HomeMy WebLinkAboutPERMIT PACKAGE5 M CSM ENGINEERING, LLC
206 SW OCEAN BOULEVARD
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MAR 2 SCANNED STUART, FLORIDA 34994
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OCEANIOUE CONDO — BUILDING C
PERMIT PACKAGE
Located At: Oceanique Condo
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4160 Florida AIA
Fort Pierce, FL 34949
REVIEWED FOR
281-725-7045
CODE COMPLIANCE
Prepared For: Oceanique Condo
ST. LUCIE COUNTY
4160 Florida A I A
BOCC
Fort Pierce, FL 34949
281-725-7045
Inspected: June, 2018•!DAF
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TABLE OF CONTENTS
Title Page
Table of Contents
Scope of Work
Scope of Work Attachments:
Inspection Plan
Section 1 - Concrete Repair Specifications
Section 2 - Corrosion Inhibitor Specifications
Section 3 - Waterproofing System Specifications
Section 4 - Steel Reinforcement Protection Specifications
Section 5 - Sacrificial Anode Specifications
Section 6 - ICRI Standards
Section 7 - Dust Wall Specification Drawings
Section 8 - Restoration Drawings
Florida
1
2
3-4
5
6-8
9-10
11-12
13 & Attached
14 & Attached
15 & Attached
16 & Attached
17 & Attached
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
BOCC
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PAGE 2 OF 1 7
SCOPE OF WORK
CONTRACTOR shall provide all labor, supervision, parts, materials, testing, tools, equipment, utilities, permits, temporary facilities,
sanitary facilities, swing stages, and scaffolding, required for completion of the below described WORK in accordance with the
applicable drawings, specifications, codes and standards..
The WORK to be performed by CONTRACTOR includes:
1) Mobilization
2) Protection of Existing Conditions:
a) Provide protection systems for existing site exterior components, including vegetation and private property of residents and
visitors, which may be damaged as a result of CONTRACTOR'S performance of the WORK. Existing conditions of all site
components that are in proximity to the WORK shall be surveyed and documented by CONTRACTOR prior to the
commencement of work.
3) Railings and Screen, Shutter Systems, Sliding Glass Doors, Doors and Windows:
a) Removal, protected storage and reinstallation of existing railings and screens, shutter systems, sliding glass doors, doors and
windows as required for the WORK and as directed by ENGINEER. Where possible, the existing enclosures shall be left in
place, rather than removed.
b) All permanently installed fastener materials shall be stainless steel and shall be approved by ENGINEER.
c) Removal and disposal of existing railings and screens, shutter systems, sliding glass doors, doors and windows as required for
the WORK and as directed by ENGINEER.
4) Weather Walls:
a) Installation, maintenance and removal of weather walls and protection systems for exposed building interior spaces and surfaces
as directed by ENGINEER.
5) Tile Removal:
a) Removal and disposal of existing tile and other floor finishes, including adhesives, as required for the WORK and as directed
by ENGINEER
6) Concrete Repairs:
a) Investigation and excavation of deteriorated concrete and reinforcing steel shown on the below listed attached Inspection
Spreadsheets and Inspection Drawings, and as directed by ENGINEER. Estimated quantities shown on the attachments are
subject to revision based on the results of such investigation and excavation.
b) Surface preparation of excavated areas.
c) Restoration of oxidized reinforcing steel.
d) Installation of Sika Galvashield XP+ galvanic sacrificial anodes as directed by ENGINEER.
e) Patching and/or placement of concrete in the prepared areas to match adjoining surfaces.
7) Waterproofing System:
a) Apply Degussa Protectosil (corrosion inhibitor) over the repaired concrete deck and edge on walkways and balconies that are
not enclosed within a weather tight system.
b) In locations specified by ENGINEER, install Sika Sikalastic, STO Decocoat, or BASF Sonoshield waterproofing system
consisting of primer, base coat and top coat (aggregate and backroll) in accordance with manufacturer's specifications.
8) Stucco Repairs:
a) Prepare all damaged stucco surfaces and apply stucco finish to match existing adjacent stucco surfaces.
9) Painting:
a) Preparation and painting (prime coat plus one finish coat) in accordance with the manufacturer's recommendations of all
repair areas and surfaces disturbed. by CONTRACTOR tomatch the existing adjacent finish.
10) Demobilization
PAGE 3 OF 1 7
ATTACHED INSPECTION DRAWINGS
Inspection Drawings:
S-1 — S-6 Inspection Drawings
D-1 Details
ATTACHED SPECIFICATIONS AND DRAWINGS
The above WORK shall be performed in accordance with the following attached Specifications and Drawings:
Section I — Concrete Repair Specifications
Section 2 — Corrosion Inhibitor Specifications
Section 3 —Waterproofing System Specifications
Section 4 — Steel Reinforcement Protection Specifications
Section 5 — Sacrificial Anode Specifications
Section 6 — ICRI Standards
Section 7—Dust Wall Specification Drawings
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PAGE 4 OF 1 7 __-_ LJ.. t.1_ I:
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ENGINEER OF RECORD INSPECTION PLAN
GENERAL
A. ENGINEER shall review any work underway, as appropriate. All structural repairs, including reinforced concrete repairs at
each location require specific engineering inspections and approvals. Non-structural work, such as stucco, overlays,
waterproofing, and all non -reinforced concrete placements do not require inspections and approvals at each phase of work, but
will be subject to ongoing engineering observations and approvals during the work.
B. CONTRACTOR shall notify ENGINEER at least 2 business days prior to any required inspection.
C. During the onsite inspections, ENGINEER shall review any work underway, regarding work locations, methods, shoring,
forms, safety, property protection, concrete placements, proper curing of newly placed concrete, OWNER concerns, or any
other items as appropriate.
D. CONTRACTOR's site superintendent shall maintain a set of inspection drawings and spreadsheets marked up to indicate the
current work status. Theses shall be available for review by ENGINEER and OWNER upon request.
E. ENGINEER shall submit a written report to the Building Department at the end of construction.
CONCRETE RESTORATION
A. ENGINEER shall identify and mark out all areas to be investigated and / or excavated by contractor prior any excavation being
performed.
B. EXCAVATION LIMITS: ENGINEER shall inspect and approve, as required, all limits of concrete removal and all steel
reinforcement repairs. ENGINEER shall verify contractor measurements and approve or disapprove, as required, all contract
chargeable quantities for all repairs.
C. APPROVAL TO PLACE CONCRETE: ENGINEER shall inspect all areas prior to concrete placement and give approval, as
required, for all concrete placements. ENGINEER shall inspect all prep work, including forms, shoring, safety, steel bar repairs,
sheathing installation and any adjustments to excavation limits.
D. PLACEMENT OF CONCRETE: All design mix truck placements of concrete require on site engineering and shall be
inspected by ENGINEER during placements. Approval of design mix placement based on slump results, environmental
conditions, etc. shall be at the discretion of ENGINEER. ENGINEER may also require inspections of bag goods concrete
placements.
E. FINAL: ENGINEER shall inspect and approve, as required, the completion of all repairs, including any correction or punch
list items for each work area as appropriate.
ASSOCIATED WORK
A. ENGINEER shall approve all removal of existing rail and screen enclosures, exterior and interior glass systems and doors,
shutter systems, tile and other floor coverings prior to any.removal work being performed.
B. ENGINEER, with OWNER's approval, shall designate the disposition of all building components to be removed prior to its
removal.
C. CONTRACTOR shall document the condition and functionality of all building components to be removed and reinstalled and
ENGINEER shall approve same prior to removal.
D. ENGINEER shall inspect the reinstallation of existing building components to verify that it is in accordance with the
manufacturer's recommendations and that the condition and functionality have not been degraded.
ENGINEERING APPROVALS
A. ENGINEER shall approve all work completed.
B. ENGINEER shall approve or disapprove, as required, specifications for all contractor -supplied materials at least 7 days prior
to planned material use or placement.
C. ENGINEER shall determine any disputes regarding reasonableness of repairs involving structural integrity.
CONTRACTOR'S DUTIES
1. The Contractor is totally responsible for the permit application and all costs, including renewing the permit in a
timely manner before expiration, and close-out final, without cost to the Owner.
2. Upon receipt of permit, the Contractor shall transmit a copy of the permit showing the permit number to the Owner
and Engineer of Record for correspondence with the building department.
3. The Contractor is responsible to request andsubmittheinspection dates to the building department as needed.
4. The Contractor is responsible to protect building, driveways, landscaping and personal property.
END OF SECTION
PAGE 5 OF 1 7
SECTION - 1
CONCRETE REPAIR SPECIFICATIONS
PARTI- GENERAL
1.1 DESCRIPTION OF THE WORK:
A The scope of work to be performed under the terms of this contract includes furnishing of all materials, labor, services,
utilities, permit fees, supervision, tools and equipment, required or incidental to the demolition, repair and replacement of
the deteriorated concrete. The work will include, but is not limited to, the following elements:
I Demolition, removal and disposal of deteriorated concrete and reinforcing steel as identified by ENGINEER.
2 Surface preparation and installation of repair materials of the deteriorated concrete and reinforcing as identified by
ENGINEER.
1.2 SUBMITTALS
A Contractor shall submit to ENGINEER for review and acceptance, concrete mix designs, manufacturer's product
information and manufacturer's installation instructions for all materials specified.
B Certification of non -reactivity of all aggregate.
1.3 SITE OBSERVATIONS
A Surface preparation of all repair areas shall be observed and accepted by ENGINEER prior to placement of the repair
materials.
B Concrete surfaces shall be observed and accepted by ENGINEER prior to placement of balcony tile or other finish
materials.
C Engineer shall be notified a minimum of 24 hours prior to all observations.
PART2-PRODUCTS
2.1 CONCRETE BAG MIX
A MATERIALS
1 USE SIKACRETE 211 SCC Plus REPAIR MIX; STO Products are acceptable upon approval.
2 Water to be clean, clear, fresh water, with no additives.
2.2 ALTERNATE MATERIALS
A Acceptance of alternate products and materials shall be considered at the sole discretion of ENGINEER. All repair
materials shall be provided by a single manufacturer to the extent possible.
PART 3 - EXECUTION
3.1 CONCRETE MIX
A Follow instructions from manufacturer. This will be monitored by Engineer.
3.2 CONCRETE TESTING
A CONTRACTOR shall perform and maintain records on the composition, quantity, and slump test results for each batch
mixed.
B CONTRACTOR shall prepare test cylinders and arrange for testing by a certified testing agency as requested by
ENGINEER and approved by OWNER. If cylinders pass such tests, the OWNER shall reimburse contactor for cost of
testing.
3.3 SHORING
A Contractor shall provide jacking, shoring and bracing to accomplish the Work and for all existing structural elements to
remain until all structural modifications have been completed and accepted for their intended use. Contractor shall submit
shop drawings for jacking, shoring and bracing for approval by ENGINEER prior to commencing shoring work.
B Shoring design shall prevent movement of adjacent slab areas from the existing conditions.
3.4 CONCRETE REPAIR
A Concrete repairs shall be provided for those areas identified with spalling, deterioration, and unacceptable concrete.
B Remove all concrete surface coverings (stucco, decorative coatings, etc) along with loose, spalled, and unsound concrete
in the area of the deterioration. Removal shall be performed with small pointed tools rather than wide chisel edges to
prevent micro cracking and continued spalling of the concrete which is to remain.
C The area of concrete to be removed shall extend along the length of the reinforcing, beyond the limits of the reinforcing
deterioration a minimum of 2" into sound concrete.
D—Concrete shall be removed completely around the reinforcing -steel providing a minimum clearance of 3/4" between the
reinforcing and the concrete to remain.
E Provide a %" minimum depth saw -cut, perpendicular or slightly undercut to the concrete surface at the limits of the repair
to prevent feathering of the patch material. Do not cut any reinforcing, except as accepted by ENGINEER.
F Application of repair concrete shall not be less than ''/2" in depth.
G Prepare all concrete surfaces to receive the repair material, including the saw -cut, to achieve a minimum surface profile
depth of 3", where possible, with a new fractured aggregate surface to adequately anchor the patch material.
H Remove all rust and scaling of the reinforcing thoroughly by media blasting and/or mechanical wire brushing.
PAGE 5 OF 1 7
3.5
3.6
I Thoroughly clean the exposed concrete surface to receive the patch of all traces of dirt, grease, oil, dust, and other
contaminants which may prevent proper bonding of the repair materials.
J The prepared concrete surface shall be saturated surface dry (SSD), but free of standing water. Apply a bond coat of slurry,
prepared with the repair concrete, with a stiff bristle brush covering all exposed steel and all concrete surface areas.
K While scrub coat is still wet, place repair concrete mix design in accordance with ACI 301 in a continuous pour and in
accordance with ICRI.
CURING.
A Apply water mist to repaired area (i.e. form work, patches) or burlap or carpet remnants to surface. Misting involves any
method to maintain the exposed patch or repair area, in a wet condition to prevent surface cracks and reduce moisture loss
during cure.
B All concrete. shall cure a minimum of 28 days prior to application of any coatings or finishes.
C An observation shall be conducted by ENGINEER prior to application of any coatings on the concrete. Any cracks in the
repair areas shall be repaired in accordance with the requirements for crack repairs. Repair of cracks shall be at no
additional cost to the Owner.
REPAIR MORTARS
A Repair mortars may be used in lieu of ready mix concrete for partial depth repair areas of less than one (1) cubic foot of
material and as accepted by ENGINEER.
1 The prepared concrete surface shall be saturated surface dry (SSD), but free of standing water. Apply a scrub coat of
slurry prepared from the repair mortar to all surface areas, filling all pores and voids.
2 While scrub coat is still wet, apply acceptable polymer modified cementitious repair compound in maximum lifts of
3" and 1-1/2" for use on vertical and overhead surfaces, respectively. If forms are to be used, depths well in excess of
these can be achieved in any one application. For large and/or deep repairs, mechanical anchors, studs, reinforcing
dowels, etc., shall be provided where existing reinforcing does not provide mechanical anchorage. The top surface of
each lift shall be scratched and reprimed with slurry prior to application of subsequent lifts.
3 The use of aggregate is not allowed except as otherwise recommended by the manufacturer.
4 The following repair mortars may be used:
a Sika— Sika Full Depth 211 SCC Plus. STO products acceptable upon Engineer approval.
PAGE 7 OF 1 7
3.7 REINFORCING PREPARATION AND REPLACEMENT
A All reinforcing with deterioration of more than 15% of the original bar diameter, as determined by ENGINEER, shall be
replaced.
B To permit lapping of the new reinforcing steel, the concrete shall be removed along the length of the reinforcing, a
minimum of 12" beyond the deterioration into sound concrete to permit splicing of the reinforcing.
C After the reinforcing has been prepared, lap the new reinforcing beside the entire length of the exposed reinforcing, secure
in place with tie wires.
D Following all other procedures for the concrete repair as indicated.
E Where the removal of concrete to achieve the required lap length is not practical as determined by ENGINEER, bar
development can be achieved by embedding the reinforcing into existing sound concrete a minimum of 9" with:
I Sika— Sikadur 32(Preferred)
2 BASF - Concresive 1090 Liquid
F Reinforcing steel shall be ASTM A615 grade 60 minimum.
G Prime reinforcing steel prior to concrete placement with:
I Sika—Armatec 110 EpoChem (Preferred)
2 BASF - EMACO P-24
3 BASF — ZincrichRebarPrimer
3.8 CRACK REPAIR
A Crack repairs will be performed for all areas identified by ENGINEER.
B Remove all loose and unsound concrete within and adjacent to the crack.
C For all topside horizontal cracks, vec-notch the surface of the crack with a mechanical router or hand chipping tool to a
maximum width of '/;". Remove loose debris. Substrate may be dry or damp prior to product application. Where
accessibility to the underside of the concrete slab is available, seal all visible cracks with an epoxy resin adhesive paste or
Portland cement -based quick setting compound to act as a dam to hold the liquid epoxy resin adhesive until cured.
D Prime prepared substrate with neat Sikadur 35, Hi -Mod LV epoxy resin mortar. Strike off and level, finishing with a trowel.
E Seal cured epoxy resin mortar with epoxy resin adhesive binder to provide additional moisture and chemical protection.
F Maximum application thickness of epoxy resin mortar on interior substrates not to exceed I %:" per lift.
G-- Use pressure injection equipment to seal cracks on underside and vertical faces of concrete beams, columns and corbels
with:
I EUCO 452 M.V. Epoxy System or
2 Sikadur 35, Hi -Mod LV epoxy resin mortar or
3 Seal ports and cracks with Sikadur 31, Hi -Mod Gel, or Sikadur 33 or
4 Simpson Strong Tie ETI Epoxy Injection System
3.9 SURFACE APPLIED CORROSION INHIBITOR
A Apply Sika Ferrogard 903 in accordance with SECTION 2 to 28 day cured, exposed concrete surfaces identified by
ENGINEER.
END OF SECTION I
PAGE a OF 1 7
SECTION - 2
CORROSION INHIBITOR TREATMENT SPECIFICATIONS
PARTI- GENERAL
Ll SUMMARY
A Section Includes:
I Surface applied concrete steel reinforcement corrosion inhibitor:
2 Extended written warranty.
1.2 SUBMITTALS
A Substitution requests must be submitted 14 day prior to bid date.
B Product Data: Manufacturer's specifications and technical data including the following:
I Detailed specification of construction and fabrication.
2 Manufacturer's installation instructions.
3 Certified test reports indicating compliance with performance requirements specified herein.
C Quality Control Submittals:
I Statement of qualifications.
2 Statement of compliance with Regulatory Requirements.
3 Manufacturer's field reports.
1.3 QUALITY ASSURANCE
A Manufacturer's Qualification: Not less than 5 years experience in the actual production of specified products.
B Installer's Qualifications: Firm experienced in installation or application of systems similar in complexity to those required
for this Project, plus the following:
1 Acceptable to or licensed by manufacturer.
2 Not less than 3 years experience with systems.
3 Successfully completed not less than 5 comparable scale projects using this system.
C Product Qualifications: The corrosion inhibitor shall conform to the following characteristics:
1 Color: Slightly amber (fugitive dye may be added)
2 Density: 7.3 to 7.4 Ibs/gallon
3 Nitrite content: less than 1%
4 Chloride content: less than 20 ppm
5 pH: 6.5 to 8
6 Material must reduce total corrosion of heavily corroding concrete rebar by an average of 90%, at an internal concrete
relative humidity of 75% or greater.
7 Must reduce corrosion by 90% or greater using FHWA RD-98-153 test protocol on crack slab black bars subjected to
48 weeks of cyclic salt water ponding.
8 Must increase the resistance of chloride ions using AASHTO T277 "Rapid Determination of the Chloride Permeability
of Concrete" by 90% minimum.
9 Note: A qualified independent laboratory must perform all corrosion and chloride data.
D Regulatory Requirements: Products shall comply with State and local regulations regarding Volatile Organic Content
(VOC).
1.4 DELIVERY STORAGE AND HANDLING
A Packing and Shipping: Deliver products in original unopened packaging with legible manufacturer's identification.
B Storage and Protection: Comply with manufacturer's recommendations.
1.5 PROJECT CONDITIONS
A Environmental Requirements:
1 Maintain ambient temperature above 40 degrees F during and 24 hours after installation.
2 Do not proceed with application on materials if ice or frost is covering the substrate.
3 Do not proceed with application if ambient temperature of surface exceeds 100 degree F.
4 Do not proceed with the application of materials in rainy conditions or if heavy rain is anticipated with 4 hours after
application.
PAGE 9 OF 1 7
1.6 SPECIAL WARRANTIES
A The system manufacturer shall furnish the Owner a written single source performance warranty that the concrete
reinforcement corrosion inhibitor will be free of defects related to workmanship or material deficiency for a ten (10) year
period from the date of completion of the work provided under this section of the specification. The following performance
standards shall be specifically covered under the warranty: Using a device which employs linear polarization with a guard
ring (device should be certified under SHRP) the corrosion current of the treated concrete shall be less then 0.5 µA/cmz
for the life of the warranty period.
B The Corrosion Inhibitor Manufacturer shall be responsible for providing labor and material to retreat areas of the structure
that does not comply with the warranty requirements.
PART 2-PRODUCTS
2.1 MATERIALS
A Inhibitor shall be ready -to -use, non -water -borne, surface applied product manufactured in an ISO 9002 certified facility,
meeting or exceeding the physical and performance characteristics of the following approved product:
1 Sika Ferrogard 903 (Penetrating, corrosion inhibiting, impregnation coating for hardened concrete).
PART 3 - EXECUTION
3.1 EXAMINATION
A Verification of Conditions: Examine areas and conditions under which Work is to be performed and identify conditions
detrimental to proper or timely completion.
1 Do not proceed until unsatisfactory conditions have been corrected.
3.2 PREPARATION
A Protection:
I Unless inhibitor does not affect adhesion of sealants, paints and patching materials all adjacent surfaces shall be
protected as necessary in accordance with the manufacturer's recommendations.
2 Follow the manufacturer's recommendations regarding condition of concrete surfaces before, during and after
application.
B Surface Preparation:
1 All caulking,joint sealants, repairing, and patching of concrete surfaces shall be installed and cured before application
of inhibitor. If specified by ENGINEER, apply corrosion inhibitor to routed cracks prior to application of sealant.
Confirm with Inhibitor Manufacturer compatibility of materials.
2 Prior to application of corrosion inhibitor, concrete surfaces shall be dry and cleaned of all dust, dirt, debris, grease,
oil, grout, mortar, and other foreign matter. Concrete patches and all existing surfaces shall be prepared as
recommended by the corrosion inhibitor manufacturer and acceptable to ENGINEER.
3.3 FIELD QUALITY CONTROL
A Test Applications: Before application of inhibitor will be accepted, a test panel will be applied to the concrete to verify
performance under the warranty provisions.
3.4 APPLICATION
A Product shall be applied as supplied by the manufacturer without dilution or alteration.
B Corrosion inhibitor shall be applied in accordance with the use of either spray, brush, or roller as per manufacturer's
recommendations. Corrosion inhibitor shall be applied at a net coverage rate of 75-100 ft'-/gallon, in two or three equal
coats, with a minimum one hour dry time between coats.
C Follow manufacturer's recommendations concerning protection of glass, metal and other non -porous substrates.
Contractor will be responsible to clean all surfaces that are contaminated by the corrosion inhibitor.
D Follow manufacturer's recommendation concerning protection of plants, grass and other vegetation. Contractor will be
responsible for replacing all plants, grass or vegetation damaged by the corrosion inhibitor.
3.5 CLEANING
A As Work Progresses: Clean spillage and overspray from adjacent surfaces using materials and methods as recommended
by corrosion inhibitor manufacturer.
B Remove protective coverings from adjacent surfaces when no longer needed.
3.6 COMPLETION
A Work that does not conform to ENGINEER's specifications shall be corrected and/or replaced as directed by the Owners
Representative at the contractor's expense without extension of time.
— - END OF SECTION 2
PAGE 1 13 OF 1 7
SECTION - 3
WATERPROOFING SPECIFICATIONS
BASF SONOGUARD SONOSHIELD SYSTEM
PARTI-GENERAL
1.1 SUMMARY
A Section Includes:
1. Waterproofing and decorative pedestrian traffic coating system for interior and exterior elevated decks as scheduled.
1.2 SYSTEM DESCRIPTION
A A combined system providing a decorative pedestrian surface with the added benefit of a waterproofing membrane, with
crack bridging capabilities.
B The waterproofing membrane is a fluid -applied polyurethane waterproofing coating consisting of moisture curing
mechanism. Materials have low odor and are VOC compliant.
C The waterproofing system consists of the following components:
1. SONOGUARD BASE COAT, a one component, moisture -curing polyurethane.
2. SONOGUARD SECOND COAT, a one component aliphatic moisture -curing polyurethane.
D System Performance Requirements: Provide material complying with the following requirements:
1. Hardness (Base Coat): Shore A (60) per ASTM D 2240.
2. Hardness (Top Coat): Shore A (89) per ASTM D 2240.
3. Tensile strength (Base Coat): 752 psi (5.2 MPa) per ASTM D 412.
4. Tensile strength (Top Coat): 2,500 psi (17.2 MPa) per ASTM D 412.
5. Elongation (Base Coat): 595 percent per ASTM D 412.
6. Elongation (Top Coat): 502 percent per ASTM D 412.
7. Tear strength (Base Coat): 74 PIT per ASTM D 1004.
S. Tear strength (Top Coat): 199 PIT per ASTM D 1004.
9. Weight loss (Base Coat):16 percent. Max: 40.
10. Weight loss (Top Coat): 17 percent. Max: 40.
11. Low temperature flexibility and crack bridging: No Cracking of base or top coat.
12. Adhesion peel (Primer and Base Coat): Plywood 34 pli, Primed mortar 43 pli per ASTM C 957.
13. UL Class A Fire rating.
E Weathering Performance Requirements: (ASTM C 957).
1. Elongation recovery: 94 percent. Minimum passing: 90 percent.
2. Tensile retention: 151 percent. Minimum passing: 80.
3. Elongation retention: 94 percent. Minimum passing: 90.
4. Abrasion resistance (CS-17 Wheel, 1,000 g load, 1,000 cycles):
a I mg lost system passes.
b Maximum oss: 50 mg.
5. Crack bridging (1,000 cycles): System passes.
F Color and Texture Requirements
1. Color shall match adjacent surfaces
2. Texture shall match adjacent surfaces
1.3 SUBMITTALS
A Product Data: Submit manufacturer's technical bulletins and MSDS on each product.
B Quality Control Submittals:
1. Provide protection plan of surrounding areas and non -work surfaces.
1.4 QUALITY ASSURANCE
A Qualifications:
1. Manufacturer Qualifications: Company with minimum 5 years of experience in manufacturing of waterproofing
products and systems.
2. Manufacturer Qualifications: Company shall be ISO 9001:2000 Certified.
3. Applicator Qualifications: Company with minimum of 3 years experience in application of specified type products
and systems on projects of similar size and scope, and is acceptable to product manufacturer.
a Successful completion of a minimum of 3 projects of similar size and complexity to specified Work.
PAGE 1 1 OF 17
B Field Sample:
1. Install at Project site or pre -selected area of building an area for field sample.
a Provide mockup of at least 10 square feet to include surface profile, sealant joint, crack, flashing, and juncture
details and allow for evaluation of slip resistance and appearance.
b Apply material in strict accordance with manufacturer's written application instructions.
2. Manufacturer's representative or designated representative will review technical aspects; surface preparation,
application, and workmanship.
J. Field sample will be standard forjudging workmanship. Maintain field sample during construction for workmanship
comparison.
4. Do not alter, move, or destroy field sample until Work is completed and approved by ENGINEER.
5. Obtain ENGINEER's written approval of field sample before start of material application, including approval of
aesthetics, color, texture, and appearance.
1.5 DELIVERY, STORAGE, AND HANDLING
A Comply with manufacturer's ordering instructions and lead-time requirements to avoid construction delays.
B Deliver materials in manufacturer's original, unopened, undamaged containers with identification labels intact.
1.6 PROJECT CONDITIONS
A Environmental Requirements:
I. Minimum application temperature is 50 degrees F and rising.
2. Do not apply in rain or when rain is expected within 24 hours. Do not apply above 90 degrees For when temperatures
are expected to fall below 50 degrees F within 24 hours.
PART2-PRODUCTS
2.1 MANUFACTURERS
A Subject to compliance with requirements, provide products from the following manufacturer:
1. BASF Building Systems
889 Valley Park Drive
Shakopee, MN 55379
Customer Service: 800- 433-9517
Technical Service: 800-243-6739
Direct Phone: 952-496-6000
Internet: www.BASFbuildingsystems.com
B Specifications and Drawings are based on manufacturer's proprietary literature from BASF Building Systems. Other
manufacturers shall comply with minimum levels of material, color selection, and detailing indicated in Specifications or
on Drawings. ENGINEER will be sole judge of appropriateness of substitutions.
2.2 MATERIALS
A Acceptable Product:
1. Base Coat: Sonoguard Base Coat.
2. Second Coat: Sonoguard Second Coat
3. Aggregate: Sonoguard Aggregate or equal.
4. Cementitious and epoxy patching materials: BASF Building Systems Repair mortar and Epoxies.
5. Sealant primer: Sonnebom Primer 733.
6. Sealant: Sonnebom SL-2 or Sonnebom Ultra.
7. Deep joint sealant: Sonnebom SL-2 or Sonnebom NP-2.
8. Acryseal HS
PART 3 — EXECUTION
3.1 EXAMINATION
3.2 SURFACE PREPARATION
A Substrates must be sound and free of dust, dirt, laitance, paints, oils, grease, curing compounds, or any other contaminants.
B Verify substrate has properly cured. If efflorescence is present, mechanically remove it before proceeding. For extreme
cases where this is not adequate, contact Technical Service.
Concrete should have a minimum compressive strength of 5,000 psi (21 MPa) and be cured for a minimum of 28 days or 80 percent of
design strength.
PAGE 12 OF 1 7
SECTION 4
STEEL REINFORCEMENT PROTECTION SPECIFICATIONS
See attached Product Data Sheet
PAGE 1 3 OF 1 7
Product Data Sheet
Edition07/02/2007
Revision no: 0
Identification No
01 03 02 01 001 0 000001
SikaTop®-Annatec 110 EpoCem®
SikaTop°-Armatec 110 EpoCem°
Bonding Slurry and Anti -Corrosive Rebar Coating
Product
Cement -based expoxy-modified three -component anti corrosive coating and
Description
bonding slurry.
Uses
As an anti -corrosion coating for reinforcement steel:
■ For repairs to reinforced concrete where there is corrosion of the underlying
reinforcement steel
r For the preventive protection of reinforcement steel in thin reinforced concrete
sections
As bonding slurry for use on concrete, mortar or steel:
■ For repairs to concrete using SikaTop patching and repair mortars
■ For bonding of new and old concrete
Characteristics /
■ Excellent adhesion to steel and concrete
Advantages
■ Acts as an effective barrier against penetration of water and chlorides
■ Contains corrosion inhibitors
■ Provides an excellent bonding coat for subsequent application of repair
mortars, cement and epoxy based
■ Pre measured, ready -to -use packs
a May be spray -applied
s Frost- and de-icing salt resistant
■ Non-flammable
Test certificates
LPM, Laboratory for Preparation and Methology, Beinwil am See, Switzerland
Ibac Aachen A 3119/3
Product Data
Technical Data
Colours
Mix: Grey
Comp. A White liquid
Comp. B: Colourless liquid
Comp. C: Dark grey powder
Packaging
20 kg units (A+B+C)
Storage
Storage Conditions
Store at temperatures between +5 °C and +25 *C. Comp. C must be protected from
humidity.
Shelf life
12 months from date of production if stored properly in unopened original packing.
SikaTop9-Aamatec 110 EpoCem® 1/3
Mechanical/Physical
Properties
Density (+23 °C)
Comp. A 1.05 kg/I
Comp. B 1.03 kg/I
Comp. A+B+C 2.00 kg/I (density of slurry when mixed)
Bond strength (+23°C)
On concrete (sandblasted): 2-3 N/mm 2
On steel: 1 -2 N/mm
E-Modulus (static)
- 16.400 N/mm2
Index of resistance to
diffusion of water vapour
- 700
(pH20)
Index of resistance
- g0.000
todiffusion of carbon
dioxide (uCO2)
Thermic coefficient of
- 18 - 10e per °C
expansion
Application Details
Mix ratio
Parts by weight : A: B : C = 1.14 : 2.86 : 16
Parts by volume: A: B: C = 1.14 : 2.86 : 10
Pot life (8 kg)
3 hours (at an ambient temperature of +5 °C to +30 °C)
Limitations
Min. application temperature (ambient and substrate) : +5 °C
Max, substrate temperature: +30 °C
The recommended dosage must be strictly adhered to.
On no account should water be added to the mix!
Coverage
As an anti -corrosion coating :
- 2 kg/m2for 2 coats, depending on method of application
As a bonding slurry:
Depending on substrate conditions, not less than 1.5 - 2.0 kg/m2
Surface preparation
Concrete, mortar, stone :
Substrate must be clean, sound and free from all traces of loose material, laitance,
grease and oil.
Min. substrate roughness 2mm
Steel :
Surface must be clean and free from all traces of grease and oil, rust and mill scale.
Degree of cleaning SA2.
Application
Instructions
Mixing
Shake component A and B vigorously before opening. Pour both liquids into a
suitable mixing pan and mix for 30 seconds. Add Component C slowly while
continuing to stir. Mix mechanically for 3 minutes, using a slow -speed electric stirrer
(250 RPM) in order to entrain as little air as possible. Rest for 5 - 10 minutes, until
the mixture exhibits a brushable low -dripping consistency.
2 SikaToo®-Ajmalec 110 EooCem® 2r3
Application When used as an anti -corrosion coating :
Apply a coating of approx. 0.5 — 1 mm thick to the cleaned and derusted
reinforcement, using a stiff paintbrush, roller or spray gun. Leave to dry for 2 — 3
hours (at an ambient temperature of +20 °C), then apply a second coat of similar
thickness. Leave to dry for a similar period of time before applying patching mortar.
It is inevitable that the anti -corrosion coating is applied as well on the surrounding
concrete; this is by no means a disadvantage.
When used as a binding agentfor repair mortar or concrete:
Wet down the prepared substrate (concrete) to saturated surface dry condition.
Then apply a bonding coat not less than 0.5 mm thick, using a paintbrush, roller or
suitable spray gun. For best results, work the bonding slurry well into the substrate
to ensure complete coverage of all surface irregularities. Apply the freshly mixed
patching mortar wet on wet to the bonding slurry.
The application of slurry coat or patching mortar or may be applied wet in wet or up
to a maximum waiting time of 6 hrs at+30 °C
5 hrs at +20 °C
4 hrs at +5 °C
Freshly applied SikaTop-Armatec 110 EpoCem should be protected from pollution
and rain until next coat is applied.
Cleaning Use water to remove uncured material from tools and mixing equipment. Once
cured, SikaTop-Armatec 110 EpoCem can only be removed mechanically.
Imported Notes When SikaTop-Armatec 110 EpoCem is used as bonding coat between old and
new concrete, it is necessary to install connecting reinforcement for shear strength
transfer as per the relevant guide lines.
Notes
All technical data stated in this Product Data Sheet are based on laboratory tests.
Actual measured data may vary due to circumstances beyond our control
Local Restrictions Please note that as a result of specific local regulations the performance of this
product may vary from country to country. Please consult the local Product Data
Sheet for the exact description of the application fields.
Health and Safety
Information For information and advice on the safe handling, storage and disposal of chemical
products, users should refer to the most recent Material Safety Data Sheet
containing physical, ecological, toxicological and other safety -related data.
Legal Notes
The information, and, in particular, the recommendations relating to the application
and end -use of Sika products, are given in good faith based on Sika's current
knowledge and experience of the products when properly stored, handled and
applied under normal conditions in accordance with Sika's recommendations. In
practice, the differences in materials, substrates and actual site conditions are such
that no warranty in respect of merchantability or of fitness for a particular purpose,
nor any liability arising out of any legal relationship whatsoever, can be inferred
either from this information, or from any written recommendations, or from any other
advice offered. The user of the product must test the product's suitability for the
intended application and purpose. Sika reserves the right to change the properties
of its products. The proprietary rights of third parties must be observed. All orders
are accepted subject to our current terms of sale and delivery. Users must always
refer to the most recent issue of the local Product Data Sheet for the product
concerned, copies of which will be supplied on request.
SI M yapi Kimyasallan A.$.
gamgesme Mah. Sanao Cad.
34899 Kaynama Penoik
s
Istanbul T-90
Tel +0 216 494 19 90
Faks +90 216 494 19 84
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3 SikaTop®-Annalec 110 EpoCem® 3/3
SECTION 5
SACRIFICIAL ANODE SPECIFICATION
See attached Product Data Sheet
PAGE 1 4 OF 1
IMBEDDED GALVANIC ANODE 2003 Nova Award Nomination 12
Galvashield@ XP Embedded Galvanic Anode
Galvashield XP is a patented sacrificial embedded galvanic anode that provides localized galvanic corrosion protec-
tion in reinforced concrete structures. The anode consists of a zinc core surrounded by an active cementitious ma-
trix. The 63mm diameter x 28mm high embedded anode is quickly and easily fastened to reinforcing steel. Once
installed, the zinc core corrodes preferentially to the surrounding rebar, thereby providing galvanic corrosion protec-
tion to the reinforcing steel.
In the mid 1990s, Vector Corrosion Technologies, through research and development and in partnership with Fos -
roc International Limited, a UK company, developed the Galvashield XP embedded anode as a breakthrough in the
corrosion protection of concrete structures. The design philosophy behind the Galvashield XP embedded anode
was to create a simple product that could be incorporated within a patch repair to minimize ongoing corrosion and
extend the life of concrete repairs. Without protection, corrosion continues in the reinforcing steel immediately ad-
jacent to the repair and results in premature failure. The anode has been designed to focus protection in the narrow
zone directly adjacent to the repair.
The size and discrete nature of the anode makes it convenient to install in a wide variety of repairs, and provides the
specifier with complete control when targeting the areas that should receive protection. The anode is suitable for
large or small repairs; a large repair will simply require the incorporation of multiple anodes. The convenience of
the anode makes it a cost effective method of extending galvanic protection to repair scenarios that were not practi-
cal just a few years ago.
The Galvashield XP embedded anode is a non -hazardous product. Manufactured of common construction materials
it is installed simply without complex equipment or processes. Depending upon a project's design parameters the
anode will normally operate for a period of 10 to 20 years. Once installed its zinc is converted into a stable, non-
hazardous zinc corrosion product. After its service life is complete, the anode remains are dormant and concealed
within the concrete, having no maintenance or special disposal requirements.
The Galvashield XP embedded anode has been in use in North America since 1998 in a wide variety of applica-
tions: deck repairs, joint replacements, pre -stressed and post -tensioned repairs and interface applications between
new concrete and existing chloride -contaminated concrete where accelerated corrosion can occur. The anode re-
duces on -going corrosion activity and also reduces the effect of ring -anode corrosion commonly associated with
concrete patch repairs in reinforced concrete.
In order to verify the performance of the Galvashield XP embedded anode, periodic evaluation by various research
and education foundations is conducted to provide an unbiased opinion of the effectiveness of this innovative tech-
nology. In July 2001, following evaluation of the anode, The Concrete Innovations Appraisal Service issued CIAS
Report 01-1 Galvashield Embedded Galvanic Anodes for Repair of Concrete. The principal use of this report is as
neutral documentation to help technical committees of the American Concrete Institute (ACI) and users of the an-
ode to better understand the technology. As stated in the report "The technology offers an easy -to -understand con-
cept, which gives the client confidence in the capability of the repaired structure to perform its intended use." In
July 2002, the ASCE/CERF Highway Innovative Technology Evaluation Center (HITEC) commenced evaluation
of the Galvashield technology.
For many contractors and engineers perhaps the greatest benefit of the Galvashield XP embedded anode is the fact
that installation requires little or no change from existing concrete repair practices, and only a minimal addition in
cost. Normal patching procedures simply shift the corrosion reaction to adjacent concrete areas, thus creating a
continual -battle in -which -repair -crews chase the corrosion problem around the structure. The Galvashield XP em-
bedded anode prevents this from occurring by mitigating the corrosion problem using a maintenance -free, cost-
effective strategy.
Contact: David W. Whitmore • Vector Corrosion Technologies, Inc. • 417 Main Ave • Fargo, ND 58103
701-280-9697 • Fax 701-235-6706 • davidw@vector-corrosion.com • www.vector-corrosion.com
Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 • 248-409-1500 • Fax: 409-1503 • E-mail: info@CIF.org • www.CIF.org
EMBEDDED GALVANIC ANODE
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2003 Nova Award Nomination 12
Galvashield® XP Embedded Galvanic Anode
T. Wvice
saa&ww
ZLU rA=
Cut -Away of Galvashieldo XP Anode
Bridge Widening Project —Anodes tied
to reinforcing steel at joint between new
and old concrete
GalvashieW XP Reduces "Ring Anode" Corrosion
Concrete Girder Repair —Anodes tied to
steel inside girder repair
Concrete Patch Repair —Anodes tied
around perimeter of repair
"Ring Anode" Corrosion (without GalvashielO")
Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 •248409-1500 • Fax: 409-1503 • E-mail: info@CIF.org • www.CIF.org
See attached Product Data Sheet
SECTION 6
ICRI STANDARDS
PAGE 1 5 of 1 7
TECHNICAL
GUIDELINES
Prepared by the International Concrete Repair Institute December 2008
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Guideline No. 310.1 R-2008 (formerly No. 03730)
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GUIDELINES
Prepared by the International Concrete Repair Institute December 2008
Guide for Surface
Preparation for the
Repair of Deteriorated
Concrete Resulting
from Reinforcing
Steel Corrosion
Guideline No. 310.1 R-2008 (formerly No. 03730)
Copyright 02008 International Concrete Repair Institute
All rights reserved.
International Concrete Repair Institute
3166 S. River Road, Suite 132, Des Plaines, IL 60018
Phone: 847-827-0830 Fax: 847-827-0832
Web site: www.icri.org
E-mail: info(aicri.org
r•.n'I
y rchl CONCRETEri'.::i
: N 5 i r ..
About ICRI Guidelines
The International Concrete Reparrinstrtute (ICRV
was f raided to improve the durability of concrete
repair and enhance its valueforstructure owners.
The identification, development, and promotion of
the most promising methods and materials are
primary vehicles for accelerating advances in
repair technology. Working through a variety of
forums, ICRI members hope the opportunity to
address these issues and to directly contribute to
improving the practice of concrete repair.
A principal component of this effort is to make
carefully selected information on important repair
subjects readily accessible to decision makers.
During the past several decades, much has been
reported in the literature on concrete repair
methods andmaterials as they have been developed
and refined. Nevertheless, it has been di,ficult to
find criticallyreviewed information on the state of
the art condensed into easy -to -use formats.
To that end, ICRI guidelines are prepared by
sanctioned task groups and approved by the ICRI
Technical Activares Committee. Each guideline is
designed to address a speck area of practice
recognized as essential to the achievement of
durable repairs. AllICRIguideline documents are
subject to continual review by the membership and
may be revised as approved by the Technical
Activities Committee.
Technical Activities Committee
Kevin Michols, Chair
Jim McDonald, Secretary
Randy Beard
Don Caple
Bruce Collins
William `Bud" Earley
Don Ford
Tun Gillespie
Peter Golter
Peter Lipphardt
David Rodler
Michael Tabassi
David Whitmore
Pat Winkler
Producers of this Guideline
Surface Preparation Committee
Pat Winkler, 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 Karins
Ken Lozen*
Jim McDonald
Beth Newbold
Jeffery Smith
Sandra Sprouts
Rick Toman
Patrick Watson
*Contributing editors
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 of the repairarea, 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, bruising, corrosion,
delamination, deterioration, reinforcing steel,
structural repair, surface preparation.
This document is intended as a voluntary guideline for the owner, design professional and
a erete 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.
310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL. CORROSION
FIINA'-UN.L
"OAXIM I qCRETE REPAIR
S r U I e
Contents
1.0
Introduction ..............................................................................................................................
1
2.0
Deliniflens ...............................................................................................................................
1
3.0
Exposure of Reinforcing Steel ..................................................................................................
1
4.0
Anodic Ring (Halo) Effect .........................................................................................................
2
5.0
Removal Geometry .................................................................................................................
2
6.0
Configuration 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 .....................................................4
8.0
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
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.9,2008
IAN\
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310.111-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM
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 ofthe
removal cavity to provide a clean sound surface
to bond a repair material.
This guideline outlines removal geometry,
configuration, removal process, edgepreparation,
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
significantly 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 must be given to the repair
of concrete 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 individually to ascertain the applicability
of the procedures described herein. Refer to ACI
506R-05, "Guideto Shotcrete" for surfaceprepar-
ation prior to shotcrete application.
2.0 Definitions
Anodic ring effect: Corrosion process in which
the steel reinforcement in the concrete surrounding
a repaired area begins to corrode preferentially
to the steel reinforcement in the newly repaired
area (sometimes referred to as the halo effect).
Bruised surface (micro -fracturing): Asurface
layer weakened by interconnected microcracks
in concrete substrates caused by the use of high -
impact, mechanical methods for concrete
removal, and surface preparation; fractured layer
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typically extends to a depth of 0.13 to 0.38 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 of exposure conditions;
commonly expressed in percent of chloride ion
by mass of cement.
Corrosion: Degradation of concrete or steel
reinforcement caused by electrochemical or
chemical attack.
Mierocrack: Acrack too small to be seen 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. 03739] 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 repair procedure.
3.0 Exposure of
Reinforcing Steel
The practice of completely removing the concrete
(undercutting) from around the corroded
reinforcement, no matterwhat degree ofcorrosion
is found, is keyto achievinglong-term performance
of surface repairs. In most cases, complete
removal of the concrete from around the
reinforcing steel is the best practice, where
protection of the reinforcing steel within the
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR Of DETEFUDRATED CONCRETE RESULTING FROM REINFORCANG STEEL CORROSION 310.1 R-2008 -1
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,XCMpnD CONCRETE n
repair cavity is achieved by providing a uniform
chemical environment around the reinforcing
steel. If noncorroded 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 structural reasons, the concrete cannot
be completely removed from around the corroded
reinforcing steel or if a corrosion inhibiting
system is not used, the repairmay be compromised
due to continued corrosion. If there 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
concrete deterioration. To assess existing concrete
conditions beyond the repair area, chloride
content and pH of the concrete at the level of the
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. Othermeasures 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
be located on horizontal, vertical, and/or overhead
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 to expose the
reinforcing (concrete in compression) is a special
condition and is discussed in Section 10.
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2-310.1R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
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Fig. 5.3: Beam or rib repair, elevation
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Fig. 5.4: Beam or rib repair, section
Fig. 5.5: Column repair, elevation
Fig. 5.6: Column repair, section
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6.0 Configuration
of Repair Area
Deteriorated and delaminated concrete should be
located and marked prior to starting the removal
process. Delaminated concrete can be located using
sounding or other suitable techniques. The repair
area should extend a minimum of 6 in. (152 mm)
beyond the actual delaminated 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
rectangular with square comers (Fig.6.1). This may
result in the removal ofsound concrete. Reentrant
corners should be minimized or avoided, as they
are susceptible to cracking.
j' I....�I`-lr
_ I
Fig. 6.1: Areas ofdeterioration 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 exposed 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 circumference bonding to the repair
material and the surrounding concrete. Bonding
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OFOETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1R-2008-3
the repair material to the full circumference of the
reinforcing steel will secure the repair structurally.
Provide a minimum of 0.75 in. (19 mm) clearance
between exposed reinforcing steel and surrounding
concrete or 025 in. (6 rum) larger than the coarse
aggregate in the repair material, whichever is
greater. Sound concrete may have to be removed
to provide proper clearance around the reinforcing
steel. If impact breakers are used for partial depth
concrete removal, the breaker should not exceed
30 lb (12 kg). A 15 lb (7 kg) breaker is preferred
Fig. 7.1: Remove concrete to undercut
and expose reinforcing steel and
provide uniform repair depth
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Fig. 7.2: Saw cutperimeter
to provide vertical edge
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Fig. 7.3: Abrasive blasting to clean
substrate and reinforcing
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, or significant 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.
Remove all deteriorated concrete and 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 area should be saw
cut 0.75 in. (19 mm) deep to 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
manufachuer's recommendations, a saw cut depth
less than 0.75 in. (19 rum) 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 layer weakened by interconnected micro -
cracks in the concrete substrate. The fractured
_ (bruised) layer can extend to adepth of 0.125 to
0.375 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. 7.3) or high-pressure water blasting. The
4-310.111-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
saw -cut edge of the repair area should also be
blasted to roughen the polished vertical surface
caused by the saw -cutting.
All concrete, corrosion products, and scale
should be removed from the reinforcing steel by
oil -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 delaminations and
deterioration have been removed. If hydro -
demolition is used, cement fines (slurry) must be
completely removed from the repair surface. A
tightly -bonded lightrustbuild-up onthereinforcing
surface is usually not detrimental to bond. If a
protective coating is applied to the reinforcing
steel, follow the coating manufacturer'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 engineer should be consulted.
Repair reinforcing steel by either replacing the
Required Lap
"5i'5E;:.: ':: >dC^rzETa F.rcPflCR
i T 1 T U 'o r
damaged/deteriorated steel or placing supple-
mental reinforcing steel in the affected section
(Fig. 8.1). 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/deteriorated 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 bond -
inhibiting materials (dirt, concrete slung, loosely
bonded aggregates, or any material that may
interfere with the bond ofthe reparmaterial 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 pulloff test
(ICRI Technical Guideline No. 210.3 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 repay is complete. The
pulloffstrength requirement should be established
by the engineer and included as a performance
specification for the repair.
Affected Length
Loss of Cross Section
Supplemental Bar
I Affected Length
Fig. 8.1: Repair of damagedIdeteriorated reinforcing
Required Lap
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULIING FROM REINFORCING STEEL CORROSION 310.1 R-2008 - 5
A41N
10.0 Special Condition at Columns
Fig. 10.1: Column load path Fig. 10.2a. Column repair
Fig. 10.2b: Column section
Fig. 10.3: Column load
path following repair
6 - 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL. CORROSION
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 withinthereinforcing cage is considered
to carry the compressive loads (Fig. 10.1). The
concrete outside ofthe reinforcement is considered
as protective concrete cover for fire 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). Depending on
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 being pm into a tensile stress
state. The new material will notcary compressive
loads until theoriginal 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 a normal 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) where
on -going compressive stress exists and where
adequate shoring cannot be installed prior to
repairs to prevent disp lacements and corresponding
stress redistributions during repairs.
G T I 'r U E
\vs'•
11.0 Summary
The repair ofdeteriomted concrete resulting from
reinforcing steel corrosion is necessary to extend
the service life of the structure. Performing
concrete repairs using industry -best practices will
ensure the success and longevity of the repair.
Understanding the existing conditions and cause
of corrosion 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 should 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 reader 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, "Standard Test Method 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 FOR THE REPAIR OFOETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 -7
ss�e:ep� cca:ccr.:•, a si :: .
ICRI Technical Guideline No. 310.3-2004
(formerly No. 03737), "Guide forthe Preparation
of Concrete Surfaces for Repair Using Hydro -
demolition Methods"
ICRI Technical Guideline No. 320.211-2008
(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, MI 48331
www.concrete.org
ASTM International
100 Barr Harbor Drive
West Conshohocken, PA 19428
www.astm.org
International Concrete Repair Institute
3166 S. River Road, Suite 132
Des Plaines, IL 60019
www.icri.org
8 - 310.1R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESUMNG FROM REINFORCING SM CORROSION
INTERNATIONAL
CONCRETE REPAIR
-1-N-S--T-I-T-U--T-E
3166 S. River Road, Suite 132
Des Plaines, IL60018
Phone: 847-827-0830
Fax: 847-827-0832
Web site: www.icri.org
E-mail: lnfo@icri.org
See attached drawings
SECTION 7
DUST WALL SPECIFICATION DRAWINGS
PAGE 1 6 OF 17
GENERAL NOTES,
1. ALL 2.4 6 2.6 STUDS, SILL PLATES, AND PLYWOOD
TO BE SOUTHERN PINE GRADE 2 TIMBER.
2. DIMENSIONS SHOWN PRO y1 DED AS A GUIDE TO
CONTRACTOR, ACTUAL F1 LD CONDITIONS AND
LOCATIONS MAY VERY.
3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE
OF REPAIR.
I
I
NBT
BUILD AT DOOR THRESHOLD
TYP. STANDARD
DUST WAL
SCVF RTS-
INCREASE SCREW/NAIL PATTERN TO
FOR PLYWOOD ANNTTACHMENT EDGES
ADD HORIZONTAL 2x6 ATTACH TO
�yI�1 L4x4X4x16 CA ANGLE AND
(4) #10xl WD SCREWS EACH LEG
oO
ADD ADDTIONAL CONNECTOR
TOP & BOT TO EACH STUD
14X4 4x16 CA ANGLE AND
(4) #10x1- WD SCREWS EACH LEG
ATTACH 2x4 TOP LEDGER
-TO CONCRETE WITH SIMPSON
11/4'0x1-1/2' MIN. EMBEDMENT
THEN CONCRETE SCREWS 0 32' O.C. MAX.
-2x4 WOODSTUDS ® 16" O.C.
ATTACHED TO EACH LEDGER
WITH (2) 16d TOE NAILS
- UNFINISHED INTERIOR WALL
-6 MIL. PLASTIC WRAP OVER 1/2'
CDX PLYWOOD. TAPE
IN 6 MIL. PLASTIC W
2X4 WOOD ATJACHE
SIMPSON 1 4Ox1-I
TITEN CON RETE SC
IN, FLOOR
- CONT. CAULK BEAD
BOTTOM
6 MIL P
COX PLYWOOD TAP
CONT. CAULK BEAD ALONG
BOTTOM, TOP, AND SIDES
NOTE: MUST BE INSALLED AT
THRESHOLD
M
HURRICANE PREP FOR
STANDARD DUST WALL
SmE NTS.
CONNECT VERTICAL 2x6
TO EACH STUD WITH (3)
#10x3" WD. SCREWS
CONNECT DIAGONAL BRACE
TO 2x6 WITH
L4x4x4xl6 GA. ANGLE AND
(6) #IOx1" WD. SCREWS INTO EACH LEG
2x4 DIAGONAL BRACE
AT-4' O.C. -TYP.
CONNECT DIAGONAL BRACE
TO LEDGER WITH
L4x4x4xl6 GA. ANGLE AND
(6) #10xl" WD. SCREWS INTO EACH LEG
214 WOOR ATTACI TO SLAB
WITH 1 4Ox1-1/2 MIN. EMBEDMENT
THEN ONCRETE SCREWS 0 32" O.C. MAX.
-TYP. TOP AND BOTTOM
2x4 TOP LEDGER
ALL SEAM JOINTS
D
I
E
RAP
T9 SLAB WITH
f2 MIN. EMBEDMENT
EWS ® 32" O.C. MAX.
WALL STUD PER PNN
ALONG
m
I
LASTIC OVER
aD
ALL SEAMS
SUPPLY
AROUND P
PROTECTIO
ATTACHED TO
1/2" COX PLY -WOOD
FRAMING STUDS AND LED
WD. SCREWS AT 12` O.C.
6' O.C. AT EDGES
OPTIONAL ATTACHMENT FOR 1/2' COX
PLY -WOOD ATTACHED TO FRAMING W/
10-d NAILS AT 12" O.C. AT FIELD AND 6"
O.C. AT EDGES
LEDGERS
xEl PADDING
IMETER FOR
2x4 BOT. LEDGER) ` CONT. CAULK BEAD ALONG DBL STUD
BOTTOM AT EACH END -TYP.
STANDARD DUSTWALL ELEVATION
DUST WALL
SPECIFICATION
rm5M
ENGINEERING
CIVIL STRUCTURAL • MARINE
CSM ENGINEERING, LLC
209 SW OCEAN 90UMNIAFO
STUART, FLORIDA 34994
7•I2-220-4601
W W W.CBM'E.NET
CERTIFICATE OFAUTHORIZATION! 29057
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V No.76910
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LEAEUl 4 DAHLHI JR LATE
..n HURRICANE DUST WALL
ATTACH 2x4 TOP LEDGER GENERAL NOTES -
TO CONCRETE WITH SIMPSON TIMBER
1/4"Oxl-1/2" MIN. EMBEDMENT 1. ALL 2x4 6 2x6 STUDS, SILL PLATES, AND PLYWOOD
THEN CONCRETE SCREWS ® 32" O.C. MAX. TO BE SOUTHERN PINE GRADE 2 TIMBER.
2. DIMENSIONS SHOWN PROVIDED AS A GUIDE TO
2x4 WOOD STUDS 0 16" O.C. CONTRACTOR. ACTUAL FIELD CONDITIONS AND
ATTACHED TO EACH LEDGER LOCATIONS MAY VERY.
WITH (2) Hid TOE NAILS 3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE
OF REPAIR.
UNFINISHED INTERIOR WALL 4. SUITABLE PROTECTION AGAINST DAMAGE BY WEATHER,
CONSTRUCTION DEBRIS, AND TRAFFIC SHALL BE
N� PROVIDED (INSTALLATION AND REMOVAL) FOR EXPOSED
6 MIL. PLASTIC WRAP OVER 1/2" INTERIOR SURFACES, SUCH AS TILE FLOORS, DRYWALL,
m CDX PLYWOOD. TAPE ALL SEAM JOINTS BUILD AT DOOR THRESHOLD ECT, AS REQUIRED AND IS INCLUDED IN THE UNIT
IN 6 MIL. PLASTIC WRAP PRICING FOR DUST WALLS,
5. DAMAGE TO INTERIOR SURFACES BY INSTALLATIGN OF
DUST WALLS SHALL BE AVOIDED. SHOULD DEVIATIONS
2X4 WOOD A.JACHED TQ SLAB WITH FROM STRUCTURAL ATTACHMENTS SHOWN ON PLANS BE
SIMPSON I/4 00-1 2 MIN. EMBEDMENT REQUIRED, THE ENGINEER SHALL BE NOTIFIED AND
THEN CONCRETE SCREWS ® 32" O.C. MAX. SHALL APPROVE SUCH DEVIATIONS.
6 THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
FIN, FLOOR REPAIRING ALL DAMAGES TO UNIT INTERIORS AS A
RESULT OF THE REMOVAL OF EXISTING COMPONENTS
CONT. CAULK BEAD ALONG (DOORS. WINDOWS, ETC.) AND/OR THE INSTALLATION
TYP. STANDARD AND REMOVAL EF DUST WALLS,
BOTTOM 7. CONTRACTOR IS RESPONSIBLE FOR PROTECTING THE
DUST WALL INTERIOR AT THE EXTERIOR THRESHOLD.
SLUE: KUL B. DUST WALL IS NOT A RAINY WEATHER PROOF OR
TERMITE PROOF WALL OR FIRE PROOF WALL.
9. DUST WALL IS FOR PROTECTION AGAINST CONCRETE
RESTORATION PROJECT DEBIRS.
WITH WO 4Q ATTACH.FP TO SLAB
WITH 1 4 0x1-1/2 MIN. EMBEDMENT
FRIEN ONCRETE SCREWS 0 32 O.C. MAX.
-TYP. TOP AND BOTTOM
2x4 TOP LEDGER
5 MIL P
COX PLYWOOD TAPE
ATTACHED TO
1/2" CDX PLY -WOOD
FRAMING STUDS AND LEDGERS
WD. SCREWS AT 12" O.C.
6" O.C. AT EDGES
OPTIONAL ATTACHMENT FOR 1/2" CDX
PLY -WOOD ATTACHED TO FRAMING W/
10-d NAILS AT 12" O.C. AT FIELD AND 6"
O.C. AT EDGES
PET PADDING
?IMETER FOR
20 BUT. LEDGER ` CONT. CAULK BEAD ALONG � DBL STUD
BOTTOM AT EACH END -TYP.
STANDARD DUSTWALL ELEVATION
DUST WALL
SPECIFICATION
csm
ENGINEERING
CIVIL • STRUCTURAL • MARINE
135M ENGINEERING, LLC
208 8W O."N BOULEVARD
STUART, FLORIDA 34994
772-220-4601
W W W.CSM'E.NET
CERTIFICATE OFAUTHORRATION: 29057
wilnwiiw,�l-,I.wnlww'.e m
wUi. ix Y�N o�l�m
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DARE •,�.
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V' No.76910
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See attached drawings
SECTION 6
RESTORATION DRAWINGS
PAGE 17 ❑F 17
4X4 OR DEL 2X4
'DST SHORE FOR
3EAM SUPPORT -TYP.
2x12 MIN. WOOD BASE
OR SLAB PROTECTION
4X4 OR DEL 2X4
'OST SHORE FOR
3EAM SUPPORT -TYP
202 MIN. WOOD BASE
-OR SUB PROTECTION
n TYPI1/f.lAL'-S SHORING SECTION FOR BALCONY REPAIR AREA
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xorzs:
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CONTRACTOR SHALL. PROVIDE ADEQUATE SHIORV40
FOR ALL FLOORS CONCRETE DECIC PRIOR TO ANY
CONCRETE FIEPAR WO THS SH10RO40 PLAN B
DESIGNED FOR BALCONY CONCRETE NABS AND
BEAMS ONLY.
NOTE:
POST SHORE LOCATION FROM _
FLOOR TO FLOOR MUST BE SPACED
WITH -IN A MAX. 12' TOLERANCE
FROM EITHER DIRECTION.
LEGEND
SUPPORT FI EMENiS
SHORING BEAM -
ALUMINUM OR
TIMBER PER PLANS
ADJUSTABLE ROUNO
O OR SQUARE ELLIS
OR UNIVERSAL JACK
SHORE
f-w AY.
—REPAIR AREA
4X4 OR DEL 20
POST SHORE FOR
BEAM SUPPORT -TYP.
- 2E12 MIN. WOOD BASE
FOR SLAB PROTECTION
—4X4 OR DEL 2X4
POST SHORE FOR
— BEAM SUPPORT -TYP.
TYPICAL BALCONY
SHORING DETAILS
C5M
ENGINEERING
am >n ua e.0 � NAuve
C5M ENgINEERINqt LLD r[ IA
-- 2x12 MIN. WOOD BASE II FOR SUB PROTECTION -
I/SH-1 --�
BALCONY REPAIR AREA
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