receive work of this
section. Work shall not commence until unsuitable conditions of substrate have been
corrected.
3.02
GENERAL REQUIREMENTS FOR INSTALLATION:
A.
Work shall be installed by skilled mechanics.
B.
Work shall conform to approved shop drawings, approved samples, and
requirements herein. Work shall conform to SMACNA Manual except where
required otherwise in Contract Documents.
C.
Work shall allow for thermal movement in relationship to adjacent materials
while remaining functional and watertight.
D.
Completely isolate dissimilar metals from each other.
E.
Seal all laps. See splice details on the drawings.
F.
Metal Flashings:
1.
Install at locations shown on drawings, using the profile, shape and gage
specified to form a continuous watertight barrier.
2.
Prior to fabricating flashing, field measure any existing conditions which
will have an impact on the length or the width. Fabricate flashing to suit the
as-built dimension.
3.
Install stainless steel flashing in a continuous section as long as possible.
Lap and seal all splices as shown in the Contract Documents.
4.
Lap and seal stainless steel flashing below all vertical expansion joints in the
facade to allow for anticipated movement. See details in the Project
Drawings.
5.
All flashing shall form a continuous watertight barrier.
6.
Extend edge of the stainless steel flashing beyond the face of the stucco.
Edges shall be continuously formed and hemmed as shown in the details.
7.
Bend up stainless steel to create end dams at all terminations and weld
seams. Where shown, provide a continuous lap of self-adhering flexible
flashing membrane on the rear of the stainless steel strip. Corners of flexible
membrane shall be formed of flexible flashing membrane material, folded
and sealed.
8.
Ensure that horizontal leg of stainless steel edge is flat or has a slight slope
to the exterior.
9.
Work shall conform to the latest edition of the requirements of SMACNA.
3.03
FLASHINGS (NEW): Install new sections as specified herein, as shown on Project
Drawings and in accordance with approved shop drawings.
3.04
SEALING: Seal joints between sheet metal work and adjacent work as necessary to
provide resilient, watertight condition. Work of this section shall be watertight.
3.05
CLEANING: After completion of installation of work of this section, exposed work shall
be cleaned thoroughly of all scraps, stains, flux, weld splatter, oil, and other materials which
would damage work.
3.06
WORKMANSHIP:
A.
Work of this section shall provide leak-free protection for the facade system and
interior.
B.
Work of this section, which does not conform to specified requirements, shall be
corrected and/or replaced as directed by the Engineer, at Contractor's expense,
without extension of time. Contractor shall also be responsible for cost of
corrections to any work affected by or resulting from correction to work of this
section.
END OF SECTION
07700-1- LIQUID-APPLIED FLASHING MEMBRANE
SECTION 07700
LIQUID-APPLIED FLASHING MEMBRANE
PART 1 – GENERAL
1.01
RELATED DOCUMENTS:
A.
1.02
1.03
1.04
Drawings and general provisions of Contract, including General Conditions and
Division 1 of Specifications Sections, apply to work of this Section.
SECTION INCLUDES:
A.
General: Installation of a liquid flashing membrane at rough openings and locations
shown on Drawings.
B.
Applying fluid applied flashing system to field-constructed mock-up assemblies
illustrating material interfaces and seals. Apply in strict accordance with
manufacturer’s application instructions.
C.
Furnishing and including any supplementary materials and installation accessories
required for a complete and proper installation.
RELATED SECTIONS:
A.
Synthetic Base Skim Coat and Finish Coat (Section 07242).
B.
Metal Flashing, Trim and Accessories (Section 07620).
C.
Sealants (Section 07900).
QUALITY ASSURANCE:
A.
References: Some products and execution are specified in this Section by reference
to published specifications or standards of the following (with abbreviation used):
1.
1.05
The American Society for Testing and Materials (ASTM).
SUBMITTALS:
A.
Product Data:
1. Submit (in triplicate) Manufacturer's printed technical and performance data on
materials for work of this Section. Include data on the properties specified
herein.
1.06
DELIVERY, HANDLING, AND STORAGE:
A.
Handle and store materials in accordance with Manufacturer's printed instructions.
B.
Materials shall be delivered in Manufacturer's original packaging, with labels intact
and legible.
C.
Store materials in a protected area free from potential damage.
PART 2 – PRODUCTS
2.01
MATERIALS:
A.
Single component liquid-applied flashing membrane: A gun-grade waterproofing,
adhesive and detailing compound for use as a liquid flashing membrane in rough
openings of structural walls. Liquid-applied membrane can be utilized to adhere,
transition and counter-flash through-wall sheet flashing. The single-component,
99% solids, Silyl-Terminated-Poly-Ether (STPE) membrane bonds directly to
damp or dry surfaces and is appropriate for vertical or horizontal, above-grade
applications to concrete, masonry, natural stone, structural sheathing, architectural
metals, painted metals, glass, PVC, FRP, EPDM and most other building
materials.
1.
Typical Technical Data:
FORM: brick red, gun-grade sealant
SPECIFIC GRAVITY: 1.45 to 1.60
WT./GAL.: 12.5 pounds per gallon
ACTIVE CONTENT: 99 percent
TOTAL SOLIDS: 99 percent
VOC: 30 grams per Liter, maximum.
*Complies with all known AIM VOC regulations.
SHELF LIFE: 1 year in unopened, factory-sealed container
Limitations
• Not for use as a structural sealant.
• Not for use below grade or in locations designed to be continuously
immersed in water.
2.
Products (the following or approved equal):
a.
PROSOCO R-GUARD FastFlash by PROSOCO, Inc., 3741
Greenway Circle, Lawrence, KS 66046. Phone: (800) 255-4255;
Fax: (785) 830-9797 or any other liquid-applied flashing membrane
that meets this specification.
3.01
LOCATION:
A.
3.02
3.03
Install flexible membrane flashing in type, size and at locations as shown on the
Drawings and as specified.
EXAMINATION:
A.
Prior to installing flashing, the Contractor shall examine areas to receive flashing
and notify the Engineer of any conditions that are unsuitable prior to beginning the
work.
B.
Surfaces to receive flashing shall be free of abrupt changes in alignment and free of
projections, which can damage flashing and closures.
C.
Contractor shall perform appropriate compatibility testing to ensure that various
construction materials will adhere to Liquid-Applied Flashing Membrane (e.g.
Sealants, Elastomeric Traffic Bearing Deck Coatings, etc.)
INSTALLATION:
A.
Install in strict accordance with the manufacturer’s printed instructions. Lap and
seal onto the rough opening surfaces as detailed. All work shall be of the highest
quality, performed by workmen skilled in this trade. The work shall be completely
waterproof.
D.
Use Liquid-Applied Flashing Membrane in concentrate. Do not dilute or alter.
Mixing should not be required.
E.
Before application, use appropriate joint & seam filler to fill and tool all inside
corners to ensure positive drainage.
F.
Before application, repair or fill and tool all cracks, joints and seams that measure
up to 1/2 inch in width with appropriate joint & seam filler.
G.
Apply a thick bead of Liquid-Applied Flashing Membrane over any visible gaps
in the prepared rough opening and immediately press and spread the wet product
into the gaps. Allow flashing applied to gap surfaces to skin over prior to
application of Liquid-Applied Flashing Membrane.
H.
Starting at the top, apply a thick bead of Liquid-Applied Flashing Membrane in a
zigzag pattern to the structural wall to rough opening wood blocking transition.
3.04
I.
Spread the wet product to create an opaque, monolithic flashing membrane which
surrounds the rough opening and extends onto face of structural wall. Apply and
spread additional product as needed to create an opaque, monolithic flashing
membrane free of voids or pin holes.
J.
Apply additional product in a zigzag pattern over the structural framing inside the
rough opening.
K.
Spread the wet Liquid-Applied Flashing Membrane to create an opaque,
monolithic flashing membrane which covers the inside of the rough opening and
mates with the adjacent membrane which surrounds the rough opening. Apply and
spread additional product as needed to produce an opaque, monolithic flashing
membrane free of voids or pin holes.
L.
Spread the wet product to create a monolithic flashing membrane that extends 2inches over the deck-coating / flashing membrane. Apply additional product as
needed to achieve a void and pinhole free surface. This “liquid termination bar”
helps secure the flashing and ensures positive drainage from the wall surface to
the flashing.
M.
Allow treated surfaces to skin before installing windows, doors and other wall
assembly, waterproofing or air barrier components.
CURING AND DRYING:
A.
3.05
Liquid-Applied Flashing Membranes cure by moisture curing. Low temperatures
and low relative humidity slow dry time. Typically, Liquid-Applied Flashing
Membranes skin over within 30 minutes and dries in 4 hours. Surfaces treated
with membrane should be paintable with most paints after 2 hours.
COVERAGE RATE AND APPLICATION THICKNESS:
A.
Coverage varies depending on surface irregularities. Apply at a minimum of 12
wet mils. Membrane should produce an opaque flashing membrane when installed
at the recommended 12 wet mils.
•
•
Coverage Rate per 29-oz tube: Approximately 22-28 square feet
Coverage Rate per 20-oz sausage: Approximately 15-19 square feet
3.06
CLEANING AND PROTECTION:
A.
Cleaning: Clean tools and equipment with mineral spirits or similar solvent
immediately after use. Remove cured FastFlash mechanically using a sharp-edged
tool.
B.
Protection: Protect flashing during construction to ensure that work will be without
damage or deterioration other than natural weathering at time of Substantial
Completion. Do not expose to direct sunlight for a time period longer than that is
recommended by the manufacturer.
END OF SECTION
07900-1- SEALANTS
SECTION 07900
SEALANTS
PART 1 – GENERAL
1.01
RELATED DOCUMENTS:
A.
1.02
SECTION INCLUDES:
A.
1.03
1.04
Drawings and general provisions of Contract, including General Conditions and
Division 1 of Specification Sections, apply to work of this Section.
Furnish and install sealants, primers, backer rods, bond-breaker tape and other
accessories for all joints where shown on the Drawings and elsewhere as required to
provide a positive barrier against passage of air and moisture. In general, this
section includes sealants in existing vertical expansion joints in the EIFS, sealants in
the horizontal expansion joints in the EIFS and/or new flashing locations and
sealants at other locations as shown on the Drawings and specified herein to provide
a positive barrier against the passage of air and moisture.
RELATED SECTIONS:
A.
Synthetic Base Skim Coat and Finish Coat (Section 07242)
B.
Metal Flashing, Trim and Accessories (Section 07620)
C.
Liquid-Applied Flashing Membrane (Section 07700)
QUALITY ASSURANCE:
A.
B.
References: Some products and execution are specified in this Section by reference
1.
2.
American National Standards Institute (ANSI)
3.
Sealants, Waterproofing, and Restoration Institute (SWRI)
Codes and Standards: Current edition of the following standard references shall
apply to the work of this Section except as indicated otherwise on the Drawings or
as specified herein:
07900-2- SEALANTS
1.05
1.
ASTM C920, “Standard Specification for Elastomeric Joint Sealants”
2.
ASTM C962, “Standard Guide for Use of Elastomeric Joint Sealants”
3.
ACI 504, “Guide to Joint Sealants in Concrete”
4.
SWRI, “Sealants: The Professional’s Guide”
SUBMITTALS:
A.
Installation Instructions: Submit (in triplicate) copies of manufacturer's printed
instructions for installation of sealants specified.
B.
Manufacturer's Data:
1.
A complete materials list showing all items proposed to be furnished and
installed under this Section.
2.
Sufficient data to demonstrate that all such materials meet or exceed the
specified requirements. Manufacturer shall stipulate that sealant materials
are suitable for use with building materials and job conditions as indicated
by Drawings. Data shall show test results of the physical properties of the
sealant material.
3.
Specifications, installation instructions, and general recommendations from
the materials manufacturers showing procedures under which it is proposed
that the materials will be installed. Such conditions as joint width,
expansion and contraction, adhesion, sealant depth, and other conditions
affecting sealant installation shall be considered. Upon approval by the
Engineer, the proposed installation procedures will become the basis for
inspecting and accepting or rejecting actual installation procedures used on
the work.
4.
Submit data regarding the joint design, bringing to the Engineer's attention
any conditions shown on the Drawings under which the specified material
cannot be satisfactorily installed.
5.
Submit manufacturer's printed instructions for surface preparation,
installation, and curing for each type of application required and specified or
shown on the Contract Documents.
C.
Samples: Submit samples of sealant to show color. Submit samples of full range of
manufacturer's standard colors.
D.
Guaranty-Warranty:
07900-3- SEALANTS
1.06
1.
Submit (in triplicate) guaranty-warranty on products and execution of
sealant work on exterior required by this Section. Guaranty-Warranty shall
be submitted on applicator's company letterhead, and shall be signed by an
officer of the company. Guaranty-warranty shall be countersigned by the
General Contractor.
2.
Warranty shall state that work complies with requirements of the Contract
Documents, the airtightness and watertightness of the joints, moisture
resistance, adhesion or cohesion failure of the joints, abrasion resistance,
rupture of the sealant, and general durability.
3.
The material supplier’s warranty shall state that the material will provide a
watertight weatherseal for a period of ten (10) years, that the sealant will not
change color or hardness in the approved application for this project and that
during the warranty period the replacement material will be provided free of
charge in the event the material fails to satisfy the conditions of this
warranty.
QUALIFICATIONS:
A.
Applicators:
1.
1.07
Submit letter from manufacturer of sealant materials stating that applicator is
approved by the manufacturer for application of the materials specified for
the project. Letter shall certify that the applicator has satisfactorily applied
the types of materials specified on projects which have been completed for
at least five (5) years. Letter shall be on manufacturer's letterhead and shall
be signed by an officer of the company.
PRODUCT HANDLING:
A.
B.
Delivery and Storage:
1.
Deliver all materials of this Section to the job site in the original unopened
containers with all labels intact and legible at time of use.
2.
Store only under conditions recommended by the manufacturers. Do not
retain on the job site any material which has exceeded the shelf life
recommended by its manufacturer.
Protection:
07900-4- SEALANTS
1.
C.
Replacements:
1.
1.08
Use all means necessary to protect the materials of this Section before,
during, and after installation and to protect the work and materials of all
other trades.
In the event of damage, immediately make all repairs and replacements
necessary to the approval of the Engineer at no additional cost to the Owner.
JOB CONDITIONS:
A.
Environmental Conditions:
1.
B.
Do not apply material if it is raining or snowing or if either condition
appears to be imminent.
Apply and install only at temperatures
recommended in writing by the manufacturer of the sealants.
Protection:
1.
Precautions shall be taken to avoid damage to any surface near the work due
to mixing and handling of the sealant.
PART 2 – PRODUCTS
2.01
MATERIALS:
A.
Primer: Provide a primer for all surfaces to receive a sealant. The type of primer for
the sealant shall be as recommended by the manufacturer of the sealant.
B.
Silicone-Base Sealant Compound: Compound shall be a one-part, low dirt pickup,
low-modulus, silicone-formulation elastomeric sealant that cures in the presence of
atmospheric moisture to produce a durable, fire-resistant, flexible, and ultra-lowmodulus silicone rubber building seal. Color of silicone base of sealant compound
is to match existing. See Contract Drawings for location where this sealant is
required.
07900-5- SEALANTS
1.
Cured sealant shall meet or exceed the following physical properties (cured
21 days at 77 deg. F. at 50% RH):
Properties
Durometer Hardness, Shore A, points
Ultimate Tensile Strength, Maximum
Elongation, psi
Elongation Percent, Maximum
Peel Strength, lbs./in.
Test Results
15 minimum
100 psi
Test Method
ASTM D2240
ASTM D412
1600
25
Staining
Ozone Resistance
Weathering after 6000 hours
Atlas Weatherometer
Joint Movement Capabilities, percent
Extension
Compression
none
good
ASTM D412
MIL-S-8802
TT-S-00230
ASTM C510
TT-S-001543
2.
+100
-50
ASTM C719
ASTM C719
Products: One of the following or approved equal:
a.
C.
min. change
Dow Corning 756SMS or other silicone sealant that meets this
specification by Dow Corning Corporation, Midland, Michigan
48640.
Silyl-Terminated Polyether Sealant (STPe): One part, cold applied, non sag, very
low modulus elastomeric STPe sealant that cures when exposed to atmospheric
moisture. Color to be selected from the manufacturer's standard range of colors.
Sealants are to be installed in all joints to be adhered to flexible flashings described
in Section 07700.
1.
Properties
Durometer Hardness, Shore A, points
Ultimate Tensile Strength, Maximum
Elongation, psi
Peel Strength, lbs./in.
Joint Movement Capabilities, percent
Extension
Compression
2.
Test Results
17 minimum
220
Test Method
ASTM C661
ASTM D412
33-36
ASTM C794
+100
-50
ASTM C719
ASTM C719
Sealant shall meet or exceed all requirements of Federal Specifications TTS-00230C, Type II, Class A.
07900-6- SEALANTS
3.
Sealant shall be fully compatible with flexible flashing specified in Section
07700.
4.
Products: One of the following or approved equal:
a.
C.
Masterseal NP 150 (formerly Sonolastic 150) or other STPe sealant
that meets this specification by BASF of Shakopee, MN.
Polyurethane Sealant: Multiple-component, cold applied, gun grade, elastomeric
polyurethane sealant that cures when exposed to atmospheric moisture. Color to be
selected from the manufacturer's standard range of colors. Sealants are to be
installed ONLY in joints to be covered or in direct contact with the polyurethane
deck coating system described in Section 07180.
1.
Properties
Test Results
Test Method
Movement Capability
ASTM C719
+/- 50%
Hardness (Shore A)
ASTM C661
25 minimum
22 (after heat aging)
Peel Strength
ASTM C794
10 lb/in. min.
Tensile Strength:
ASTM D-412
160 psi (1.1 MPa) min
D.
2.
Sealant shall meet or exceed all requirements of Federal Specifications TTS-00230C Class A.
3.
Sealant shall be fully compatible with deck coating system specified in
Section 07180. Where possible use a sealant manufactured by the same
manufacturer as the deck coating system per Section 07180. Statement of
compatibility shall be obtained from the coating manufacturer(s) and
submitted to the Engineer
4.
Masterseal NP-2 (formerly Sonolastic NP-2) by BASF meets the
requirements of this specification.
Joint Filler Sealant: Compressed, closed cell rod, stock polyethylene foam,
polyethylene jacketed polyurethane foam, or neoprene foam as recommended by
sealant manufacturers for compatibility with sealant materials. Provide size and
shape of backer rod to control joint depth, break bond at bottom of joint, form
optimum shape of bead on back side, and minimize possibility of extrusion when
rod is compressed.
07900-7- SEALANTS
E.
Bond-Breaker Tape: 11-mil low-density polyethylene tape with a rubber pressuresensitive side.
F.
Other Materials: All other materials, not specifically described but required for
complete and proper caulking and installation of sealants, shall be first quality of
their respective kinds, new, and as selected by the Contractor subject to the review
of the Engineer.
3.01
3.02
PROJECT EXAMINATION:
A.
Prior to application of any joint sealant, Contractor shall examine the site and all
joints to be sealed.
B.
The installer must examine the joint surfaces, backing, and anchorage of units
forming sealant rabbets, and the conditions under which the sealant work is to be
performed, and notify the Engineer in writing of conditions detrimental to the proper
and timely completion of the work and performance of the sealants.
C.
Material in contact with sealants shall be dry, fully cured, and free of laitance, formrelease agents, curing compounds, water repellents, and other surface treatments that
will be detrimental to the adhesion of the sealant.
D.
Do not proceed with work until unsatisfactory conditions have been corrected in a
manner acceptable to the Engineer.
E.
Coordinate work of this Section with other trades.
PRE-INSTALLATION CONFERENCE
A.
3.03
Prior to installation of the sealants, the Contractor shall schedule a conference at the
project site. The conference shall be attended by representatives of the Contractor,
the manufacturer's representative of the sealant, and a representative of the Engineer.
The procedures for the installation and quality control of the materials and
installation shall be reviewed at the conference.
JOINTS:
A.
Joint tolerances and design shall be as shown on the Details. Where joint
dimensions and tolerances recommended by the sealant manufacturer are more
07900-8- SEALANTS
restrictive than those specified herein, or shown on the Details, they shall be
submitted to the Engineer for review prior to installation.
3.04
B.
Joint widths are shown on the Details. Where joint width varies, correct as directed
by the Engineer to conform to the requirements shown on the Drawings or specified
herein.
C.
Where joint depth exceeds that specified herein, fill with material specified for the
particular compound to provide proper depth.
LOCATION OF SEALANTS:
A.
3.05
Seal all joints in the exterior insulation and finish system (EIFS) walls around
window and door perimeters and at other locations as indicated on the Drawings and
specified herein to provide a complete watertight and airtight installation.
PREPARATORY WORK:
A.
Concrete:
1.
All surfaces in contact with sealant shall be dry, sound, and free from dust or
other contaminants. Use solvent to remove oil and grease, wiping the
surfaces with clean rags. Use only materials recommended by sealant
manufacturer. All joints to receive the sealant shall be cleaned by grinding
and cleaning by wire-brushing. Wire-brushing shall remove all laitance and
other unsound contaminants from the surfaces where the sealant will bond
and leave the surface with a sandpaper texture. Where backup is required,
insert the approved backup material in the joint cavity to the depth required.
Use a gage tool to install the backup material to the depth specified.
07900-9- SEALANTS
B.
Metal Surfaces:
1.
C.
EIFS Base Coat Surfaces or Accessory Surfaces:
1.
3.06
All metal surfaces in contact with the sealant shall be dry and free from dust,
grease, oil, solvents, or other contaminants. Wipe clean with a clean, dry
cloth. When surface cannot be cleaned by wiping with a clean, dry cloth,
clean with detergent, as recommended by the manufacturer.
All surfaces in contact with sealant shall be dry, sound, clean and frost-free
before installing sealant. To remove all dust and loose particles, blow joints
with oil-free compressed air. Surface of accessories shall be free of EIFS
basecoat and/or weather barrier residue.
PRIMING:
A.
In addition to the specified surface-preparation steps, all surfaces except in caulk
trays shall receive a primer prior to the application of the sealant. If, in the opinion
of the sealant manufacturer, surfaces are weak or contaminated, he shall recommend
to the Engineer measures that will insure the bond and performance of the sealant.
B.
Primers must be applied in the following steps (before installation of the backer rod
and sealant):
1.
Primers cannot be removed by solvents. Therefore, surfaces adjacent to all
joints shall be masked or taped.
2.
Pour primer only into clean container. Do not pour more than a ten-minute
supply into the container.
3.
On non-porous surfaces, dip a clean, dry, lint-free cloth into the primer and
gently wipe a thin film onto the surface. For porous surface, apply the
primer with a clean brush.
4.
Apply primer in a thin layer to avoid forming a white film on the surface.
Where the primer is applied too thick and a white film appears, wipe clean
with a dry, lint-free cloth.
5.
Allow primer to dry. Surfaces shall be sealed the same day that they are
primed.
07900-10- SEALANTS
3.07
3.08
INSTALLATION OF JOINT FILLER:
A.
Joints where a backup is required shall be packed with a joint-filler rod to yield a
joint of the required depth.
B.
Use only the backup material and filler recommended by the manufacturer of the
sealant and approved by the Engineer for the particular installation. When
compressing the backup of tube or rod stock, avoid lengthwise stretching of the
material. Do not twist or braid rod backup stock. Where backup material is
required, set backup material to the required depth with a gage.
INSTALLATION OF SEALANT:
A.
Install all sealants in strict accordance with manufacturer's printed instructions. It is
critical that the sealant completely fills the entire joint and firmly contacts or "wets"
all substrate surfaces.
B.
Apply sealant compound with gun having proper size nozzle.
C.
Use sufficient pressure to fill all voids and joints solid to the depth specified, and
then engage the compound and "wet" all sides of joint. A superficial skin or fillet
bead will not be acceptable.
D.
REMOVE EXCESS COMPOUND, AND LEAVE SURFACES NEAT, SMOOTH,
AND CLEAN. Joints shall be even and uniform in appearance and shall be
watertight. Tool surface to produce good contact, to increase density, and to
improve appearance. Use masking tape to insure a neat appearance where required,
mask only the protected area, and remove tape before sealant begins to cure.
E.
Apply sealant compound in a continuous operation, horizontally in one direction
and vertically from the bottom to the top.
F.
At completion, all sealed or caulked surfaces shall present a neat appearance and all
surrounding surfaces shall be left in a clean condition.
G.
Cure sealant materials in accordance with manufacturer's printed instructions to
obtain high early bond strength, internal cohesive strength, and surface durability.
07900-11- SEALANTS
3.09
FIELD ADHESIVE TEST
A.
Perform two field adhesion tests during each day that sealants are installed to detect
field problems such as inadequate cleaning, improper primer, poor applications, or
other field problems that affect adhesion. Perform tests on the site at locations
selected by the Engineer after the sealant has fully cured (usually 14 to 21 days).
B.
Field adhesion test on a vertical joint shall be performed as follows:
C.
3.10
Make knife cut horizontally from one side of the joint to other.
2.
Make two vertical cuts (from the horizontal cut) approximately 2 inches
long, at the sides of the joint.
3.
Place a 1-inch mark on the sealant tab.
4.
Grasp the 2-inch piece of sealant firmly just beyond the 1-inch mark and pull
at a 90o angle. Hold a ruler along side the sealant.
5.
If the 1-inch mark on the sealant can be pulled 3 inches to the 4-inch mark
on the ruler (300 percent elongation) and held with no failure of sealant, the
sealant will perform in a joint designed for +100 percent/-50 percent
movement.
Repair of sealant in adhesion test area: Sealant shall be replaced in test area by
applying more sealant in the same manner it was originally installed. Care should
be taken to assure that the new sealant is in contact with the original and the original
sealant surfaces are clean so that good bond between the new and old sealant will be
obtained.
CLEAN UP:
A.
3.11
1.
Upon completion of work, remove all boxes, cartridges, and other debris. Clean
sealant spillage from all adjacent surfaces.
WORKMANSHIP:
A.
Remove and replace any sealant joint that does not meet the requirements of these
specifications at no additional cost to the Owner.
END OF SECTION
09250-1 – INTERIOR GYPSUM WALL BOARD AND FINISHES
SECTION 09250
INTERIOR GYPSUM WALL BOARD AND FINISHES
PART 1 - GENERAL
1.01
SECTION INCLUDES:
A.
1.02
Work of this section includes furnishing all labor, materials, equipment and other
services necessary to complete the following work:
1.
Installation of all necessary components to achieve a complete and finished
installation, including but not limited to fasteners, tape, joint compound,
corner beads, etc.
2.
Contractor shall finish gypsum surfaces to the point that they are primed and
ready to receive paint coating. Owner shall be responsible for application of
texture, paint coatings, and wallpaper.
3.
Install new or re-install existing window sill molding and other finish trim to
match existing.
RELATED SECTIONS:
Painting (Section 09900)
1.03
QUALITY ASSURANCE:
A.
References: Some products and executions are specified in this Section by reference
abbreviations used):
The American Society for Testing and Materials
Gypsum Association
Underwriters' Laboratories
B.
(ASTM)
(GA)
(UL)
Standard References: The following specifications form a part of this Section
except where modified specifically otherwise:
1.
2.
ASTM C1177 - “Glass Mat Gypsum Substrate for Use as Sheathing”
ASTM C79 - "Gypsum Sheathing Board"
C.
Manufacturer:
1.
Source: Products for use on this Project shall be one manufacturer unless
noted specifically otherwise herein.
D.
Qualifications of Installers: Use adequate numbers of skilled workmen who are
thoroughly trained and experienced in the necessary crafts and who are completely
familiar with the specified requirements and the methods needed for proper
performance of the work of this Section.
E.
Regulatory Agencies:
1.
Underwriters' Laboratories:
a.
1.04
SUBMITTALS:
A.
Product Data:
1.
B.
Submit manufacturer's printed instructions for installing gypsum sheathing
construction.
A.
1.06
Submit manufacturer's technical and physical data on gypsum sheathing
systems required in this Section.
Manufacturer's Data For Use In Construction Administration:
1.
1.05
Submit (in triplicate) UL Listing of materials and assemblies
proposed for providing fire-rated assemblies required for the work of
this Section.
Delivery and Storage:
1.
Deliver products in original wrapping and containers, with labels intact.
2.
Store gypsum products as recommended by manufacturer to prevent damage
and wetting.
3.
Store metal trim in a dry location free from physical abuse.
PROTECTION: Use all means necessary to protect materials of this Section before, during,
and after installation and to protect installed work and materials of all other trades.
1.07
REPLACEMENTS: In the event of damage, immediately make all repairs and
replacements necessary for the approval of the Engineer and at no additional cost to the
Owner.
PART 2 – PRODUCTS
2.01
MATERIALS:
A.
Interior Gypsum Wall Board:
1.
B.
Interior Gypsum Ceiling Board:
1.
2.02
Interior gypsum wall board shall be 5/8 inch, type X (special fire resistant)
gypsum wall board, designed for use on interior wall applications. Wall
board shall be manufactured by Georgia-Pacific or USG. Gypsum wall
board shall conform to physical requirements of ASTM C 36.
Interior gypsum ceiling board shall be 5/8 inch, type X (special fire resistant)
gypsum wall board, designed for use on interior ceiling applications to
provide high strength and sag resistance. Wall board shall be manufactured
by Georgia-Pacific or USG. Gypsum wall board shall conform to physical
requirements of ASTM C 36.
ACCESSORIES:
A.
Screw Fasteners
1.
5/8 inch gypsum soffit and ceiling board: galvanized, 11 gauge 7/16 inch
bugle head, 1-¾ inch long or as recommended by the gypsum panel
manufacturer to suit the requirements.
2.
Fastener spacing
recommendations.
in
accordance
with
sheathing
manufacturer’s
3.01
SURFACE CONDITIONS:
A.
Examination: Prior to installation of the work of this Section, carefully inspect the
installed work of all other trades and verify that all such work is complete to the
point where this installation may properly commence. Verify that gypsum sheathing
may be installed in strict accordance with all pertinent codes and regulations and the
manufacturers' recommendations, as approved by the Engineer.
3.02
3.03
B.
Framing system to which gypsum attaches should be properly anchored to structural
elements, straight and true. Notify the Engineer of any discrepancies in the framing
system prior to installing sheathing.
C.
Discrepancies: Do not install gypsum sheathing until all unsatisfactory conditions
have been corrected.
GENERAL REQUIREMENTS FOR INSTALLATION OF GYPSUM SHEATHING:
A.
All ends and edges of all gypsum sheathing shall occur over supporting members.
To minimize end joints, use wallboard of maximum practical lengths. Boards shall
be brought into contact, but shall not be forced into place. Where ends or edges
abut, they shall be neatly fitted.
B.
End joints on vertical surfaces shall be staggered except where ends abut existing
construction. Joints on opposite sides of partitions shall be arranged so as to occur
on different studs. Joint layout at openings shall be made so that no end joints will
align with edges of openings.
C.
Unless otherwise noted, all gypsum wallboard shall extend to and abut sheathing
above and structure below.
ARCHITECTURAL FINISHES:
A.
Gypsum board shall be as specified herein. Provide types and sizes of fasteners as
recommended by manufacturer for applications shown. Joint tape to comply with
ASTM C-4475. Provide premixed rapid curing joint compound as recommended
by manufacturer. Provide trim accessories as required for applications shown
from galvanized steel. All finish sanding shall be wet sanded to prevent airborne
dust. Comply with the requirements of ANA A97.1 “Standard Specifications for
Application and Finishing of Wallboard.”
B.
Finish gypsum board to achieve a Level 4 finish as defined in “Recommended
Levels of Gypsum Board Finish.”
1.
C.
Level 4 requires joints and interior angles to have tape embedded in joint
compound, two separate coats of joint compound over all flat joints, and
one separate coat over all interior angles. Fastener heads and accessories
are covered with three separate coats of joint compound. Joint compound
should be smooth and free of tool marks and ridges, and the gypsum board
should be free of excess joint compound.
Painting/Wall Cover: Owner shall be responsible for application of texture, paint
and all wall coverings.
3.04
D.
Window Sill Stool Moldings: Where existing window sill stool molding is
removed, salvage where possible for reuse. Properly identify and store to prevent
damage. If damage occurs during removal process or new window system
prevents reuse, install new stool molding to match type and size of existing
molding.
E.
Finish Carpentry: Install new trim, baseboard, shoe molding, etc. to match
existing. Sand, caulk and prime ready to receive finish painting by Owner.
PRIMING:
A.
3.05
CLEANING UP:
A.
3.06
Contractor shall apply one coat of primer on all new gypsum board surfaces
following finishing as specified in Section 09900.
Use all necessary care during execution of this portion of the work to prevent
scattering of gypsum wallboard scraps and dust and to prevent tracking of joint and
finishing compound onto floor surfaces. At completion of each segment of
installation, promptly pick up and remove from the working area all scraps, debris,
and surplus material of this Section.
WORKMANSHIP:
A.
Work which does not conform to specified requirements, including tolerances and
finishes, shall be corrected and/or replaced as directed by Engineer at Contractor's
expense, without extension of time therefor. Contractor shall also be responsible for
cost of corrections to any work affected by or resulting from correction to work of
this Section.
END OF SECTION
09900-1- PAINTING
SECTION 09900
PAINTING
PART 1 - GENERAL
1.01
WORK INCLUDED:
A.
Furnish all materials, labor and equipment to provide painting of the following as
designated on the Drawings:
1.
Prime new interior wall board to be ready for paint.
2.
Prime new interior wood trim at window and door locations, as needed, to
be ready for paint.
3.
Spot clean and prime corroded areas of existing light gage metal members
including, but not limited to, vertical studs, vertical channels and horizontal
channels/beams.
1.02
DEFINITIONS: “Paint” (as used in this section) means all coating systems and materials
(including primers, emulsions, enamels, sealers, fillers and other materials) used as prime,
intermediate and finish coats.
1.03
SUBMITTALS:
A.
List of Materials:
1.
Submit list of all materials proposed for use for work of this section,
including manufacturer’s name, brand name, and catalog number.
B.
Submit manufacturer’s printed product data on each material proposed for use for
work of this section. Product data shall state technical, physical and performance
data; recommended sealers and prime coats; recommended intermediate and finish
coats; recommended dry-film thickness per coat; solids by volume; and coverage
per gallon per thickness (dry film).
C.
Submit manufacturer’s printed instructions for surface preparation, cleaning,
application, and drying time for products for use in work of this section.
D.
Samples:
1.
Contractor shall submit a set of color selection chips for Owner’s use in
selecting colors where existing color match is not required.
09900-2- PAINTING
1.04
1.05
1.06
2.
Contractor shall submit samples of paints, stains and other finishes on like
substrate for Owner’s approval of colors.
3.
Before any work is performed at the site, Owner will furnish Contractor with
approved colors from color chips submitted.
DELIVERY, STORAGE AND HANDLING:
A.
Materials shall be delivered to project site in manufacturer’s original sealed
packages, with labels intact and legible, and with seals unbroken.
B.
Protect walls, equipment and other building surfaces from paint and from damage.
Remove any splatter or spillage.
ENVIRONMENTAL CONDITIONS:
A.
No work shall be performed under conditions which are unsuitable for production of
good results.
B.
Do not apply paint when temperatures of substrates or of ambient air are below 50°F
or when surface temperatures exceed 120°F.
C.
Do not apply paint in space where dust is being generated that would speck finish or
apply paint on exterior in damp, rainy weather. Do not paint when relative humidity
is above 90%.
PROTECTION:
A.
Provide ample protection for and take particular care to protect adjoining surfaces,
equipment, hardware, fixtures and materials of all kinds.
B.
Scaffolding and staging required for the proper execution of the work shall be
erected, maintained, and removed by the Contractor in a safe and careful manner
using ladders or metal staging as required. Extreme care shall be taken in fastening,
bracing, and handling the staging or scaffolding to avoid scratching or damaging
interior walls, windows, floors, furnishings or exterior walls, gutters, downspouts,
roof surfaces or equipment, etc.
PART 2 - PRODUCTS
09900-3- PAINTING
2.01
ACCEPTABLE MANUFACTURERS:
A.
Approved Manufacturer: Except as specified otherwise, brand name products of
Sherwin-Williams are named herein to establish quality and design standards for
painting materials.
B.
Other Acceptable Manufacturers:
1.
2.
3.
4.
5.
2.02
Benjamin Moore & Co.
Duron Paints & Wallcoverings
MAB Paints
ICI Dulux Paints
Rustoleum (Cold Galvanizing Compound – for metal studs and tracks only)
MATERIALS:
A.
Material Quality: Provide best quality grade of various types of coatings as
regularly manufactured by acceptable paint materials manufacturers. Materials not
displaying manufacturer’s identification as a standard, best-grade product will not be
acceptable.
B.
Color Pigments: Pure, non-fading, applicable types to suit substrates and service
indicated.
C.
Primer: As recommended by paint manufacturer.
PART 3 - EXECUTION
3.01
INSPECTION:
A.
Contractor must examine areas and conditions under which painting and staining
work is to be applied and notify Owner’s Representative in writing of conditions
detrimental to proper and timely completion of work. Do not proceed with work
until unsatisfactory conditions have been corrected in a manner acceptable to
Contractor and Owner’s Representative.
B.
Starting of painting and staining work will be construed as Contractor’s acceptance
of surfaces and conditions within any particular area.
C.
Do not paint over dirt, rust, scale, grease, moisture, scuffed surfaces, or conditions
otherwise detrimental to formation of a durable paint film.
D.
Allow proper cure of newly installed sealant prior to installing specified primer.
09900-4- PAINTING
3.02
3.03
SURFACE PREPARATION:
A.
General: Perform preparation and cleaning procedures in accordance with paint and
stain manufacturer’s instructions and as herein specified, for each particular
substrate condition.
B.
Steel: Clean steel surfaces to be painted of dirt, oil, or other foreign substances with
scrapers, mineral spirits, and sandpaper as required. (See Section 05120 for
structural steel primers).
C.
Mix and prepare painting materials in accordance with manufacturer’s directions.
D.
Maintain containers used in mixing and application of paint in a clean condition,
free of foreign materials and residue.
E.
Stir materials before application to produce a mixture of uniform density and stir as
required during application. Do not stir surface film into material. Remove film,
and if necessary, strain material before using.
APPLICATION:
A.
B.
General: Apply paint to include primers, number of coats, and coat thicknesses, in
accordance with manufacturer’s directions. Use applicators and techniques best
suited for substrate and type of material being applied.
1.
Provide finish coats which are compatible with prime paints used.
2.
Apply additional coats when undercoats, stains or other conditions show
through final coat of paint, until paint film is of uniform finish, color and
appearance. Give special attention to insure that surfaces, including edges
and corners, receive a dry film thickness equivalent to that of flat surfaces.
Minimum Coating Thickness: Apply materials at not less than manufacturer’s
recommended spreading rate to establish a total dry film thickness as indicated, or,
if not indicated, as recommended by coating manufacturer.
09900-5- PAINTING
3.04
CLEAN-UP AND PROTECTION:
A.
Clean-up: During progress of work, remove from site discarded paint materials,
rubbish, cans and rags at end of each work day.
B.
Upon completion of painting work, clean window glass and other paint-splattered
surfaces. Remove splattered paint by proper methods of washing and scraping,
using care not to scratch or otherwise damage finished surfaces.
END OF SECTION
REPORT OF
GEOTECHNICAL EXPLORATION
Yachtsman Resort
S&ME Project No. 1463-15-009
Prepared For:
6726 Netherlands Drive Suite 1100
Prepared By:
1330 Highway 501 Business
Conway, South Carolina 29526
March 19, 2015
Report of Geotechnical Exploration
Yachtsman Resort – Myrtle Beach, South Carolina
March 19, 2015
TABLE OF CONTENTS
EXECUTIVE SUMMARY .............................................................................................. 1
1. INTRODUCTION ..................................................................................................... 2
2. SITE AND PROJECT DESCRIPTION .................................................................. 2
2.1 Site Location ....................................................................................................... 2
2.2 Project Description.............................................................................................. 2
2.3 Design Data ......................................................................................................... 2
3. EXPLORATION PROGRAM ................................................................................. 2
3.1 Field Exploration ................................................................................................ 2
3.2 Laboratory Testing .............................................................................................. 3
4. SITE AND SURFACE CONDITIONS .................................................................... 4
4.1 Topography ......................................................................................................... 4
4.2 Ground Cover...................................................................................................... 4
5. SUBSURFACE CONDITIONS ................................................................................ 4
5.1 Regional and Local Geology .............................................................................. 4
5.2 Interpreted Subsurface Profiles ........................................................................... 4
5.3 Soil Stratigraphy ................................................................................................. 5
5.3.1 Asphaltic Concrete ................................................................................ 5
5.3.2 Aggregate Base Course ......................................................................... 5
5.3.3 Stratum I: Upper Sands.......................................................................... 5
5.3.4 Stratum II: Bear Bluff Formation .......................................................... 5
5.4 Subsurface Water ................................................................................................ 6
6. CONCLUSIONS AND RECOMMENDATIONS .................................................. 6
6.1 Seismic Considerations ....................................................................................... 6
6.2 Site Preparation ................................................................................................... 7
6.3 Fill Placement and Compaction .......................................................................... 8
6.4 Augered Cast-in-Place Reinforced Concrete Piles (ACPs) ................................ 9
6.4.1 ACP Capacities ...................................................................................... 9
6.4.2 Difficult Drilling Conditions and Auger Refusal ................................ 10
6.4.3 ACP Capacity Reductions and Group Effects, Group Uplift .............. 11
6.4.4 Lateral Pile Reactions for Assumed Loads .......................................... 11
6.4.5 Settlement of Auger Cast Piles and Pile Groups ................................. 13
6.4.6 Auger Cast Pile Construction and Testing Protocol ............................ 13
6.4.7 Lateral Earth Pressures for Below-Grade Structures ........................... 15
7. LIMITATIONS OF REPORT................................................................................ 16
i
March 19, 2015
List of Appendices & Figures
APPENDIX A – Maps & Figures
FIGURE 1: SITE VICINITY MAP
FIGURE 2: TEST LOCATION SKETCH
FIGURE 3: SUBSURFACE PROFILE A-A’
APPENDIX B – Exploration Data
SUMMARY OF EXPLORATION PROCEDURES
SOIL CLASSIFICATION CHART
SPT BORING LOGS
APPENDIX C – Laboratory Soil Test Data
SUMMARY OF LABORATORY TEST PROCEDURES
LABORATORY TEST RESULTS
APPENDIX D – L-Pile Results
L-PILE RESULTS
ii
March 19, 2015
EXECUTIVE SUMMARY
For your convenience, this report is summarized in outline form below. This brief
summary should not be used for design or construction purposes without reviewing the
more detailed information presented in the remainder of this report.
1. Subsurface Conditions: At our boring locations, sandy soils were encountered to a
depth of approximately 33 feet. Beneath 33 feet, sandy silts and silty sands of the
Bear Bluff Formation were encountered to our deepest exploration depth of 45 feet.
2. Water Level Measurements: At the time of borings, subsurface water was
measured to range from about 3.2 to 6.3 feet below the ground surface. After 24
hours, stabilized water levels were measured to range from about 6.5 to 10 feet below
the ground surface. Water levels at this site, which is immediately adjacent to the
Atlantic Ocean, may fluctuate with tidal variations.
3. Auger-Cast Pile Foundations: Due to the relatively large uplift loads involved in the
project, uplift is likely to govern the foundation design rather than the axial
download; therefore, we recommend that 18-inch diameter augered, cast-in-place,
reinforced concrete piles be extended to a depth of 40 feet below the existing ground
surface, bearing in the hard Bear Bluff Formation silty soils. This will involve a
penetration of approximately 7 feet into the hard soils, which we believe is unlikely to
be achievable by any driven pile due to likely early refusal on thin cemented lenses
embedded within the lower silty soils but above a depth of 40 feet.
A drilled pile that is advanced using reinforced cutting teeth should be able to
advance to the desired penetration depth, since our drill rig (using a tri-cone roller bit)
was able to advance through these materials. However, slow augering should be
expected to occur within the bottom approximately 7 feet of the pile advancement,
and the contractor should be prepared to spend extra time advancing the piles by
grinding into these materials. The majority of the pile support capacity is realized in
the bottom 7 feet.
You may wish to consider requiring an uplift (tension) pile static load test, which
would allow you to utilize an allowable single pile capacity that assumes a factor of
safety of 2 against the estimated ultimate capacity. We have also provided an uplift
capacity using a factor of safety of 3 against the estimated ultimate capacity, in the
event that an uplift static load test is not specified.
1
1.
March 19, 2015
INTRODUCTION
The purpose of this exploration was to evaluate subsurface conditions adjacent to the
existing building structure footprint as they relate to installation of an upfit of lateral
bracing around the perimeter of the building. This report describes our understanding of
the project, presents the results of the field exploration and laboratory testing, and
discusses our conclusions and recommendations.
A sketch showing the approximate test locations is included in Appendix A. Appendix B
includes a discussion of the field exploration procedures and the SPT boring logs.
Appendix C contains the results of the laboratory testing.
2.
SITE AND PROJECT DESCRIPTION
Initial project information was provided via email correspondence between Kent
Yarborough (SKA) and Josh Jordan (S&ME) on February 17, 2015. Additional email
correspondence provided on February 18, 2015 included structural loading information
developed by SKA.
2.1
Site Location
The project site is located at 1304 North Ocean Boulevard in Myrtle Beach, South
Carolina. A Site Vicinity Map is included in Appendix A as Figure 1.
2.2
Project Description
We understand that construction will include the installation of lateral bracing around the
perimeter of the existing Yachtsman building.
2.3
Design Data
Structural loading information was provided to us by Kent Yarborough. We understand
that along the ends of the building, static loads are expected to be approximately 50 kips
axial download, with transient wind loads of up to 650 kips downward, and 500 kips in
uplift. Along the ocean side of the building, we understand that the static loading is
expected to be 125 kips, with transient wind loads of up to 250 kips downward and
similar in uplift.
We should be contacted if these design loads are revised, because it may result in changes
to our geotechnical recommendations.
3.
EXPLORATION PROGRAM
This section describes the field exploration and laboratory testing program.
3.1
Field Exploration
During the months of February and March, 2015, representatives of S&ME, Inc. visited
the site. Using the information provided, we performed the following tasks:
2
March 19, 2015
1. We performed a site walkover, observing general features of topography, existing
structures, ground cover, and surface materials at the project site.
2. We explored the subsurface soils at four (4) discrete test locations. See Figure 2 in
Appendix A for the approximate test locations. The following briefly outlines our
exploration procedures for this site:

We established four standard penetration test (SPT) boring locations (B-1
through B-4) at the site using the existing structure as a landmark.

We advanced each boring to a depth of 45 feet below the existing ground
surface.

The subsurface water level at each test location was measured in the field at
the time of our field work and after 24 hours had elapsed.
3. The soil classifications resulting from our exploration are presented on the SPT
boring logs included in Appendix B. Similar soils were grouped into representative
strata on the logs. The strata contact lines represent approximate boundaries between
soil types. The actual transitions between soil types in the field are likely more
gradual in both the vertical and horizontal directions than those which are indicated
on the logs.
For a more complete description of the field exploration procedures used, please see the
“Summary of Exploration Procedures” attached in Appendix B.
3.2
Laboratory Testing
After the recovered soil samples were brought to our laboratory, a geotechnical professional
examined and/or tested each sample to estimate its distribution of grain sizes, plasticity,
organic content, moisture condition, color, presence of lenses and seams, and apparent
geologic origin in general accordance with ASTM D 2488, “Standard Practice for
Description and Identification of Soils (Visual-Manual Procedure)”. The resulting
classifications are presented on the boring logs included in Appendix B. Similar soils
were grouped into representative strata on the logs.
We performed the following quantitative ASTM-standardized laboratory tests on several
split-spoon samples to help classify the soil and formulate our conclusions and
recommendations. The laboratory tests performed included the following:

Three samples tested in general accordance with ASTM D 2216, “Standard Test
Methods for Laboratory Determination of Water (Moisture) Content of Soil and
Rock by Mass”, to measure the in situ moisture content of the soil.

Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils”, to measure
the plastic behavior of the soil.

Method for Particle-Size Analysis of Soils”, without the hydrometer portion, to
characterize the grain size distribution of the soil.
3

March 19, 2015
Methods for Amount of Material in Soils Finer than No. 200 (75-μm) Sieve”, to
measure the percent clay and silt fraction.
The laboratory data sheets and a brief description of the procedures used for the above
listed laboratory tests are attached to this report in Appendix C.
4.
SITE AND SURFACE CONDITIONS
This section of the report describes the general site and surface conditions observed at the
time of our exploration.
4.1
Topography
A site-specific topographic map was not provided to us; however, based on visual
observation, elevation change across the site appears to be less than about 5 feet. It was
beyond the scope of our exploration to survey the ground surface elevations at our test
locations; therefore, ground surface elevations are not reflected on the boring logs and
cross-sectional soil profiles attached in the appendices.
4.2
Ground Cover
The site included an existing hotel building with associated asphalt pavements and
landscaped areas. Approximately 2 inches of asphalt, overlying approximately 4 inches
of base course was observed at each of our test locations, which were all conducted in the
existing pavement areas of the site.
5.
SUBSURFACE CONDITIONS
The generalized subsurface conditions observed at the site are described below. For more
detailed descriptions and stratifications at a test location, the respective boring logs
should be reviewed in Appendix B.
5.1
Regional and Local Geology
The site is located in the Coastal Plain Physiographic Region of South Carolina. This
area is dominated topographically by a series of relic beach terraces, which progressively
increase in surface altitude as they proceed inland. These terraces have been extensively
mapped and correlated over wide areas. A review of local geologic mapping indicates
that surface soils penetrated in our borings represent a part of the Socastee Formation,
consisting of recent marine deposits laid down approximately 200,000 years ago.
Beneath the Socastee Formation, geologic mapping and soils encountered within borings
indicate the Bear Bluff Formation. These are late Pliocene-age materials that were laid
down approximately 1.8 to 2.4 million years ago, and exhibit strong interparticle
cementation effects.
5.2
Interpreted Subsurface Profiles
One subsurface cross-sectional profile of the site soils is attached in Appendix A as
Figure 3. The cross-section orientation in plan view is shown on Figure 2. The strata
4
March 19, 2015
indicated in the profile are characterized in the following section. Note that the profile is
not to scale. The subsurface profile was prepared for illustrative purposes only.
Subsurface stratifications may be more gradual than indicated, and conditions may vary
between test locations.
Soils encountered by each of the test borings presented on the profile were grouped into
two general strata based on estimated physical properties derived from subsurface data
and the recovered soil samples. The strata encountered are labeled I and II on the soil
profile to allow their properties to be systematically described.
5.3
Soil Stratigraphy
This section describes the subsurface soil conditions observed at our test locations.
5.3.1 Asphaltic Concrete
Asphaltic concrete was encountered at the ground surface at all four borings. At each of
these locations, the asphalt thickness was measured to be approximately 2 inches.
5.3.2 Aggregate Base Course
Beneath the asphalt pavements in all four borings, aggregate base course materials were
encountered. The aggregate base course thickness was approximately 4 inches.
5.3.3 Stratum I: Upper Sands
Underlying the pavement and extending to a depth of about 33 feet, the soils consisted
primarily of poorly graded sands (SP), with a few zones of poorly graded sands with silt
(SP-SM) or silty sands (SM) near the ground surface, which could represent some
previously placed fill that was used during the original construction of the Yachtsman,
and a seam of clayey sand (SC) near the bottom of this stratum in one of our borings
(B-1) located just above the transition into the Bear Bluff Formation below. These soils
were moist to wet where located above the ground water level and were saturated where
located below the water table. Coloration was primarily tan and gray.
These soils exhibited SPT N-values ranging from 2 to 31 blows per foot (bpf), indicating
relative densities ranging from very loose to dense. Typical values ranged from about 5
to 10 bpf in the upper 15 feet, indicating a loose condition, and from about 15 to 20 bpf
between depths of 15 to 30 feet, indicating a medium dense condition.
Laboratory testing performed on two samples obtained from our borings indicated natural
moisture contents ranging from 19.5 percent to 23.3 percent and fines contents ranging
from 3.3 percent to 27.7 percent. Atterberg limits testing indicated one sample of clayey
sand to have a plasticity index of 13 percent with a corresponding liquid limit of 27
percent. The other sample (of sand) was measured to be non-plastic.
5.3.4 Stratum II: Bear Bluff Formation
Beginning at a depth of about 33 feet and extending to the termination depth of 45 feet in
each boring, soils consisted of sandy silts (ML), silty sands (SM), and poorly graded
sands with silt (SP-SM). These soils were saturated, and coloration was gray.
5
March 19, 2015
These soils exhibited SPT N-values ranging from 9 bpf to greater than 100 blows per foot
(bpf), indicating a stiff to very hard consistency within the cohesive soils. N-value
measurements of 23 bpf and 60 bpf within the granular soil layers are indicative of
medium dense to very dense conditions. Several cemented lenses were encountered
during drilling, which required grinding with a tri-cone roller bit to advance through. The
following table summarizes the cemented lenses encountered in the borings:
Table 1: Summary of Cemented Lenses encountered in Soil Borings
Boring No.
Depth Cemented
Lens was
Encountered (feet)
Approx. Thickness
of Cemented Lens
(feet)
Time to advance through
the lens with
Tri-Cone Roller Bit
(minutes)
B-1
B-1
B-2
B-2
B-3
B-4
B-4
36
41
33
41
41
35
40
2
1
<1
2
<1
<1
<1
10
2
2
3
3
2
2
Laboratory testing performed on a sample obtained from boring B-2 at a depth of 43.5
feet to 45 feet indicated a natural moisture content of 23.2 percent and a fines content of
11.7 percent. Atterberg limits testing indicated this sample to be non-plastic.
5.4
Subsurface Water
At the time of drilling, subsurface water was measured to range from approximately 3.2
to 6.3 feet below the ground surface in our borings. We returned to the site after 24 hours
and measured stabilized water levels to range from 6.5 to 10 feet below the ground
surface. Also, cave-in had occurred at boring B-4 at a depth of 10 feet after 24 hours.
Subsurface water levels may fluctuate seasonally at the site, being influenced by rainfall
variation, tidal effects, and other factors. Site construction activities can also influence
water elevations.
6.
CONCLUSIONS AND RECOMMENDATIONS
The conclusions and recommendations included in this section are based on the project
information outlined previously and the data obtained during our exploration. If the
construction scope is altered, if the proposed building upfit location is changed, if either
the structural or civil design information is revised, or if conditions are encountered
during construction that differ from those encountered, then S&ME, Inc. should be
retained to review the following recommendations based upon the new information and
make any necessary changes.
6.1
Seismic Considerations
It was beyond the scope of our services to perform a seismic site classification or an indepth liquefaction analysis of the soil profile at this site; however, the presence of loose,
saturated sands particularly within the upper 15 to 20 feet of the soil profile make it likely
6
March 19, 2015
that some liquefaction of these soils could occur during seismic shaking; therefore, the
use of shallow foundations to support the structure is not recommended. It is our opinion
that the proposed lateral bracing upfits should be supported on augered, cast-in-place,
reinforced concrete piles, which can be socketed into the non-liquefiable soils of Stratum
II a sufficient distance to provide adequate uplift capacity to accommodate the structural
loads that you provided. This recommendation is based upon the severe risk of
consequential structural damage associated with volumetric settlement, loss of foundation
bearing capacity, and ground surface rupture during an earthquake that could occur if
shallow foundations are used (or if piles/piers are used that terminate within the
potentially liquefiable soils of Stratum I).
6.2
Site Preparation
The following recommendations are provided regarding site preparation and earthwork:
1. Strip surface vegetation and topsoil, where encountered, and dispose of outside
the building footprint.
2. After the stripping operation is complete and site drainage has been established,
the stripped surface in areas to receive fill should be densified with a heavy roller
prior to placement of new fill, due to the presently loose condition of the sandy
soils at the surface and within the upper few feet of the soil profile. Moisture
conditioning by the addition of water should be expected to be required prior to
densification. Prior to any new fill placement, the stripped surface should be
densified to at least 95 percent of the modified Proctor maximum dry density to a
depth of at least 8 inches.
3. Following densification, the densified surface should be proofrolled under the
observation of the geotechnical engineer (S&ME) by making repeated passes with
a fully-loaded dump truck, if it is feasible for a truck to enter the construction
area. The proofrolling should be conducted only during dry weather. Areas of
rutting or pumping soils indicated by the proofroll may require selective
undercutting or further stabilization prior to any new fill placement or slab or
pavement construction, as determined by the geotechnical engineer.
4. Place fill in accordance with Section 6.3 below. Once final design soil subgrade
elevation has been achieved, all subgrade soil surfaces should be proofrolled by
the contractor under the observation of an S&ME representative, if it is feasible
for a truck to enter the construction area. Proofrolling should be performed by
making several passes with a fully-loaded dump truck or water truck, or similar
high ground pressure equipment. The proofrolling should be conducted only
during dry weather. Areas of rutting or pumping soils indicated by the proofroll
may require selective undercutting or further stabilization prior to base course
construction, as determined by the Geotechnical Engineer.
7
March 19, 2015
6.3
Fill Placement and Compaction
Where fill soils are to be placed on this project site, the following recommendations
apply:
1. It is recommended that any fill soils that are used for structural fill meet the
following minimum requirements: plasticity index of 6 percent or less; clay/silt
fines content of not greater than 12 percent by weight.
a) The soils observed within our borings generally appear to meet these criteria,
and are therefore likely to be suitable for re-use as structural fill. However, it
is important to note that sands borrowed from below the water table are likely
to be saturated at the time they are borrowed. The native sands appear to be
relatively well-draining materials, so we expect that this soil would release a
significant amount of excess water if stockpiled and allowed to drain. Some
moisture conditioning should still be expected to be needed in order to reach
the optimum range for fill soil compaction.
b) Natural moisture content of any imported fill soils should be within plus or
minus 3 percent of the optimum moisture content at the time of delivery. Fill
soils outside of this moisture range may need to be moisture conditioned prior
to compaction.
c) Acceptable fill materials include soils from the following ASTM soil
classifications: SW, SP, SW-SM, SP-SM, SW-SC, or SP-SC. The contractor
should sample each fill material that they propose to use and submit it to the
Geotechnical Engineer for determination of its suitability, and measurement of
the maximum dry density, optimum moisture content, and natural moisture
content.
2. Structural fill placed in building and pavement areas should be compacted to at
least 95 percent of the maximum dry density as defined by ASTM D1557-09
“Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))” (ASTM D 1557).
a) Compacted soils must not exhibit pumping or rutting under equipment traffic.
b) Loose lifts of fill should be no more than 8 inches in thickness prior to
compaction (limited to 4 inches if using small, hand-operated equipment such
as a walk-behind vibrating plate tamp or pneumatic “jumping jack” tamp).
c) Structural fill should extend at least 5 feet laterally beyond the edge of
buildings, foundations, and pavements before being allowed to exhibit a lesser
degree of compaction.
d) In non-structural fill areas only, such as in landscaped areas that are located at
least 5 feet outside the footprint of buildings, foundations, and pavements fill
8
March 19, 2015
should be compacted to at least 90 percent of the maximum dry density by the
Modified Proctor criterion (ASTM D 1557).
3. Fill placement should be observed by an S&ME soils testing technician working
under the guidance of the geotechnical engineer.
a) At least one field density test should be performed per each 2,500 square feet
for each lift of soil in large area fills, with a minimum of 2 tests per lift.
b) At least one field density test should be conducted per each 150 cubic feet of
fill placed in confined areas such as isolated undercuts and in trenches or
behind walls, with a minimum of 1 test per lift.
c) At least one field density test should be conducted for each 250 linear feet of
road alignment backfill, with a minimum of 1 test per lift per section.
6.4
Augered Cast-in-Place Reinforced Concrete Piles (ACPs)
ACPs are recommended for foundation support at this site. ACP’s have the advantage of
being relatively economical to install and have a comparatively high axial capacity with
regard to the soil conditions observed at this site versus other types of piles. This pile
type appears to be feasible to install at this site, although significant consideration will
need to be given to crane access issues around the existing structure. Some
constructability issues for this foundation type are discussed later in this report.
Most of the time it is advisable for the ratio of the pile length not to exceed about 40
times the pile diameter. Since piles will only have to extend to depths of about 40 feet to
bear a sufficient distance into the Bear Bluff Formation, 18-inches would be an
acceptable pile diameter. Any pile of 30-diameters in length or greater requires full-time
supervision by a qualified Special Inspector, per the IBC. Based on anticipated depth to
bearing, we have provided capacity vs. depth for 18-inch diameter piles.
6.4.1 ACP Capacities
Axial capacities versus depth were estimated for individual 18-inch diameter ACPs based
upon the subsurface conditions encountered in the borings. The soil profile for this
recommendation was modeled based upon the subsurface conditions observed in boring
B-1, which exhibited the weakest soil profile amongst the four borings. If an axial load
test is performed, it may be advisable to locate the test pile in the general vicinity of
boring B-1. The estimated axial capacities are summarized in Table 2 below.
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March 19, 2015
Table 2 – Single ACP Vertical Capacities
Pile Type &
Diameter
18-inch
ACP
Approximate
Pile Length
(feet)
40
Allowable Axial Capacity per pile
(tons)
Allowable Uplift Capacity per pile
(tons)
With axial load
test*
Without axial
load test**
With uplift
pullout test*
Without uplift
pullout test**
100
70
37
26
*Allowable capacity assumes a factor of safety of 2 applied to the ultimate capacity.
**Allowable capacity assumes a factor of safety of 3 applied to the ultimate capacity.
The soil coefficients used in our axial capacity analyses were developed using published
correlations relating soil skin friction and end bearing unit capacities to SPT N-value.
Soils in the upper five feet of the soil profile were considered not to contribute to pile
resistance.
To use the higher of the axial capacity values provided in Table 2 and meet IBC
requirements, the single ACP axial capacity should be verified at the start of construction
by performing at least one static load test, ideally to failure, or to at least two and onehalf times the design load, using the “quick load test method” of ASTM D 1143 –
“Standard Method of Testing Piles Under Static Axial Compressive Load” The static
load test should be performed under the observation of the Geotechnical Engineer. Uplift
testing should be performed in accordance with ASTM D 3689 - “Standard Test Methods
for Deep Foundations Under Static Axial Tensile Load.” More information regarding the
test pile program is discussed in Section 6.4.6.
6.4.2 Difficult Drilling Conditions and Auger Refusal
If during the installation of the ACPs, auger refusal is not met, then the piles should be
advanced to at least 40 feet below existing grade. This was considered during the
development of our pile capacity recommendations. Based on the soils encountered
during our exploration, we do not anticipate that auger refusal will be routinely
encountered above the specified pile tip termination depth; however, it is possible that
isolated, very hard lenses within the Bear Bluff Formation could cause auger refusal
above this depth at some locations. Therefore, the auger refusal criterion is
recommended to be defined as an auger advancement rate of less than 1 inch per minute
for at least 10 minutes at the full down-crowd pressure. It is important that the pile
installer does not stop trying to advance the pile at the first encounter of a hard lens,
because several of these lenses are shallow and relatively thin, and are not suitable for
support of the pile.
A drilled pile that is advanced using reinforced cutting teeth should be able to advance to
the desired penetration depth, since our drill rig (using a tri-cone roller bit) was able to
advance through these materials. However, slow augering should be expected to occur
within the bottom approximately 7 feet of the pile advancement, and the contractor
should be prepared to spend extra time advancing the piles by grinding into these
materials. The majority of the pile support capacity is realized in the bottom 7 feet.
10
March 19, 2015
6.4.3 ACP Capacity Reductions and Group Effects, Group Uplift
Auger cast piles are essentially small-diameter drilled shafts. Therefore, for “large
groups” of shafts or auger cast piles where each pile in the group is completely
surrounded by other piles at a spacing of no less than 3 pile diameters center-to-center, a
reduction factor may need to be applied to the estimated single pile capacities given
above. The reduction factor may range from 0.7 to 1.0, and depends upon the pile
spacing. If the piles are spaced at least 6 diameters apart center-to-center (9 feet for an
18-inch diameter pile), then no reduction factor for group effects needs to be considered.
Intermediate reduction factors may need to be used for small groups of piles or
intermediate spacings between 3 and 6 diameters.
The actual capacity for each pile and each group of piles will be somewhat dependent
upon the final pile layout configuration that is selected. Group effects should be checked
once the actual final pile configuration is known, unless all of the piles are spaced at least
six diameters center-to-center. The actual pile layout configuration should be determined
by the structural design engineer.
Under 2012 IBC Section 1808.2.8.5, the maximum uplift of a column supported by a pile
group would be limited by two-thirds of the effective weight of the soil contained within a
block outlined by the perimeter of the pile group.
Pile groups proposed for use on this project will need to be checked for group uplift
capacity, which may be less than the sum of the individual pile uplift capacities especially
if a tightly-spaced pile grouping is designed.
6.4.4 Lateral Pile Reactions for Assumed Loads
Our lateral pile analyses were performed using the computer program LPILE Plus ©1.
This program performs a beam-column analysis of single piles, which are subjected to
given lateral and axial loading, and assumes a non-linear soil response. Individual
18-inch diameter ACPs, reinforced with 4, # 8’s positioned vertical and in a square
pattern embedded about 40 feet below existing grades were analyzed. A vertical load
equivalent to the allowable axial compressive capacity was applied to each modeled
auger cast pile. Lateral loads ranging from approximately 30 to 52 kips were applied at
the pile head to evaluate the resulting lateral deflection and bending moment at the pile
head along the pile. The single pile analysis modeled fixed head restraint conditions with
a constant elastic modulus (i.e., no reduced stiffness to account for non-linear bending
stiffness) and static loading.
No adjustment was made to the p-y curves to reflect group action. The lateral deflection
versus depth curves, moment versus depth curves, shear force versus depth curves, pilehead deflection versus lateral load curves, and lateral load versus maximum bending
moment curves output from the program are attached to this report in Appendix C.
1
Reese, Lymon C., Wand, Shin-Tower, LPILEPLUS, Version 5, Ensoft, Inc., 2000.
11
March 19, 2015
Lateral deflection and maximum bending moment of typical 18-inch diameter auger cast
piles were estimated for the assumed lateral shear loads to consider possible non-uniform
loading of individual pile reaction within a group for static loading conditions.
The lateral load that can be withstood by a typical pile will be limited by the maximum
allowable shear stress for the pile material and the radius of curvature introduced by
bending. For purpose of preliminary assessment of the auger cast pile sections described
above, lateral deflections at the pile heads were computed for applied lateral loading and
applied moments and are provided in Table 3.
Table 3 – Lateral Loads for Fixed Head Conditions, 18 inch dia. ACPs
Applied Axial
Load
(kips)
Embedment
Depth
(feet)
Deflection
(inches)
Static Lateral
Load
(kips)
Maximum Shear
Force
(kips)
Maximum
Bending
Moment
(in-kips)
125
40
¼
30
30
1,200
125
40
½
41
41
1,700
125
40
¾
47
47
1,900
125
40
1
52
52
2,050
Depth to essential fixity of a 18-inch diameter auger cast pile under fixed head condition
appears be about 24 feet under static loading; however, under seismic shaking where
some of the Stratum I soils may experience a liquefied condition, depth to fixity will
temporarily increase due to the loss of support of the liquefied soils around the shaft of
the pile. Piles which extend into Stratum II, below a depth of 33 feet, are expected to
maintain fixity even under the seismic shaking conditions, although the lateral deflections
are likely to increase somewhat above the amounts shown in Table 3 due to a weakening
of the soil profile.
Point of fixity was defined as the second point of zero deflection of the pile under the
applied lateral shear force. Beyond this depth pile length does not influence lateral
resistance.
The structural integrity of the ACPs has not been considered in this report, and proper
steel reinforcement of the piles will need to be designed by the structural engineer for
each support situation.
We have not performed a structural analysis of the proposed pile. Since we performed
our analysis using a constant elastic modulus for the pile, which in reality has a nonlinear modulus, the moment capacity of the pile should be checked to verify that the pile
is not cracking. We note that beyond a deflection of about 0.5 in. the constant modulus
assumption may underestimate the deflection since the actual stiffness will likely be less
than that estimated by a constant modulus.
12
March 19, 2015
6.4.5 Settlement of Auger Cast Piles and Pile Groups
Pile settlement consists of two components: axial compression of the piles themselves
(termed “elastic shortening”), and consolidation settlement of the piles due to
deformation within the soil column. The side friction of a single auger cast pile is
typically fully-mobilized at vertical displacements of 0.1 to 1.0 percent of the pile
diameter in cohesionless soil, taking into account the elastic shortening of the pile itself
(Reese & O’Neill, 1988). For a single 18-inch diameter pile, this would typically equate
to less than ¼ inch of vertical displacement associated with elastic shortening.
Considering consolidation of the bearing soils to be represented by an average elastic
modulus of about 1,000 ksf, total settlement of a single pile is estimated to be roughly ¼
to ½ inch. To this would be added the elastic shortening of the individual piles as
described above of less than ¼ inch, for a single pile settlement on the order of about ½
to ¾ inches at the full working load.
Settlement of pile groups is typically greater than for individual piles. Group settlements
may be estimated using the “equivalent footing method”, assuming the enclosed area by
the group to act similar to a spread footing that bears at an elevation equal to two-thirds
the pile length below the surface. To use this method requires that the size of the pile
group, number and spacing of piles, and axial load on the group be known.
We should be contracted to estimate the total group settlements as well as check the
differential settlement between adjacent dissimilar groups (if applicable) once the actual
pile loads and the configurations of the pile groups have been finally determined.
6.4.6 Auger Cast Pile Construction and Testing Protocol
The following tests and procedures are recommended for the test piles and production
piles:
1. A minimum of one index (or “test”) pile should be installed at a location chosen
by the design engineer prior to production pile installation. The index pile
installation should be observed by the geotechnical engineer or his representative.
2. The installation equipment used to install the index pile should be the same as the
equipment to be used in production.
3. Following installation, index piles may be abandoned or used in production pile
caps as desired. If used as production piles, the reinforcing cage should match the
design requirements.
4. At least one axial compressive load test should be performed. The purpose of the
axial compressive load testing is to confirm that the estimated capacity of the
13
March 19, 2015
piles is in fact available. The test(s) should be performed in accordance with
ASTM D 1143 using the hydraulic jack loading procedure2.
a) The testing should be performed by the pile installation contractor and under
the observation of the geotechnical engineer (S&ME). At each location, the
test pile and associated reaction piles should be constructed to the diameter
and depths of the production piles specified for that area.
b) During axial compressive testing, the test pile should be loaded to at least 2.5
times the single-pile allowable design capacity. It is desirable to load the piles
to 3.0 times the single pile capacity if the contractor is able. A group of four
reaction piles, each equally spaced at least 5 to 6 pile diameters away from the
test pile, is anticipated to provide sufficient uplift frictional capacity to obtain
the desired force against the test pile. If twice the allowable pile capacity is
achieved for the test pile, then the allowable working design capacities may be
considered verified. If less than twice the allowable pile capacity is achieved
for the test pile, then the geotechnical engineer should be consulted to reevaluate the pile design capacities based upon the test pile results.
5. Full-time observation of production piles by a Foundation Special Inspector is
required; therefore, we recommend that S&ME, Inc. be retained to observe all
production pile installation and perform testing as specified.
6. Minimum grout strength of 4,000 psi is recommended for construction of the
auger cast piles. Grout properties are critical in installing piles that will perform
satisfactorily. The grout should include additives that will adequately control
setting shrinkage. The grout must be fluid enough to be pumped easily and must
flow without excessive pressure losses.
a) One set of 6 grout cube samples should be cast by S&ME, Inc. personnel per
every 30 cubic yards of grout delivered to the site, or at least twice per day of
production.
b) Grout pressure should be observed during pumping.
6. A sufficient volume of grout should be continuously pumped under sufficient
head to prevent suction from developing as the augers are withdrawn from the
borehole. Suction could cause the soil to mix with the grout, loss of bearing
capacity, or hole collapse. A head of at least 10 feet of grout above the injection
point should be maintained at all times to help prevent collapse of the pile.
2
If uplift controls the design, the engineer may decide that it is more appropriate to
perform an uplift (tension) pullout static load test in addition to, or in lieu of, the axial
download test. Uplift testing should be performed in accordance with ASTM D 3689 “Standard Test Methods for Deep Foundations Under Static Axial Tensile Load.”
14
March 19, 2015
7. Auger withdrawal rate should not exceed 10 feet per minute. Sudden pulls of the
auger, which may cause “necking” or collapse of the hole should be avoided.
8. Pile reinforcing may consist of bundled steel rods, rolled steel sections, or
reinforcing bar cages as determined by the structural engineer. All reinforcing
should be installed before the grout sets up, normally within 10 minutes of auger
withdrawal. Center the reinforcing steel in the hole with centering devices.
9. Equipment for controlling and measuring the flow rate of grout should be
calibrated before the commencement of construction. The pump calibration curve
of stroke vs. volume should be provided to the S&ME, Inc. testing representative
on-site, in order to facilitate volumetric calculations.
a) The volume of grout pumped into each pile should be recorded and compared
to the theoretical volume of pile by the testing representative.
b) Where the ratio of actual volume to theoretical volume is less than 1.2 for
ACPs, the pile will need to be re-drilled unless otherwise directed by the
geotechnical engineer.
10. Have the geotechnical engineer observe each cleaned pile cap excavation prior to
concrete placement. Also, have the geotechnical engineer observe any undercut
areas in pile cap excavations prior to backfilling, in order to confirm that the poor
soils have been removed and that the exposed subgrade is suitable for support of
foundations.
11. We recommend that at least one set of four ASTM C 31 cylinder specimens be
cast by S&ME per every 50 cubic yards of structural concrete placed as pile caps
or mats, in order to verify achievement of the design compressive strength. We
also recommend that S&ME be present on-site to observe all concrete placements.
6.4.7 Lateral Earth Pressures for Below-Grade Structures
The equivalent fluid pressures given below should be used to design near-surface belowgrade beams and earth retaining structures. Under static conditions, the equivalent at-rest
fluid pressure should be used to design soil-retaining structures which are fixed at the top
against rotation.
The values given in the following table assumes placement and compaction of backfill
around these structures in accordance with the compaction recommendations given in
Section 6.3 of this report.
These values assume level backfill generally classified as sand (SP) soils according to the
Unified Soil Classification system. These assumptions were made based upon the use of
imported sands as the backfill material.
15
March 19, 2015
Table 4 – Equivalent Fluid Pressure – 95% Compacted Sand
DRAINED
Support
Condition
Angle of
Internal
Friction
(φ’)
Moist Unit
Weight
(γ)
Equivalent Fluid
Pressure (Static)
Equivalent Fluid Pressure
(Seismic)
PGA (M) = 0.32g
Active
Condition (Ka)
34°
120 pcf
35 pcf
45 pcf
At-Rest (Ko)
34°
120 pcf
55 pcf
65 pcf
Passive (Kp)
34°
120 pcf
425 pcf
390 pcf
1.
The values in this table represent a fully-drained, cohesionless soil condition at or
near the optimum moisture content. Where backfill soils are not fully drained, the
design must consider lateral soil pressures due to hydrostatic forces below the
water level, and the submerged soil unit weight.
2.
A coefficient of sliding friction (tan ) of 0.4 may be used in computation of the
lateral sliding resistance.
Organic silts (OL or OH), inorganic elastic silts (MH), or inorganic plastic clays (CL or
CH) soils may not be used as backfill.
7.
LIMITATIONS OF REPORT
This report has been prepared in accordance with generally accepted geotechnical
engineering practice for specific application to this project. The conclusions and
recommendations in this report are based on the applicable standards of our practice in
this geographic area at the time this report was prepared. No other warranty, express or
implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data
obtained from the subsurface exploration. The nature and extent of variations of the soils
at the site to those encountered at our test locations may not become evident until
construction. If variations appear evident, then we should be provided a reasonable
opportunity to re-evaluate the recommendations of this report; this may result in an
additional fee for services.
In the event that any changes in the nature, design, or location of the structures,
pavements, or other appurtenances are planned, the conclusions and recommendations
contained in this report shall not be considered valid unless the changes are reviewed and
conclusions are modified or verified in writing by the submitting engineers.
Assessment of site environmental conditions; civil design; structural design; sampling of
soils, ground water or other materials for environmental contaminants; identification of
jurisdictional wetlands, rare or endangered species, or cultural resources; identification of
geological hazards or potential air quality and noise impacts were beyond the scope of
this geotechnical exploration.
16
APPENDIX A
SITE VICINITY MAP
TEST LOCATION SKETCH
SUBSURFACE PROFILE A – A’
SITE
SCALE:
SOURCE:
DRAWN BY:
DATE:
NTS
Mapquest
WWK
March, 2015
Site Vicinity Map
Yachtsman Resort
JOB NO.
1463-15-009
FIGURE NO
1
Legend
- Boring Location
A’
B-4
B-3
B-2
A
SCALE:
SOURCE:
DRAWN BY:
DATE:
NTS
Mapquest
WWK
March, 2015
B-1
Test Location Sketch
Yachtsman Resort
JOB NO.
1463-15-009
FIGURE NO
2
APPENDIX B
SPT SOIL CLASSIFICATION CHART
SPT BORING LOGS
The American Society for Testing and Materials (ASTM) publishes standard methods to
explore soil, rock and ground water conditions in Practice D-420-98, “Standard Guide to
Site Characterization for Engineering Design and Construction Purposes.” The boring
and sampling plan must consider the geologic or topographic setting. It must consider
the proposed construction. It must also allow for the background, training, and
experience of the geotechnical engineer. While the scope and extent of the exploration
may vary with the objectives of the client, each exploration includes the following key
tasks:






Reconnaissance of the Project Area
Preparation of Exploration Plan
Layout and Access to Field Sampling Locations
Field Sampling and Testing of Earth Materials
Laboratory Evaluation of Recovered Field Samples
Evaluation of Subsurface Conditions
The standard methods do not apply to all conditions or to every site. Nor do they replace
education and experience, which together make up engineering judgment. Finally,
ASTM D 420 does not apply to environmental investigations.
RECONNAISSANCE OF THE PROJECT AREA
We walked over the site to note land use, topography, ground cover, and surface
drainage. We observed general access to proposed sampling points and noted any
existing structures.
Checks for Hazardous Conditions - State law requires that we notify the Palmetto Utility
Protection Service (PUPS) before we drill or excavate at any site. PUPS is operated by
the major water, sewer, electrical, telephone, CATV, and natural gas suppliers of South
Carolina. PUPS forwarded our location request to the participating utilities. Location
crews then marked buried lines with colored flags within 72 hours. They did not mark
utility lines beyond junction boxes or meters. We checked proposed sampling points for
conflicts with marked utilities, overhead power lines, tree limbs, or man-made structures
during the site walkover.
BORING AND SAMPLING
Soil Test Boring with Rotary Wash
Soil sampling and penetration testing were performed in general accordance with ASTM
D1586, “Standard Test Method for Penetration Test and Split Barrel Sampling of Soils.
A rotary drilling process was used to advance the hole and a heavy drilling fluid was
circulated in the bore holes to stabilize the sides and flush the cuttings. At regular
intervals, drilling tools were removed and soil samples were obtained with a standard 1.4
inch I. D., two-inch O. D., split barrel sampler. The sampler was first seated six inches to
penetrate any loose cuttings, then driven an additional 12 inches with blows of a 140pound hammer falling 30 inches. The number of hammer blows required to drive the
sampler through the two final six inch increments was recorded as the penetration
resistance (SPT N) value. The N-value, when properly interpreted by qualified
professional staff, is an index of the soil strength and foundation support capability.
Water Level Determination
Subsurface water levels in the boreholes were measured during the onsite exploration by
measuring depths from the existing grade to the current water level using a tape. These
measurements were performed at time of drilling and at least 24 hours after drilling.
Borehole Closure
Boreholes were closed approximately 24 hours after drilling. Boreholes were filled by
slowly pouring sand into the open hole such that minimal “bridging” of the material
occurred in the hole. Backfilling of the upper two feet of each hole was tamped as
heavily as possible with a shovel handle or other hand held equipment.
SOIL CLASSIFICATION CHART
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
MAJOR DIVISIONS
GRAVEL
AND
GRAVELLY
SOILS
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE
MORE THAN 50%
OF MATERIAL IS
LARGER THAN
NO. 200 SIEVE
SIZE
SAND
AND
SANDY
SOILS
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
SILTS
AND
CLAYS
FINE
GRAINED
SOILS
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
SIZE
SILTS
AND
CLAYS
SYMBOLS
GRAPH LETTER
TYPICAL
DESCRIPTIONS
CLEAN
GRAVELS
GW
WELL-GRADED GRAVELS, GRAVEL SAND MIXTURES, LITTLE OR NO
FINES
(LITTLE OR NO FINES)
GP
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
GRAVELS WITH
FINES
GM
SILTY GRAVELS, GRAVEL - SAND SILT MIXTURES
(APPRECIABLE
AMOUNT OF FINES)
GC
CLAYEY GRAVELS, GRAVEL - SAND CLAY MIXTURES
CLEAN SANDS
SW
WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
(LITTLE OR NO FINES)
SP
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
SANDS WITH
FINES
SM
SILTY SANDS, SAND - SILT
MIXTURES
(APPRECIABLE
AMOUNT OF FINES)
SC
CLAYEY SANDS, SAND - CLAY
MIXTURES
ML
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
LIQUID LIMIT
LESS THAN 50
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
APPENDIX C
SUMMARY OF LABORATORY PROCEDURES
LABORATORY TEST RESULTS
SUMMARY OF LABORATORY PROCEDURES
Examination of Recovered Soil Samples
Soil and rock samples and field boring records were reviewed in the laboratory by the
geotechnical professional. Soils were classified in general accordance with the visualmanual method described in ASTM D 2488, “Standard Practice for Description and
Identification of Soils (Visual-Manual Method)”. Representative soil samples were
selected for classification testing to provide grain size and plasticity data to allow
classification of the samples in general accordance with the AASHTO Classification
method described in ASTM D 3282, “Standard Practice for Classification of Soils and
Soil Aggregate Mixtures for Highway Construction Purposes”. The geotechnical
professional also prepared the final boring records enclosed with this report.
Moisture Content Testing of Soil Samples by Oven Drying
Moisture content was determined in general conformance with the methods outlined in
ASTM D 2216, “Standard Test Method for Laboratory Determination of Water
(Moisture) Content of Soil or Rock by Mass.” This method is limited in scope to Group
B, C, or D samples of earth materials which do not contain appreciable amounts of
organic material, soluble solids such as salt or reactive solids such as cement. This
method is also limited to samples which do not contain contamination.
A representative portion of the soil was divided from the sample using one of the
methods described in Section 9 of ASTM D 2216. The split portion was then placed in a
drying oven and heated to approximately 110 degrees C overnight or until a constant
mass was achieved after repetitive weighing. The moisture content of the soil was then
computed as the mass of water removed from the sample by drying, divided by the mass
of the sample dry, times 100 percent. No attempt was made to exclude any particular
particle size from the portion split from the sample.
Liquid and Plastic Limits Testing
Atterberg limits of the soils was determined generally following the methods described
by ASTM D 4318, “Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity
Index of Soils.” Albert Atterberg originally defined “limits of consistency” of fine
grained soils in terms of their relative ease of deformation at various moisture contents.
In current engineering usage, the liquid limit of a soil is defined as the moisture content,
in percent, marking the upper limit of viscous flow and the boundary with a semi-liquid
state. The plastic limit defines the lower limit of plastic behavior, above which a soil
behaves plastically below which it retains its shape upon drying. The plasticity index (PI)
is the range of water content over which a soil behaves plastically. Numerically, the PI is
the difference between liquid limit and plastic limit values.
Representative portions of fine grained Group A, B, C, or D samples were prepared using
the wet method described in Section 10.1 of ASTM D 4318. The liquid limit of each
sample was determined using the multipoint method (Method A) described in Section 11.
The liquid limit is by definition the moisture content where 25 drops of a hand operated
liquid limit device are required to close a standard width groove cut in a soil sample
placed in the device. After each test, the moisture content of the sample was adjusted and
i
the sample replaced in the device. The test was repeated to provide a minimum of three
widely spaced combinations of N versus moisture content. When plotted on semi-log
paper, the liquid limit moisture content was determined by straight line interpolation
between the data points at N equals 25 blows.
The plastic limit was determined using the procedure described in Section 17 of ASTM D
4318. A selected portion of the soil used in the liquid limit test was kneaded and rolled
by hand until it could no longer be rolled to a 3.2 mm thread on a glass plate. This
procedure was repeated until at least 6 grams of material was accumulated, at which point
the moisture content was determined using the methods described in ASTM D 2216.
Grain Size Analysis of Samples
The distribution of particle sizes greater than 75 mm was determined in general
accordance with the procedures described by ASTM D 421, “Standard Practice for Dry
Preparation of Soil Samples for Particle-Size Analysis and Determination of Soil
Constants”, and D 422, “Standard Test Method for Particle Size Analysis of Soils,”
except that the hydrometer portion of the test standard was not utilized. During
preparation samples were divided into two portions. The material coarser than the No. 30
U.S. sieve size fraction was dry sieved through a nest of standard sieves as described in
Article 6. Material passing the No. 30 sieve was independently passed through a nest of
sieves down to the No. 200 size.
Percent Fines Determination of Samples
A selected specimen of soils was washed over a No. 200 sieve after being thoroughly
mixed and dried. This test was conducted in general accordance with ASTM D 1140,
“Standard Test Method for Amount of Material Finer Than the No. 200 Sieve.” Method
A, using water to wash the sample through the sieve without soaking the sample for a
prescribed period of time, was used and the percentage by weight of material washing
through the sieve was deemed the “percent fines” or percent clay and silt fraction.
ii
APPENDIX D
L-PILE RESULTS
Yachtsman Resort
Lateral Deflection (inches)
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
18
20
22
24
26
28
30
32
34
36
38
Depth (ft)
16
14
12
10
8
6
4
2
0
-0.1
30 kips
41 kips
47 kips
52 kips
1
Yachtsman Resort
Bending Moment (in-kips)
-2500
-2000
-1500
-1000
-500
0
500
1000
1500
2000
18
20
22
24
26
28
30
32
34
36
38
Depth (ft)
16
14
12
10
8
6
4
2
0
-3000
30 kips
41 kips
47 kips
52 kips
Yachtsman Resort
Shear Force (kips)
-10
0
10
20
30
40
50
60
18
20
22
24
26
28
30
32
34
36
38
Depth (ft)
16
14
12
10
8
6
4
2
0
-20
30 kips
41 kips
47 kips
52 kips
July 28, 2015
6726 Netherlands Drive, Suite 1100
Attention:
Mr. Kent Yarborough, P.E., LEED AP
Reference:
Addendum to Report of Geotechnical Exploration
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
Dear Mr. Yarborough:
S&ME, Inc. has completed additional subsurface exploration for the referenced project after receiving
signed authorization to proceed from Mr. John Mancuso of SKA on July 15, 2015. Our exploration was
conducted in general accordance with our Request No. 2 for Change to Scope of Geotechnical Services,
dated July 10, 2015.
The purpose of this additional exploration was to evaluate subsurface conditions to a greater depth than
originally explored due to an increase in the maximum loading regime for some of the framing columns
on the Ocean Boulevard side of the structure. This increase in load requires piles to be extended to
depths greater than the previously performed soil borings.
This report describes the changes in the project information, presents the results of the additional field
exploration, additional engineering analysis, and discusses our geotechnical conclusions and
recommendations based upon these considerations.
This report is not a stand-alone document but must be considered in conjunction with the previously
issued Report of Geotechnical Exploration, S&ME Project No. 1463-15-009, dated March 19, 2015
 Executive Summary
For your convenience, the findings of this report are summarized in outline form below. This brief
summary should not be used for design or construction purposes without reviewing the more detailed
information presented in the remainder of this report.
1. Subsurface Conditions from 45 to 70 feet: We advanced one new soil boring (B-2A) near our
previous boring location B-2, at the southwest corner of the existing building. Split-spoon
sampling began at 38.5 feet and was continued at 5 ft intervals to a depth of 70 feet. The same
soil stratum was continuous throughout the explored range, and consisted of sandy silts (ML) with
silty sands (SM), and intermittent, relatively thin, very hard, cemented lenses. These lenses were
S&ME, Inc. | 1330 Highway 501 Business | Conway, SC 29526 | p 843.347.7800 | f 843.347.7848 | www.smeinc.com
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
encountered beginning at a depth of 33 feet and continued to the boring termination depth of 70
feet. Because of their variability in both depth and thickness between the various soil borings,
these lenses are likely to be horizontally discontinuous, and may occur at a variety of depths and
thicknesses beneath each foundation footprint. Hardness may also vary by location and depth.
At no point was refusal to drilling encountered with our tri-cone roller bit; however, drilling was
slow through these cemented lenses, and the time logged to advance through each lens is
documented on the attached soil boring log B-2A.
2. Auger-Cast Pile (ACP) Foundation sizes: Due to the large uplift loads involved in the project,
uplift is likely to govern the foundation design rather than the axial download. Using the new
maximum loads provided to us, we recommend two ACP alternatives to support the maximum
uplift load:


18-inch diameter ACP advanced to a depth of 55 feet below the existing ground surface, or
16-inch diameter ACP advanced to a depth of 60 feet below the existing ground surface.
The 18-inch diameter pile option is anticipated to involve penetrations of approximately 22 feet
into the hard soils. The 16-inch diameter pile option is anticipated to involve penetrations of
approximately 27 feet into the hard soils.
3. Difficult Drilling: In order to advance the piles through the several very hard cemented lenses to
reach the desired termination depths, a strong rotary turntable is going to be required, as well as
sharp reinforced cutting bits. We consulted with Berkel & Company Contractors, Inc., which is a
specialty contractor in this industry, regarding the degree of torque and rig weight that would
likely be required to advance ACP’s to these depths under these conditions. Based upon that
consultation, we recommend that the installation rig have a minimum weight of 10,000 pounds
and a minimum installation torque of 70,000 ft-lbs. This may require a large rig, so access to the
pile cap locations needs to be considered. The bidding pile contractors should visit the site to
make sure that they have a suitable crane that can reach the installation locations considering any
access restrictions that may exist.
A drilled pile that is advanced using reinforced cutting teeth should be able to advance to the
desired penetration depth, since our drill rig (using a tri-cone roller bit) was able to advance
through these materials. However, slow augering should be expected to occur within the bearing
stratum, below depths of roughly 33 feet, and the contractor should be prepared to spend extra
time advancing the piles by grinding into these materials. The majority of the pile support
capacity is realized in the bottom 20 to 25 feet.
4. Pile Testing: For the critical uplift columns, we recommend that at least one static uplift pullout
test (ASTM D 3689) be performed by the contractor on one pile that is constructed to these
dimensions (Procedure A “Quick Test” is acceptable), loaded to at least twice the design working
uplift single pile capacity, to confirm that the assumed ultimate design strength is available. This
test is typically setup and performed by the pile contractor using their equipment, and is
observed by the geotechnical engineer.
July 28, 2015
2
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
 New Structural Load Information
On July 7, 2015, we were contacted by Susan V. Webb of your office. She informed us that the maximum
uplift load per column had increased from 500 kips to 1,250 kips. If possible, it was desired to maintain a
10-pile maximum pile group supporting this maximum column load, resulting in the need for at least 62.5
tons of working uplift capacity per pile. In our original Geotechnical Report, the maximum uplift capacity
per pile was 37 tons; this was for an 18-inch diameter, 40-ft long, augered cast-in-place concrete pile.
On July 8, 2015, we consulted via telephone with Mr. Milad Jowkar of Berkel and Company Contractors,
Inc. in Atlanta, Georgia, and described the situation. Mr. Jowkar advised that increasing the diameter of
the piles in order to increase the uplift capacity would not be the preferred alternative. Rather, the piles
should be sufficiently lengthened in order to develop the additional uplift capacity needed.
 Exploration Program
This section describes the additional field exploration work that was performed. On July 15, 2015,
representatives of S&ME, Inc. visited the site. Using the information provided, we performed the
following tasks:
1. We explored the subsurface soils at one (1) test location, labeled B-2A. See also Figure 1 attached
in the appendix which shows the original approximate test locations and the new approximate
test location. The following briefly outlines our exploration procedures for this site:




We coordinated subsurface utilities and site access.
We established one standard penetration test (SPT) boring location (B-2A) at the site using
the existing structure as a landmark.
We advanced the boring to a depth of 38.5 feet below the existing ground surface without
conducting any split-spoon sampling, since samples had already been collected to a depth of
45 feet in original soil boring B-2.
Between depths of 38.5 feet and 70 feet, we advanced the boring with split-spoon sampling
and SPT measurements conducted at approximate 5 ft depth intervals.
2. After the recovered soil samples were brought to our laboratory, a geotechnical professional
examined and/or tested each sample to estimate its distribution of grain sizes, plasticity, organic
content, moisture condition, color, presence of lenses and seams, and apparent geologic origin in
general accordance with ASTM D 2488, “Standard Practice for Description and Identification of
Soils (Visual-Manual Procedure)”. The soil classifications resulting from our exploration are
presented on the SPT boring log attached in the appendix. Similar soils were grouped into
representative strata on the log. The strata contact lines represent approximate boundaries
between soil types. The actual transitions between soil types in the field are likely more gradual
in both the vertical and horizontal directions than those which are indicated on the logs.
For a more complete description of the field exploration procedures used, please see the “Summary of
Exploration Procedures” attached in Appendix B of the original Report of Geotechnical Exploration.
July 28, 2015
3
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
 Subsurface Conditions
The generalized subsurface conditions observed in boring B-2A are described below. For more detailed
descriptions and stratifications, the boring log should be reviewed in the appendix.
“Stratum II” as identified in the original geotechnical report was observed to be continuous throughout
the newly explored depth range of 45 to 70 feet, and consisted of sandy silts (ML) with silty sands (SM),
and intermittent, relatively thin, very hard, cemented lenses. These lenses were encountered beginning at
a depth of 33 feet and continued to the boring termination depth of 70 feet. Because of their variability in
both depth and thickness between the various soil borings, these lenses are likely to be horizontally
discontinuous, and may occur at a variety of depths and thicknesses beneath each foundation footprint.
Hardness may also vary by location and depth. At no point was refusal to drilling encountered with our
tri-cone roller bit; however, drilling was slow through these cemented lenses, and the time logged to
advance through each lens is documented on the attached soil boring log B-2A.
Table 1 below was presented in the original report. It is updated here to include the new information
from boring B-2A:
Table 1: Summary of Cemented Lenses encountered in Soil Borings
Boring No.
Depth Cemented
Lens was
Encountered
(feet)
Approximate
Thickness of
Cemented Lens
(feet)
Time to Advance
Through the Lens with
Tri-Cone Roller Bit
(minutes)
B-1
36
2
10
B-1
41
1
2
B-2, B-2A
33
<1
2
B-2A
34.5
<1
3
B-2A
37.5
1
3
B-2A
40
1.5
7
B-2
41
2
3
B-2A
52
1
2
B-2A
62
1.5
10
B-2A
64.5
1.5
4
B-3
41
<1
3
B-4
35
<1
2
B-4
40
<1
2
Subsurface Water
The subsurface water level was unable to be accurately measured in boring B-2A; however, water level
measurements were made in the previous borings performed at this site, since those borings were
allowed to stand open for a period of time before being backfilled. During the previous exploration,
subsurface water levels were measured within the borings to range from approximately 3.2 to 6.3 feet
July 28, 2015
4
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
below the ground surface at the time of drilling, and from 6.5 to 10 feet below the ground surface after at
least 24 hours. Also, cave-in had occurred at boring B-4 at a depth of 10 feet after 24 hours. Subsurface
water levels may fluctuate seasonally at the site, being influenced by rainfall variation, tidal effects, and
other factors. Site construction activities can also influence water elevations.
 Updated Conclusions and Recommendations
The updated conclusions and recommendations included in this section are based on the project
information outlined previously and the data obtained during our exploration. If the construction scope is
altered, if the proposed building upfit location is changed, if either the structural or civil design
information is revised, or if conditions are encountered during construction that differ from those
encountered during our exploration, then S&ME, Inc. should be retained to review the following
recommendations based upon the new information and make any necessary changes.
Seismic Considerations
Seismic site classification information about this site was presented in our Seismic Site-Specific Response
Analysis report dated May 20, 2015. Please see that report for more information.
The presence of loose, saturated sands in the soil profile, particularly between depths of 10 to 20 feet,
make it likely that some liquefaction of these soils could occur during seismic shaking; therefore, the use
of shallow foundations to support the structure is not recommended. There is a severe risk of
consequential structural damage associated with volumetric settlement, loss of foundation bearing
capacity, and ground surface rupture during an earthquake that could occur if shallow foundations are
used (or if piles/piers are used that terminate within the potentially liquefiable soils of Stratum I).
It is our opinion that the proposed lateral bracing upfits should be supported on augered, cast-in-place,
reinforced concrete piles, which can be socketed into the non-liquefiable soils of Stratum II a sufficient
distance to provide adequate uplift capacity to accommodate the structural loads that you provided. The
vast majority of the uplift capacity is provided by the non-liquefiable soils below a depth of 33 feet;
therefore, while the liquefaction event will by definition reduce the operating factor of safety against the
ultimate axial (download) and tensile (uplift) capacity to somewhat less than 2, the factor of safety is not
estimated to drop below 1.2 during seismic shaking associated with the code level earthquake for ACP’s
installed to a depth of at least 40 feet below the ground surface.
Augered Cast-in-Place Reinforced Concrete Piles (ACPs)
ACPs are recommended for foundation support at this site. ACP’s have the advantage of being relatively
economical to install and have a comparatively high axial capacity with regard to the soil conditions
observed at this site versus other types of piles. This pile type appears to be feasible to install at this site,
although significant consideration will need to be given to crane access issues around the existing
structure. Some constructability issues for this foundation type are discussed later in this report.
Most of the time it is advisable for the ratio of the pile length not to exceed about 40 to 45 times the pile
diameter. Since piles will have to extend to depths of about 55 to 60 feet to bear a sufficient distance
into the Bear Bluff Formation, 16-inches is the smallest acceptable pile diameter. 18-inches would also be
an acceptable pile diameter with a somewhat more favorable length-to-diameter ratio. Any pile of 30July 28, 2015
5
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
diameters in length or greater requires full-time supervision by a qualified Special Inspector, per the IBC.
Based on anticipated depth to bearing, we have provided capacity vs. depth for both 16-inch and 18-inch
diameter piles.
The 18-inch pile may contain roughly 15% more grout volume than the 16-inch pile, but, the pullout
reinforcing steel will have to extend deeper into the 16-inch pile, since the 16-inch pile is 5 feet longer
than the 18-inch pile, resulting in more reinforcing steel. The design engineer should select the most
feasible alternative considering the pile installation equipment, along with the design and sizes of the
piles and relative pile caps.
Updated ACP Capacities
Axial capacities versus depth were estimated for individual 16-inch and 18-inch diameter ACPs based
upon the subsurface conditions encountered in the borings and considering static loading. The soil
profile for this recommendation was generally modeled based upon the subsurface conditions observed
in boring B-1 to a depth of 45 feet, and boring B-2A between depths of 45 feet and 70 feet. The
estimated axial capacities are summarized in Table 2 below.
Table 2: Single ACP Vertical Capacities
Allowable Axial Capacity
per pile (tons)
Allowable Uplift Capacity
per pile (tons)
Modeled
ACP
Diameter
(inches)
Pile
Embedment
Depth
(feet)
With Axial
load test*
Without Axial
load test**
With Uplift
Pullout test*
Without Uplift
Pullout test**
18-inch
40
100
70
37
26
18-inch
55
125
85
65
42
16-inch
60
115
75
65
43
*Allowable capacity assumes a factor of safety of 2 applied to the ultimate capacity.
**Allowable capacity assumes a factor of safety of 3 applied to the ultimate capacity.
The soil coefficients used in our axial capacity analyses were developed using published correlations
relating soil skin friction and end bearing unit capacities to SPT N-value. Soils in the upper five feet of the
soil profile are assumed to be in contact with the pile cap, not the individual piles, and were considered
not to contribute to individual pile resistance.
To use the higher of the axial capacity values provided in Table 2 and meet IBC requirements, the single
ACP axial capacity should be verified at the start of construction by performing at least one static load
test, ideally to failure, or to at least two and one-half times the design load, using the “quick load test
method” of ASTM D 1143 – “Standard Method of Testing Piles Under Static Axial Compressive Load”. The
static load test should be performed under the observation of the Geotechnical Engineer.
Uplift testing should be performed in accordance with ASTM D 3689 - “Standard Test Methods for Deep
Foundations under Static Axial Tensile Load.” We recommend that at least one static uplift pullout test be
performed by the contractor on one pile that is constructed to these dimensions (Procedure A “Quick
Test” is acceptable), loaded to at least twice the design working uplift single pile capacity, to confirm that
the assumed ultimate design strength is available. This test is typically setup and performed by the pile
July 28, 2015
6
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
contractor using their equipment, and is observed by the geotechnical engineer. More information
regarding the test pile program is discussed in Section 6.4.6 of the original Geotechnical Report.
Difficult Drilling Conditions and Auger Refusal
Based on the soils encountered in boring B-2A, we do not anticipate that auger refusal will be routinely
encountered above the specified pile tip termination depth; however, it is possible that isolated, very hard
lenses could cause auger refusal above the assigned termination depth at some pile locations. Therefore,
the auger refusal criterion is recommended to be defined as an auger advancement rate of less than 1
inch per minute for at least 10 minutes at the full down-crowd pressure. It is important that the pile
installer does not stop trying to advance the pile at the first encounter of a hard lens, because several of
these lenses are shallow and relatively thin, and are not suitable for support of the pile at the desired
degree of capacity. For critical load piles under the maximum loaded columns, the designed termination
depth must be achieved.
Installation Rig Minimum Requirements
In order to advance the piles through the several very hard cemented lenses to reach the desired
termination depths, a strong rotary turntable is going to be required, as well as sharp reinforced cutting
bits. We consulted with Berkel & Company Contractors, Inc., which is a specialty contractor in this
industry, regarding the degree of torque and rig weight that would likely be required to advance ACP’s to
these depths under these conditions. Based upon that consultation, we recommend that the installation
rig have a minimum weight of 10,000 pounds and a minimum installation torque of 70,000 ft-lbs. This
may require a large rig, so access to the pile cap locations needs to be considered. The bidding pile
contractors should visit the site to make sure that they have a suitable crane that can reach the installation
locations considering any access restrictions that may exist.
We anticipated that a drilled pile that is advanced using reinforced cutting teeth should be able to
advance to the desired penetration depth, since our drill rig (using a tri-cone roller bit) was able to
advance through these materials. However, slow augering should be expected to occur within the
bearing stratum, below depths of roughly 33 feet, and the contractor should be prepared to spend extra
time advancing the piles by grinding into these materials. The majority of the pile support capacity is
realized in the bottom 20 to 25 feet.
ACP Capacity Reductions and Group Effects, Group Uplift
The actual capacity for each pile and each group of piles will be somewhat dependent upon the final pile
layout configuration that is selected. Group effects should be checked once the actual final pile
configuration is known. The actual pile layout configuration should be determined by the structural
design engineer. We recommend that the individual piles have a center-to-center spacing of not less
than 3 pile diameters (4 feet for the 16-inch piles; 4.5 feet for the 18-inch piles).
Under 2012 IBC Section 1810.3.3.1.6, the maximum uplift of a column supported by a pile group would be
limited by the lesser of (1) the individual uplift working load times the number of elements in the group,
and (2) two-thirds of the effective weight of the group and the soil contained within a block defined by
the perimeter of the group and the length of the element, plus two-thirds of the ultimate shear resistance
along the soil block. Pile groups used on this project should be checked for group uplift capacity.
July 28, 2015
7
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
Updated Lateral Pile Reactions for Assumed Loads
Our lateral pile analyses were performed using the computer program LPILE Plus©. This program
performs a beam-column analysis of single piles, which are subjected to given lateral and axial loading,
and assumes a non-linear soil response. Individual 16 inch and 18 inch diameter ACPs, reinforced with
four, #8 reinforcing bars positioned vertically and in a square pattern were analyzed. A vertical load
equivalent to the allowable axial compressive capacity was applied to each modeled auger cast pile based
upon the axial load values shown in Table 2 above. Loading options considered and reported include
those with an axial load test, and those without an axial load test.
Lateral loads ranging from approximately 25 to 59 kips were applied at the pile head to evaluate the
resulting lateral deflection and bending moment at the pile head along the pile. The single pile analysis
modeled fixed head restraint conditions with a constant elastic modulus (i.e., no reduced stiffness to
account for non-linear bending stiffness) and static loading. No adjustment was made to the p-y curves
to reflect group action. The lateral deflection versus depth curves, moment versus depth curves, shear
force versus depth curves, pile-head deflection versus lateral load curves, and lateral load versus
maximum bending moment curves output from the program are attached to this report in the appendix.
The lateral load that can be withstood by a typical pile will be limited by the maximum allowable shear
stress for the pile material and the radius of curvature introduced by bending. For purpose of preliminary
assessment of the auger cast pile sections described herein, lateral deflections at the pile heads were
computed for applied lateral loading and applied moments and are provided in Tables 3 and 4.
The results of the lateral pile analysis for the pile section that was presented in the original geotechnical
report (18-inch diameter, 40 ft long) is not presented again here. Please refer to the previous report for
that information.
Table 3 – Lateral Loads for Fixed Head Conditions, 18 inch dia. ACPs to 55 ft.
Applied Axial
Load
(kips)
Embedment
Depth
(feet)
Deflection
(inches)
Static Lateral
Load
(kips)
Maximum
Bending Moment
(in-kips)
250*
55
¼
33
1,500
250*
55
½
46
2,000
250*
55
¾
54
2,300
250*
55
1
59
2,400
170**
55
¼
31
1,300
170**
55
½
43
1,800
170**
55
¾
51
2,100
170**
55
1
55
2,250
*assumes axial load test **assumes no axial load test
July 28, 2015
8
Yachtsman Resort
S&ME Project No. 1463-15-009 (02)
Table 4 – Lateral Loads for Fixed Head Conditions, 16 inch dia. ACPs to 60 ft.
Applied Axial
Load
(kips)
Embedment
Depth
(feet)
Deflection
(inches)
Static Lateral
Load
(kips)
Maximum
Bending Moment
(in-kips)
230*
60
¼
27
1,150
230*
60
½
37
1,550
230*
60
¾
45
1,800
230*
60
1
48
1,900
150**
60
¼
25
1,000
150**
60
½
35
1,400
150**
60
¾
42
1,650
150**
60
1
45
1,750
*assumes axial load test **assumes no axial load test
Depth to essential fixity of a 16-inch or 18-inch diameter auger cast pile under fixed head conditions
appears be about 24 feet under static loading; however, under seismic shaking where some of the
Stratum I soils may experience a liquefied condition, depth to fixity will temporarily increase due to the
loss of support of the liquefied soils around the shaft of the pile. Piles which extend into Stratum II, below
a depth of 33 feet, are expected to maintain tip fixity even under the seismic shaking conditions, although
the lateral deflections at the surface are likely to increase somewhat above the amounts shown in Tables 3
and 4, due to a temporary weakening of the soil profile during seismic shaking. Point of fixity is defined as
the second point of zero deflection of the pile under the applied lateral shear force. Beyond this depth
pile length does not influence lateral resistance.
As with the original report, the structural integrity of the ACPs has not been considered in this report, and
proper steel reinforcement of the piles will need to be designed by the structural engineer for each
support situation. We have not performed a structural analysis of the proposed pile. Since we performed
our analysis using a constant elastic modulus for the pile, which in reality has a non-linear modulus, the
moment capacity of the pile should be checked to verify that the pile is not cracking. We note that
beyond a deflection of about 0.5 in. the constant modulus assumption may underestimate the deflection
since the actual stiffness will likely be less than that estimated by a constant modulus.
Settlement of Auger Cast Piles and Pile Groups
Pile settlement consists of two components: axial compression of the piles themselves (termed “elastic
shortening”), and consolidation settlement of the piles due to deformation within the soil column. The
side friction of a single auger cast pile is typically fully-mobilized at vertical displacements of 0.1 to 1.0
percent of the pile diameter in cohesionless soil, taking into account the elastic shortening of the pile
itself (Reese & O’Neill, 1988). For a single 16-inch or 18-inch diameter pile, this would typically equate to
about ¼ inch of vertical displacement associated with elastic shortening. Considering consolidation of the
bearing soils to be represented by an average elastic modulus of about 1,000 ksf, total settlement of a
single pile is estimated to be roughly ¼ to ½ inch. To this would be added the elastic shortening of the
individual piles as described above of less than ¼ inch, for a single pile settlement on the order of up to
about ¾ inches at the full working load.
July 28, 2015
9
Attachments
Legend
- Boring Location
B-4
B-3
B-2, B-2A
B-1
SCALE:
NTS
SOURCE:
DRAWN BY:
DATE:
Mapquest
RPF
March, 2015 (updated July, 2015)
Updated Test Location Sketch
Yachtsman Resort
JOB NO.
1463-15-009-02
FIGURE NO
1
Yachtsman Resort
1463-15-009
BORING DEPTH: 70 feet
DRILLER:
Mat/Sean
DRILL RIG:
ATV
STANDARD PENETRATION TEST DATA
N VALUE
MATERIAL DESCRIPTION
SAMPLE NO.
LOG
WATER LEVEL: NA
(feet)
A. Graham
GRAPHIC
LOGGED BY:
DEPTH
NOTES:
Unknown
SAMPLE TYPE
DRILLING METHOD: Mud Rotary
ELEVATION:
(feet)
7/15/2015
ELEVATION
DATE DRILLED:
B-2A
BORING LOG
WATER LEVEL
PROJECT:
(blows/ft)
10
20 30
60 80
- hard drilling observed for 2 minutes at 33 to 33.5 feet.
35
- hard drilling observed for 3 minutes at 34.5 to 35 feet.
- hard drilling observed for 3 minutes at 37.5 to 38.5 feet.
No Recovery
40
>>
50/
2"
SANDY SILT (ML) - Mostly low to medium plasticity fines, some fine
to medium sand, gray, saturated, very stiff to hard.
45
BORING LOG 1463-15-009.GPJ WITH CPT.GDT 7/16/15
1
50
2
17
3
16
4
36
5
13
- hard drilling observed for 2 minutes at 52 to 53 feet.
55
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 2 of 3
Yachtsman Resort
1463-15-009
BORING DEPTH: 70 feet
DRILLER:
Mat/Sean
DRILL RIG:
ATV
STANDARD PENETRATION TEST DATA
N VALUE
MATERIAL DESCRIPTION
SAMPLE NO.
LOG
WATER LEVEL: NA
(feet)
A. Graham
GRAPHIC
LOGGED BY:
DEPTH
NOTES:
Unknown
SAMPLE TYPE
DRILLING METHOD: Mud Rotary
ELEVATION:
(feet)
7/15/2015
ELEVATION
DATE DRILLED:
B-2A
BORING LOG
WATER LEVEL
PROJECT:
(blows/ft)
10
20 30
60 80
(continued)
65
-- Very Hard
6
>>
50/
2"
7
>>
50/
1"
- hard drilling observed for 4 minutes at 64.5 to 66 feet.
70
BORING LOG 1463-15-009.GPJ WITH CPT.GDT 7/16/15
-- Boring Terminated at 70'
NOTES:
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2. BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCORDANCE WITH ASTM D-1586.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 3 of 3
L-Pile Results Figures
18-inch ACP to 55 ft. with Static Load Test
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-0.1
33 kips
46 kips
54 kips
59 kips
1
18-inch ACP to 55 ft with Static Load Test
-2500
-2000
-1500
-1000
-500
0
500
1000
1500
2000
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-3000
33 kips
46 kips
54 kips
59 kips
18-inch ACP to 55ft with Static Load Test
Shear Force (kips)
-10
0
10
20
30
40
50
60
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-20
33 kips
46 kips
54 kips
59 kips
18-inch ACP to 55 ft. without Static Load Test
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-0.1
31 kips
43 kips
51 kips
55 kips
1
18-inch ACP to 55 ft without Static Load Test
-2500
-2000
-1500
-1000
-500
0
500
1000
1500
2000
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-3000
31 kips
43 kips
51 kips
55 kips
18-inch ACP to 55ft without Static Load Test
Shear Force (kips)
-10
0
10
20
30
40
50
60
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-20
31 kips
43 kips
51 kips
55 kips
16-inch ACP to 60 ft. with Static Load Test
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-0.1
27 kips
37 kips
45 kips
48 kips
1
16-inch ACP to 60 ft with Static Load Test
-1800 -1600 -1400 -1200 -1000 -800
-600
-400
-200
0
200
400
600
800
1000
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
27 kips
37 kips
45 kips
48 kips
16-inch ACP to 60ft with Static Load Test
Shear Force (kips)
-15
-10
-5
0
5
10
15
20
25
30
35
40
45
50
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-20
27 kips
37 kips
45 kips
48 kips
16-inch ACP to 60 ft. without Static Load Test
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-0.1
25 kips
35 kips
42 kips
45 kips
1
16-inch ACP to 60 ft without Static Load Test
-800
-600
-400
-200
0
200
400
600
800
1000
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-1800 -1600 -1400 -1200 -1000
25 kips
35 kips
42 kips
45 kips
16-inch ACP to 60ft without Static Load Test
Shear Force (kips)
-15
-10
-5
0
5
10
15
20
25
30
35
40
45
50
25
30
35
40
45
50
55
60
Depth (ft)
20
15
10
5
0
-20
25 kips
35 kips
42 kips
45 kips

SPECIFICATIONS SOUTH TOWER LATERAL BRACING

Transcription

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