Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
HomeMy WebLinkAboutPermit Package14
rmsm
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
208 SW OCEAN BOULEVARD
STUART, FLORIDA 34994
0: 772-220-4501
W: WWW.CSM-E.NET
GRAND ISLES CONDOMINIUM
PERMIT PACKAGE
Located At: Grand Isles
3702 North AlA
Fort Pierce, Florida 34949
Prepared For: Board of Directors
Inspected On: July 2018
�lCEiJS�c'
' No. 76910
STAN
441
Charles A" Darden Jr.
Florida Registered Professional
q
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
Restoration Location Drawings:
Unit 1002 Restoration Location Drawings
Key
Notes and location map
5-1.1
Notes
S-1.2
Notes
5-1.3
Notes
S-1.4
Notes
S-2
Plan View
S-3
Elevation View
S-4
Unit 1002
D-1
Details
D-2
Details
D-3
Details
D-4
Details
D-5
Details
Page 1
Page 2
Page 3-4
Page 5
Page 6-8
Page 9-10
Page 11 & Attached
Page 12 & Attached
Page 13 & Attached
Page 14 & Attached
Attached pages 11
Charles A. Darden Jr.
Florida Registered Professional Engine r 6910
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) Dust Walls:
a) Installation, maintenance and removal of Dust 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 2 coats of Redgard 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 to match the existing adjacent finish.
10) Demobilization
REFERENCED CODES AND STANDARDS
The latest guidelines, recommendations and requirements of the following entities shall govern all work, workmanship
and materials as they apply:
UL — Underwriters Laboratories
ASTM — American Society of Testing Materials
ACI — American Concrete Institute
FBC — Florida Building Code
ICBO — International Conference of Building Officials
ICRI — International Concrete Restoration Institute
INSPECTION PLAN
CONTRACTOR shall coordinate the above WORK with ENGINEER and OWNER. All designated repairs to be
investigated and/or excavated shall be identified and marked out by ENGINEER prior to any excavation being performed.
The attached Inspection Plan defines the requirements for inspection of CONTRACTOR'S work by ENGINEER.
SCHEDULE
CONTRACTOR shall provide sufficient personnel and other resources to diligently and continuously pursue completion
of the WORK in accordance with the attached Schedule. Time is of the essence of this contract.
Note: The attached Schedule will be developed later based on successful bidder's proposed schedule.
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 superintendant 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 manor 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 wit the building department.
3. The contractor is responsible to request and submit the inspection dates to the building department as
needed.
SECTION - 1
CONCRETE REPAIR SPECIFICATIONS
PART 1 - 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:
1 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 Y? 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 %" 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.
3.5
trel
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.
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:
1 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:
1 Sika — Armatec 110 EpoChem (Preferred)
2 BASF - EMACO P-24
3 BASF — Zincrich Rebar Primer
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, vee-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 1 %z" per lift.
G Use pressure injection equipment to seal cracks on underside and vertical faces of concrete beams, columns and corbels
with:
1 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 1
SECTION - 2
CORROSION INHIBITOR TREATMENT SPECIFICATIONS
PART 1 - GENERAL
1.1 SUMMARY
A Section Includes:
1 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:
1 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:
1 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 lbs/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.
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/cm- 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:
1 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
SECTION — 3
WATERPROOFING SPECIFICATIONS
See attached Product Data Sheet
REDGARD°
WATERPROOFING
AND CRACK
PREVENTION
MEMBRANE
■ Convenient — ready to use
■ Apply by roller, trowel or sprayer
■ Quick Dry Formula — 30% faster drying
■ Elastomeric — Isolates cracks up to
1/8" (3 mm)
PRODUCT DESCRIPTION
Ready -to -use, elastomeric, waterproofing and crack prevention
membrane for all interior or exterior commercial and residential
tile and stone installations. Easily applied with roller, trowel
or sprayer producing a continuous moisture barrier with
outstanding adhesion. Reduces crack transmission in ceramic
tile or stone floors. Bonds directly to metal drains, PVC,
stainless steel and ABS drain assemblies. Meets ANSI A118.10
for waterproofing membranes and ANSI A118.12 for crack
isolation membranes. Meets Uniform Plumbing Code
specifications for use as a shower pan liner. Listed with IAPMO
R B T, File #4244 UPC', ICC-ES ESR-1413. Can also be used as
a slab -on -grade moisture barrier under resilient flooring.
AREAS OF USE
■ Concrete
■ Backerboards such as WonderBoard® and EasyBoard®
■ Exterior grade plywood (interior, dry areas for
crack isolation only)
■ Exterior decks
■ Gypsum drywall
LIMITATIONS
■ Do not apply to surfaces that may go below 40° F (4° C)
during the first 72 hours after application, over wet surfaces
or surfaces subject to hydrostatic pressure.
■ Do not use to bridge or cover over existing expansion,
control, construction, cold or saw -cut joints.
■ Not for use as an adhesive.
■ Do not use as a wear surface. Membrane must be covered
with tile.
ii'm
�mi � n
SURFACE PREPARATION
SURFACE PREPARATION
All exterior and wet areas are to have proper sloping to drains.
All surfaces must be structurally sound, clean, dry and free
from contaminants that would prevent a good bond. Newly
prepared concrete must be cured 28 days, finished with a steel
trowel and have a fine broom finish. Existing surfaces should
be scarified, level and all defects repaired. Cracks in excess of
1/8" (3 mm) should be treated as expansion joints.
APPLICATION
As a Crack Prevention Membrane:
Force RedGard® into cracks with the flat side of the trowel,
roller or brush. Then, using a 3/16" x 1/4" (5 x 6 mm) V-notch
trowel or 3/8" (9.5 mm) rough textured roller, generously apply
additional material onto the substrate and spread with roller. If
using a trowel, use the flat side of the trowel and flatten the
ridges to form a continuous, even coat of material. Membrane
should extend beyond both sides of the crack a minimum of
the diagonal measurement of the tile. Gaps between plywood
sheets and where they meet walls should also be pre -filled
with membrane. For continuous crack isolation cover the
entire substrate with material. Material should be applied at
least 30 mils wet film thickness.
As a Waterproof Membrane:
All cracks in concrete up to 1/8" (3 mm) should be pre -filled
with membrane prior to application. Dampen all porous
surfaces. Apply with 3/4" (19 mm) rough -textured synthetic
roller or 3/16" x 1/4" (5 x 6 mm) V-notch trowel. If using a
trowel, spread the material with trowel held at a 45' angle then
flatten the ridges. If using a roller, generously apply RedGard
to surface and then spread with roller, applying a continuous,
even film with overlapping strokes. Heavily pre -coat corners
and where floors and walls meet extending it 6" (15 cm) on
either side. RedGard that has been applied in accordance with
the above instructions meets all the requirements of ANSI
Al 18,10 without fabric reinforcement. For extra protection,
embed 6" (15 cm) wide fiberglass mesh into the membrane for
changes of plane and gaps 1/8" (3 mm) or greater. If using a
trowel, spread the material with trowel held at a 45° angle then
flatten the ridges. If using a roller, apply a continuous, even
film with overlapping strokes.
DS109 6/10R
Alternatively, an airless sprayer can be used. The sprayer
should produce between 1900 to 2300 psi, with a flow rate of
1.0 to 1.5 gpm and have a tip orifice size of .025 to .029. Apply
a continuous film with overlapping spray. Initial membrane
appearance is pink when wet and dries to a dark red color.
After the first coat has turned red with no blushing or light
pink showing, about 1 to 1-1/2 hours, visually inspect the film
for integrity and fill any voids or pinholes with additional
material and apply a second coat at right angles to the first.
Periodically check film thickness with a wet film gauge. For
general waterproofing, the combined dried coating needs to
be a minimum of 30 mils thick or 60 mils when wet and
should not exceed 125 mils wet. For shower pans meeting
IAPMO/ICC requirements, a minimum of 47 mils thick or
93 mils when wet is required.
Interior Change of Plane — Commercial Installations:
Many commercial waterproofing installations require
reinforcing of interior change of plane. Contact Technical
Support prior to beginning any commercial installation for
review and recommendations. These installations include,
but are not limited to, the following:
■ All above grade pools, fountains and other poured in place
or free standing structures that will be required to hold
water permanently.
■ All commercial floors that are subject to continuous water
exposure (i.e. commercial kitchens, wash downs, periodic
flooding, etc.)
■ All above grade slabs that are either pre -stressed or post
tensioned.
■ All perimeters where the floor abuts a curtain or shear wall.
■ Around the perimeter of all through floor penetrations (i.e.
drain pipes, electrical conduit, etc.)
Expansion Joints
Do not bridge joints which are designed to experience
movement. Carry these types of joints through the tilework.
Clean the joint and install open or closed cell backer rod to
the proper depth as outlined in EJ 171 in the Tile Council
Handbook. Next, compress a sealant as specified by the
architect into the joint, coating the sides and leaving it flush
with the surface. After the sealant is dry, place bond breaker
tape over joint. Apply a minimum 3/64" (1.2 mm) of RedGard
over the joint and substrate following the instructions detailed
in APPLICATION. Install the the work onto the membrane but
do not bridge the joint. After the tile work is set properly,
fill the joint with any specified color sealant, following the
architect's and manufacturer's instructions.
WONDERBOARD`BACKERBOARD
—TILE OR NATURAL STONE
SILICONE SEALANT
ANY CUSTOM' POLYBOR CAULK
ANSI A118.4 GROUT END°
MORTAR GROUT
WEEP HOLES
CRUSHED STONE
FIBERGLASS MESH
Drains:
Drains should have a clamping ring with open weep holes for
thin -set application. Apply membrane to the bottom flange.
Drain should be fully supported without movement and even
with plane of substrate. Apply membrane as outlined under
APPLICATION. Embed 12" x 12" (30 x 30 cm) fiberglass mesh
into membrane making sure it does not obstruct the drainage
hole. Then apply an additional coat of membrane and smooth.
After curing, clamp upper flange onto membrane and tighten.
Caulk around flange where membrane and upper flange make
contact with a silicone caulk. A toilet flange can be handled in
much the same manner.
SEALANT OR CAULK
BETWEEN DRAIN
STRAINER AND TILE
SILICONE CAULK
TILE OR NATURAL STONE
i �iiruw\r�� /, .��trnnn .� r•
Drain
REDGARD` WATERPROOFING
AND CRACK PREVENTION
MEMBRANE
REINFORCED WITH
FIBERGLASS MESH
CAST IRON DRAIN WITH CLAMPING RING FOR
THIN -SET APPLICATION WITH WEEP HOLES
FULLY SUPPORTED
LO
SLOPED
TOWARDS DRAIN CONCRETE SLAB SLO
PER FOOT 16.4 MM PER
30.5 CM) TO PROVIDE
POSITIVE DRAINAGE
PROTECTION
If tile is not going to be set immediately after curing, RedGard
should be protected from rain, direct sunlight and inclement
weather for 72 hours after application. If delays longer than
72 hours are expected, cover with felt paper. Care should
be taken to prevent membrane from becoming soiled or
punctured during and after application.
TILE INSTALLATION
Install tile or stone with a Custom,' polymer -modified mortar
meeting ANSI A118.4 or A118.11 standards.
CURING
The product is dry when it turns solid red with no pink
showing, normally 1 to 1-1/2 hours. Depending on ambient
conditions, drying time can take up to 12 hours. The applica-
tion area can be flood tested when fully cured. This can be as
short as 24 hours after the second coat of RedGard is applied
if the temperature is greater than 70' F (21 ° C) and the relative
humidity is low (RH<50%). Colder temperatures and/or higher
relative humidity may require longer cure times.
CLEAN-UP
Clean tools and hands with water before material dries. Clean
all spray equipment immediately after use.
COVERAGE
As a Crack Prevention Membrane
1 gallon (3.78 L) pail: 110 sq. ft. (10.2 MI)
at 30 mil thickness when wet
3.5 gallon (13.2 L) pail: 385 sq. ft. (35.8 MI)
at 30 mil thickness when wet
As a Waterproof Membrane
1 gallon (3.78 L) pail: 35 — 40 sq. ft. (3.25 — 3.7 Mz)
at 93 mil thickness when wet, 47 mils dry
3.5 gallon (13.2 L) pail: 123 — 140 sq. ft. (11.4 — 13 Mz)
at 93 mil thickness when wet, 47 mils dry
STORAGE
Keep from freezing.
SAFETY
Wear rubber gloves and eye protection. Avoid eye contact. If
eye contact occurs, flush with water for 15 minutes and call a
physician. Wash thoroughly after handling.
KEEP OUT OF REACH OF CHILDREN.
DO NOT TAKE INTERNALLY.
ORDERING INFORMATION
BUJ
' • .
I7II
TECHNICAL DATA
Meets ANSI A118.10 for load -bearing, bonded, waterproof
membranes for thin -set ceramic tile and dimensional stone
installations. Meets ANSI A118.12 for crack isolation
membranes. Meets Uniform Plumbing Code specifications
for use as a shower pan liner. Listed with IAPMO R & T, File
#4244 UPC*. ICC-ES ERS-1413. Miami -Dade County Product
Control Approved.
Conforms to Wisconsin's performance requirements for
"safing material" as required by s. Comm 84.30 (6)(f) of the
Wisconsin Administrative Code.
LIMITED WARRANTY
Custom Building Products ("Custom") warrants to the original
consumer purchaser that its product shall be free from defects
in material and workmanship under normal and proper usage
for a period of one year following the date of original purchase.
Custom's sole liability under this warranty shall be limited to
the replacement of the product. Some states do not allow the
exclusion or limitation of incidental or consequential damages,
so the above limitation or exclusion may not apply to you.
This warranty will not extend to any product which has been
modified in any way or which has not been used in accordance
with Custom's printed instructions. Custom makes no other
warranties either express or implied. This warranty gives you
specific legal rights, and you may have other rights that vary
from state to state.
Seal Beach, CA Customer Support 800-272-8786 www.custombuildingproducts.com Manufacturing facilities nationwide.
SECTION 4
STEEL REINFORCEMENT PROTECTION SPECIFICATIONS
See attached Product Data Sheet
Product Data Sheet
Edition07/02/2007
Revision no: 0
Identification No
01 03 02 01 0010 000001
SikaTop®-Armatec 110 EpoCem®
SikaTop°-Armatec 110 EpoCem°
Bonding Slurry and Anti -Corrosive Rebar Coating
Product
Cement -based expoxy-modified three -component anti corrosive coating and
�5
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
MIN
M1 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 1
® 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
® May be spray -applied
® Frost- and de-icing salt resistant
a
® Non-flammable
Test certificates
LPM, Laboratory for Preparation and Methology, Beinwil am See, Switzerland
Ibac Aachen A 3119/3
Product Data
r
Technical Data
Colours
Mix: Grey
Comp. A: White liquid
Comp. B: Colourless liquid
r,.
Comp. C: Dark grey powder
Packaging
20 kg units (A+B+C)
g"
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.
SikaTop®-Armatec 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)
On concrete (sandblasted): 2-3 N/mm2
Bond strength (+23°C)
On steel: 1 -2 N/mm2
E-Modulus (static)
— 16.400 N/mm2
Index of resistance to
diffusion of water vapour
— 700
(NH2O)
Index of resistance
-. 40.000
todiffusion of carbon
dioxide (NCO2)
Thermic coefficient of
_ 18 • 10' 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 slung:
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 SikaTop@-Armatec 110 EpoCem® 2/3
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 agent for 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 bevond 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.
Sika Yapi Kimyasallan A.$.
tramge�me Mah. Sanayi Cad.
34899 Kaynarca Pendik r
Istanbul TOrkiye
Tel +90 216 494 19 90
® Faks +90 216 494 19 84
® www.sika.com.tr
3
SikaTop&Armatec 110 EpoCem® 313
m
SECTION 5
SACRIFICIAL ANODE SPECIFICATION
See attached Product Data Sheet
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 0 1 -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
Active.
mauiw
Matrix
Galvashield® XP Embedded Galvanic Anode
TlWires
Zinc Coe
Cut -Away of Galvashield® XP Anode
Bridge Widening Project —Anodes tied
to reinforcing steel at joint between new
and old concrete
GalvashieW.V Reducef ffR ngAtattde" Corrosion
Concrete Girder Repair — Anodes tied to
steel inside girder repair
Concrete Patch Repair — Anodes tied
around perimeter of repair
Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 •248-409-1500 • Fax: 409-1503 • E-mail: info@CIF.org • www.CIF.org
SECTION 6
ICRI STANDARDS
See attached Product Data Sheet
TECHNICAL
GUIDELINES
Prepared by the International Concrete Repair Institute December 2008
Guideline No. 310.1 R-2008 (formerly No. 03730)
Copyright © 2008 International Concrete Repair InstiWte
TECHNICAL
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 © 2008 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@,icri.org
�g 33�fr l'i s ,' ! r
About ICRI Guidelines
The International Concrete Repair Institute (ICRI)
was founded to improve the durability of concrete
repair and enhance its value for structure owners.
The identification, development, andpromotion of
the most promising methods and materials are
primary vehicles for accelerating advances in
repair technology. Working through a variety of
forums, ICRI members have 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 and materials as they have been developed
and refined. Nevertheless, it has been difflcult to
find critically reviewed 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 Activities Committee. Each guideline is
designed to address a speck area of practice
recognized as essential to the achievement of
durable repairs. All ICR1 guideline 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
Tim 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 repair area, 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
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.
310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
I T u i- E
Contents
1.0
Introduction..............................................................................................................................1
2.0
Definitions...............................................................................................................................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 310.1 R-2008
IlAm(�om�,
�7 ^=�Qi� i N'T lr: F< N A 7 I.
\011
310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
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
significantly affect structural integrity.
This guideline also contains a discussion of
concrete removal and preparation for the repair
of columns 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
50611-05, "Guide to Shotcrete" for surface prepar-
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). A surface
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
; ,9CRETE REPAIR
r -r a 'r C
typically extends to a depth of 0.13 to 0.38 in.
(3 to 10 mm) 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: A crack 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 matter what degree of corrosion
is found, is key to achieving long-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 DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 -1
iN't r fps NAr1
dt�`fi�rr�IJ� i � r i r
�\as➢//r
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 repair may 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. 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
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.
o — C) v o
pow pQ o o Qa 400 0
> o0 0 0 0 0 0�00 000
0 00 Oa��pO O 00 o�0 O p�00 nO0 D poo U O
0 po 0 O n o n 0 Q O a O p o O VV O p p Q G
Fig. S.1: Partial depth repair, slab or wall, section
0 13
0
o u a o o p o00
o===
p oo4op o 0 pro O p1
0 O O o 0 o p p Q o
Fig. S.2: Full depth repair, slab or wall, section
2 - 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
Fig. 5.3: Beam or rib repair, elevation
13 0- otz:�' po
OO�Ov 0 0 oOo�O.Z' d
OQp
0o
0 0 0Z)
p 0 4� o
Boa; ;o
Fig. 5.4: Beam or rib repair, section
Fig. 5.5: Column repair, elevation
Fig. 5.6: Column repair, section
iS
t
tiffs iti5ffi; :' S T! T U T E
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 of sound concrete. Reentrant
corners should be minimized or avoided, as they
are susceptible to cracking.
Fig. 6.1: Areas 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 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 OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310A R-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 mm) 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
Fig. 7.2: Saw cut perimeter
to provide vertical edge
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
manufacturer's recommendations, a saw 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 layer weakened by interconnected micro -
cracks in the concrete substrate. The fractured
(bruised) layer can extend to a depth 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 slung, and loosely
bonded concrete by oil -free abrasive blasting
(Fig. 7.3) or high-pressure water blasting. The
4 - 310.1 R-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 light rust build-up on the reinforcing
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
v'Vf' ':'`. ST lru r
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/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 slurry, loosely
bonded aggregates, or any material that may
interfere with the bond of the repair material 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 repair is complete. The
pulloff strength requirement should be established
by the engineer and included as a performance
specification for the repair.
Fig. 8.1: Repair of damaged/deteriorated reinforcing
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 - 6
M 41/V
10.0 Special Condition at Columns
Fig. 10.1: Column load path Fig. 10.2a. Column repair Fig. 10.3: Column load
path following repair
7 0 o Oo O`er
000o000
)()6D Qao 0
00 000
I0ap000 0
DOO O OQO
Q
0 CJ
00 000 O
)C,0 0. O 0�
Fig. 10.2b: Column section
6 - 310A 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 within the reinforcing 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 put into a tensile stress
state. The new material will not carry 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 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 displacements and corresponding
stress redistributions during repairs.
;;'.i'JZ'Jz�i...: . �: Ft r.a .�-r a •'� ran :.
A ; . S T a T U T .-
11.0 Summary
The repair of deteriorated 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 forTensile
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. 130.1R-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"
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 - 7
d1A,k "�
10VU r
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, 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 60018
www.icri.org
8 - 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
1 INTERNATIONAL
CONCRETE REPAIR
A,. I N S T I T U T E
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@icri.org
SECTION 7
DUST WALL DRAWINGS
See attached Product Data Sheet
GENERAL NOTESi
TIMBER
1. ALL 2x4 6 2x6 STUDS, SILL PLATES, AND PLYWOOD
TO BE SOUTHERN PINE GRADE 2 TIMBER.
2. DIMENSIONS SHOWN PROVIDED AS A GUIDE TO
CONTRACTOR. ACTUAL FIELD CONDITIONS AND
LOCATIONS MAY VERY.
3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE
OF REPAIR.
NOTE.
BUILD AT DOOR THRESHOLD
io
Do
lk-
TYP. STANDARD
DUST WALL
SOME N.TS.
INCREASE SCREW/NAIL PATTERN TO
6' O.C. FIELD AND 3' O.C. EDGES
FOR PLYWOOD ATTACHMENT
ADD HORIZONTAL 2x6 ATTACH TO
L4x464x16 GA ANGLE AND
4 #tOx1 WD SCREWS EACH LEG
io X
1 4�
ADD ADDTIONAL CONNECTOR
TOP & BOT TO EACH STUD
I(4 4 4x16 GA ANGLE AND
4� j10x1' WD SCREWS EACH LEG
rrACH 2x4 TOP LEDGER
D CONCRETE WITH SIMPSON
/4%1-1/2' MIN. EMBEDMENT
TTEN CONCRETE SCREWS 0 32' O.C. MAX.
x4 WOOD STUDS 016' O.C.
1TACHED (2) 16d EACH
H LEDGER
ITHNAILS
INFlNISHED INTERIOR WALL
MIL PLASTIC WRAP OVER 1/2'
DX PLYWOOD. TAPE
1 6 MIL PLASTIC W
X4 WOOD ATJACHE
IMPSON 114 Ox1-
IiEN CONCRETE SC
IN, FLOOR
vONi. CAULK BEAD
BOTTOM
6 MIL I
CDX PLYWOOD TAP
CONT. CAULK BEAD ALONG
BOTTOM, TOP, AND SIDES
NOTE: MUST BE INSALLED AT
THRESHOLD
CONNECT VERTICAL 2x6
TO EACH STUD WITH (3)
#10x3' WD. SCREWS
CONNECT DIAGONAL BRACE
TO 2x6 WITH
L4x4x4x16 GA ANGLE AND
(6) #10x1' WD. SCREWS INTO EACH LEG
2x4 DIAGONAL BRACE
AT 4' O.C. -TYP.
/ CONNECT DIAGONAL BRACE
TO LEDGER WITH
GLE AND
1(6) Ox1' WD. �SCREWS INTO EACH LEG
,k--3'-0' MIN.A
HURRICANE PREP. FOR
2X6 WOOD 'ER
STANDARD DUST WALL
TI EN CON ROEx1S(
SME N.T.S.
2X4 WO ATTAC fp TO SLAB
WITH 1 4 0x1-1 2 MIN. EMBEDMENT
TTTEN CONCRETE SCREWS ® 32 O.C. MAX.
-TYP. TOP AND BOTTOM
2x4 TOP LEDGER 1
ALL SEAM JOINTS
LEDGERS
RAP
TO SLAB WITH
12 MIN. EMBEDMENT
EWS 0 32 O.C. MAX.
WALL STUD PER PLAN
4LONG
CID
LASTTC OVER
°O
ALL SEAMS
SUPPLY C
AROUND PI I
PROTECTIO
ATTACHED TO
W/ �10
AT FIELD AND
1/2' CDX PLY -WOOD
FRAMING STUDS AND
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
3METER FOR
2x4 BOT. LEDGER— � CONT. CAULK BFAD ALONG DBL STUD
BOTTOM AT EACH END -TYP.
STANDARD DUSTWALL ELEVATION
DUST WALL
SPECIFICATION
r:. s m
ENGINEERING
CIVIL STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2OB SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772.220•4601
WWW.CSM-E.NET
CERTIFICATE OF AUTHORIZATION: 29057
THE MWEER HEIEBY DNRESSLT RESERVES HW/m COMMON UN. CORiDGM
MD OTHER PROPFAIY RDNS. THESE PRAMS AND DRAWIN45 ARE NOT ro BE
RFPROWICED. CHIMED. COPIED. OR ASSIGNED TO ANY Tidal PARTY W AW
FORM OR IPHER MHUSDDU WHOM FIRST OffWRIG THE D M MOEN
PERYSSDN ANO CDSDR OF CSM DICHEOI RIG.
THIS DDCNENT, THE IDEAS, AND DESICKS MRPOMTED HERUI, AS M
PSTRUMERT OF PROFESSDWL SERML 6 PROPCRN OF CSM DCJMERNG, LLC
AND 6 NOT ro DE USED. W TRDEE OR 6 PM FOR Am OTHER PROW
MEHDUT THE MITTEH AOODR7ATDH OF CSM ENGWEERIW, LLG
CSM EHOREFRIRO, uC CDPMGHT CM15
j-DHDEHSOhS—lE—DITHE—ff(-Cl""`D"`THE
CONTROOR 6 RESPORSBIE FOR THE CODROMTDN OF ALL DWENSIOHS
AIL SMES tWTED PERTAIN M B.DYET' PLOTS
DESDNED W: CHWDS MRDFN
GR.RNN BY: lOM COOS
CHI Rr: CWEEES WRDM
SODD NS
PROJECT �:
,i1111111//
•. oc;EN&F *
.4
V�
No.76910
�Q STATE OF !(��
YONAL
CHARLES A DARDEN JR DATE
FIDFIDA REC6IEAED PROFESSM ENaHEER Na 7691D
SXEEi TI
S-1
SHEET r.
HURRICANE DUST WALL
TYP. STANDARD
DUST WALL
SGA F:. XTS.
TTACH 2x4 TOP LEDGER
0 CONCRETE WITH SIMPSON
/4'00-1/2' MIN. EMBEDMENT
]TEN CONCRETE SCREWS ® 32' O.C. MAX.
x4 WOOD STUDS ® 16' O.C.
RHC(2) 16d TOENAILS
INFlNISHED INTERIOR WALL
MIL PLASTIC WRAP OVER 1/2'
DX PLYWOOD. TAPE ALL SEAM JOINTS
i 6 MIL PLASTIC WRAP
X4 WOOD , JACHE D TQ SLAB WITH
IIMPSON 1f4 Ox1-V2 MIN. EMBEDMENT
ifEN CONCCCCCCRETE SCREWS 0 32 O.C. MAX.
1N. FLOOR
%,ONi. CAULK 13UJW ALONG
BOTTOM
6 MIL F
COX PLYWOOD TAN
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' CDX
PLY -WOOD ATTACHED TO FRAMING W/
10-d NAILS AT 12' O.C. AT FIELD AND 6'
O.C. AT EDGES
GENERAL NOTES -
TIMBER
1. ALL 2x4 4 2x6 STUDS, SILL PLATES, AND PLYWOOD
TO BE SOUTHERN PINE GRADE 2 TIMBER.
2. DIMENSIONS SHOWN PROVIDED AS A GUIDE TO
CONTRACTOR, ACTUAL FIELD CONDITIONS AND
LOCATIONS MAY VERY.
3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE
OF REPAIR.
4, SUITABLE PROTECTION AGAINST DAMAGE BY WEATHER,
CONSTRUCTION DEBRIS, AND TRAFFIC SHALL BE
NOTE PROVIDED (INSTALLATION AND REMOVAL) FOR EXPOSED
BUILD AT DOOR THRESHOLD INTERIOR SURFACES, SUCH AS TILE FLOORS, DRYWALL,
ECT, AS REQUIRED AND IS INCLUDED IN THE UNIT
PRICING FOR DUST WALLS.
5. DAMAGE TO INTERIOR SURFACES BY INSTALLATION OF
DUST WALLS SHALL BE AVOIDED. SHOULD DEVIATIONS
FROM STRUCTURAL ATTACHMENTS SHOWN ON PLANS BE
REQUIRED, THE ENGINEER SHALL BE NOTIFIED AND
SHALL APPROVE SUCH DEVIATIONS.
6 THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
REPAIRING ALL DAMAGES TO UNIT INTERIORS AS A
RESULT OF THE REMOVAL OF EXISTING COMPONENTS
(DOORS, WINDOWS, ETC.) AND/OR THE INSTALLATION
AND REMOVAL OF DUST WALLS.
7. CONTRACTOR IS RESPONSIBLE FOR PROTECTING THE
INTERIOR AT THE EXTERIOR THRESHOLD.
8. 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.
2X4 WOPQ ATTAC P TO SLAB
WITH 1/4 0x1-1 2 MIN. EMBEQMENT
TTTEN CONCRETE SCREWS 0 32 O.C. MAX.
-TYP. TOP AND BOTTOM
2x4 TOP LEDGER -\ /
ATTACHED TO
PEi PADDING
iIMETER FOR
20 BOT. LEDGER � CONT. CAULK BEAD ALONG DBL STUD
BOTTOM AT EACH END -TYP.
STANDARD DUSTWALL ELEVATION
DUST WALL
SPECIFICATION
1= s m
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
ZOE SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772-ZZO.4601
WWW.CSM-E.NET
CERTIFICATE OFALITHORIZATICN: 29OS7
THE ENOEEO HEPEDY OPRM%Y RESERVES HISIHER COMA U CO W
AND COMB PROPEMI' RJOHM T� ML 9NO DRIJRPYS ARE NOT m K
RFPRDMXm, OWIDM COPED. OR •4NNEO TO ANY THOmRR IN MVPRESS PA
RON OR MERER WWSOEVIR MTHOUT FUM OBTUM THE OHRHIFN
PmMD D CO%W OF CSY DMEO MG, IOC.
NUS. MI THS DOC&W. THE D DES06 MCMMOHATED HSOX AS AN
RSTRDIIFM OF PRNFSSIONIL SER✓4E. IS FROMM OF Mil DEOW C, UC
AM S NOT m BE WED. w !HERE OR M PMH FOR W OTHER PRMa
BHH OVT 7M YRIHEN AMNR7ATRIN OF CSY ERO MIO, UG
CRY FNCPiF�C, TIC COPVCHT 12018
ALL OOIE761Yb SXALL RE VERIF®w 1!E FlElO 6/ TI♦E mI11RACiwt THE
COHMAM 5 RESOOIS�wE FOR THE COORO MTNN OF ALL DUDW&
ILL SUDS MDG MT. m flSYll" MIS
oESCNm at.DHw : ME9 wom ONIWN R(: TMT OmS
CMUm ff.. CMRFS
URE OOROQI
SHTS PROJECT k
\\�111111111///,/
A. DA6
No.76910
�Q STATE OF
i��ss/FLORID�G\��
CHARLES A DARDEN A DATE
RORIM MWEREO PROFE5 IYA EWWU ND 7691D
SHEET N YE
S-2
6MR a DUSTWALL DETAILS
KEY:
1-2-3-4
1 -AMOUNT OF DAMAGE
CRACKS
= LINEAR FEET
OVERHEAD SPALL
= SQUARE FEET
DECK SPALL
= SQUARE FEET
EDGE SPALL
= SQUARE FEET
COLUMN SPALL
= CUBIC FEET
BEAM SPALL
= CUBIC FEET
WALL SPALL
= CUBIC FEET
2 - LOCATION OF DAMAGE
=8
C = COLUMN
D = DECK
E = EDGE
0 = OVERHEAD DECK
PH = PIN HOLE RUST STAIN
3 - TYPE OF DAMAGE
C =CRACK
S = SPALL
4 - HEIGHT OF DAMAGE (COLUMN AND WALL ONL
= OP
M = MIDDLE
B = BOTTOM
EXAMPLE:
5-C-5- I_- 5 CUBIC FEET - COLUMN - SPALL - MIDDLE
10-0-C = 10 LINEAR FEET - OVERHEAD DECK - CRACK
8-W-S-M = 8 CUBIC FEET - WALL - SPALL - MIDDLE
LOCATION MAP
SORE - Wr M SME
DESCRIPTION
COVER SHEET AND NOTES
NOTES
NOTES
NOTES
NOTES
PLAN VIEW
ELEVATION VIEW
UNIT 1002
DETAILS
DETAILS
DETAILS
DETAILS
DETAILS
ESTIMATED DAMAGE
CATEGORY
DAMAGE
COLUMN SPALL
0
COLUMN CRACK
0
DECK SPALL
0
DECK CRACK
0
OVERHEAD SPALL
4
OVERHEAD CRACK
0
EDGE SPALL
0
WALL SPALL
0
POSSIBLE DOOR OUT
0
POSSIBLE WINDOW OUT
0
BEAM SPALL
0
WATER PROOFING
0
FIRE DOOR REPAIR
0
FIRE DOOR REPLACE
0
ROOF ACCESS DOOR
0
STRUCTURAL INSPECTION
GRAND ISLES CONDOMINIUM
3702 NORTH A1A
FORT PIERCE, FL 34949
ENGINEERING
CIVIL - STRUCTURAL • MARINE
CSM ENGINEERING, LLC
208 SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772.220.460 1
www. CSM-E.NET
CERTIFICATE -OF AUTHORIZATION: 29057
THE ENGDHEER HEREBY EXPRESSLY RESENES HS/IRR CDURON LAW COPYRCHF
AND OTHER PROPERTY RIGHTS THESE RANS AND DMAWNOS ARE NOT TD BE
REPRODUCED, CHANGED. CORED, OR ASSIGNED TO ANY THIRD PARR IN ANY
FORM W MANNER WHATSOEVER WRNWT FIRST OBTANNG THE EXPRESS WRITTEN
MUSSON AND CONSENT OF CSM ENGDORNG, LLC.
HIS DOCUMENT, THE IDEAS, AND DESGNS NCORPOMATED HEREK AS AN
INSTRUMENT OF PROFESSDNLL SERVICE. IS PROPERTY OF CSM ENCNEERNG, LLC
AND S NOT TO BE NSED, IN WHOLE OR N PART FOR ANY OTHER PROJECT
WHICH THE WRITTEN AUTHORIZATION OF CSM ENDNEERUO, NL.
ALL DIQN" S DD IN RE VITHRETHE FlED BY THE CONTRACTOR. TIRE
COFMRACIOR 6 RESPOFLIAE FOR THE CWROPATON OF ALL DNFNSONS
ALL NMENSIONS SNNL BE VEtD1ED IN ME HELD BY THE CONTRCTOR. 71M
CONTRACTOR S RESPOSBIE FOR THE CWRDRNTON OF ALL DMENSONS.
ALL SCNFS INDICATED PFRTAN TO W5Y11• PLOTS
DESIGNED BY: CIAIM DARDEN
DRAWN BY: TOW CANS
CHECKED BY: CHARM DARDEN
SALE b SA-m
PRCACT k
\`11111111//�/
A. DA6
Nll\
ENSF'.
�QQ�••.
��.
No. 76910
_
STATE OF
0 •
��i �s •'•FCORIDP.•'
G\���
/ONAL
����1111111��
CHARLES A DARDEN JR DATE
FlOROA RECISIEIED PROFESSOR& ENCNRR ND. 76910
SHED NA1LL
SHFFf J:
KEY
STRUCTURAL DESIGN CRITERIA:
THE DESIGN COMPLIES
WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, BUILDING & EXISTING; 6TH EDITION; 2017
WIND LOAD
FBC 2017, ASCE 7-10
WIND VELOCITY
170 MPH ULTIMATE WIND SPEED
EXPOSURE
'D'
LOAD COMBINATIONS
ASCE 7-10 CHAPTER 2.4: DL+LL; DL+0.6WL; .6DL+0.6WL
INTERNAL PRESSURE COEFFICIENT +/-0.00 PER TABLE 26.11-1
ENCLOSED DESIGN
RISK CATEGORY II
RIGID MAIN FRAME
STRUCTURAL AND MISCELLANEOUS STEEL:
1. ALL HARDWARE SHALL BE STAINLESS UNLESS OTHERWISE NOTED.
CONSTRUCTION SAFETY:
1. LOADS GREATER THAN THE APPLICABLE DESIGN LOADS SHALL NOT BE PLACED ON THE STRUCTURE. PROVISIONS SHALL BE MADE FOR
ADEQUATE BRACING AND SUPPORT OF ADJACENT CONSTRUCTION, UTILITIES AND EXCAVATIONS. JOB SITE SAFETY AND CONSTRUCTION
PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
1. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE FLORIDA
BUILDING CODE, BUILDING & EXISTING; 6TH EDITION; 2017.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE BEFORE
CONSTRUCTION HAS BEGUN. ALL OBSERVED DISCREPANCIES SHALL BE REPORTED
IMMEDIATELY TO THE ENGINEER.
CONCRETE: ALL REINFORCED CONCRETE WORK SHALL BE DONE IN ACCORDANCE
WITH ACI 318, 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE',
AND ACI 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE
FOR BUILDINGS". ALL CONCRETE REPAIR WORK SHALL BE IN ACCORDANCE WITH
ACI 'CONCRETE REPAIR MANUAL' LATEST EDITION.
ACI 311, 'RECOMMENDED PRACTICE FOR CONCRETE INSPECTION'.
ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORM WORK'.
ACI 304R, 'GUIDE FOR MEASURING, MIXING, AND PLACING CONCRETE'.
ALL STRENGTHS NOTED BELOW ARE 28—DAY STRENGTHS:
POURED —IN —PLACE STRUCTURAL CONCRETE: 5000 PSI
EXTERIOR CONCRETE SHALL HAVE 4% MINIMUM ENTRAINED AIR.
3a. THE MIX DESIGN SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS:
COMPRESSIVE STRENGTH : 5000 PSI MIN.
SLUMP: 5 TO 7 INCHES
AIR CONTENT: 4X TO 6% OPTIONAL
WATER/CEMENT RATIO: 0.40
PUMPABLE PEA —ROCK MIX
MAX. COARSE AGGREGATE : 3/8' TO 3/4'
CORROSION INHIBITOR: 2.5 GALLONS PER CUBIC YARD
4. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.
TENSION SPLICES: 48 x BAR 0 FOR 13, 14, & J5
5. ALL CONNECTIONS EXPOSED TO WEATHER, OF STEEL TO STEEL AND STEEL
TO MASONRY/CONCRETE, MUST BE STAINLESS STEEL BOLTS.
6. THESE DRAWINGS ARE NOT VALID UNLESS SIGNED AND SEALED WITH AN
EMBOSSED/DIGITAL SEAL OF AN ENGINEER EMPLOYED BY CSM ENGINEERING, LLC
ANY CHANGES TO THE DOCUMENTS MUST HAVE THE WRITTEN CONSENT OF
CSM ENGINEERING, LLC. ALL ORIGINAL DRAWINGS, TRACINGS, AND
SPECIFICATIONS MUST BE RETAINED IN THE OFFICES OF CSM
ENGINEERING, LLC AND ARE THE SOLE PROPERTY OF CSM ENGINEERING,
LLC.
7. CSM ENGINEERING, LLC. SHALL BE AFFORDED THE OPPORTUNITY TO
PROVIDE CONSTRUCTION OBSERVATION SERVICES DURING THE CONCRETE
RESTORATIONS. IN THE EVENT THAT CSM ENGINEERING, LLC. IS NOT RETAINED
IN THIS CAPACITY, CSM ENGINEERING, I.I.C. CAN ASSUME NO RESPONSIBILITY
FOR THE CONSTRUCTION DEFECTS FOR THE RECOMMENDATIONS PROVIDED IN
THESE DOCUMENTS.
8. ENGINEER SHALL BE NOTIFIED A MINIMUM OF 24 HOURS PRIOR TO ALL
OBSERVATIONS.
STRUCTURAL INSPECTII]N
GRAND ISLES CONDOMINIUM
3702 NORTH A1A
FORT PIERCE, FL 34949
r= M
ENGINEERING
CIVIL - STRUCTURAL • MARINE
CSM ENGINEERING, LLC
ZOB SW OCEAN BOULEVARD
STUART, FLDRIDA 34994
772-220.4601
WWW.CSM-E.NET
CERTIFICATE OFAUTHORIZATION: 29057
THE ENGINEER NFRFJ7Y EXPRESSLY RESERVES HIS/HER COMMON UV COPYRCHT
AND OTHER PROPERTY RIGHTS. THESE PUNS AND DRAWNGS ARE NOI TO BE
REPRODUCED, CHANCED. COPIED. OR ASSIGNED TO ANY THIRD PARTY O ANY
FORM OR MANNER WNATSON9 WITHOUT FIRST OBTAINING THE EMPRESS WRITTEN
PERMISSION AND COFSFM OF CSM EOMNG. LLC.
M DOCUMENT. THE MS. AND DES04 INWRPORATED HERON. AS AN
DLSNUEENT OF PRDFESSIOWL SENCE 6 PROPERTY OF GSM ENGINEERING. EC
AND 6 NOT TO BE USED. IN WHINE OR IN PART FOR ANY OTHER PROJECT
WRHOUT THE WRITTEN AUTHORIZATION OF GSM ExGONEE K LLC.
ALL DIMENSIONS SHALL BE VERIFIED IN THE REND BY THE CONTRACTOR. THE
CONTRACTOR 6 RESPONSIBLE FOR THE CDOROLWDON OF ALL DIMENSIONS.
ALL DOIESIGt6 SIWL BE VEIIRm IN THE FIELD BY THE CONTRACTOR. THE
CONTRACTOR 6 RESPIX6I&E FOR THE COORONMTNN OF ALL DIMENSIONS
ALL SCALES DWATED PERTAIN TO 85iNT' PIDIS
DESIGNED BY: CHARLES GARDEN
DRAWN BY: TONY WINS
CHECKED BY: CHANRS BANDON
SCALE: 1/B' = r-U'
PROJECT k
�S A.DA60
�` �`••' \,\CONS, •. F2 ��
No. 76910
_
OrZ
0 . STATE OF ���
/FZORID
ONAL
CHARLES A DARDEN JR DATE
RORDA RRSIM PROFESSIONAL RNGINERt HO. 76910
SKEET NARIE
SKEET J:
5-1.1
TYPICAL CONCRETE REPAIR
1. CONCRETE SHALL BE REMOVED USING A 15j CHIPPING HAMMER.
2. WHERE REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA CAUTION SHALL BE EXERCISED TO AVOID
DAMAGING DURING REMOVAL OF ADDITIONAL UNSOUND CONCRETE.
3. IF RUST IS PRESENT ON REINFORCEMENT, ADDITIONAL CONCRETE SHALL BE REMOVED UNTIL CLEAN, SOUND
REINFORCEMENT AND CONCRETE IS FOUND AND COVERED WITH 'SIKADUR 110, ARMATEK' OR 'THOROC ZINC -RICH
PRIMER'. THIS WILL ONLY BE DONE AT THE ENGINEERS DIRECTION.
4. UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING REPAIR, A REVIEW BY THE ENGINEER OF
RECORD SHALL BE CONDUCTED.
5. ALL EXPOSED CONCRETE AND STEEL SHALL BE SAND BLASTED CLEAN OR WIRE WHEELED. A ZINC ANODE SHOULD
BE INSTALLED TO BARE STEEL. THEN A THIN COAT OF PENETRATING EPDXY SEALER SHALL BE APPLIED OVER THE
BARE METAL REINFORCEMENT IMMEDIATELY AFTER SAND BLASTING.
6. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND IN THE STATE OF 'SSD' (SURFACE SATURATED DRY)
PRIOR TO COMMENCEMENT OF PATCHING
MIXING AND CONVEYANCE
1. READY -MIXED CONCRETE SHALL BE MIXED IN ACCORDANCE WITH ACI 304
AND DELIVERED IN ACCORDANCE WITH ASTM C94.
2. SELECT PROPORTIONS FOR NORMAL WEIGHT CONCRETE IN ACCORDANCE
WITH ACI 301.
3. CONCRETE SHALL BE CONVEYED FROM MIXER TO PLACE OF FINAL
DEPOSIT BY METHODS THAT WILL PREVENT SEPARATION OR LOSS OF
MATERIAL
4. CONVEYING EQUIPMENT SHALL BE CAPABLE OF PROVIDING A SUPPLY OF
CONCRETE AT THE SITE OF PLACEMENT WITHOUT SEPARATION OF
INGREDIENTS AND WITHOUT INTERRUPTIONS SUFFICIENT TO PERMIT LOSS
OF PLASTICITY BETWEEN SUCCESSIVE INCREMENTS.
5. DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO
INGREDIENTS, PRODUCTION METHODS, HANDLING, PLACING, PROTECTION
AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR
WATER EVAPORATION THAT MAY IMPAIR REQUIRED STRENGTH OR
SERVICEABILITY OF THE MEMBER STRUCTURE
CONCRETE REPAR AND REPLACEMENT:
1. CONCRETE REPAIRS SHALL BE PROVIDED FOR THOSE AREAS IDENTIFIED
WITH SPALLING, DETERIORATION, AND UNACCEPTABLE CONCRETE.
2. REMOVE ALL 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 CONCRETE WHICH IS TO REMAIN.
3. 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
4. PROVIDE A J¢' 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 THE ENGINEER.
5. REMOVE ALL RUST AND SCALING OF THE REINFORCING THOROUGHLY BY
SAND BLASTING OR WIRE WHEELING.
6. THOROUGHLY CLEAN THE EXPOSED CONCRETE SURFACE OF ALL TRACES
OF DIRT, GREASE, OIL, DUST, AND OTHER CONTAMINANTS WHICH MAY
PREVENT PROPER BONDING OF THE REPAIR MATERIALS.
7. 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.
B. WHILE SCRUB COAT IS STILL WET, PLACE REPAIR CONCRETE MIX DESIGN
IN ACCORDANCE WITH ACI 301 IN A CONTINUOUS POUR.
9. PERFORM REPAIRS IN ACCORDANCE WITH ICRI GUIDELINE 03730, GUIDE
FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED
CONCRETE RESULTING FROM REINFORCING STEEL CORROSION.
CURING OF CONCRETE:
1. ALL REPAIR AREAS SHALL RECEIVE AN APPLICATION OF BURKE AQUA
RESIN' MEMBRANE CURING COMPOUND AFTER FINISHING IN
ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND
RECOMMENDATIONS OR APPROVED EQUAL
2. ALL CONCRETE SHALL CURE A MINIMUM OF 28 DAYS PRIOR TO
APPLICATION OF ANY COATINGS OR FINISHES.
3. AN OBSERVATION Shall BE CONDUCTED BY THE 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.
STRUCTURAL INSPECTION
GRAND ISLES CONDOMINIUM
3702 NORTH A1A
FORT PIERCE, FL 34949
rm s m
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
208 SW OCEAN BOULEVARD
STUART, FL13RIDA 34994
772-220-4601
WWW.CSM-E.NET
CERTIFICATE OF AUTHORIZATION: 29057
THE ENGINEER HOW EKPRESSLY RESERVES HIS/HER COMMON INN COPYRCHR
AND OTHER PROPERTY NEWS. THESE PLANT AND DRAMS ARE MOT 70 BE
REPRODUCED. CHANCED. CDPIED. OR ASSIGNED TO ANY THIRD PARTY IN ANY
FORM DR MANNER WHATSOEVER WRTOUF FIST OBTAINING THE EXPRESS WRITfEIT
PERIOSSCN AND CONSENT OF CSM ENGMENTI . I.I.C.
N6 DOMMENT. THE TOM AND DESIGNS INCORPORATED HEREIN. AS AN
INMUMENT OF PROFESRCNLL SERVICE, IS PROPERTY OF CSM ENIGINEERTNG, LLC
AND IS NIT TO BE M. IN WME OR IN PARE FOR ANY OTHER PROJECT
WDXOUT THE WRITTEN ANTNDRIIANDN OF CSH ENGINEERING. I.I.C.
ALL DUR MITS SMALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE
CONTRACTOR 6 RESPDRRBLE FOR TIE COOFAOAION OF ALL DIMENSIONS
ALL DIUEN5pN9 SNAIL IT 1£RPTED IN THE FIELD W THE CONTACTOR. THE
CONTRACTOR C RE!B`00BiE FOR RE CODROUIINON OF ALL DIMENSIONS
ALL SCN5 DEDICATED PERMIT TO WITT V PLaIS
DESIGNED W: CHMAES DARDEN
IXtAIYN BY: TOW COINS
CHECKED ff. MANTES DARDEN
.'\.\CENgF'.F�'ii
No. 76910
' STATE OFZORION
Q
G
ZONAL
CHARLES A DARDEN JR DATE
FLORIDA RECNs1EAFD PRIVEMOYAL ENCINCER ND. 7591D
SHFEf NWE
SHEET 1:
S-1.2
TENDON STRESSING:
1. STRESSING SEQUENCE SHALL BE CONDUCTED IN A MANNER TO
PREVENT OVER STRESSING OF THE CONCRETE
2 CONCRETE SHALL ATTAIN THE MIN. COMPRESSIVE STRENGTH AS PLANS
INDICATE (rC = 5000 PSI) PRIOR TO STRESSING. THE CONCRETE
SHALL REACH A MIN. OF TWO-THIRDS OF THE MINIMUM 28 DAY
STRENGTH. TENSIONING SHALL COMMENCE WITHIN 24 HOURS OF
ACHIEVING THE COMPRESSIVE STRENGTH.
3. HYDRAULIC STRESSING RAMS SHALL BE EQUIPPED WITH STRESSING
GRIPPERS WHICH WILL NOT NOTCH THE STRAND MORE SEVERELY THAN
NORMAL. ANCHORING WEDGES.
4. STRESSING RAMS AND GAUGES SHALL INDIVIDUALLY BE IDENTIFIED AND
CALIBRATED AGAINST KNOWN STANDARDS NOT LONGER THAN SIX MONTHS
PRIOR TO STRESSING. CALIBRATION CERTIFICATES FOR EACH JACK USED
SHALL BE AVAILABLE UPON REQUEST.
5. TENDONS SHALL BE STRESSED TO ACHIEVE 27,000 POUNDS PER TENDON
EACH END.
6. ELONGATION MEASUREMENTS SFWl BE MADE AT EACH STRESSING
LOCATION TO VERIFY THAT THE TENDON FORCE HAS BEEN PROPERLY
ACHIEVED. MEASURE ELONGATIONS SHALL AGREE WITH CALCULATED
ELONGATIONS WITHIN t5R.
7. STRESSING RECORDS SHALL BE FILLED OUT DURING THE TENSIONING
OPERATION, WITH THE FOLLOWING DATA RECORDED AS A MINIMUM:
- TENDON MARK OR IDENTIFICATION.
- REQUIRED ELONGATION.
- GAUGE PRESSURE TO ACHIEVE REQUIRED ELONGATION.
- ACTUAL ELONGATION ACHIEVED.
- ACTUAL GAUGE PRESSURE
- DATE OF STRESSING OPERATION.
- SIGNATURE OF THE STRESSING OPERATOR OR INSPECTOR.
- SERIAL OR IDENTIFICATION NUMBER OF JACKING EQUIPMENT.
STRESSING RECORDS SHALL BE PROVIDED TO THE ENGINEER CSM
ENGINEERING
8. ELONGATION MEASUREMENTS FOR THE TENDON REPAIR SHALL BE
OBSERVED AND ACCEPTED BY THE ENGINEER AND THE THRESHOLD
ENGINEER.
9. ENGINEER SHALL BE NOTIFIED A MINIMUM OF 48 HOURS PRIOR TO
ALL OBSERVATIONS.
TENDON FINISHING:
1. AFTER ACCEPTANCE OF THE ELONGATIONS TRIM EXCESS TENDON LENGTH.
TENDON LENGTH PROTRUDING BEYOND THE WEDGES AFTER CUTTING SFWl
BE BETWEEN 0.75 AND 1.25 INCHES.
2. THE TENDON MAY BE CUT BY MEANS OF EITHER OXYACEIYIENE CUTTING,
ABRASIVE WHEEL OR HYDRAULIC SHEARS. IN CASE OF OXYACETYLENE
CUTTING OF THE TENDON, SHALL BE TAKEN TO AVOIDING DIRECTING
THE FLAME TOWARD THE WEDGES.
3. STRESSING POCKETS SHALL BE FILLED WITH NON SHRINK MORTAR AS
SOON AS PRACTICAL AFTER TENDON STRESSING AND CUTTING.
4. EXPOSED STRAND AND WEDGE AREAS SHALL BE COATED WITH TENDON
COATING MATERIAL COMPARABLE TO THAT USED OVER THE LENGTH
OF THE TENDON.AND A WATERTIGHT CAP SHALL BE APPLIED OVER
THE COATED AREA. PRIOR TO INSTALLING THE POCKET MORTAR, THE
INSIDE CONCRETE SURFACES OF THE POCKET SHALL BE COATED OR
SPRAYED WITH A RESIN BONDING AGENT.
TENDONS & ANCHORAGES:
1. TENDONS SHALL BE 1/2.0, GRADE 270 AND SHALL CONFORM TO
ASTM A416.
2. ANCHORAGES SHALL BE REUSED AND SANDBLAST AS REQUIRED,
RECOAT WITH CORROSION INHIBITOR.
STRUCTURAL INSPECTI13N
GRAND ISLES CONDOMINIUM
3702 NORTH ALA
FORT PIERCE, FL 34949
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2013 SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772.220.4601
WWW.CSM-E.NET
CERTIFICATE OF AUTHORIZATION: 29057
THE ENGWEFN TOM EXPRESSLY RESERVES KS/HER COMMON LAW COPYRIGNf
AHD OMER PROPERTY RUM THESE PUNS AND DPAWWGS ARE N07 70 BE
REPRODUCED, CHM .1 COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY
FORM OR MANNER WR4TSOEVFA WIINOM FIW OBTAWWG THE EXPRESS WRIT"
PERMISSON AND CONSENT OF CSM E)WEERING. LLC.
T16 DDWHENT, THE IDEAS, AND DESM INCORPORATED HERE . AS AN
WSTRUMEW OF PROR59DW SERVICE. 6 PROPERTY OF CSM ENOWEERINO. LLC
AND 6 MDT TO BE USED, W WHOLE OR W PART FOR ANY OTHER PROJECT
WITIM THE BRIM AUTHDRPADON OF CSM FNCI:EERPIC, L.C.
ALL OMENSWWL BE VERFlED W THE FIELD BY THE COMRAC70R. 7NE
CONORCOR 6 RESPONSIBLE FOR TEE COORDDIATON OF ALL DIMENSIGIS
ALL OMIENSOH6 SEAL BE VERFIED IN THE FIELD BY TIE COWRACTOR. THE
MITPALLOR 6 RESPONSIBLE FOR RE CDORDWATON OF ALL OIMEN901S
ALL SCALES WWCATED PERIAW 70 85iLI1' PLOTS
DESIGNED BY: CHARLES CARDEN
DRAWN BY: TOW COWS
CHECKED BY: CHAM CARDEN
SCALE I/B' = I,-D'
PROJECT I:
A• FARO
No. 76910
0 STATE OF lL��
Nw`G\?�
,F40RIO
, ONAL \ \
CHARLES A DARDEN JR DATE
iLORDM REGISTERED PROFESSIDNIL ExpNFfli ND. 76910
SHEET NWG
SHEET �:
S-1.3
C
UNITI 1 00 1
UNITI ] 002 __
THIS UNIT ONLY
UNITI 1 003
UNITI 1 004
D a
m
STRUCTURAL INSPECTI13N
GRAND ISLES CONDOMINIUM
3702 NORTH A1A
FORT PIERCE, FL 34949
r:. s m
ENGINEERING
CIVIL - STRUCTURAL • MARINE
CSM ENGINEERING, LLC
Z08 SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772.ZZO.4601
WWW.CBM•E.NET
CERTIFICATE OF AUTHORIZATION: 29057
THE ENGINEER HERE& EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT
AND OTHER PROPERTY RIGHTS. THESE PLANS AID DRAWINGS ARE NOT TO BE
REPRODUCED. CHANGED. COPIED OR ASSGNED ED ANY THIRD PARTY N ANY
FORMOR MANNER WHATSOEVER WNHOUT F0 TAKING THE
IRST EXPRESS WRITTEN
PERMISSION AND CONSENT OF CSM ENGINEFRIG, LLC.
THE DOCUMENT, THE WA. AND DESIGNS INCORPORATED HEREIN, AS AN
INSTRUMENT OF PROFESSIONAL SERVICE, 6 PROPERTY OF CSM ENGINEERING, LLC
AND IS NOT 10 BE USED, IN WHOLE OR IN PART FOR ANY OTHER PROJECT
WINDUT THE WRITTEN AUTHORIIAOON OF CSM ENGINEERING. LLC.
ALL DBIENSpI$ SHALL BE VERFIED IN THE TE10 BY THE CONTACm 7FE
CONTRAC7OR S RESPONSIBLE FOR THE COOROGWTION OF All DYENSIOIS.
ALL DNENSO SMALL BE YEREIm IN THE OEM BY THE CONTRACTOR. THE
CONTRACTOR 6 RFSPOIISBIE FOR THE COORDINATION OF ALL NNENSONS.
ALL WALES NDIGAIED PERTAN TO B.5XII' PLOTS
DESIGNED BY: CHARIES BURDEN
DPAYYN BY: iONY GODS
CHECKED BY: Q0RLES DARDEN
SCALE: 11W - 1'-0*
PROJECT /:
```���Illtrri�i i
or, EN 94s,
No.76910
STATE OF
0
%ice • ' .F40RIDP.
�S
CIRLES A DARDEN A DATE
FLORDA N. PftOFESSONAL ENGINEER ND. 76910
SHED NVIEI
SHEEP /:
S-2
�� ...: liiiiuiiuiui�Vumil ._..;:::r7■uiiruiiilniimluuuilii�iiiuii■i:e:ra. .... liuuiri,uiiiiiiiiUmmt .L�li®_. _-I I■
UNITI 1 002
COWMN SPALL = 00
COWMN CRACK = 00
DECK SPALL = 00
DECK CRACK = 00
OVERHEAD SPALL = 04
OVERHEAD CRACK = 00
EDGE SPALL = 00
WALL SPALL = 00
POSSIBLE DOOR = 00
BEAM SPALL = DO
STRUCTURAL INSPECTION
GRAND ISLES CONDOMINIUM
3702 NORTH AlA
FORT PIERCE, FL 34949
rmsm
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
20B SW OCEAN EICULEVARD
STUART, FLCIRI CA 34994
772.220.460 T
1NWW.CSM•E.NET
CERTIFICATE OF AUTHORIZATION: 29OS7
THE ENGNEER HEiNBf IXPREMY RESERVES HS/IEA COMMON LAW COPYRGHf
AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAWNGS ARE NOT TO BE
REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY
FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTANNG THE E%PRESS WRITTEN
PERMISSION AAD COW" OF CSM ENCNEFRNC. LLC.
THIS DOCUMENT. THE m6AS. AND DESIGNS NLURPOPATED HEREIN, AS AN
INSIROMENT OF PROFESSIONAL SERVICE, 6 PROPERTY OF CSM ENGNEERNC. LLC
AND S NOT TO BE USED. IN WNDIE OR IN PART FOR ANY OTTER PROJECT
WITIVA THE WRITTEN AUTHWEDN OF CSM ENINEEDIV, LLC.
ALL DDLFNSINS SALL BE VEAFIED N THE HELD BY THE COHTR-0R. THE
CONTRACTOR 6 RESPONSIBLE FOR TIE COORDINATION OF ALL DIMENSIONS.
ALL DOENSGS STALL BE VFRRED N THE FIF1D BY THE Cl—, THE
CONTRACTOR S RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS
ALL SGL6 INDICATED PERTAIN TO BS'XII. ROTS
DESIGNED BY: CNMES DARDEN jDRAWN
BT: TONY CONS
CHECKED BY: CHARLES DARDEN
SCAM 11W - 1*-T
I PRWECT t
`xx�xjlI11//// "
EN,9,$.
STATE OF
!�CORIV) 'G�?�
//Illy
ICHARL.ES A DARDEN JR DATE I
FLORIDA REGSIENED PROFESSIONAL ENGINEER NG 76910
SHEET NAME
SNEC 0:
S-4
OR DBL 2X4
SHORE FOR
SUPPORT -TYP.
MIN. WOOD BASE
SLAB PROTECTION
A DBL 2X4
SHORE FOR
SUPPORT -TYP.
MIN. WOOD BASE
TEAR PROTECTION
Q SHORING SECTION FOR BALCONY REPAIR AREA
SCAFFOLDING AND SHORING CONFMRATION CAN BE ADJUSTED TO MEET FIELD CONDITIONS
AS LONG AS Mom SPACING IS NOT EXCEEDED.
THE DESIGN OF THE SHORING SHALL BE IN ACCORDANCE WITH THE LOCAL BUILDING CODE
PROVISIONS AND SWILL BE PLACED TO PROVIDE A LEVEL AND CONTINUOUS SURFACE FOR
THE DOSTING BALCONY SLAB TO REST ON. THE SHORING SFWl BE LEFT IN PLACE UNTIL
THE CONCRETE ATLUNS 1007I SPECIFIED COMPRESSIVE STRENGTH.
OCKI RACTOR SHALL PROVE ADEQUATE SHOFM
FAR ALL FLOORS CONCRETE DECK PRIOR TO ANY
CONCRETE REPAIR WOW THIS SHORING PLAN 13
DESKYED FOR BALCONY CONCRETE SLAW AND
BEAMS ONLY.
MAX
POST SHORE LOCATION FROM
FLOOR TO FLOOR MUST BE SPAT
WITH -IN A MAX. 12' TOLERANCE
FROM EITHER DIRECTION.
1/SH-1 ---I
1XII"ORING SECTION FOR BALCONY REPAIR AREA
LEGEND
SHORING BEAM -
I ALUMINUM OR
i—s• MAY TIMBER PER PLANS
AREA
4X4 OR DBL 2X4
POST SHORE FOR
BEAM SUPPORT -TYP.
2x12 MIN. WOOD BASE
FOR SLAB PROTECTION
04 OR DBL 2X4
POST SHORE FOR
BEAM SUPPORT -TYP.
2x12 MIN. WOOD BASE
FOR SLAB PROTECTION
ADJUSTABLE ROUND
NOTE
O OR SQUARE EWS
1. EMWATUIS ARE NOT PERRSREO ON FLOORS SIWPORING REPAIRED AREAS.
OR UNNERSAL JACK
SHORE
2 ADRISTABIE POST SHORE LOLL CAPAGIY OF 5,000 LBS.
J. REPAIR AREA SHALL BE CONMMMY SHORED AS "M ON DRIWIM
4. DETAILS FOR SHORING REPAIR AREAS ARE TIPRA FOR PARTIAL OR THRII
DEG( REPAOB.
STRUCTURAL INSPECTION
GRAND ISLES CONDOMINIUM
3702 NORTH A1A
FORT PIERCE, FL 34949
rm = M
ENGINEERING
CIV'.IL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2OB SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772-220.4601
WP/W.CSM-E.NET
CERTIFICATE OF AUTHORIZATION: 29057
THE ENG M HEREBY OMMLY RESERVES HIS/IRA COMMON LAW COPYRIGHT
AND OTHER PROPERTY RCHTS. THESE PUNS AND DRAWUNCS ARE NOT TO BE
CED REPRODU, CFMUM. CORED. OR ASSGTRED TO ANY TWRD PARTY N ANY
FORM OR MWO WMITSMER ATTHDU( "M 0 TANNG THE OPRESS WRITTEN
PERMISSION AND CONSENT OF CSM DICKERING,LLC.
TH6 DOMENT. THE IDEAS. AND DESIGNS INCORPORATED HEREIN, AS AN
INSTRUMENT Of PROFESSIONAL SERVICE, 6 PROPERTY OF CSM ENGINEERING. LLC
AND 6 NOT TD BE USED. IN WHOLE OR INPART FOR ANY OTHER PROJECT
WIIHCUT THE MUM AUMORMATON OF CSM ENGNEERNO LLC,
ALL DMU6Gtb SHU BE AERFIED IN THE FEED BY THE CONTRACTOR. THE
CONTRACTOR 6 RESPONSIBEE FOR TIE COORDINATION OF ALL DIMENSIONS
ALL DIAEHSRLYS SHALL BE W—W N THE FEND BY THE CONTRACTOR. THE
CONTRACTOR 6 RESPONSIBLE MR THE COORDINATION OF 91 DIMERSIONS
ALL SINES DmIFATED PENTAN TO Bsxii, ROTS
DESIGNED BY: CHARLES DANDER CMWN BY: TINY WINS
CHECKED BY. CHARLES GARDEN
SOME: 1/8' - 1'-V PRWEDT L:
A.
9-'." ENS, OFiji
3
�-p0 STATE OF lV�`
i��sS.!��ORIDP. •�G�2`
ZONAL
CHARLES A DARDEN JR DATE
11- NAME
sxEEr F+
D-1
BOSING CONC EM BAICQTL' E1
7M
F7ESTNG COBQiTe
I�LnNTs OF EW1�lE RFPAGI LTPa �I
I — 1 r lay
E7MW MAR TD BE CLEANED PER NGIFS ON
S-OL F BAR s BEIEIDWATED YORE THAN 1519
7� IEEIM C1FN&D PER N0IF5 ON LEAVE N RACE AND ADD WTGQIG BAR MUTE
10 DIIEED 24 PAST DEIE MMICN. F BAR s
PROWDE 1E' YN Mr. AS RDDURm NONE THAN 5DR DETEP RATED DER IT AW BE
SAW Cuf lOP NL BOY. Or.) BMW REAR �Yp•) 00NFIETELY RBIOYED AND mum WITH j5
BAR AND EPOAY KM EIDS W CONCIiW YN. W
FULL DEPTH SLAB REPAIR
SICRAdIIY
CmIlm
TYPICAL CORROSION PREVENTION DETAIL
GALVASHIELD XP COLUMN REPAIR INSTALLATION
IKALIDW
Bw
1. REMOVE RAl1MfD C=0E AS WIN SWIM WAR NEDM
2. REPIACE/WM m mom REINTDKW m m
a oem ALL ELP09D sTm s sBUIELY FASIINED TDfi71ER WITH TE MOE TC Nim GOOK CDNINIANY
4. A11401 GALVAWEED IF MOB TO CLEAN RENOEiAD STEEL AT %%CW OURINEII N CMHWCICR O FICATI N. REFER TC
GALMM AP DATA 9EET FOR WMA! MOO WWO
a POUF BW1 PFPM AREA WIN NATOW AS PIE ERGGEEn WEONG1TM
B 716 s WMINFL 1D NE NETERIM Or MU AND NYSCILD.
CC NCRETE
WIN 1'
DEPIH r
SCRATDI COATED
FILL WITH SNA TOP 123 PLW OR SIC PATCH
ROM M ANI CR211
Dow FEW (IYP.)
REPAIR N ACCUMANCE WITH LCJLL
Comm NO. 073D OVERHEAD
SPALLED CONCRETE REPAIR
cm CFF 1005E CONCRIE NECANIQUY sm am EKPm MR RISE
W RUST AID DUST APPLY SCRATCH CCU AND W-COMM AGWr
OM CLEAN REAR AND FILL WITH SW 211' OR ^STO PATCH REPAIR
MORUR C11311' AND RNIM M WTCH DILATING CDNO. SURFACE
DOM cow
I. NME
SECTION
RUM N ACCORDANCE WITH LGRL
G AmHE Na 03M
SPALL CONC. COLUMN,IBEAM REPAIR
MT. REAR
STRUCTURAL INSPECTIPJfI
GRAND ISLES CONDOMINIUM
3702 NORTH ALA
FORT PIERCE, FL 34949
rmsm
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2OB SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772.220-4601
WWW.CSM-E.NET
CERTIFICATE OF AUTHORIZATION: 29057
THE ENGWFER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT
AND OTHER PROPERTY RIGHTS THESE PUNS AND DRAWWGS ARE NOT TO BE
REPRODUCED. CHANGED. CDPIOD, OR ASSIGNED TO ANY TNLRD PARTY W ANY
FORM OR WV0 INA15oEVFR WLDIOuF FIRST OBTAIN G THE EQWSS WRITTEN
I'MOSSION AND CONSENT OF CSM ENCNEENNIG, LLC.
T16 DONMEM, THE CHAS. AND DESKS WCORFOP.STED �1. AS AN
INSTRUMENT OF PROFESSIONAL SRA[E, S PROPERTY OF CSM ENGNEDWID, LLC
no 5 IDT TO BE ISFD. W *IDLE DR W PANT FOR ANY OTHER PH I=
WTHOGT THE WRITTEN WIDIOROATIGN OF CSM EN:WEENINC, LEE.
ALL DIEM SHALL BE VERIFIED N THE FIELD BY THE CONTRACTOR. THE
CONTPACMR S RESPONSIWF FOR TIE DDOROTNATIDN OF ALL DIMENSIONS,
ALL DIENSIGNS SIILLL BE VERFIED N THE FIELD BY THE CONTRACTOR. ME
CONTRACTOR S RESUSIBLE FOR THE COORDINATION OF ALL DIMENSONS
ALL SCALES INDICATED PERMJN TO BS*XO1' PLOTS
DESIGNEDBY: GMN6 oAItOQ!
DPAWN BY: TOW COOb
CIECAED BY: CHARIII DNIOEH
SCALE 1/B' = 1'-0'
PROTECT A:
A. DA60
`QQ *\GENSF'.
No.76910
,Q STATE OF !(Au
ZONAL
/IIIIII1
CHARLES A DARDEN JR DATE
RNU REGISTERED PROFFSSIIDW wtltEER NO 701D
I— NAVE
SHEET I:
D-2
[a--
CHIP OFF 1" DP OF
CONCRETE CUT EXPOSED
REBAR APPLY SIKA TOP 108
ARMATEC EPDXY OVER
CLEAN REBAR. APPLY THORO
60 BONDING AGENT TO
CONCRETE SURFACE AND
FILL WITH "THORITE" AND
FINISH WITH THE EXISTING
CONC. SURFACE.
TYR SECTI❑N
EXIST. CONC. BEAM REPAIR
NIS
CHIP OFF LOOSE CONCRETE MECHANICALLY
WIRE BRUSH EXPOSED REBAR FREE OF
RUST AND DUST APPLY SIKA TOP 108
ARMATEC EPDXY OVER CLEAN REBAR.
APPLY THORO 60 BONDING AGENT TO
CONCRETE SURFACE AND FILL WITH
"THORITE" AND FINISH WITH THE EXISTING
CONC. SURFACE.
EXISTING CDNCRE
' COLUMN
'THEIRITE' FILL
CTI❑N VIEW
DEJECT CRACK WAFT 'SEIAWR 35
HI -MOD LV LPL• AS SPEOUIED
WILL tr DK HOLES AND U6fNL
PORTS AT 8.0.C. ALONG ENURE
LENGTH OF CRACIL
SEAL O"Ocs AND SECILIRE Pam
W11H 'SKA RI-NDD GE1.7
VERTICAL CONC CRACK REPAIR
POUR HERT MII M& (SlI=R 32 HI-YOO OR APPROVED BILK) INTO PRE
VEE-NOT w CR" UNTIL CRACC 6 =PLOW RUM
SDL LIMER90E OF SUB PRIOR W RUM IF CRICK REFLECTS THROUGH
APPLY CAULK FLAY ALONG
LENGRI OF CRACK
HORIZONTAL GRAVITY CONC CRACK REPAIR
ELEVATI❑N VIEW
EXIST. CONC. COLUMN REPAIR
KS
STRUCTURAL INSPECTIDN
GRAND ISLES CONDOMINIUM
3702 NORTH A1A
FORT PIERCE, FL 34949
rm s m
ENGINEERING
CIVIL + STRUCTURAL • MARINE
CSM ENGINEERING, LLC
208 SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772-220.4601
www.CSM•E.NET
CERTIFICATE OFAUTHORIZATION: 29057
THE ENGINEER HEREBY EXPRESSLY RESERVES IAS/HER COMMON NW COPYRIGHT
AND OTHER PROPERTY RIGHTS IHESE PLANS AND ORAWNGS ARE NOT TO BE
RFPROOUCED, GNAWED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY
FORM OR WANNER WHATSOEVER WIIHOIR FIRST OBTAINING THE EXPRESS WRITTEN
PERMISSION AND COW" OF GSM ENGINEERING. LLC.
THIS DOCUMENT, THE IDEAS, AND DESIGNS INCORPORATED HEREIN, AS AN
INSTRUMENT OF PROFESSIONAL SERVICE, S PROPERTY OF CSM ENGNEERNG. LLC
TO
AND IS NOT BE USED. IN WHOLE OR IN PART FOR ANY DINER PROJECT
WT WRHTHE WRITTEN AUIHOBBADON OF CSM ENGINEERING, LLC.
ALL DUIENSONS SHALL BE VERSED IN THE SELD BY THE CONTAACIOR. THE
CONTRACTOR IS RESPONSIBLE FOR THE CODROINMION OF ALL NMENSIONS
ALL WIENSIOS SIWL BE VFRRED IN THE FEW BY THE CONWCTOR. OE
CONTR CTOR ISRESPONSIBLE FOR THE COO MADON OF ALL DIMENSIONS.
ALL SCALES INDICATED PEWAN TO B5T:1I' PLOTS
DESIGNED BY: CIMRLES GARDEN
MANN BY: TOW CONS
CHECKED BY: OWLES DARDEN
SANE: 1/B' = 1'-0'
PROJECT E:
A. DA6
'vicENg,s-'
No. 76910
_
' STATE OF
0
F40RIDP`.
SYO\
NAL E
\�..
CHARLES A DARDEN JR DATE
FLORIDA RESISIEREO PROFESSIONAL ENGINEER ND. 7E910
SHEET NAME.
SHEET E:
D-3
EXISTING CONCRETE
EPDXY MORTAR FILL
SECTI❑N VIEW
SCRATCH COATED
CHIP OFF LOOSE CONCRETE J
MECHANICALY WIRE BRUSH EXPOSED
REBARS FREE OF RUST AND DUST
APPLY SIKA TOP 110 ARMATEC
EPDXY OVER CLEAN REBAR.
APPLY THORO 60 BONDING AGENT
TO CONCRETE SURFACE AND FILL
WITH EPDXY MORTAR AND FINISH
TO MATCH EXISTING CONC. SURFACE.
EXISTING
A
EPDXY MORTAR FILL
ELEVATI❑N VIEW
TYP, C❑NC, BEAM REPAIR
NTS
EXISTING CONCRETE
UICTS OF CCIICREIE
F� REPAIR EDP..)
PROVIDE )r MIN. CONT.-
SAW CUT TOP & BOT.
(TYP') ` EXISTING REBAR (TYP.)
FULL DEPTH SLAB REPAIR
EXISTING CONCRETE
EXIST. REBAR
EXISTING REBAR TO BE CLEANED PER
NOTES ON S-02. IF BAR IS
DETERIORATED MORE THAN 15X LEAVE
IN PLACE AND ADD MATCHING BAR
SPLICE TO EXTEND 24' PAST
DETERIORATION. IF BAR IS MORE THAN
50Z DETERIORATED THEN IT MUST BE
COMPLETELY REMOVED AND REPLACED
WITH #5 BAR AND EPDXY INTO
EXISTING CONCRETE MIN. 6-
STRUCTURAL INSPECTION
GRAND ISLES CONDOMINIUM
3702 NORTH A1A
FORT PIERCE, FL 34949
ENGINEERING
CIVIL + STRUCTURAL • MARINE
CSM ENGINEERING, LLC
208 SW OCEAN BOULEVARD
STUART, FLORIDA 34994
772.220-4601
WWW.CSM•E.NET
CERTIFICATE OFAUTHORIZATION: 29057
THE ENGINEER HEREBY EXPRESSLY RESERVES HIS/HER COMMON LAW COPYRIGHT
AND OTHER PROPERTY RCHTS. THESE BANS AND DRAWINGS ARE NOT TO BE
RFPROOUCFD, CHANGED, COPIED, OR ASSIGNED 10 ANY THIRD PARTY INANY
FORM OR MANNER WHATSOEVER
WITHOUT FIRST OBUWWG THE EXPRESS WRITTEN
PERMISSION AND CONSENT OF CSM ENCNCWNG. LLC.
TIM DOCUMENT. THE IDEAS, AND DESIGNS INCORPORATED HERON, AS AN
DWRUMENT OF PRUBSIDNLL SERVICE, IS PROPERTY OF GEM ENG[NEWNG, LLC
AND 6 NYDT TO BE USED, IN WHOLE OR IN PAW FOR ANY OTHER PROJECT
WDMOUT THE WRIIIEN AUWDRBAWN OF CSM EM7NEEROG. LLC.
ALL DBffRiSglb AWL BE VERFIED IN THE ROD BY THE CONTRACTOT. THE
CONIPACfOR 6 RESPONSIBLE FOR TIE COORDINATOR OF ALLDIMENMONS
ALL DINENSgNS SWML BE VERFIED IN THE REW BY THE CDNIRALTDR. THE
CONTRACTOR 6 RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS.
ALL SCALES INDICATED PERTADI TO 8.5'A71' PID6
OESGNED BT: CIWE6 DAIiDfTT
DRAWN It IONY WINS
CIQNED BY: LNVE6 DARDEN
SCWE 1/B' - 1'-0'
PROTECT k
0II111111/����
VICENSF
No. 76910
_
' STATE OF
0
!�4ORIDP.
YONAL
/E
1I)IIIIII
CHARLES A DARDEN JR DATE
FLOFNA REGISTERED PROFTSSIDIAL ENGINEER NO 7691D
SHEET NWF.`
SHEET J:
D-4
C31e QEARANCE -
DED BURSTING STEEL
TEMPORARY
ANOVDR
p
a
a' p
.p
SPUPL
SOUPIER -
TEMPORARY LOCK -OFF ANCHOR FOR EDGE REPAIR
Im
CORRECT a •' —
REPAIR
REPAIR OF SLAB EDGE
1M
STRUCTURAL INSPECTI&N
GRAND ISLES CONDOMINIUM
3702 NORM AIA
FORT PIERCE, FL 34949
ENGINEERING
CIVIL • STRUCTURAL • MARINE
CSM ENGINEERING, LLC
2138 SW OCEAN 813NLEVARD
STUART, FLORIDA 34994
772-220-4601
WWW.CSM•E.NET
CERTIFICATE OF AUTHORIZATION: 29057
THE ENGINEER HEREBY EXPRESSLY RESERVES HS/HER COMMON LAW COMUff
AND OTHER PROPERTY AND THESE PUNS AND DRAWINGS ARE NOT TO BE
REPRODUCED, CHANGED, COPIED, OR ASSIGNED TO ANY THIRD PARTY IN ANY
FORM OR MANNER WMTSOEYER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN
PERMISSION AND CONSENT OF CSM ENGINEERING, I.I.C.
THIS DOCUMENT. THE IDEAS, AND DESGNS INCORPORATED HEREIN. AS AN
INSTRUMENT OF PROFESSIONAL SOME. 5 PROPERTY DF CSM FNCDIEER% LLC
AND IS NOT TO BE OSEfl, IN WHINE OR IN PART FOR ANY OTHER PROJECT
WONM THE WRITTEN AUTHORIZATION OF CSM ENONEERI G, IEC.
ALL DIMENSIONS SHALL BE MERITED IN THE FIELD BY THE CONTRACTOR. THE
CORINCfOR IS RESPOSTBLE FOR THE COORDINATIONOF ALL OYENSIONS
ALL DOENSIS SHALLBE AERFIED IN THE FELD BY THE CONTRACTOt. THE
RESPONSIBLE 5 RESPOBLE FOR THE COORDINATION OF ALL DIMENSION&
ALL SCALES INDICATED FERMN TO 05OE11' RDIS
DESIGNED B<: CHARLES DARDEN
DRAWN W. TONY WUIS
CHECKED BY: CHAIDES DV®EN
SCALE: 1/8' - 1'-O'
PROJECT f
\GENs�c' .,,i
No. 76910
STATE OF
ZORO-
ONAL
CHARLES A DARDEN JR DATE
F= RRKSTFMD PROFFS9OMAL ENGINEER NO, 76910
SHEET WINE
SHEET ):
D-5