HomeMy WebLinkAboutPRE-BUILDING PERMIT ADDENDUM-THRESOLD2431 SE Dixie Highway
Stuart, FL 34996
0 Phone: (772) 287-0525
MATHERS ENGINEERING EB#004456
CORPORATION
PRE -BUILDING PERMIT ADDENDUM — THRESHOLD
Date: March 20, 2019
To: St. Lucie County Building Department SCANNED
2300 Virginia Avenue BY
Fort Pierce, FL 34982 St. Lucie County
Referenced Project: Concrete Restoration for Exterior Balconies for on 12 Floors
Of Stack A (Units Al, A2, A3, A4, A5, A6, A7, A8, A9, A10, All, Al2)
for the Atrium H Condominium
Located at 3000 N. Highway AlA, Fort Pierce, Florida 34949
Contractor: Structure -Con, PO Box 2626, Okeechobee, FL 34973
Atrium II Condominium Association requested the services of Mathers Engineering Corporation for
special inspection services for concrete renovation work on the above -referenced building. William
J. Mathers, P.E., S.I. #155, will certify all structural inspections. Under Florida Statute
553.79(5)(d), "the licensed registered engineer service as the special inspector shall be permitted to
send his duly authorized representative to the job site to perform the necessary inspections provided
al written reports are prepared by and bear the seal of the special inspector and are submitted to the
enforcement agency." In addition to William J. Mathers, individuals employed by Mathers
Engineering Corporation are authorized and qualified representatives to perform inspections to
perform the duties assigned by the Special Inspector.
We will follow the threshold inspection plan prepared by the Engineer of Record, Keystone
Structural Engineering and Consulting, for this project in performing our inspections. Inspections
for concrete restoration projects follow the general 'pattem of pre -demolition inspection, progress
inspections until area to be restored has been properly prepared (steel coatings, steel additions and
catholic protection) prior to concrete replacement. Reports of work progress will be generated on a
monthly basis, signed and sealed by the professional engineer, and sent to the St. Lucie County
Building Department.
Enclosed is a copy of the structural threshold license for William J. Mathers, P.E. as the threshold
inspector for the project referenced above in accordance with Florida Statutes 553.79.
Approved,IMAT
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
PROJECT DIRECTORY
PROJECT LOCATION:
3000 N. Highway Al
Ft. Pierce, FL 34949
OWNER:
The Atrium on the Ocean II Condominium
Association, Inc.
3000 N. Highway Al
Ft. Pierce, FL 34949
PROPERTY MANAGER:
Pearl Spires, LCAM
First Service Residential
3055 Cardinal Drive Suite 200
Vero Beach, FL 32963
Tel: (772) 562-9031
Email: peari.spires@fsresidential.com
PROJECT ENGINEER:
James E. Emory, P.E.
Keystone Engineering, Inc.
18 Danube River Drive
Cocoa Beach, FL 32931
Tel: (321) 480-5840
Email: iemorvDcfl.rr.com
Office Email: KeystoneEngineering@cfl.rr.com
KEYSTONE ENGINEERING
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
TABLE OF CONTENTS
COVER
PROJECT DIRECTORY
TABLE OF CONTENTS
SECTION
BIDDING AND CONTRACT DOCUMENTS
010
Invitation to Bid
020
Instruction to Bidders
030
Bid Form
040
1,
General Conditions
SECTION
GENERAL PROJECT REQUIREMENTS
100
Project Description
101
Summary of Work
102
Provisions for Insurance
103
Payment and Progress Schedule
104
Job Site Conditions and Requirements
105
Contractor Responsibility
106
Owner Responsibility
107
Safety and Public Convenience
-- 108
Product Delivery, Storage and Handling
109
Submittals and Materials Approval
110
Repair of Spalled Concrete
111
ICRI Technical Guidelines
112
Inspection Map Results -Damage locations
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
Section 010 - INVITATION TO BID
Invitation to Bid:
Notice is hereby given that the Atrium II Condominium will accept bids for the A Stack
Balcony Restoration and Refurbishment of their property located at 3000 N. Highway Al A,
Ft. Pierce, FL 34949, as described in the Project Manual. Bid is by invitation only from pre -
qualified selected Contractors.
The bid process is completed.
To obtain a project manual, contact Keystone Engineering at (321) 454-7300. Bid
documents will be sent in advance. Should a Bidder find discrepancies or ambiguities in, or
If, in the opinion of the Project Engineer the question raised is of general interest or has the
possibility of impacting the submission of the proposals by others, an interpretation will be
issued in the form of an Addendum. Addenda, so issued, will be forwarded to all
prospective bidders listed on the official bidders list maintained by the Project Engineer.
i
All Bidders shall acknowledge the receipt of each Addendum on his/her proposal in the
space provided.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 020 — INSTRUCTIONS TO BIDDERS
GENERAL
-- To be entitled to consideration, proposals shall be made in accordance with the
following instructions:
EXAMINATION OF THE SITE AND DOCUMENTS
Before submitting a proposal, the bidder shall:
1. Carefully examine the drawings and specifications as applicable.
2. Visit the site of the work and fully inform himself of existing conditions and
limitations.
3. Rely entirely upon his own judgment in preparing his proposal, and include in his
bid a sum sufficient to cover all items required by the Contract.
4. Contractor is to verify any supplied bid quantities. Any variance in measurable
quantities found, are to be brought to the attention of the Engineer prior to
submission of bids. Change orders will not be considered for any variances in
measurable quantities after the submissions of bids.
INTERPRETATIONS
A. Questions regarding drawings and specifications should be addressed to the
Project Engineer and will be answered by addenda addressed to all Bidders.
Question may be called in or faxed to Project Engineer (321) 459-2888.
B. Neither Owner nor Consultant will be responsible for oral interpretations.
C. Questions received less than 72 hours before the time set for Bid opening cannot
-- be answered.
D. All Addenda issued during the bidding period will be incorporated into the Contract.
FORM OF BID (USE ENCLOSED BID SHEETS)
A. Submit Bid in form furnished by Project Engineer without alterations in the form, or
any recapitulation of the work to be done.
B. Fill in all blank spaces in the form: sign in longhand.
-- C. If Bidder is a partnership or co -partnership, each partner must sign; if a corporation,
print name of state in which incorporated, followed by the signature or signatures of
the person or persons authorized to sign, and the names of the offices they hold in
the corporation.
ORAL AND TELEPHONE BIDS
Oral and telephone bids, or modification of bids, cannot be considered.
OWNER'S RIGHT
The Owner reserves the right to accept or reject any or all bids or any portion of bids on
this project for whatever reason and without explanation. Contractors may be
requested to participate in an interview with the Owners and Project Engineer following
an evaluation of the bids. Owner may choose to complete project in phases or
eliminate certain phases for this bid.
SUBSTITUTIONS
A. Bids shall be based upon the articles and materials named in the specifications.
B. Substitutions may be made with the bid under the following conditions:
1. Bidders may submit, on a separate sheet enclosed with the Bid Form, a list of
proposed substitutions which they are willing to guarantee, and stating the
additions to or deductions from the Bid prices in case they are allowed.
2. Technical data shall be submitted, as above.
3. The Owner reserves the right to reject all such proposals, and they will not be
used to determine the low bid.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
ALTERNATE BIDS
A. Except as stated above, alternate bids other than those listed in the bid form
cannot be considered.
B. Failure to bid upon all items listed in the Bid Form may cause rejection of the Bid.
SUBMISSION OF BID
A. Enclose two copies of your Bid in a sealed envelope addressed to:
Pearl Spires, LCAM
First Service Residential
3055 Cardinal Drive Suite 200
Vero Beach, FL 32963
Tel: (772) 562-9031
Email: pearl.soires(a)fsresidential.com
RE: A Stack Balcony Restoration and Refurbishment Project
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
Bid Sheet —Page 1 of 4
Section 030- BID FORM:
Submit Bid to: Pearl Spires, LCAM
First Service Residential
3055 Cardinal Drive Suite 200
Vero Beach, FL 32963
Tel: (772) 562-9031
Email: pearl.spires@fsresidential.com
RE: A Stack Balcony Restoration and Refurbishment Project
Submitted by:
Company Name
Date:
The undersigned
A. Acknowledges receipt of:
1. Project Manual for the Atrium II A Stack Balcony Refurbishment and
Restoration
2. Addenda numbers
B. Has examined the Project site and Bidding documents
C. Agrees:
1. Tohold the Bid open for Sixty (60) calendar days after the bid due date.
2. To execute a satisfactory contract with the owner and to submit required
insurance certificates to owner within seven (7) days after notice of award.
3. Provide a five-year non -prorated warranty, unless otherwise specified, for all
labor and materials incorporated into the project.
4. Removal and reinstallation of the shutters, if needed, will be the responsibility
of the Association or Unit Owner.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
Bid Sheet — Page 2 of 4
Submitted by:
Company Name
D. Contractor proposes to accomplish the work in accordance with the contract documents,
best industry practices and following Florida building codes. The Base bid represents a
stipulated sum for all costs of work total including: management, supervision, overhead,
labor, materials, insurance, equipment, tools, permits, transportation and any individual
costs incurred. Variable quantity bid items will be adjusted for actual volume of work
competed, up or down, by the unit cost bid.
See Bid Form Next Page
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
Bid Sheet- Page 3 of 4
Submitted by:
Company Name
A
B C
D
E
F
r - At��rYyiKfu.m,3. 11 Bid,Sheet
Balcomes,5upplementalal
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-
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'�' Unit Cost,,; s';'as�
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�EztendediCost;,, 4j�
3
1 1
Mobilization/General Conditions -
1
EA
$- -
4
2
Concrete Repairs
5
Ia. Floor Surface
31SF
$ -
6
b. Slab Edge up to 12" deep
106
LF
$
7
c. Slab Full Depth
1
SF
$ -
8
d. Spat repairs
8
EA
$ -
9
3
Post Tension Cable Repairs Lock-off/Splice
45
EA
$ -
10
A STACK Balconies BASE BID Total
$
11
Post Tension Subcontractor Name
12
_
13
Owner Options
14
4
Epoxy Inject Rail Posts _
300
EA-
-
$ -
15
5
Balcony Floor Coating Strip
400
SF
$
16
a. Balcony Tile Removal
30
SF
$ -
17
6
Replace Existing Floor Coating at Repairs
450
SF
$ - -
18
7
Topcoat all Balcony floors
8965
5F
1
1 $
19
20
Bid Notes and Assumptions
21
ShutterTracks to be removed by others and holes filled before restoration project starts
22
Tile Replacement, if needed, to be by others. Tile may also be hiding concrete damage
23
Existing Floor Coating to be maintained, repaired and fully topcoated (Sherwin Williams Duraplate or equal)
24
Use compatible balcony topcoat -Sherwin Williams Duraplate 289 or equal - color to match existing
25
EIFS Wall finish damage by others
26
Concrete repair and Post tension cable repair quantities are estimated based on the visual and acoustical inspection
27
Unit costs will be used for any increases or decreases in the estimated quantities
28
Any questions should be addressed to the project engineer
29
Railing Removal and Reinstall or protection as needed to be included in the concrete repair unit pricing
30
31
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
Bid Sheet —Page 4 of 4
E. Time and Material Work
Labor rate per hour for any work not considered in the above items, which does not
lead well to unit pricing or cannot be successfully negotiated
Hourly rate:
Skilled Labor
Labor
% Mark up on Materials
F. Schedule of Work -Provide the earliest start date available based on current work
4. Start Date
5. Total Calendar days to complete work
6. Substantial Completion Date
7. Attach description of anticipated workforce, number of stages/stacks worked
on at a time, total manpower, etc.
G. List of proposed subcontractors (the use of local subcontractors is encouraged)
TRADE SUBCONTRACTOR NAME, ADDRESS AND PHONE#
1
Bidders Information
Firm Name:
Business Address:
Telephone:
Fax:
E-Mail:
By
Signature
Title
Corporate Seal
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Type/Print Name
-- Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 040- GENERAL CONDITIONS OF THE CONTRACT
The contract document shall be the Standard Form of Agreement between the Owner and
Contractor, AIA Document A-201 2007 Edition. Payment Application shall use forms AIA
G702 and G703.
The General Conditions of the Contract shall be AIA Document A201, 2007 Edition, and is
incorporated into the Contract Documents by reference.
Contractor will be reimbursed any legal fees to amend/dispute language in the Documents
listed above in preparation for execution of the Contract.
Additional Copies of these documents may be obtained from The American Institute of
Architects, 1735 New York Avenue, N.W., Washington, D.C. 20006, or from local AIA
office.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 100
Project Description
The Atrium II complex consists of one 12 story oceanfront condominium building. The building is
approximately 22 years old. The building has living unit access via common walkways, stairs and
elevators with 4 total stacks and 11 levels of private balconies. The buildings are constructed
utilizing poured in place concrete horizontal slabs with post tensioned (PT) cables supported by
structural load bearing columns. The exterior walls are a masonry construction with a painted
stucco finish.
The work of this project includes the repair of concrete spalling on the A stack balconies, primarily
at the slab edges, which will include any necessary work on the post tensioned cables.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 101- SUMMARY OF WORK
All work to meet current, applicable building codes, industry standards and manufacturer's
requirements.
The contractor shall furnish all labor materials equipment, incidentals, supervision and insurances
to install and complete the work items described in these documents, a summary of which follows.
The Contractor is to visit the site and become familiarized with the conditions present. The
Contractor shall incorporate these conditions into the bids as to cover necessary costs for access,
mobilization, debris removal and any other related project aspect.
1. Mobilization
Includes all costs of project related to permit process, on site storage and equipment,
debris removal, dumpsters, building access equipment and all other costs not specifically
covered by other bid line items. The mobilization is a fixed cost line item and shall not be
increased or decreased by additions or reductions in the anticipated scope of work.
2. Existing Floor Finishes
Existing floor finishes are to be removed on the A stack balconies, as needed to
accomplish the concrete repairs identified by the engineer.
3. Concrete Repairs
' All concrete repairs shall be performed to ICRI and ACI Standards on a unit cost basis.
Concrete and stucco repair work will be as directed by the project engineer including size,
location, surface preparation and proper inspections. All concrete repair unit prices are to
include incidental stucco replacement reinforcing steel replacemenUsupplement. Railings
are to be removed and reinstalled as needed, and/or protected from damage, as part of the
concrete repair unit costs.
a. Surface Repairs: Defined as concrete repairs to the topside of the horizontal slab
under the first mat of reinforcing steel, measured on a square foot basis.
1 b.
Edge Repairs: Defined as full depth concrete repairs of the balcony edge up to
12" back from the slab edge requiring formwork, measured on a linear foot basis.
Full depth repairs beyond the 12" slab edge will be calculated and billed as
'
Full depth repairs.
C.
Full Depth Repair: Defined as concrete repairs that require the removal of the slab
to the full depth of the concrete requiring form work, away from the balcony edges,
measured on a square foot basis.
d.
Rust Spots: Defined as spot locations of stray steel or reinforcing chair legs on any
other repair less than .25 CF.
e.
Columns/Beams: Defined as concrete repairs to the columns, beams, headers or
li
other areas of the building not defined above, measured on a cubic foot basis.
f.
Ceiling Repairs: Defined as concrete repairs to the underside of the horizontal slab
under the bottom mat of reinforcing steel, measured on a square foot basis.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
4. Post Tension Cables
Post tensioned cable repairs will be completed on an as needed basis to accomplish the
necessary concrete repair work associated with the balconies or walkways. Certified technicians
are required for any post tension cable repairs, lock -offs, splices or cable replacement. In areas of
balcony slab edge repairs, as directed by the project engineer, install an appropriate PT lock off
device prior to excavating concrete behind the edge back up steel. Unit price is to include
installation of lock off device, splice chuck installation, new cable end, and complete anchor head
system with grease cap, and re -tensioned after edge repair is completed and lock off device is
removed. Related concrete work will be paid at the unit cost in the bid sheets.
5. Balcony Floor Coatings
Balcony floor finish coatings are to be repaired as needed where concrete repairs are
accomplished. The contractor is to replace the coating system textured base coat and top wear
coat as needed and feather blend into existing remaining existing coatings, to closely match color
and texture with minimal noticeable transition.
i�
E
Staging and Project Duration
1. Staging of the work
The work will be performed in a sequence that is suitable to the contractor and to fully
expedite the work in an efficient manner that does not compromise the quality of work. The
contractor will have full access to the facility as described in the project schedule with
uninterrupted work days and hours including access on weekends, holidays and overtime
as needed to accomplish the schedule requirements with the exception of this hours that
do not comply with local municipalities' requirements.
2. Schedule
Project start April 2019. Duration estimated to be 60 days.
3. Contract
The contract documents will include a standard AIA contract between Owner and
Contractor with appropriate attachments and references.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 102- PROVISIONS FOR INSURANCE
102-1 Without limiting any of the liabilities obligations of the Contractor, the Contractor shall
furnish to the Owner a duly executed Certificate of Insurance, stating that the following
types of insurance coverage and limits are in force and that insurance will not be
canceled without ten (10) days prior notice to the Owner by the Insurance Agent.
A. Commercial General Liability:
General Aggregate
$2,000,000.00
Products/Completed Operations Aggregate
$1,000,000.00
Personal and Advertising Injury
Owners and Contractors Protective
$2,000,000.00
+, Each Occurrence
$1,000,000.00
B. Automobile Liability:
Combined Single Limit/Each Occurrence
Bodily Injury/Property Damage
$1,000,000.00
C. Excess Liability Umbrella:
Each Occurrence
$1,000,000.00
I; Aggregate
$1,000,000.00
D. Worker's Compensation and Employers Liability:
I Each Accident
$1,000,000.00
Disease Each Employee
$1,000,000.00
Disease Policy Limit
$1,000,000.00
Contractor shall indemnify and hold harmless the Owner, Engineer and his agents and
employees from and against all claims, damages, losses and expenses arising out of
or resulting from the performance of the work, provided that any such claims, damages,
loss or expense are caused in whole or in part by any negligent act or omission on the
part of the Contractor, any subcontractor, or anyone directly employed by the
Contractor.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 103- PAYMENT AND PROGRESS SCHEDULE
103-1 The Contractor shall submit a schedule of estimated construction progress within ten
(10) days of award of the contract
103-2 The schedule shall be in the form of a bar chart and shall adequately annotate all
activities and startlfinish dates
103-3 The schedule shall be updated upon the submission of each application for payment on
a monthly basis. No applications and certificates for payment will be approved without
being accompanied by the updated progress schedule.
103-4 Payment Requests (and back-up data for billings) are to be submitted to the Engineer
for progress payments and appropriate stored materials. Within approximately 7 days,
the Engineer will review the pay request and either approve payment amount, request
additional information or modify the payment amount due. Within 7 days of the
Engineer approved payment request, the Owner will provide payment to the
Contractor. The Contractor shall include appropriate lien releases for each payment
including from all subcontractors and suppliers.
103-5 Payment application shall be emailed to both the project engineer and engineers office
email for review and approval.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 104 — JOB SITE CONDITIONS AND REQUIREMENTS
104-1 Hours of Construction Operation: Monday through Friday 7:30 a.m. to 5:00 p.m. with
the exception of national holidays. No work is permitted on Saturday or Sunday, unless
otherwise designated by Owner. Noisy activities, such as jack -hammering, are not
permitted until after 8:00 a.m.
104-2 Parking: The Contractor's personnel are authorized to park in areas designated on the
site plan, or otherwise designated by the Owner.
104-3 Construction Trailers: One construction trailer shall be permitted to remain in overnight
on the site at a location designated by the Owner for the duration of the contract.
104-4 Dumpster: One dumpster is permitted on site at a location designated by the Owner
and shall be provided by the Contractor
104-5 Portable Toilets: Portable toilets are permitted on site. Yes X No
If "No", Contractor may use facilities in the building as designated by the Owner. If
"Yes", Owner must approve location.
104-6 Clean Up: The job site shall be left free of debris at the end of work each day. The
dumpster shall be emptied on a scheduled basis. The dumpster shall not be filled
above top sides.
104-7 Contractor Use of Premises: Limit use of the premises to areas indicated; allow for
Owner occupancy and use by the public.
104-8 Confine operations to areas within limits indicated. Portions ofthe building beyond
areas in which work operations are indicated are not to be disturbed.
104-9 Keep driveways and entrances clear at all times. Do not use these areas for parking or
storage of materials. Schedule deliveries to minimize requirements for storage of
materials.
104-10 Use of the Existing Building: Maintain the existing building on an operational condition
throughout construction. Repair damage caused by construction operation. Take
precautions necessary to protect the building and occupants during the construction
period.
104-11 Contractor will not be allowed use of the elevators. Stairways shall not be used for
storage and shall be kept clean and free debris at all times
104-12 Full Owner Occupancy: The Owner will occupy the site and existing building during the
entire period of construction. Cooperate with the Owner to minimize conflicts and
facilitate Owner usage. Perform the work as so not to interfere with the Owner's
operations.
104-13 Contractor shall remove all material, equipment, and debris from the premises within
five (5) working days from final inspection by Consultant and Owner.
104-14 Rubbish shall be lowered by the way of chutes, taken down on hoists, or lowered in
receptacles. Under no circumstances shall any waste be dropped or thrown from one
level to another outside the building.
104-15 Care should be taken by workmen not to mark, soil, or otherwise deface finished
surfaces. In the event that finished surfaces become defaced, clean and restore such
surfaces to their original condition.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
104-16 Contractor must coordinate with Owner for the protection of automobiles while work is
in progress to safeguard against possible damage to any vehicles.
104-17 The responsibility for the removal and reinstallation of external ladders, mechanical
equipment etc. Other devices must be determined prior to commencement of the work
and a policy agreed between the Owner and Contractor that is both practical and
equitable for this purpose. The policy to be adopted shall form and amendment to the
contract.
104-18 The pool area must remain accessible as best possible during the project. The
contractor is responsible to erect necessary safety equipment to allow pedestrian
access from the building to the pool and ensure pool availability, unless safety dictates
otherwise.
104-19 Any landscaping that is damaged or relocated for project needs, including sod, mulch,
soil, trees and shrubbery will be replaced by the contractor at the cost and discretion of
the Association using the time and material with material markup pricing provided on
the bid documents. The Association reserves the right to select and work directly with
an outside landscaping contractor and delete this work form the restoration contractor
scope.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 105 — CONTRACTOR RESPONSIBILITY
105-1 Contractor shall maintain his own credit standing for material purchases in accordance
with terms set forth by suppliers and shall supply lien releases when Notice to Owner
has been filed by the Contractor and/or his suppliers.
105-2 Contractor shall properly maintain payrolls and pay related taxes and insurance
required.
105-3 Contractor shall pay sales tax levied on materials at the point of purchase.
105-4 Contractor must by duly licensed by the governing body of the area in which the facility
is located, and obtain all required permits for the work involved. Negligence in obtaining
proper permit resulting in a fine shall be the total responsibility of the Contractor.
105-5 Contractor shall employ competent superintendents, foremen, and workmen.
Contractor shall remove any person employed in the job that shall conduct himself
improperly or be deemed incompetent or negligent in the performance of his duties by
the Project Engineer or Association.
105-6 Contractor shall see that personnel employed on the job are fully and properly clothed
in identifiable uniforms while working on the premises or entering any part of the facility
105-7 Contractor shall provide the Owner with safety notices to be posted in conspicuous
locations accessible to all residents/ guests. Notices shall remain posted for the
duration of the construction contract and additional notices may be obtained on
request.
105-8 Contractor shall take all reasonable precautions to protect adjacent surfaces, finishes,
and properties. However, when the work, by its nature, involves activities that may
result in potential damage: i.e., vibration of the structure or the creation of excessive
dust, Contractor shall not be responsible for damages resulting from the normal and
unavoidable circumstances of the work.
105- 9 Contractor shall protect adjacent surfaces, finishes, and foliage from damage or
staining during application.
105-10 Contractor will be responsible for providing window cleaning in the areas of work at the
completion of that given area.
105-11 Other specific Contractor responsibilities may be as listed under Job Site Conditions
and Requirements.
105-12 Contractor shall protect swimming pool area and maintain its use for owners during
non -working hours.
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Atrium II
A Stack Balcony Restoration and Refurbishment Project
SECTION 106—OWNER RESPONSIBILITY
106-1 Exterior work is to be performed from the exterior of buildings. However, in the event it
becomes necessary to enter the building, Owner will, with 24-hour minimum
notification, provide access and be in attendance for building entry.
106-2 Owner will assign parking spaces to the Contractor for vehicles and equipment. Water
and electricity use will be confined to common building sources only. Individual owner
unit electricity and water is not to be used. Any modification of the utility source
required will be the responsibility of the Contractor. Any utility source modified is to be
restored to original condition at the end of the project unless otherwise approved by the
owner.
106-3 Owner will be responsible to remove or protect miscellaneous loose objects in the work
area; i.e., potted plants, patio furniture, etc. If items are not removed, Contractor will
take due care to protect them, but will not be responsible for any damages that might
occur.
106-4 Owner will be responsible for notifying all concerned of the work being performed in
order to avoid any injuries or damages to personal property. Areas of possible
overspray or dripping of material will be marked off and signs will be erected by
Contractor. Owner will be responsible for enforcement of restricted areas, and no
compensation will be paid by Contractor for damages or injuries occurring within the
zoned areas.
106-5 It will be the responsibility of the Owner to perform any trimming or pruning of foliage
which will interfere with the contracted work. Although Contractor will take all
reasonable precautions for the protection of plants. Owner shall be responsible for
assessment of potential plant damage resulting from unavoidable exposure to fumes
and/or residue of materials. Plants that would recover naturally in time shall be done at
the discretion and expense of the Owner.
106-6 Owner shall be responsible to advise residents/tenants, neighbors of potential damage
situations that may occur in the normal course of the work, such as vibrations or
excessive dust, and will assume responsibility for any claims for damages resulting
from normal and unavoidable circumstances of the work.
106-7 The Owner shall furnish electrical power (110-volt) and water for the Contractor's use.
Any modification to the source of electricity is the contractor's responsibility. Drinking
water is to be furnished by the Contractor.
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SECTION 107- SAFETY AND PUBLIC CONVENIENCE
107-1 Contractor shall mark off and erect signs in areas where overspray/dripping or
hazardous conditions may occur. No damages will be paid for items or vehicles located
or parked within the zoned areas. Contractor shall not be liable for injuries or damages
to persons disregarding signs or barriers.
107-2 Contractor shall be responsible for safety administration on the job including tools,
equipment, and work methods and must be in compliance with all OSHA safety
regulations.
107-3 Contractor shall comply with applicable noise abatement and work hour ordinances.
107-4 In the event of discovery of Asbestos materials incorporated in the construction of the
building it shall be the responsibility of the Owner to determine and execute the
necessary action to comply with safety and environmental regulations.
107-5 The Contractor shall provide and maintain all equipment, such as temporary stairs,
ladders, ramps, runways, chutes, etc., as requested for the proper execution of the
work.
107-6 The Contractor shall secure all stages, ladders and other equipment, materials and
supplies at the end of each work day.
107-7 All such apparatus, equipment, and construction methods shall meet all requirements
as set by local, state, or federal laws applicable thereto.
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SECTION 108 — PRODUCT DELIVERY, STORAGE, AND HANDLING
108-1 Deliver all materials to job site in unopened container, bearing Manufacturer's brand,
product name, product number, batch number, and color designated.
108-2 Store materials and equipment at the site in a properly ventilated and secured trailer in
an area assigned for this purpose by the Owner. Do all receiving, opening, and mixing
in this location.
108-3 Comply with Manufacturers recommendations as to environmental conditions under
which materials can be applied. Protect adjacent surfaces from spattering or overruns
using adequate drop cloths, masking, etc., as necessary.
108-4 Repair or cause to be repaired any damaged surfaces that occur as a result of matters
relating to paragraph 108-3 above.
108-5 Contractor must familiarize himself and his crew with MSDS information and ensure
that his site staff has access to MSDS sheets for each product used.
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SECTION 109 — SUBMITTALS AND MATERIALS APPROVAL
109-1 Color selections shall be made by the Engineer and Owner
109-2 Samples of final finish shall be prepared on the job and shall be entire member or 4' x
4' area painted in place or sample board.
109-3 Materials other than those specified herein may be submitted to the Engineer, prior to
bid date, together with sufficient data to prove equal -to or better -than qualities of
materials. specified.
109-4 Immediately following the signing of the contract, or after the Owner has issued a
notice to proceed with the work, the Contractor must submit a list of products to be
utilized on the project. The Contractor must submit to the Engineer in the form of a
three-ring binder which shall include all technical literature from each manufacturer for
all products specified, including those approved by the Engineer and submitted prior to
bidding.
109-5 Sample warranties must be included. Where the status of manufacturer's warranties
has changed or differs from those specified, a statement must be included pertaining
thereto.
109-6 Shop drawings must be prepared and submitted to the Engineer for review and
approval prior to fabrication for any work requiring off -site manufacture and assembly.
Such items may include metal flashing etc.
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SECTION 110 - REPAIR OF SPALLED CONCRETE
PART 1-GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract apply to this Section.
B. American Society for Testing and Materials (ASTM)
1. ASTM A 615: "Specification for Deformed and Plain Billet Steel Bars for
Concrete Reinforcing."
2. ASTM C 31: "Standard Practice for Making and Curing Concrete Test
Specimens in the Field"
3. ASTM C 33: "Standard Specification for Concrete Aggregates"
4. ASTM C 39: "Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens"
5. ASTM C 78: "Standard Test Method for Flexural Strength of Concrete Using
Simple Beam with Three -Point -Loading"
6. ASTM C 94: "Standard Specification for Ready Mix Concrete"
7. ASTM C 109: "Standard Test Method for Compressive Strength of Hydraulic
Cement Mortars"
8. ASTM C 143: "Standard Test Method for Determining Slump of Fresh
Concrete"
9. ASTM C 150: "Standard Specifications for Portland Cement"
10. ASTM C 171: "Standard Specifications for Sheet Materials for Curing
Concrete"
C. American Concrete Institute (ACI)
1. ACI 301: "Standard Specifications for Structural Concrete for Buildings"
2. ACI 318: "Building Code Requirements for Reinforced Concrete"
3. ACI 530/ASCE 5: "Building Code Requirements for Masonry Structures"
4. ACI 530.1/ASCE 6: "Specifications for Masonry Structures"
D. Concrete Reinforcing Steel Institute (CRSI)
1. CRSI Manual of Standard Practice
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E. International Concrete Repair Institute (ICRI)
1. ICRI 03730:"Surface Preparation for the Repair of Deteriorated Concrete"
2. ICRI 03733:"Selecting and Specifying Materials for Concrete Repair"
1.2 SUMMARY
This specification describes the patching of exterior vertical and overhead surfaces including
but not limited to balconies, walkways, beams, columns, stairs and landings with a hand -
applied, set -accelerated Portland cement, repair mortar. The replacement of reinforcement may
be necessary.
1.3 SUBMITTALS
A. General: Submit the following according to Conditions of the Contract and Specification
Sections:
1. Product data for materials specified
a. Provide the Manufacturer's technical information, including label analysis and
instruction for handling, storage, and use of each material proposed. Include
I
Material Safety Data Sheet.
Manufacturer: Provide products manufactured by Sika, Tamms or equal. Repair materials must
have a documented electrical resistance of 50,000 ohm -cm or less in areas of Active Cathodic
I Protection, and 15,000 ohm -cm or less in areas of passive corrosion mitigation.
2. Mix Design: Provide mix designs for Plant batched or field -mixed batches
1.4 QUALITY CONTROL
A. Manufacturing Qualifications: The Manufacturer of the specified product shall be ISO
9001 Certified and have in existence a recognized ongoing quality assurance program
independently audited on a regular basis.
B. Contractor Qualifications: CONTRACTOR shall be a qualified in a Feld of concrete repair
and protection with a successful track record of 5 years or more. CONTRACTOR shall
maintain qualified personnel who have received product training by a Manufacturer's
representative.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver repair materials to the job site in the Manufacturer's original, unopened, waterproof
containers bearing Manufacturer's name and label, and the following information:
1. Product name or title of material.
2. Product description.
3. Manufacturer's stock number and date of manufacture.
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B. Store all materials off the ground and protect from rain or temperature extremes until ready
for use.
PART 2- PRODUCTS
2.1 REPAIR MATERIALS, GENERAL
Manufacturer: Provide products manufactured by Sika, Tamms or equal. Repair materials must
have a documented electrical resistance of 50,000 ohm -cm or less in areas of Active Cathodic
Protection, and 16,000 ohm -cm or less in areas of passive corrosion mitigation.
2.2 PORTLAND CEMENT MORTAR
A. Horizontal Surfaces: Sika, Tamms or equal
B. Vertical/Overhead: Sika, Tamms or equal
2.3 RELATED MATERIALS
A. Reinforcement: Provide deformed reinforcement conforming ASTM A 615, Grade 60.
B. Formwork: Use plywood or metal formwork free of defects. Formwork shall be straight,
level and flat to provide a finished product meeting tolerance specified in ACI 301.
C. Bond Breaker: Use bond breaker compatible with repair material and subsequently applied
coatings.
D. Moisture -Retaining Cover: Provide white -burlap -polyethylene sheet complying with ASTM
C 171.
E. Liquid Applied Curing Compound: Use curing compound complying with ASTM C 309,
Type 1, Class B. —NIC
F. Reinforcing Steel Primer: NIC
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PART 3- EXECUTION
A. Examine substrates where repairs are specified.
1. Repairs shall extend to sound concrete as indicated or verified by ENGINEER.
B. Coordination of Work: Notify the ENGINEER about anticipated problems using the
materials or procedures specified.
C. CONTRACTOR shall locate, identify and mark work areas requiring repair using Drawings
as guidance. ENGINEER shall review areas marked prior to removal operations.
3.2 PREPARATION
A. Remove loose, damaged or deteriorated concrete with spade -edged, lightweight pneumatic
chipping hammer. Saw cut around the perimeter of the area to be repaired to a depth of at
least % inch or greater if recommended by the repair material Manufacturer. No
featheredges permitted. Sandblast or roughen saw cut edges to promote bond with repair
material.
B. The depth of removal shall not be less than '% inch. The removal shall extend to sound
concrete and satisfactory reinforcement. The criteria for replacing or augmenting reinforcing
steel shall be:
1. If the entire length of exposed reinforcement is greater than or equal to 85 percent
effective cross -sectional area, no reinforcing steel replacement or augmentation may
be necessary.
2. If any portion of the reinforcing steel has less than 85 percent effective cross -sectional
area, new reinforcing steel shall be installed per ACI 03730 and exposed reinforcing
steel shall be at least 36 bar diameters on both sides of the section having less than 85
percent effective cross -sectional area. All areas so treated shall be inspected by the
ENGINEER prior to application of repair mortar.
C. Obtain a fractured aggregate profile at the surface of the excavation. The horizontal plane
formed at the bottom of the excavation shall be chipped to a near flat surface forming
rectangularly shaped repair areas, as indicated on the drawings and as referenced in ICRI
03730. Clean steel to remove all contaminants and rust. A tight oxide remaining on steel
will be acceptable. Chip back behind reinforcing steel so that the area under the rebar will
be equal to or greater than 3/4 inch. Position bar so at least 1 inch of concrete is maintained.
D. Remove all loose material so no dust, latence, loose aggregate or particles remain. Clean
the area to be repaired by water blast to remove all debris.
E. Soak surfaces of excavation by ponding at least 8 hours before applying repair mortar.
Allow surface to become saturated surface dry before placing patch material.
F. ENGINEER shall inspect preparation of repair surface prior to concrete repair mortar
placement to approve for concrete placement and to record volume or unit measurement of
repair.
i
G. Mix mortar in accordance with Manufacturer's instructions.
H. Note that Manufacturer requires addition of approved aggregate to the mortar mix.
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3.3 PLACEMENT
A. Remove standing water from pre -dampened patch area. Surfaces shall be surface dry at
time of application.
B. Scrub Coat: Scrub repair material into substrate to fill pores and voids
C. Apply mortar as per manufacturer's directions. A single pour for the required depth is
preferred. Where successive layers are required, key in and compact thoroughly to secure
bond. Score successive lifts and allow each to initially set (30 minutes) before applying next
layer.
D. Continue expansion and/or control joints, and drip lines through the repair.
E. Trowel to smooth, hard troweled finish after initial set compatible with the surrounding
surface and even adjoining edges.
3.4 CURING
A. Wet cure horizontal patch for 72 hours after placement by fogging or placement of wet
burlap or other saturated blanket (carpet remnant) covered by a polypropylene sheet to
reduce evaporation.
B. Cure overhead and vertical patches with membrane sealer.
C. Protect from rain and temperatures below 40 degrees for not less than 24 hours.
3.5 ACCEPTANCE
z
A. Repair Surfaces: Inspect repair surfaces for smoothness and verify surface tolerances
specified for each surface and finish. Correct low and high areas as specified. Test
unformed surfaces sloped to drain for trueness of slope and smoothness by using a
straight edge and by ponding water.
B. Repair finished unformed surfaces containing defects that affect the concrete's durability.
Surface defects include crazing and cracks in excess of 0.01-inch-wide or that penetrate to
the reinforcement or completely through non -reinforced sections shall be removed and
replaced. Patch areas that exhibit spalling, disbondment at edge, popouts, honeycombs,
rock pockets, and other objectionable conditions shall be removed and replaced with new
patch mortar.
C. Correct high areas in surfaces by grinding after concrete has cured at least 1 day.
D. Correct low areas during or immediately after completing surface finishing operations by
cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into
adjacent concrete.
E. Repair methods not specked above maybe used, subject to acceptance of ENGINEER.
3.6 CLEANING
A. Cleanup: At the end of each workday, remove empty containers, rags, rubbish, and other
discarded materials from the site.
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3.7
A. Protect other Work, whether being prepared or not, against damage by abrasive blasting.
Correct damage by cleaning, repairing or replacing, as acceptable to ENGINEER.
B. Provide appropriate signs to notify public of hazards associated with operation.
C. Protect all nearby vehicles, passing traffic, living areas, and dwellings from debris
generated.
D. Inspect work area protection prior to starting Work on any shift to ensure all protective
devices are in place and secure. Inspect work area protection throughout course of Work.
Repair any discrepancies immediately.
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r TECHNICAL
-= k GUIDELINES
i Prepared by the lntema8onal Concrete Repair lns0bte December2008
Guideline No. 310.111-2008 (formerly No. 03730)
TECHNICAL
GUIDELINES
Prepared by the International Concrete Repair InsMute December 2008
Guide for Surface
Preparation for the
Repair of Deteriorated
Concrete Resulting
from Reinforcing
Steel Corrosion
Guideline No. 31Oil R-2008 (formerly No. 03730)
Copyright 0 2008 International Concrete Repair Institute
All rights reserved.
International Concrete Repair Institute
3166 S.�Riser Road Suite 132, Des Mims, IL_ 60018
phone; 847-827-0830 Fax 847-827.0832
Web site: wx�w.icri.org
E-moil; irfaCa icri.org
a�
;r(nt% CaMCPETE PEPpIP
About ICHI Guidelines
The lnterrmtionalConereteRepaLlnreimie (1CRO
was founded to improve the dhvabibiy of concrete
rcpaband enha urce its valueforstrucrure owners.
The identhcation development, andpromotion of
the most promising methods and materials are
primary vehicles for accelerating advances in
repair technology. I bAhg through a vmiety of
Joori=,, JCRI members have llm opportunity to
address these issues andlo directly contribute to
improving thepraclice ofeonmete repair.
A principal component of this effml is to make
camiallyselwasat information on important manor
subjects readily accessible to decision cookers.
During Ike pan several decades, much has been
reported in The literature on concrete repair
methods owd inaterialswTheyhors, beendereloped
and refined Nnnriheles; it has been drffevlt to
find critically mvinvedhilarmalion on the stare of
de art condensed into city) -to -use formats.
To /hot end. ICRi guidelines am prepared by
sanctioned Lark groups mid approved by the ICRI
TechnicatAclivilies Committee. Each guideline is
designed to address a speck area of practice
recognized as essential to the achievement of
durable repays. AlIICRI gudeline documents am
subjeel tocomknialminvbythemembmidpand
may be revised as approved by the Technical
Activities Committee
310.111-2008
Technical Activities Committee
Kevin Michels, Chair
Jim McDonald, Secretary
Randy Beard
Don Caple
Bruce Collins
William "Bud" Early)
Don Ford
Tiro Gillespie
Peter Golter
Peter Lipphardt
David Rodler
Michael Tabassi
David Whitmore
Pat Winkler
Producers of this Guideline
Surface Preparation Committee
Pat Winkle, Chair•
Dan Anagnos
Randy Beard
Bruce Collins
William "Bud" Earley
Peter Emmons•
Andrew Fulkerson
Randy Glover
Fred Goodwin -
Kurt Gottinger
Tyson Herman
Dave Homerding
Bob Johnson
David Kerins
Ken Louae
Jim McDonald
Beth Newbold
Jeffery Smith
Sandra Sprouts
Rick Toman
Patrick Watson
•Canmbmbg ed,M.
Synopsis
This guideline provides guidance on concrete
removal and surface preparation procedures for
the repair of deteriorated concrete caused by
reinforcing steel corrosion. Removal geometry,
configuration ofine repairman, removal process,
edge preparation, reinforcement repair, surface
preparation and inspection necessary for durable
repairs are discussed. Special considerations for
concrete removal associated with column repair
are included.
Keywords
anodic ring effect, bonding, braising, corrosion,
delamination, deterioration, reinforcing steel,
structural repair, surface preparation.
This document is intended as a voluntary guideline for the owner, design professional, and
concrete repair contractor. It is not intended to relieve the professional engineer or designer
of any responsibility for the specification of concrete repair methods, materials, or practices.
While we believe the information contained herein represents the proper means to achieve
quality results, the International Concrete Repair Institute must disclaim any liability or
responsibility to those who may choose to rely on all or any part of this guideline.
FOR TIE REPAROF DETERIORATE) RESMINO FROM RE "CPSGSTEELCORROSION
INICPUE .PAIR
1�1(TI L4NCPETE PAIR
\�pJ lrv'JTIT VIE
Contents
1.0
Introduction ................................................ _............................... _...........................................
1
2.0
Definlllons...............................................................................................................................1
3.0
Exposure of Reinforcing Steel..................................................................................................1
4.0
Anodic IUng (Nato) Effect .........................................................................................................2
5.0
Removal Geometry .............................................. _._..............................................................
2
6.0
Conflgure0on of Repair Area ....... _............. _........................................................
_................. 3
7.0
Concrete Removal/Surface Preparation............................................... _..................................
3
7.1 Exposing and Undercutting of Reinforcing Steel..................................................................3
7.2 Preparation of the Repair Perimeter....................................................................................4
7.3 Cleaning of the Concrete Surface and Reinforcing Steel....................................................A
6.0
Inspection and Repair of Reinforcing Steel .................................. _.........................................
5
9.0
Final Surface Inspection.........................................................................................................5
10.0
Special Conditions at Columns........................................................ ..............
................... ..... 6
11.0
Summary ................ _........ _.........................................................................
_..................... _..7
12.0
References ............................. _.................................................. _............................................
7
12.1 Referenced Standards and Reports ........................................ _..........................................
7
SIDE FOR SURFACE PREPARATION FORM REPAR OF DETERIORATED CMETE RESWOIG FROM RDtffO MG STEEL CORROSION 310.111-2008
1.0 Introduction
this guideline provides owners, design profes-
sionals, contractors, and other interested parties
with a recommended practice for the removal of
deteriorated concrete caused by the corrosion of
reinforcing steel, including the preparation of the
removal cavity to provide a clean sound surface
to bond a repair material.
This guideline outlines removal geometry,
configuration, removal process, edge preparation,
reinforcement repair, surface preparation, and
inspection prior to placing a repair material. An
engineer should evaluate the impact of concrete
removal on structural capacity prior to performing
concrete removal and repair. The repair methods
involve saw cutting and concrete removal using
impact tools,hydrodemolition, and other removal
techniques. Special caution should be taken to
locate and avoid cutting or damaging embedded
reinforcing bars, prestressing strands, post -
tensioning tendons, or electrical conduits. Cutting
into these items can be life threatening and may
significamly affect structural integrity.
This guideline also contains a discussion of
concrete removal and preparation for the repair
ofcolumns where the concrete is in compression.
Special consideration most be given to the repair
of wneretc in compression as the load -carrying
capacity of the element may be permanently
compromised during the concrete removal and
preparation process.
While the procedures outlined herein have
been used to successfully remove concrete and
prepare the removal cavity on many projects, the
requirements for each project will vary due to
many different factors. Each project should be
evaluated individuallyto ascertain the applicability
ofthe procedures described herein. Refer toACI
506R-05, "Guide to Shotcmte' for surface prepar-
ation prior to shotcrele application.
�i��...ii
�,RTeRN.T,oNA,
tl lln CONearTE REPAIR
uu✓✓JJ NSTIT �Te
typically extends to a depth of 0.13 to 038 in.
(3 to 10 ram) and, if not removed, frequently
results in lower bond strengths as compared with
surfaces prepared with nonimpact methods.
Carbonation: The conversion ofcalcium ions
in hardened cementitious materials to calcium
carbonate by reaction with atmospheric carbon
dioxide. Carbonation reduces the pH of the
concrete and its ability to protect reinforcing steel
and embedded metal items from corrosion.
Chloride contamination: Contamination of
concrete with chloride ions commonly used in
deicing salts and accelerating admixtures such as
calcium chloride and sodium chloride. Chloride
contamination above the threshold for corrosion
can result in corrosion of the reinforcing steel.
Chloride threshold: The amount of chloride
required to initiate steel corrosion in reinforced
concrete under a given set ofexposure conditions;
commonly expressed in percent of chloride ion
bymass of cement.
Corrosion: Degradation of concrete or steel
reinforcement caused by electrochemical or
chemical attack.
Microcrock: Acrack too small to be man with
the unaided eye.
Tensile pulloff test: A test to determine the
unit stress, applied in direct tension, required to
separate a hardened repair material from the
existing concrete substrate. The test may also be
used to determine the maximum unit stress that
the existing concrete substrate is capable of
resisting under axial tensile loading and the near -
surface tensile strength of a prepared surface
(refer to ICRI Technical Guideline No. 210.3-
2004 [formerly No. 037391 and ASTM C1583).
Substrate: The layer immediately under a
layer of different material to which it is typically
bonded; an existing concrete surface that receives
an overlay, partial -depth repair, protective coating,
or some other maintenance or mDair procedure.
2.0 Definitions
3.0 Exposure of
Anodic ringeffKL• Corrosion process in which
Reinforcing Steel
the steel reinforcement in the concretesurounding
a repaired area begins to corrode preferentially
The practice ofcompletely removing the concrete
to the steel reinforcement in the newly repaired
(undercutting) from around the corroded
mea(sometimes referred to as the halo effect).
reinforcement, no matterwhat degree of corrosion
Bruised Surface(micro-fracturing):Asurface
isfound, iskeytoachieving long-term performance
layer weakened by interconnected microcmcks
of surface repairs. In most cases, complete
in concrete substrates caused by the use of high-
removal of the concrete from around the
impact, mechanical methods for concrete
reinforcing steel is the best practice, where
removal, and surface preparation; fractured layer
protection of the reinforcing steel within the
GLADE FOR SURFACE PREPARATION FOR THE REPAIR OF OETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 3101F[4008-1
�NrEnnwrRE PAIR
r,,lel4rjj CONCRETE prpAlp
T V T F
repair cavity is achieved by providing a uniform
chemical environment around the reinforcing
steel. Ifnoncorroded reinforcing steel is exposed
and the concrete is chloride contaminated,
removal of the concrete around the reinforcing
should occur or other corrosion -reducing means
should be considered. Reinforcing steel partially
embedded in chloride -contaminated concrete is
susceptible to future accelerated corrosion.
If, for stmmunl reasons, the concrete cannot
be completely removed from around the corroded
reinforcing steel or if a corrosion inhibiting
system is not used, therepairmay be compromised
due to continued corrosion. If Were is a potential
trade-off between durability and structural
capacity, structural capacity should always take
priority. When reinforcing steel is not fully
exposed through the concrete removal and
preparation process, alternative corrosion inhib-
iting systems should be considered. These
systems may include use of corrosion inhibitors,
sacrificial anodes, or cathodic protection.
4.0 Anodic Ring
(Halo) Effect
The existing concrete surrounding a repair area
in chloride -contaminated or low pH reinforced
concrete is susceptible to accelerated corrosion.
This is due to the electrical potential differential
between the chloride contaminated or low pH
existing concrete and the chloride -free or
high pH repair material. This anodic ring effect
can result in accelerated corrosion of the
surrounding reinforcing steel leading to future
wncrete deterioration.To assess existing concrete
conditions beyond the repair area, chloride
content and pH ofthe concrete at the level ofthe
reinforcing steel should be determined. Where
the chloride content Exceeds the threshold level
for the initiation of corrosion or where the
reinforcing steel is susceptible to corrosion as a
result of carbonation, a corrosion inhibiting
system should be considered to minimize future
corrosion. Other measures may also be considered,
such as the application of sealers and coatings, to
slow the corrosion process. In severely chloride -
contaminated or carbonated concrete, the
complete removal and replacement of the
contaminated concrete at and beyond the repair
area may be necessary to provide a successful
long-term repair.
5.0 Removal
Geometry
Examples of the removal geometry for several
different types of reinforced concrete elements
are shown in Fig. 5.1 through 5.6. Repairs may
helmeted on hor'vantal,vertiml, and/orovahead
surfaces. The removal in Fig. 5.5 and 5.6 is for
columns where the removal will not affect the
structural capacity of the column. Removal of
concrete within the reinforcing or W expose the
reinforcing (concrete in compression) is a special
condition and is discussed in Section 10.
spa O_o
6 0 o ` a .yo p O O Q�
Goo DvC c-000 O
O�000 ooeo��no�so fl� o cr 0 o o 0 cn
Fig. 5.1: Partial depth repair, slab or wall, section
0 G'p p0pu n0��/
O o a
O�Ov
Fig. 5.1: Full depth repair, slab or wall. section
2-310.1R-2M GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF OE11RIOR41H1 CONCREE RESULRXG FROM REW-ORCING STEEE CORROSION
Flg. 5.3: Beam or rib repair. elewhan
Fig. 5:4: Beam orrib repair, section
Fig. 5.5. Cohunn repair, elevation
000 oo Uo 0 0
D oop Goo o p
0 oO00 OC) o
00 0 0 0
o ° OOoo 00
o I( a6 red O.
po C��E�r1 o p 0 o�
- O✓ q o 0 e
Fig. S.6. Column repair, section
Lr��iMlE11ry F1ierv.�i
iV, 'CONCRETEREPAIR
6.0 Configuration
of Repair Area
Deteriomted and delaminated wncreteshould be
located and marked prior to starting the removal
process. Delaminated concrete ran be located using
soundingorothersuimbletechniquo.Thempair
area should extend aminimum of6 in. (152 mm)
beyond the actu al delam inated concrete. Note that
during concrete removal, repair areas can grow
in size beyond the areas identified due to incipient
delaminations that are not readily identifiable
by sounding. Repair configurations should be
kept as simple as possible, preferably square or
reaattgularwith square: comers (Fig. 6.1). Ibis may
.result in the removal ofsound concrete. Reentrant
comers should be minimized or avoided; as they
are susceptible to cracking.
0
M
I UlT'Zra
I'
Fig. 6.1: Arear of deterioration and
recommended removal configurations
7.0 Concrete
Removal/Surface
Preparation
7.1 Exposing and
Undercutting of
Reinforcing Steel
Remove concrete from the marked areas and
undercut exposcd reinforcing steel (Fig. 7.1)using
impact breakers, hydrodemolition, or another
suitable method. Undercutting will provide
clearance under the reinforcing steel for cleaning
and full bar circumferenw bonding to the repair
material and the surrounding concrete. Bonding
GUIDE FOR SURFACE PREPARATION FOR TIE REPAIR OF DEIERIDRATED COMME RESWWG FROM REINFORCING STEEL CORROSIDN 310R-M-3
(A'I IERNaT�ONAI
(1 1�1Y CDNCPEiE PCPAm
\L-Q/�� I N 6 T I T V T E
the repair material to the full circumference of the
reinforcing steel will secure the repair structurally.
Provide aminimum of 0.75 in. (19 man) clearance
between exposed reinforcing steel and surrounding
concrete or 025 in. (6 mm) larger than the coarse
aggregate in the repair material, whichever is
greater. Sound concrete may have to be removed
to provide properclemorice around the reinforcing
steel. If impact breakers are used for partial depth
conmem removal, the breaker should not exceed
30 lb (12 kg). A 15 lb (7 kg) breaker is preferred
Fig. 7.1: Remove concrete to andercue
and "pose reinforcing steel and
provide lmiform repair depih
Fig. 7.2. Smv cut perimefer
to provide vertical edge
Fig. 73: Abrasive blasting to clear,
substrate andreh forcing
4-310.t1t-2008
to minimize damage to the substrate, reinforcing
steel, and surrounding concrete.
Concrete removal should extend along the
reinforcing steel until there is no further delam-
ination, cracking, orsignifrcant corrosion and the
reinforcing steel is well bonded to the surrounding
concrete. Care should be taken to avoid significant
and sudden changes in the depth of concrete
removal, as the repair material is more susceptible
to cracking at these locations.
If noncorroded reinforcing steel is exposed
during the removal process, care should be taken
to not damage the bond to the surrounding
concrete. If the bond between the reinforcing
steel and concrete is broken, undercutting of
the reinforcing steel is required.
Removeall deteriomtedconcreteand additional
concrete as required to provide the proper
configuration and/or the minimum required
thickness of repair material as required by the
manufacturer of the repair material and/or the
Project specifications.
7.2 Preparation of the
Repair Perimeter
The perimeter of the repair men should be saw
cut 0.75 in. (19 mm) deep m provide a vertical
edge (Fig. 7.2) for the repair material. This will
avoid featheredging of the repair material.
Depending on the repair material selected, the
depth of the existing reinforcing and the
manufacturer's recommendations, a s aw cut depth
less than 0.75 in. (19 mm) deep may be sufficient.
Care should be taken to avoid cutting the existing
reinforcing steel.
7.3 Cleaning of the
Concrete Surface and
Reinforcing Steel
The use of high -impact, mechanical methods to
remove deteriorated concrete will result in a
surface Iayerweakened by interconnected micro-
cmcks in the concrete substrate. The fractured
(bruised) layer can extend to a depth of 0.125 to
0375 in. (3 to 10 mm) into the resultant concrete
substrate and may result in reduced bond strength.
Remove the bruised layer and bond -inhibiting
materials such as dirt, concrete slurry, and loosely
bonded concrete by oil -free abrasive blasting
(Fig. 73) or high-pressure water blasting. The
saw -cm edge of the repair area should also be
blasted to roughen the polished vertical surface
caused by the saw- t ing.
All concrete, carnation products, and scale
should be removed from the reinforcing steel by
o®-free abrasive blasting or high-pressure water
blasting. Verify that the reinforcing steel and
concrete surface are free from dirt, oil, cement
fines (slurry), or any material that may interfere
with the bond of the repair material. inspect the
repair cavity to verify that all delmonations and
deterioration have been removed. If hydro -
demolition is used cement fines (slurry) must be
completely removed from the repair surface. A
tightly -bonded light r ut build-up on the reinforcing
surface is usually not detrimental to bond. If a
protective mating is applied to the reinforcing
steel, follow, the coating manufacnuer's recom-
mendations for steel surface preparation.
8.0 Inspection
and Repair of
Reinforcing Steel
Loose reinforcement should be secured in its
original position by tying to secure bars or by
other appropriate methods to prevent movement
during placement of repair material.
If reinforcing steel has lost cross -sectional
area, a structural engineershould be consulted.
Repair reinforcing steel by either replacing the
Required Lap
"\IMICTUFTE E-M
`r111� LONCPETE nEFdln
IN 6TITVTE
damaged/deteriorated steel or placing supple-
mental reinforcing steel in the affected section
(Fig. S.1). Supplemental reinforcing steel may be
lap -spliced or mechanically spliced to existing
reinforcing steel. The supplemental reinforcing
steel should extend (lap length) beyond the
damaged/deterlomted area in accordance with
ACI 318, "Building Code Requirements for
Structural Concrete.'
9.0 Final Surface
Inspection
Immediately prior to placing the repair material,
inspect the repair cavity to verify that all hand.
inhibiting materials (dirt, concrete slurry, loosely
bonded aggregates, or any material that may
interfere with the bond ofthe repairmmerial to the
existing concrete) have been removed. If bond -
inhibiting materials are present, the repair cavity
should be recleaned as previously described.
To verify the adequacy of the prepared
concrete surface and completeness of bond -
inhibiting material removal, a tensile pullofftest
(ICRI Technical Guideline No. 2103-2004 or
ASTM C1583) should be considered to evaluate
the bond strength capacity and tensile strength of
the existing concrete substrate. This test may also
be performed after the repair is complete. The
pulloffstrength requirement should be established
by the engineer and included as a performance
specification for the repair.
Affected Length
LLow of cross section
Supplemental Bar
I Affected Length
Fig. 8.1: Repair ofdamaged/detericratedreinforcing
GUIDE FOR SURFACE PROWIA➢CPI FOR TIE REPAIR OF 0ETENDPATED CMCPETE REGINING FROM REINFORCING STEEL CORROSION 310111-21105-5
GrwTFaNwTloNwl.
I N a T TF PFF6IP
TITVTE
10.0 Special Condition at Columns
Fig. 10.1: Column load path Fig. 10.2a: Column repair Fig. 10.3: Column load
pafhfollmringmpair
Fig. 10.2b: Column seelion
6-310.11F2WB
Undercutting of reinforcement is a best practice
in tensile zones of concrete. In columns, the
primary loading condition is compression. From
a design perspective, the concrete section
contained within thereinforeingcogeis considered
to tarty the compressive loads (Fig. 10.1). The
concreteoutsideofthereinforeememis considered
as protective concrete coverforfrre and corrosion
protection of the reinforcement. Removing the
concrete within the column reinforcing steel
(Fig. 10.2) can greatly increase the compressive
stress in the reinforcing steel and the remaining
concrete. Upon concrete removal, compressive
load paths redistribute around the repair
(deteriorated) sections (Fig. 10.3).Dependingon
the size of the concrete removal area behind the
column steel, buckling of the column vertical
reinforcing bars can occur. In the majority of
cases, shoring systems will not unload the
compressive stress in the column section.
When new repair material is placed in the
prepared area, the new material cures and most
materials undergo drying shrinkage, which results
in the new material beingput into a tensile stress
stale.The newmmerial will notcany compressive
loads until the original concrete compresses further,
forcing the repair material into compression. If
further compression is beyond the capacity ofthe
existing concrete, failure of the column may
occur. This key concept affects the concrete
preparation process. In normal concrete repair
(other than columns), removal of the concrete
surrounding the corroding reinforcement (also
known as undercutting) is anormal and necessary
process to provide for a long-term durable repair.
To remove concrete around vertical reinforcing
steel in a column (removing concrete inside the
reinforcing bar cage) can cause the remaining
concrete and/or reinforcement in the column to
become overstressed. From a structural point of
view, this condition may not be desirable. If
concrete is to be removed inside the reinforcement
cage, a qualified structural engineer should
determine the impact of the repair on potential
reinforcement buckling and overall structural
capacity of the column. Note that the discussion
in this section is also applicable in concept to
compression zone portions of other structural
members such as beams, slabs, and walls (with
or without compression reinforcement) when
on -going compressive stress exists and where
adequate shoring cannot be installed prior to
repairsto prevent displacementsan d corresponding
stress redistributions during repairs.
QrIC11It! OnNeaRF nUV81P
�ry s+ir ure
11.0 Summary
The repair of deteriorated concrete resulting from
reinforcingsteel corrosion is necessary m wend
the service life of the structure. Performing
concrete repairs using industry-bestpracticeswill
ensure the success and longevity of the repair.
Understanding the existing conditions and cause
ofcomosion will assist the engineer in specifying
the type and extent ofthe repair required, and the
type of corrosion mitigation systems and/or
preventative measures that sbould be considered
to protect the structure from future deterioration.
12.0 References
12.1 Referenced
Standards and Reports
The following standards and reports were the
latest editions at the time this document was
prepared. Because these documents are revised
frequently, the tender is advised to contact the
proper sponsoring group if it is desired to refer
to the latest version.
American Concrete Institute (ACI)
ACI 506R, "Guide to Shotcrete"
ACI E706 (RAP 8), "Installation of Embedded
Galvanic Anodes"
American Society for Testing and
Materials (ASTM International)
ASTM C1583,'StandardTestMethod for Tensile
Strength of Concrete Surfaces and the Bond
Strength or Tensile Strength of Concrete Repair
and Overlay Materials by Direct Tension (Pull -
off Method)"
International Concrete Repair
Institute (ICRI)
ICRI Concrete Repair Terminology
ICRI Technical Guideline No. 130AR-2008
(formerly No. 03735), "Guide for Methods of
Measurement and Contract Types for Concrete
Repair Work"
ICRI Technical Guideline No. 210.3-2004
(formerly No. 03739), "Guide for Using In -Situ
Tensile Pull -Off Tests to Evaluate Bond of
Concrete Surface Materials -
GLADE FOR SURFACE PREPARATION FORM RDWI OF DETBOORATED CONCRETE RESIAM FROM REWROG STEELCORROSION 310.IR-200A-7
[[jlfrl'i C0NCPETE AF Aal
Ch,M 9 T,1 UTE
ICRI Technical Guideline No. 310.3-2004
(formerly No. 03737), "Guide for the Preparation
of Concrete Surfaces for Repair Using Hydro-
demolition Methods"
ICRI Technical Guideline No. 320.2R-2008
(formerly No. 03733), "Guide for Selecting and
Specifying Materials for Repair of Concrete
Surfaces"
These publications may be
obtained from these organizations:
American Concrete Institute
38800 Country Club Drive
Farmington Hills, M148331
w .cuncreteorg
ASTM International
100 Bar Harbor Drive
West Conshohocken, PA 19428
v .astm.org
International Concrete Repair Institute
3166 S. River Road, Suite 132
Des Plaines, IL 60018
wwsv.icri.org
8-310.111-20DII GIIDE FOR SLRMCE PREPARATION FOR THE REPAIR OF DETEN00ATOCOWNEIE PESuJM FIRMA REI CINGSTEELCOM09gY
%1
KEYSTONE 9191
ENGINEERING &
=• CONSULTING, INC..
166 Center Street, Suite 210. Cape Canaveral, FL 32920 im 100 East Granada Boulevard, Suite 215G, Ormond Beach, FL 32176
Office: 321A54.7300 •. KeystoneEngineeringPE.com • Fax: 321.459.2888
Balcony Survey Map
Project: Atrium II Unit # 2 . A Date: 02-07-2019
LEGEND Rai
®Spall Code Compliant Yes N
Above Conditi ood Fair Poor
Small Type: ored Surface Mount Screen
® Below
I\.t^ Crack Shutters
re No10 Rust Spot ,C.�l� Door
Accordion Roll Down
Sliding Doors
Code Compliant: Yes No
Condition: ood ai or
Age; ewer Corroded
Fasteners: Yes No Holes In
Threshold: Yes No
Floorin
Type: at"IciL L/-O" r,
Survey Quantities
\ �
Floor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
�
Small Repair (ea)
AcD
Ceiling Spall (SF)
Mortar (SF)
Profiling
BRKFST
Window Sill (LF)
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KEYSTONE
ENGINEERING &
•= _• CONSULTING, INC.
166.Center Street, Suite 210, Cape Canaveral, FL 32920 • 100 East Granada Boulevard, Suite 215G, Ormond Beach, FL.32176
Office: 321AM.7300 a KeystoneEngineeringPE.com • Fax: 321.459.2888
Balcony Survey Map
Project: Atrium II Unit# A Date: 02-07-2019
LEGEND
Railings jar
Sliding Doors
®Spall
Code Compliant: Yes No 7
Code Compliant: Yes
Above
Condition: Good Fair Poor
Condition:
Good Fair oor
Type: Cored Surface Mount Screen
Age:
Older " ewer Corroded
®Small
Below
Fasteners:
Yes No Holes In
Threshold:
Yes No
^^^
.7 A .Crack
Shutters
Yes No
Flooring
Rust spot
Edge oor
Type:
f
Accordion Roll Down
Survey Quantities
-loor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
:olumn/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
?
KEYSTONE
�'� -•, ENGINEERING. &
CONSULTING, INC.
166 Center Street, Suite 210, Cape Canaveral, FL 32920 0 100 East Grenada Boulevard, Suite 215G, Ormond Beach, FL 32176
Office: 321.454.7300 • KeystoneEngineeringPE.com a Fax: 321.459.2888
Balcony Survey Map
Project: Atrium II Unit # A Date: 02-07-2019
LEGEND
Railings
Sliding Doors
®Spall
Code Compliant: Yes No
Code Compliant:
Yes No
Above
Condition: Good Fair Poor
Condition:
Good Fair Poor
Type: Cored Surface Mount Screen .
Age:
Older Newer Corroded
®Spall
Below
Fasteners:
Yes No Holes In
Threshold-
Yes No
^
/ 4^ Crack
Shutters
.. - .. -
Yes No
Flooring
Rust Spot
Edge Door
Type:
Accordion Roll Down
Survey Quantities
Floor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
KEYSTONE
ENGINEERING
'' _• CONSULTING, INC.
166 Center Street, Suite 210, Cape Canaveral, FL 32920 • 100 East Granada Boulevard, Suite 215G, Ormond Beach, FL 32176
office: 321.454.7300 • KeystoneEnglneeringPE.com • Fm: 321.4592888
Balcony Survey Map
Project: Atrium II Unit # 4 A Date: 02-07-2019
LEGEND n s Sliding Doors
® Spall Code Complia No Code Compliant: Yes No
Above Conditio oo Fair Poor Condition: Good Fair Poor
®Spall Type. red Surface Mount Screen Age: Older Newer Corroded
Below Fasteners: Yes No Holes In
^"w^ Shutters Threshold: Yes No
/ Crack - '
Yes No Flooring
Rust Spot Edge Door Type:
Accordion Roll Down
Survey Quantities
Floor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
window Sill (LF)
® KEYSTONE
ENGINEERING &
'= V .CONSULTING, INC.
166 Center Street, Suite 210, Cape Canaveral, FL 32920 • 100 East Granada Boulevard, Suite 215G,-Ormond Beach, FL 32176
Office: 321A54.7300 • KeystoneEngineeringPE.coin • Fax: 321A592866
Balcony Survey Map
Project: Atrium II unit # A Date: 02-07-2019
LEGEND
Railings
Sliding Doors
® Spall
Code Compliant: Yes No
Code Compliant: Yes No
Above
Condition: Good Fair Poor
Condition: Good Fair Poor
Type: Cored Surface Mount 'Screen
Age: Older Newer Corroded
®Spall
Below
Fasteners: Yes No Holes In
Threshold: Yes No
Shutters
^A^ A�Crack
Yes No
Flooring
Rust Spot
Edge Door
Type:
Accordion Roll Down
Survey Quantities
Floor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
I �1
KEYSTONE
ENGINEERING &
'= CONSULTING,, INC.
188 Center Street, Suite 210, Cape Canaveral, Fl. 32920 • 100 East Granada Boulevard, Suite 215G, Ormond Beach, FL 32176
Office: 321.454.7300 - a KeystoneEnginearingPE.com • Fax: 321A592888
Balcony Survey Map
Project: Atrium II Unit # / A Date: 02-07-2019
LEGEND
Railings
Sliding Doors
® Spall
Code Compliant: Yes No
Code Compliant: Yes No
Above
Condition: Good Fair Poor
Condition: Good Fair Poor
Type: Cored Surface Mount Screen
Age: Older Newer Corroded
®Spall
Below
Fasteners: Yes No Holes In
Threshold: Yes No
Shutters
IAA^ Crack
Yes No
Flooring
Rust spot
Edge Door
Type:
Accordion Roll Down
�I
Survey Quantities
Floor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
KEYSTONE
ENGINEERING &
a
•= �� CONSULTING, IN.C.
166 Center Street, Suite 210, Cape Canaveral, Fl- 32920 • 100 East Granada Boulevard, Suite 215G, Ormond Beach, FL 32176
Once: 321.454.7300 • KeystoneEngineeringPE.com • Fax: 321.459.2888
Balcony Survey Map
Project: Atrium II unit # (D A Date: 02-07-2019
LEGEND
Railings
Sliding Doors
® spall
Code Compliant: Yes No
Code Compliant: Yes No
Above
Condition: Good Fair Poor
Condition: Good Fair Poor
Type: Cored Surface Mount Screen
• Age: Older Newer Corroded
®span
Below
Fasteners: Yes No Holes In
Threshold: Yes No
Shutters
/AA^ Crack
Yes No
Flooring
Rust spot
Edge Door
,Type: I
Accordion Roll Down
COQ h
Survey Quantities
Floor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
W
W
KEYSTONE
Jy'���'�� ENGINEERING &
= CONSULTING, INC.
166 Center Street, Suite 210, Cape Canaveral, FL.32920 • 100 East Granada Boulevard, Suite 215G, Ormond Beach, FL 32176
office: 321AS4.7300 •` KeystoneEngineeringPE.com a Fax: 321.459.2888
Balcony Survey Map
Project: Atrium II Unit # 9 A Date: 02-01-2019
LEGEND
Railings.
Sliding Doors
Spall
Code Compliant: Yes No
Code Compliant: Yes No
Above
Condition: Good Fair Poor
Condition: Good Fair Poor
Spall
Type: Cored Surface Mount Screen
Age: Older Newer Corroded
Below
Fasteners: Yes No Holes in
/AA^ Crack
Threshold: Yes No
Shutters
..
Flooring
Type;
Rust Spot
Yes No
Edge Door
Accordion Roll Down
PIUAIr
r �e
-KITCHEN
ac
t
Survey Quantities
Floor Surface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
W
roo
KEYSTONE
ENGINEERING &
`= CONSULTING, INC.
166 Center Street, Suite 210. Cape Canaveral, FL 32920 • 100 East Granada Boulevard, Suite 215G, Ormond Beach, FL 32176
Office: 321.454.7300 • KeystoneEngineeringPE.com • Fax: 321.459.2888
Balcony Survey Man
Project: Atrium II Unit # 16 A Date: 02-07-2019
LEGEND
Railings
®
Spa[]
Code Compliant: Yes No
Above
Condition: Good Fair Poor
®Spall
Type: Cored Surface Mount Screen
Below
/AA^ crack Shutters
Yes No
Rust spot Edge Door
Accordion Roll Down
Sliding Doors
Code Compliant: Yes No
Condition: Good Fair Poor
Age: Older Newer Corroded
Fasteners: Yes No Holes In
Threshold: Yes No
Flooring
Type: 1 l
Survey Quantities
FloorSurface (SF)
Slab Edge (LF)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
rddliik
PM
11
KEYSTONE
ENGINEERING &
CONSULTING, INC.
166 Center Street, Suite 210, Cape Canaveral, FL 32920 • 100 East Grenada Boulevard, Suite 215G, Ormond Beach, FL 32176
Office: 321.454.7300 • KeysloneEngineeringPE.com • Fax: 321AS9.2880
Balcony Survey M.. IIan
Project: Atrium 11 Unit # - .A Q47 Date: 02-07-2019
LEGEND
Railings
Sliding Doors
® Spall
Code Compliant: Yes No
Code Compliant: Yes No
Above
Condition: Good Fair Poor
Condition: Good Fair Poor
®Spall
Type: Cored Surface Mount Screen
Age: Older Newer Corroded
Below
Fasteners: Yes No Holes In
^w
/ "^ Crack
Threshold: Yes No
_
Shutters
Rust spot
Yes No
Edge Door
Floorin
Accordion Roll Down
Type: t^ /
A rgad�_ ,
Survey Quantities
Floor Surface(SF)
Slab Edge (Lr)
Slab Full Depth (SF)
Column/Beam/ Header (CF)
Small Repair (ea)
Ceiling Spall (SF)
Profiling Mortar (SF)
Window Sill (LF)
KEYSTONE
ENGINEERING
= _•. CONSULTING, INC.
166 Center Street, Suite 210, Cape Canaveral, FL 32920 • 100 East Granada Boulevard, Suite 215G, Ormond Beach, Fl. 32176
Office: 321.454.7300 • KeystoneEnglneeringPE.com • Fax: 321.459.2888
Balcony Survey Map
Project: Atrium II Unit # 1.1—D
A [ 6l Date: 02-07-2019
LEGEND
Railings
Sliding Doors
® spall
Code Compliant: Yes No
Code Compliant: Yes No
Above
Condition: Good Fair Poor
Condition: Good Fair Poor
®Spall
Type: Cored SurfaceMount Screen
Age: Older Newer Corroded
Below
Fasteners: Yes No Holes In
/^w^ Crack
Threshold: Yes No
Shutters
Yes No
Flooring
Rust spot
Edge Door
Accordion
Type:
T
Roll Down
;L�
The Atrium on the Ocean II
Condominium Project
A STACK BALCONY RESTORATION
3000 N. Highway A1A
Ft. Pierce, FL 34949
SCANNED
BY
St. Lucie County
BUILDING SECTION
BUILDING SECTION
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INDEX OF DRAWINGS
Qsrvsr
STRUCNRAL
5-1
COVER 5HEEf, LOCATION MAP, 5HEST INDEX -
5-2
5TRUCTUM NOTES -
5-3
Floor PIatV Scope of Work
STRUCTURAL ENGINEER
TOMAS PONCE MSCE, PE
FLOMDA PE Number t 5000S
1 GG a'NIER STMTf SMf 210
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OR 19
GENERAL STRUCTURAL NOTES
STRUCTURAL DESIGN CRITERIA
CAST IN PLACE REINFORCED CONCRETE
1. ALL WNLKElt %$11AUL HAVE A MINIMUM MP 1 N H A 8 DAYS
OF 5000 P51 (51AB5) 5000 P51 (COLUMNS AND BEAMS). A SLUMP OF 5' PLUS
OR MINUS I', AND HAVE 2%TO 5% AIR ENTRAINMENT, AND A MMMUM
WATER/CEMENT RATIO OF 0.40
2. ROOKS SHALL BE PROVIDED AT 015CONTIN0OUS ENDS OF ALL TOP BARS OF
BEAMS.
3. HORZONTM FOOTING BARS SHALL BE BENT I'-O AROUND CORNERS OR CORNER
BARS WITH A 2'-O LAP PROVIDED.
4. CONCRETE COVER MIN. 3' WHEN EXPOSED TO EARTH OR 2' TO FORM U.N.O.
5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-1851 AI85M. WM' SHALL BE
LAPPED AT LEAST 6' AND CONTAIN AT LEAST ONE CRO56 WIRE WITHIN THE 6'.
POLYPROPYLENE FIBERS FOR SI TUBS ON GRADE TO BE MIN 1.5 L55 OF FIBER PER
CUBIC YARD
G. ALL REINFORCING STEEL / STIRRUPS AND TIES SHALL BE NEW DOMESTIC
DEFORMED BARS FREE FROM RUST,SCALE t OIL I SHALL MEET ASTM AG 151
At 85M GRADE GO U.N.O.REINFORCING FOR FOOTING SHALL BE SUPPORTED ON
PRE -CAST CONCRETE PADS, TOP REINFORCING SHALL BE POSITIVELY SUPPORTED
BY TEMPORARY STRINGERS. DOWELS FOR COLUMNS t FILLED CELLS Stl LLDE
SECURED IN PLACE BY USING ADDITIONAL CROSS- REINFORCING TIED TO
FOOTING RN FORCING. SPUCFS IN REINFORCING WHERE PERMITTED SHALL BE AS
PER DETAIL M505.
7. SIMPSON NIGH STRENGTH EPDXY -PE ANCHORNG ADHESIVE WAS USED IN THE
DESIGN OF THIS PRODUCT. IF CONTRACTORS WISH TO USE A DIFFERENT EPDXY.
Tt1EY MUST FIRST CONTACT THE ENGINEER OF RECORD FOR WRITTEN APPROVAL.
MASONRY
I. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, TYPE 5, CONFORMING
TO PSC11 -0, BE , WITH A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PM.
2. MORTAR AR SHALL BE APE ON CONFORMING TO ASTM 0270. -
3. COARSE GROUT SHALL CONFORM TO ASTM STRENGTH A MAXIMUM AGGREGATE
512E OF T AND A MINIMUM COMPRESSIVE STRENGTH ATE DAYS ED 3000 P51
SLUMP 8' TI I I'. CANTINt10U5 MASONRY INSPECTIONS ARE REQUIRED DURING
CONSTRUCTION
4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH THE
DELLS FILLED NRRI CEOARSE GROUT.
5. VERTICAL A)(IMUMSPACI GOOSHAL9 HELD IN POSITION. AT THE 15 AND BOTTOM
AND O A MAXIMUM SPACING D IN THE
DIN CENTER
1 OFT HR1MASONEVER UE55.
1/0 CLEARANCE
SHALL 31PLACED IN THE CENTER OF THE MASONRY CELL WITH MIN
I/2FCLERONG TO INSIDEFACE...
G. REINFORCING STEEL SHALL BE LAPPED PER DETAIL M505. UNLESS OTHERVASE
NOTED ON THE DRAWINGS.
]. GROUT STOPS SHALL C PROVIDED BELOW BOND BEAM. PLASTID SCREEN, METAL
INTO STRIP ORCAVITYCAPS MAYBE USED TOPREVENT THEFLOWTE GROUT
INTO CELLS BELOW, G AND
N USE OF FELT PAPER AS A STOP IS PROHIBITED.
8. TEMPORARY BRACING BE THE RRNG OF WALL O PROTHE CONTRACTOR RING
CONSTRUCTION SHALL IN THE R G SIM 1 AND
S OF THE CONTRACTOR
9. TYPICAL FILLED CELL OPENINGS
RCNG 512E AND SPACING SnPLt BE ABOVE AND
BELOW ALL WALL OPENINGS
10. ONCE T APTLY UNIFORM LOADS TO MASONRY WALLS FOR'(3) DAYS AND NO
CONCENTRATED LOADS FOR T H DAYS. CONTRACTOR
CODE ACI 318
I I. DURIFILLED
C CONCRETE FOURS. THE COR PENCIL
B ADEQUATELY SVIBRATE THE
FILLED CELL WITH EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER
CONCRETE CONSOLIDATION
GENERAL STRUCTURAL NOTES
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STRUCTURAL STEEL
I . MITI CFIFLL JFCUTILHIIVNb:
WIDE FLANGE SECTIONS: ASTM A992, GRADE 50, Fy=50 K51
TUBE STEEL (H55): ASTM A500, GRADE B, Fy - 4G K51
PIPE STEEL: ASTM A53, TYPE E OR S. Fy = 35 K51
ALL OTHER STRUCTURAL t MISC. STEEL A G Fy=3G K51
2. STRUCTURAL CONNECTIONS:
ALL STRUCTURAL BOLTS TO BE A325H HAD
STRUCTURAL BOLTS SMALLER THAN 5/8' DIA. TO RE A307
THREADED ROD SHALL CONFORM TO A3G OR A307
ANCHOR BOLTS SHALL CONFORM TO ASTM F 1554
ALL BOLTS CAST IN CONCRETE: ASTM ASG OR ASTM A-307
SHOP AND FIELD WELDS: E70X1( ELECTRODES
STEEL REINFORCEMENT SHOP DRAWINGS TO BE PROVIDED TO
ENGINEER OF RECORD BEFORE FABRICATION FOR REVIEW
AND APPROVAL
FIELD REPAIR NOTES
I. MISSED'," BOLTS FOR WOOD BEARNG WALLS MAY BE SUBSTITUTED WITH Ile
DIA. EPDXY ANCHORS WITH EMBEDMENT. SIMPSON SET' EPDXY ADHESIVE
BINDER FOLLOWING ALL MANUFACTURERS RECOMMENDATIONS OR SIMPSON
1/2' TITEN HD BOLTS WITH MINIMUM T EMBEDMENT. SEE PLAN FOR
EMBEDMENT DEPTH AT FLOOR STEPS.
2. FOR MISSED VERT. DOWELS, DRILL A 3/4' DIAMETER HOLE G' DEEP AT THE
LOCATION OF THE OMITTED REBAR AND INSTALL A 32' LONG F5 BAR INTO THE
EPDXY PULLED HOLE. USE A TWO PART EMBEDMENT EPDXY (SIMPSON HIGH
STRENGTH EPDXY -TIE ANCHORING ADHESIVE ) MIXED PER THE MANUFACTURERS
INSTRUCTIONS. ASSURE THAT ALL OUST AND DEBRIS FROM DR W NG ARE
REMOVED FROM THE HOLE BY BRUSHING AND USING COMPRESSED MR PRIOR
TO APPLYING THE EPDXY. ALLOW THE EPDXY TO CURE TO THE MANUFACTURERS
SPECIFICATIONS, THEN FILL THE CELL IN THE NORMAL WAY DURING BOND BEAM
POUR
3. FOR MORTAR JOINTS IF515 THAN 1/4', PROVIDE(1) 05 VERT. IN CONIC. FILED
CELL EACH SIDE OF THE "NT ( EAR DOES NOT HAVE TO BE CONT. TO FOOTING
I.
4. MI55ED LINTEL STRAPS FOR MASONRY CONSTRUCTION MAY BE SUBSTITUTED
WITH (1) SIMPSON MTSM I G MST STRAP W/ (4). X4N 2141 TITENS TO MASONRY
AND (7)-I Od NAIIS TO TRUSS FOR UPUFTS IF55 MAN 860185 (USE (2)
MTSM 16 FOR UPLIFTS IE55 THAN 1720F). IF CORNER STRAP IS M155ED
CONTRACTOR TO INSTALL (2) SIMPSON HGAM I O W/ (4) 114• x 1 UV SDS
SCR'W5 AND (5) 114' • 2 114' TITENS ONE EACH SIDE OF TRUSS.
STUD
21/2'
55ED FOR 2ND FLOOR JAMB
,IMP50N HITS W/ (26J 16d 4
50N HIGH STRENGTH EPDXY W/
CONTACT FOR IF STRAPS ARE
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CODE CRITERIA
FLORIDA BUILDING CODE GM EDITION 4201 T L FBC MEMO BUILDING
FLOMOA ARE PREVENTION CODE CTH EDITION (201
FLORIDA ACCI5ONUTY CODE 6M EDITION (20M
FIORIDA BUIWING CODE 6M EDITION (2017) PWMBING
NFPA70.11. NATIONALEIECFRICAL000E5.(NEC 2014)
BUIWING CODE REOUIRFMFMS FOR REINFORCED CONCRETE - NCI 318-13)
SPECIFICATIONS PORSTRUCNRAL CONCRETE BUILDING$ - fAG 301-13)
BUIWING CODE REQUIREMENT$ FOR M NR( STRUCTURES -ITME
402-1 WACI 530-13/A502 5-13) NATONAL DESIGN SFECIFICATION FOR WOOD
CON5TRUCTION-2015 EDITION
WAD FRAMED CO115TKUCTION MANUAL 2015 EDITON.
• ARA PLYWO00 DESIGN SPECIMCATION
• AMERICAN 500EM OF CML ENGINMRS: AS b7-10
• AWMINUM DE51GN MANUAL- 2010 EDITION
• $PECIHCATIONS FOR 5IRUCTURAL STEEL BUILDINGS - (NEC 3G0-10)
'GENERAL ROOF LOADING
-
SHINGLE
METAL
TILE
HEAR .
ROOF(P5F)
ROOF(PSH
KOOF(P5F1
ROOHPSH
TOP CHORD U.
20
20
20
20
TOP CHORD DL
10
10
IS
25
BOTTOM CHORD LL'
0
O
0
0
BOTTOM CHORD OIL
10
10
10
10
TOTAL(PSf)
40'
40
45
55
BOTTOM CHORD u (OPT,
ATTICS W/UMIIEDSTOR.
20
ATTICS IV/HEAVY STOR
50
• ATTICS WI NO STORAGE
10
IUON-CONCJRRENT)
N : LL REDU 1 ALL PE O B Nl_Y EN
APPROVAL FROM FOR OR INDICATED ON PLAN.
GENERAL FLOOR LOADING
TOP CHORULL
40 (PSH
COMMENTS:
TOP CHORD DL
10(PS0
BOTTOM CHM LL
OU1 lj
BOTTOM MORD.pL.
5(F5P)
-
.. SPECIAL FLOOR LOADING
BARONIES/DECKS
CO(FEF)
I COMMENTS:
DEFLECTION CRITERIA
ROOF JRUSS6'
LU360
TU240
OOMMEMS:
OOf
ff44ND CID)
W360
N240
ROORTRU55E5/ BEAMS"
IL360
N240
ROORI-JOIST•'•
W480
TU240
P TO 40F( SPMI
: I M.3/4
WIND LOADING CRITERIA
MND SFEED ULTIMATE)
161 NFN .
WIND SPEED(ALLOWABLE)1P3
NPH
�URE CATEGORY
D
WILDING CATEGORY
11
. WIWINGTYPE
V
ENCLOSURECUA NFICATION
ENCLOSED
INFERNAL PRE&SUKE COEFFICIENT
.+1.0.18
ASCE 7-1 O WALL DESIGN ALLOWABLE COMPONENTS AND
CLADDING WIND PRESSURES AND SUCTIONS
EFFECTIVE
WIND PRESSURE
WIND PRESSURE
WIND AREA
AND SUCTION
(P5F)
AND SUCTION
(SQ FEET)
(+ VALUE OENOTES
PRESSURE
(- VALUE Mom
5UCIlON
DIAGRAM'
AREA
Q
20
(a) 81.0(+)
(-) BI.0
6tA
f-) 11T2
50
f-1.. 60.6
f-11038
IW
(-1 SBA
(d 93.8
500
52.1.
.. 69.9
DIAGRAM
GENERAL.PRE55URE NOTES
NOTES:
I. MULTIPLYTHE A W FRESSURES BY 1.6 TO GEF ULTIMATE WIND
PRESSURES
d
.O
L.
a
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O
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U
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a
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11-
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TIXA0.5PONCE MSCEFE -
FLPEoso6R6 OF: 19
AREAS OF WORK FOR
REPAIRING THE SLAB
EDGES ON STACK A
n yp°`n mu°mi¢ "inm° N'r� i1i'D ROD!!(i R . E
n
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n a� oa�.amaa.o
,n :w,.�mnw�o ®, oanumaWoa,aea
FLOOR PLAN UNIT "Drr
SCALE: 1/4" _ 1.'-0"
SHORING DETAIL
sew
A10NNN mNLwm3a• WIOs+
Ivinm ar elmrmm°re
TYPICAL AAa
R)1/4•X2114.5a leµgo FULL DEPTH F
®NP eEonan W WZL eD01ea
SCOPE OF WORK:
Referto the PRelect Manual Documentfor Specific work areas of each individual balcony
Existing floor finishes are to be removed on the A stack balconies, as needed to accomplish the concrete repairs Identified by the
engineer.
All concrete repairs shag be performed to ICRI and ACI Standards. Concrete and stucco repair work will be as directed by the project
engineer including size, location, surface preparation and proper inspections. All concrete repair unit prices are to include incidental
stucco Replacement reinforcing steel replacement/supplement. Railings are to be removed and reinstalled as needed, and/or
protected from damage.
Surface Repairs: Defined as concrete repairs to the topside of the horizontal slab under the fast mat of reinforcing steel.
Edge Repairs: Defined as fug depth concrete repairs of the balcony edge up to 12" back from the stab edge requiring fdmF work
Full Depth Repair: Defined as concrete repairs that require the removal of the slab to the full depth of the concrete requiring form
work, away from the balcony edges.
Rust Spats: Defined as spot locations of stray steel or reinforcing chairlegs an any other repair less than .25 CF.
Columns/Reams: Defined as concrete repairs to the columns, h,iams, headers or other areas of the building not defined above.
Ceiling Repairs: Defined as concrete repairs to the underside of the horizontal slab under the bottom mat of reinforcing steel.
Post tensioned cable repaim,wig be completed on an as needed basis to accomplish the necessary concrete repair work associated
with the balconies or walkways. Certified technicians are required for any post tension cable Repairs, lockogs, splices or cable
replacement In areas of balcony slab edge repairs, as directed by the project engineer, install an appropriate PT lack off devico prior
to excavating concrete behind the edge back up steel:
Balcony floor finish willing are W be repaired as needed where concrete repairs are accomplished. The contractor is to replace the
coating system teFmFred base coat and top wear coal as needed and feather blend into existing remaining existing coatings, W closely
match color and texture with minimal noticeable transition.
h I/2- osi PISERS
1,8 4. V 13..5E v x
I/2 nXR - O
W/ Nxa09nrvc iD -z-POST
no
H.
NWi-LOC IF
Ws SS rvU15- j� . C MRE/.[fD RODS
M
W-W11VE 91WLDFR WASXER
M., DI.LL£ nx nLL 1 _
PAINT/WATERPROOF EXTERIOR
REMOVE. EXIST. CONC RAILS
h INSTALL_NEW ALUM. RAILING
REMOVE M-E
WRTERPROOF
PT Splice Chuck
TYP. CANTILEVEREDBALCONYSLAB REPAIR
m -
BEYOND
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0-
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uJ � in
J
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aiJzN
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SHEET:
S-3
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