HomeMy WebLinkAboutCONCRETE REPAIR SPECIFICATIONS/Chalaire and Associates, Inc. rc Engineering Consultants/
721 US Highway# 1, Suite 212, North Palm Beach, FL 33408 (561)848-7055 Fax(561)848-7057
Email: chalaireassoc@comcast.net — Website: www.chalaireandassociates.com
CONCRETE REPAIR SPECIFICATIONS , 0�r/g/
02/21/18 ucicc AB 2mc-rurI77310,
ST. Lucit CO 'CF1
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For: Vistana's Beach Club Resort .13 .11
REVIENVU
10740 South Ocean Drive (East Bldg) DATE
Front Walkways T BE XEPT 51N J013*
Jensen Beach, FL 34957 gMffiMM1,q NVI L BE MADL �
PROJECT INFORMATION: AUG 3 1 ?018
Approx Year Built: 1980 ST. Lucie County, Permitting
Code Built To: SFBC
Occupancy Type: Group R, R-2
Code Repaired To: 6h Edition of FBC 2017, Existing Buildings 0
Type of Repair: Section 502 Repairs 01-2,
'/!I -
Section 606.2. 1 Repairs for Iess than substantial structural damage
Rated Assemblies being repaired, altered or replaced: NONE THESE PLANS AND ALL PROPOSED WORK
ARE sUDJ50T TO ANY 01GRnPtTIONS
SCOPE OF WORK REQUIRED Ey M01 I1NA0tt'rOAS THAT
MAY N HUMP IN 6AM TO
isommy WITH &LAPPLIOMA 000101
The extent of concrete repairs will likely be significantly more than any pre -construction
estimates. Any estimates are based on visible indications of spall damaged concrete. The
contaminated concrete that is continuous with and adjacent to the visible spall damaged
concrete is NOT visible. The extent of contaminated concrete varies significantly based on
the building's original construction concrete, history of weather exposure, inadequate
waterproofing and previous inadequate repairs. A pre -construction estimate of the extent of
contaminated concrete would require costly chemical testing in all repair areas. A pre -
construction estimate does not change the actual repair costs. A reasonable project cost
estimate can be obtained after approximately 1/3d completion.
Repair spalled concrete slabs, beams and columns as needed in specified locations. The
concrete repairs include:
a. Removal and replacement of visible spall damaged concrete.
b. Removal and replacement of contaminated original construction concrete adjace to
excavations of visible spall damaged concrete.
Note:
- It is not the intent of this specification to excavate concrete for investigation of
hollow soundings without any visible indication.
- It is not the intent of this specification to remove previous repair darker concrkoWtH I Ili///,
rebar rust. \\X ct(
2. All concrete repairs include steel rebar repairs, removal of foreign objects, fillin" Ewe
unnecessary fastener holes, stucco covering to match existing surfaces and toucB� artial,.7
painting. t4a
3. Some excavations in interior areas will be required.
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4. Some excavations may be required under and around sliding glass door flraminj!� 0,43
t .1.
framing, shutter framing, screen ftaming, railings or concre e rai ing walls with
5. Some excavations may required partial removal of OPY
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6. Some excavations may required temporary support of sliding glass door framing, window
framing, shutter framing, screen framing, railings or concrete railing walls.
7. Some excavations may require temporary removal and reinstallation of sliding glass door
framing, window framing, shutter framing, screen framing, railings or concrete railing walls.
a. Removed items should be reinstalled in a safe condition, with new SS fasteners.
b. If removed items are not in safe working condition acceptable for later reinstallation, a
Condition Report report should be provided promptly to the Association and Engineer for
each unit number stating item, location and whether repairs or replacement is needed.
c. Any Windows or Sliding Glass Doors that have significant deterioration or safety issues
will need to be temporarily reinstalled to cover opening. Additional fasteners should be
installed as needed to secure against high winds. Movable panels can'be secured and
locked in place with fasteners if needed. Framing joints should be covered on the
exterior side with with wide blue masking tape to secure against rain water intrusion.
d. Any Shutters that have any safety issues should not be reinstalled.
8. During concrete repairs, it is possible that hidden deteriorated electric conduits or water
&ipg mayle discovered that needs repairs.
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' ni r be RUMIM11730 Zner A
contractor rcpTota—o"the o*-Aiwe at explains the damages will be required. The owner may
provide a separate contractor for repairs. If the damage done was avoidable, the cost for
repairs will be the contractor's responsibility.
9. After concrete work is completed, any removed items should be reinstalled with new SS
fasteners only if they are in safe working condition.
10. (A) Repair deteriorated steel tube columns at balconies. Sawcut column bottom as directed
by the engineer. Fabricate new column bottom and base plate same as existing. Excavate
concrete to allow for installation of new bottom. Weld column into place. Weld must be full
penetration weld. Detail drawing will be provided prior to work. Engineer will advise on
significance of deterioration.
10. (B) Optional. To repair deteriorated steel tube columns at balconies without concrete
excavations, install angles at bottom sides of columns with bolts and attach to slab similar to
other existing repairs.
11. Sandblast all areas of rust at balcony steel columns and paint with epoxy coating. Sandblast
and clean all areas of rust at steel frame doors.
12. Repair disconnected and loose or bent aluminum railings as required. Correct/grout post
pockets as required.
13. Repair rust spots at walkways, balconies, and other locations.
14. Repair stucco. Where stucco is cracked, but not delarninated, seal cracks. Where stucco is
delaminated, replace delaminated stucco.
15. Fill and seal all concrete cracking in the walkway, balcony, and parking deck slabs.
16. Replace failed expansionjoint seals at connected walkway and stairway beam near covered
parking area upper deck.
17. Restore all construction area flooring to match existing waterproofing and decorative dic
finish.
ff rill1l,
18. Rework walkway scuppers that are not operating correctly and holding wate N
OPTIONS
140 66581
19. If requested, fully replace steel tube columns at balconies with options &Egh
qq,kn in'bi4st.
2
This will require concrete removal and installation as per attached drawir—tg- Of
cons
20. If requested, Remove cementitious floor coatings at all exterior walkway 1 14
areas. Install Sika-Penetrating Corrosion Inhibitor at all exterior walkway
areas. Install decorative waterproofing membrane at all exterior walkway Uance4
areas.
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Chalaire and Associates, Inc.
FL Reg EB 6834 02/21/18
LIFE SAFTEY / EGRESS PLAN
Some building departments have Fire Agency Review that requires a Life Safety / Egress Plan
for the period of construction work. Balconies are considered to be secondary escapes even
during a repair construction project. The permit does not automatically give the contractor the
right to restrict resident access from construction zone area hazards.
The following plan has been approved by the Boca Raton Fire Agency:
1 - If the building has fire sprinklers, the balconies can be secured at the sliding glass doors to
restrict resident access.
2. If the building does not have fire sprinklers, one of the following must be done:
a) The residents must be temporarily evacuated. The balconies can be locked off at the
sliding glass door to restrict any possible access.
b) The balconies must be maintained at all times with a walkable surface and safety
railings. Concrete excavations must be covered with plywood covers over exposed
rebar when works is not occurring. The balcony sliding glass doors can NOT be
locked off to restrict resident access when works is not occurring. The residents should
receive advance warning and be told that access is only for extreme emergencies and
they would enter the construction zone at their own risk.
CONCRETE SPALL REPAIRS
SHORING
Wherever excavations areas > 2.5 ft wide uncover rebar, shore post installation will be required.
Minimum requirements for typical installations are shown in the attached drawings.
1. Slab repair areas require shoring to support concrete placement. Shore posts against plywood
for concrete placement should have 4 x 4's at top of posts against the plywood.
2. Other slab areas in cantilever slabs outward from excavations in the direction of primary
rebar require additional shore posts at 5 ft spacing each way.
3. Other slab areas in interior slabs away from excavations in the direction of primary rebar
require additional shore posts at 5 ft spacing each way between column supports. In 2 way
slabs this will be in two directions.
4. In residential areas, shore posts against slabs should have wood pads at top and bottom of
posts. Interior posts must have pads to protect ceiling finishes.
5. In garage areas or rough areas without finishes, shore posts against slabs can be placed
directly against concrete.
6. Beam repairs require notice to engineer before any excavations occur. Beam repairs require
engineer's assessment to determine shoring requirements. All beam repairs require shoring
installed and tightened so as to unload beam repair area loads. Beam repairs require shoring
installed on adjacent slab tributary areas supported by the beam. Shore posts for beams
should be placed above other beams or slabs directly below other beams.
7. Column repairs require shoring installed as shown in the attached drawin
excavation shall be limited in accordance with attached drawings. An
IV^ *01/1'
offsets greater than 12" require beam or rail to distribute the loads. AZ
8. Apply sufficient loading to secure each shore post in position for loagZ�ard
.yingfftp
9. Check tightness of shoring a minimum of once a week as required. lisleiers shoWd be useil
to secure posts to forms or slabs. 1:r. STATE OF
10. Shoring may need to be changed before proceeding with additional ex� ns;4
additional loads onto other areas or other shoring.
11. Any questions regarding adequacy of shoring should be brought to the att
engineer.
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12. The Engineer may limit excavation areas based on shoring capability.
MEASUREMENTS BEFOPiE EXCAVATIONS
Measure and record existing concrete opening dimensions where it is possible that windows,
shutters or railings will be removed to access repair areas. Do this prior to excavating. These
dimensions will be used later for new concrete placements and replacement of accessories.
EXCAVATIONS
Do not excavate concrete unless spalls are visible.
Do not excavate cracked concrete without visible spalls.
Do not excavate hollow sounding concrete without visible crack or spall.
Do not excavate concrete for investigations.
Do not excavate previous repair darker concrete even if there is rust on rebar.
A. All Repair Areas
1. Remove spall damaged concrete. Start excavations in the center of spall areas where
spalls are visible. Excavate into adjacent concrete areas to expose rusted rebar and
continue excavations behind rebar. Remove concrete behind and all around steel bars to
provide a minimum of/4" clearance between excavated concrete and rebar. Remove
concrete in all directions along rebars until all cracked and lose concrete has been
removed.
2. Remove additional contaminated cone e. Within spall damaged concrete excavation,
continue excavation along rusted bars to remove contaminated low -PH concrete.
Continue excavations of solid non -cracked concrete along rusted steel bars in all
directions as long as rusted bars continue to be exposed. Excavate in basic vertical and
horizontal rectangular patterns as best as possible in accordance with attached drawings.
The limit of excavations shall be as indicated in guidelines or, upon approval by engineer,
excavations can be stopped when approximately 2" to 4" of non -rusted white powder -
coated rebar is exposed without indications of surface rust. Near non -rusted rebar,
removal of concrete can be less than 1800 around its circumference. Finished excavations
should have rectangular -shaped bottom comers and sides should be near 90 degrees
square, not tapered. Side walls should be greater than 45 degrees. Avoid angled and
feathered edges at the finish surface of the repair perimeter.
3. Limit saw cutting. Saw cutting is allowed per attached requirements, however, not
required, and discouraged. If saw cutting occurs, bring to the attention of the engineer.
Cut rebar will require repair by lap splice. Vertical surfaces produces by saw cuts require
scarification by chipping or sandblasting to produce a roughened surface.
4. Large excavated areas showing large amounts of non -rusted white powder coated rebar,
with the exception of reasonable excavations to make rectangular -shaped repair areas to
avoid re-entrant (inward -pointing) comers, will be considered unnecessary and not be
included in tracked repair quantities. Excavations for installing lap bars at=%Iwan
deteriorated rebars are acceptable. Occasional, limited excess excavati
the contractor's convenience will be acceptable, but n t tracked as a r
billing purposes. Concrete "islands" or "peninsulas", eater an 1 wh
remain after completing all required excavations, shal 0
OT be exc e iniffiss directed
to do so by the engineer.
rr
5. Chipping hammers shall not exceed recommended sizes in attached r_=u" me 5
lb. or 9 lb chipping hammer is preferred, and may be required by the
locations.
6. Cold joints between placements will require a fractured surface and oridi J I
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7.
At areas where repairs are completed in sections, wait at least until 80% of design
strength is reached after concrete has been placed before proceeding with adjacent area
excavations.
8.
Mechanically fractu or otherwise scarify all repair excavation areas, including any
sawcut edges, to expose a new 1/8" - 3/8" fractured aggregate surface.
9.
Clean repair areas of all loose materials and chipping dust by vacuuming or flushing with
water.
10.
Call for enizincer inspection for approval of excavation limits. Rusted steel must be
visible. This inspection must be performed as soon as possible, within a few days. DO
�LOT clean bars before approval of excavation limits by engineer.
B. Slabs
I -
Slab edge repairs must be ftill thickness thru slab excavations into slab beyond edge bars.
2.
Cantilever slabs may require full thickness excavations. Slab areas, not at edges, with
only top mat of steel bars must be full thickness slab excavations.
3.
Slab areas, not at edges, with two mats of steel bars can be half slab thickness.
4.
Slab areas, not at edges, with only one mat of steel bars at repair location, top, middle or
bottom mat, must be full thickness slab excavations.
5.
Ceiling "half slab only" excavations are allowed in slab areas away from edges, with two
mats of steel bars. Excavations should be half slab thickness.
6.
Ceiling "half slab" excavations are NOT allowed in areas with only one mat of steel bars.
7.
Ceiling half slab excavations should be limited to areas between shore posts. Repairs
should proceed with partial concrete placements in stages between shore posts. Shore
posts can be moved after new concrete gains 80% of rated strength, typically 5 days.
8.
Ceiling repairs should be avoided as much as possible. Large areas of ceiling spalls
should be converted to full thickness slab repairs as much as possible.
C. Beams
I. Max thru section excavation allowed is 25% of the beam overall cross sectional area and
exposure of I horizontal rebar or 2 at a lap of a single bar. Two horizontal bars will not
be exposed unless prior approval by engineer.
2. Max excavation along the beam length excavation allowed is exposure of 2 stirrups on
one side.
3. Concrete excavations should be limited to areas between shore posts. Repairs should
proceed with partial concrete placements in stages between shore posts. Shore posts can
be moved after new concrete gains 80% of rated strength, typically 5 days.
4. Remove concrete all around rusted rebars to provide 1.5" minimum clear between rebar
and internal fractured concrete surfaces.
5. Repairs should be scheduled early and frequently to avoid project delays.
D. Columns
1. AT EXISTING VERTICAL LAP SPLICES, excavations shall be limit C
splice open at a time and a depth to clear 1 inch behind the rebars. Th*
;Ast
common column repair areas and usually appears at floor level. he 11A 655B7
excavation height is at the existing lap plus I inch above and bel w
ivn on
drawings.
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2. At other colurrm repairs areas NOT AT LAP SPLICES, the max exca t
to clear I inch behind the rebars AND the smaller side of the column 0
vertical rebars, whichever is more limiting.
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3. In vertical rebar repair areas away from vertical laps; there is a maximum excavation
allowable height as shown on the drawings that can be excavated at any one time. If the
max excavation height is exceeded:
a) Buckling inward concern - Install steel chairs horizontally between exposed vertical
bars and excavated interior concrete surfaces, intended to prevent inward lateral
movement of the highly loaded bars. Such chairs shall be installed at maximum
spacing of every other existing tie bar, and do not need to be removed.
b) Buckling outward concern - IF the tie rebar is NOT in good condition and secure,
install temporary exterior horizontal tie straps, or 10 gauge wire, against exposed
vertical bars, intended to prevent outward lateral movement (buckling) of the highly
loaded bars. Install horizontal straps or wire in accordance with attached drawings.
4. In horizontal tie rebar repair areas; the maximum number of adjacent tie bars that can be
excavated at any one time is two. If excavations expose three or more:
c) Buckling outward concern - IF the tie rebar is NOT in good condition and secure,
install temporary exterior horizontal tie straps, or 10 gauge wire, against exposed
vertical bars, intended to prevent outward lateral movement (buckling) of the highly
loaded bars. Install horizontal straps or wire in accordance with attached drawings.
5. Remove concrete all around rusted vertical rebar to provide 1.5" minimum clear between
rebar and internal fractured concrete surfaces.
6. R ' emove concrete all around rusted tie bars to provide 3/4" minimum clear between the
bars and the internal fractured concrete surfaces.
7. Repairs should be scheduled early and frequently to avoid project delays.
E. Rebar Inspection
I . Notify engineer of any questionable placement of existing steel.
2. After approval of excavation limits, clean visible rust areas, clean all around the steel
bars' circumference to remove contaminants and scaling rust in accordance with attached
requirements. Rust may be removed using only wire brushes & hand tools. Minor
surface rust remaining will be acceptable. New surface rust occur -ring after cleaning will
be acceptable.
F. Adding New Rebar (if required)
I . Where bars are partially sawcut from excavation work, add lap splice of new steel rebar
of same diameter
2. Where reinforcing steel loss is 20% or more of its cross section, add lap splice of new
steel rebar of same diameter. Additional excavations may be needed. Excessive
excavations should be avoided.
3. Placement of splice bars shall be at least I " away from damaged bar. If placed directly
against damaged steel bar, wire -tie at least every 4" along overlap length. If needed, ends
of damaged steel can be cut out to provide space for the splice. Overlap lengths should
be measured from where the existing steel has at least 80% of its original sectional area.
4. At SLABS and BEAMS lap splice minimum overlap lengths are as follows:
a) 43 bars - 15"
�\A %. C
b) #4 bars - 20"
C.
- 25"
c) #5 bars
d) 46 bars - 30' NO 6%87
e) #7 bars - 35"
5. At COLUMNS, vertical bar lap splice minimum lengths should be within, 5EI ZZ_
2
column tie bars and as follows:
a) #3 bars —8"
b) #4bars-9.5"
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c) #5 bars — 12"
d) #6 bars — 14.2"
e) #7 bars — 17"
f) #8 bars - 191,
6. At BEAMS AND COLUMNS, stirrups or tie bars splices shall be same size as existing
and in accordance with attached drawings. Lap bars can be bent into hooks, and
connected to adjacent steel. New bars can be doweled in, based on engineer's direction.
Lap bars can be bent into hooks, and connected to adjacent steel sufficient to carry
tension loads. Alternatives to reduce excavations require Engineer's approval and can be:
a) SMALLER bar diameter based on the amount of thiruring of original bar as shown
in attached drawings.
b) DOWELING — Drilled hole should be minimum 1 1/2 x bar diameter. Drilled hole
should be filled from the bottom (using tube placed into hole) with approved non
shrink grout or epoxy gel. No air pockets or voids allowed. The embedded rebar
end must be pushed in so that grout or epoxy gel oozes out,
c) MECHANICAL CONNECTORS — Approved documented mechanical
. connectors are acceptable.
d) WELDING - Weld overlap must be at least 4" for welding on both sides of the
bars, and 8" for welding on one side of the bars. Bars must be properly cleaned
per AWS specifications. Weld bead must be full penetration per AWS
specifications with no undercutting. Minimum weld thickness must be 80% of
half of the bar diameter. Welds must be cleaned of weld by-products and
inspected by engineer before coating with bonding agents.
CONCRETE PLACEMENT
A. Steel Coatings
Clean and prime -coat (with at least 80% coverage) any exposed reinforcing steel (and metallic
conduits or pipes) with an anti -corrosion agent per manufacturer's requirements.
B. Concrete Cover — New Repairs
I. fiend new splice sections to match shape of existing steel and to provide concrete cover.
Slab edges should have at least 1.5" cover to vertical surface of edge form. Bend bar
hooks and cut off ends of reinforcing steel as required to achieve cover. Existing and
added steel in slabs should achieve a minimum 3/4" cover to slab surfaces.
2. Upon engineer approval, in severe cases, steel can be cut out and replaced.
3. Upon engineer approval, bars can be cleaned, and then coated with 2 layers of thin epoxy
paint.
C. Concrete Cover — Existing Deficient Cover
I . Any questionable concrete cover for existing concrete areas, from the ori I - J I/
construction, should be brought to the attention of the
engineer. !�Z
2. All 'r'\oF N8e..
During concrete restoration work, all efforts should be made to repositfi�JMA &pe
into concrete repair areas to achieve code required concrete cover. T041 1 1 5
Z?,pa bibW 51
c'
proper depths, rebar can be bent or relocated. Where possible, additi ncrete dhn b
excavated deeper into repair areas to allow for relocating bars deeper.:.-- STArE OF
3. However, concrete repair areas should not be expanded laterally into a
non -damaged areas solely because of lack of concrete cover. Additional
not be excavated along rebar solely because of an existing lack of concrete c yii III
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ra-1
4. Where concrete cover is less than code required, placement of approved acrylic polymer
modified structural repair mortar around the steel in question is required. Field added
aggregate should not be added to the acrylic polymer modified mortar mix. The acrylic
polymer modified repair mortar will provide the equivalent corrosion protection required
by code up to 3/8" cover.
5. Where concrete cover is < 3/8" and rebar cannot be moved deeper, partial coating of the
rebar with approved epoxy is required. Where applicable, apply two thin coats of epoxy
paint. Coat only the portion of the bar with < 3/8" cover.
D. Use of Design Mix Concrete
I - Design "ready -mix" concrete can be used for repair areas of greater than 10 continuous
SF of fall depth slab, or greater than 3 continuous CF of beams. Design "ready -mix
concrete cannot be usedfor columns or partial slabs.
2. Delivery sheets from the manufacturer showing the Mix ID must be provided to the
engineer or inspector for each truck delivery.
3. Delivery sheets will be used as a basis for approval to place concrete. Concrete shall not
be placed unless the Mix ID matches specification. Discrepancies must be clarified to the
engineer's satisfaction before approval to place concrete is given.
4. Slump Test Results will be used as a basis for approval to place concrete. Concrete shall
not be placed unless the slump test result falls within the allowable range as listed on the
Mix ' ID data sheet. Water shall not be added at point of delivery.
5. All testing shall be done in accordance with Ch. 16 of ACI 301 and as follows:
a) Perform one slump tes for every truck or batch containing 5 CY or fraction thereof,
prior to placement, at point of first delivery with the engineer present.
b) Obtain one set of strength test specimens for testing, one at 3 days, one at 7 days and
two at 28 days, for every truck, or batch containing 5 CY or fraction thereof. Test
specimens shall be properly sealed, labeled and set aside.
c) Additional testing will be required at engineer's request for any questionable concrete
or question regarding the concrete meeting the specifications.
d) All concrete testing shall be coordinated and paid for by the contractor.
e) The contractor must provide copies of all test results to the engineer.
E. Concrete Repair Mortar Aggregate
Where the depth of the repair exceeds I ", the repair mortar mix must include, or be extended
with 1/4" or 3/8" aggregate per manufacturer's instructions. Aggregate to be well graded,
rinsed clean, and water saturated, or have low water absorption. Manufacturer's
recommendations have priority if there is a discrepancy with this section.
F. Placement
1 - Construct forms for new concrete to match existing surfaces. Provide for water nmoff
according to the original design. Record opening dimensions. Verify ai4kWAjQM1//)
opening dimensions for accessories to be reinstalled later.
2. Clean, flush, and saturate excavated areas with water prior to concrec
Remove un-absorbed water. �:z
3. Prime coat (with at least 80% coverage) excavated areas with bon(R
hours before concrete placement. Fill holes and voids. Follow ma7w
instructions, except that greater than 80% coverage is acceptable.
4. Concrete placements must be continuous. Layering is not allowed.
necessary, the edge of previous placement must be treated as existing
a rough fractured surface and bonding agent.
in
24
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5. Place concrete and finish surface to match adjacent areas.
AFTER CONCRETE PLACEMENT
A. Concrete CurimZ
I . Cover and maintain dampness of exposed surfaces of the placement by frequent water -
spray, for at least 5 days or according to material manufacturer's instructions. Watertight
curing coating applied after initial concrete setup is an acceptable alternative.
2. If ambient temperatures during concrete curing will be at or above 90* F, provide for
cooling of materials and.placement according to manufacturer's instructions and ACI
practices.
3. Removal of forms and shoring and installation of accessories can be done after test results
show concrete has reached 80% of design strength. Removal of forms and shoring prior
to confirmation of strength test results requires engineer's approval.
4. Remove unnecessary or abandoned fasteners at areas nearby new concrete. Remove all
loose material and fill holes with skim coat mortar or stucco, to match surface and texture
of surrounding areas.
5. Where new concrete develops shrinkage cracks, notify engineer for determination of
method and timeftame for crack repair.
6. Touch-up paint all vertical and overhead repairs, as best as possible, to match color and
texture of surrounding areas at least 3 weeks following new concrete placement. Color
matching, texture, and all paint sourcing and material costs will be the responsibility of
the owners. Upon owner's request, contractor will provide a first coat of concrete prime
paint to be followed by touch up finish paint. Paint details shall be coordinated with
owners.
B. Shrinkaize Cracks - New Concrete
I . Shrinkage cracks are anticipated for new concrete and stucco placements as part of
restoration work. Though these cracks do not cause any structural concerns, they should
be scaled all through the concrete thickness to protect the embedded steel bars.
2. Scaling of shrinkage cracks in newly placed concrete should only be done after a
minimum of 30 days has passed since the concrete placement. Shrinkage cracks can
occur and grow at any time during the curing process.
3. Provide a containment reservoir for the gravity fed epoxy. Apply gravity fed epoxy to
crack. Allow epoxy to penetrate crack and completely fill crack space without voids.
Just prior to full curing of epoxy, scrape off excess by using a suitable trowel type tool.
4. The quantity and extent of shrinkage cracks is partially dependent on the quality of the
damp curing and protection from the wind and sunlight. The cost for the repair of
shrinkage cracks for new placements should be built into and included with the cost of
the new concrete or stucco. Sealing of shrinkage cracks for new work is to be at no extra
cost to owners. oW I
N
C. Concrete Cracks Not From Concrete Repairs ZZ
NNN
7
Where cracks are not caused by steel corrosion, and there is ti
no spalling, use 09iXito A5001 cracks.
In all cases, the crack should be brought to the attention of the engineer for e ination of
method and materials. OF
�Asso riates, In!
I
1. Clean the area of loose or deteriorated concrete and any contaminants. '�**l
2. On horizontal surfaces, install gravity feed epoxy.
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3. On vertical surfaces, install injection ports at appropriate intervals to accomplish full
penetration of the injection adhesive. The spacing of the injection ports shall be
determined by the size of the crack and the depth of the concrete substrate. Spacing shall
not exceed 8". Install injection ports by using surface mounted injection ports. Center
the injection port over the crack and secure in place using the epoxy gel.
4. Completely seal the exposed crack located between the injection ports and boundaries as
required, by applying the epoxy gel into the crack. Apply the epoxy gel at an
approximate thickness of 1/8".
5. If the crack extends through the member, and if accessible, install tape on opposite side to
prevent leakage of epoxy.
D. Mise Existing Holes and Old Unneeded Fasteners
1. Where accessories need to be removed and reinstalled, remove all fasteners and fill
holes with an appropriate repair mortar. See Accessories section for reinstallation
details. This work shall be included in the unit pricing for accessory removal and
reinstallation unless separate pricing is provided for in the contract.
2. In concrete repair areas, where unnecessary or abandoned fasteners show, mechanically
remove all such unnecessary fasteners. Fill in holes with appropriate repair mortar.
This is riot required in areas away from concrete repair areas. This work is not the
same as a rust spot caused by rebar. This work shall be included in the unit pricing for
concrete repairs unless separate pricing is provided for in the contract.
RUST SPOTS
I . Where the end of a rebar (or rebar chair support) has caused a rust spot on the concrete
surface due to insufficient concrete cover, excavate concrete and cut the end of the
rebar to allow I " concrete cover. Fill hole with an appropriate repair mortar.
2. Where shallow rebar, running parallel to the surface, has caused a rust spot on the
concrete surface but has not yet caused a spall due to insufficient concrete cover, do not
excavate concrete. Clean the rust from the surface and paint to matching existing
surfaces as best as possible. This area may spall and require repairs in the future.
DELAMINATED STUCCO REMOVAL
A. Preparation
Tap out stucco areas with light tapping pole such as hard wood broom stick. Note that
stucco on solid concrete will sound different then stucco on concrete block and different
then stucco on wire lath and plywood. Become familiar with the structural components
before tapping. Tap good areas with well bonded stucco to determine a base line for good
sLucco sounuing.
2. Mark wall at the center of delaminated stucco areas. Look for cracks st
in delaminated areas and at edges of delaminated areas.
3. When tapping ceiling areas note that the stucco is likely to be thinner a
to solid concrete.
4. When tapping wall areas note that concrete block backs up against s(MI
at that atjoints there will be different soundings.
5. Verify there is a clearer and distinct hollow sound of the delaminatA�
removed. 1
6. Mark perimeter of delaminated stucco area with dotted lines. Mark int(
delaminated areas with X's.
ap
0 6-558
t C . - t'j
e OlUmns,,,
T or
QTA E
7. Do not mark straight lines for saw cutting.
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FL Reg EB 6834 02119/18
8. Do not saw cut stucco at delarninated perimeter areas.
B. Demolitio
1.
Use a light weight chipping hammer at delaminated center areas to remove loose stucco.
Verify that stucco was not bonded to the substrate. Verify the stucco was easy to remove.
If stucco was well bonded to the substrate stop excavations.
2.
After center area has been excavated and substrate has been exposed continue peeling
loose stucco away from substrate in all directions. Use light weight chipping hammer or
hand tools to peel off substrate. Remove delaminated stucco in all directions towards
perimeter areas.
3.
Continue removed loose stucco in all directions until there is a distinct difference and
well bonded stucco is found. There should be a distinct difference between loose bonded
stucco and bonded stucco.
4.
Stop excavating at all perimeter areas when well bonded stucco is found. The perimeter
will not be straight lines the perimeter will be irregular shapes.
5.
Test all perimeter areas for any remaining small cracks or small loose stucco. Remove
any loose stucco as found.
6.
Clean all debris from perimeter areas looking for small micro cracks that need to be
removed.
NEW STUCCO INSTALLATION
A. Preparatio
L
Stucco should not be installed until all surfaces are clear from irregularities or other
imperfections that may compromise the finish look.
2.
MASONRY: Verify joints are cut flush, no bituminous or water repellent coatings are on
surface, and surface is ready to receive stucco.
3.
CONCRETE: Inspect all concrete for spalling, repair all spalled areas. Allow all repaired
areas to cure a minimum of 10 days. All spaU repairs are to be done in accordance with
engineering specifications.
4.
Verify surfaces are flat, honeycombs are filled flush, no bituminous, water repellent, or
form release agents on surface, and surface ready to receive stucco.
5.
If lath is to be installed, do not continue furring and lath over expansion joints.
6.
Roughen and clean masonry and concrete surfaces to achieve mechanical bond.
B. Application
I .
Stucco thickness shall match existing at adjacent surfaces as best as possible.
2.
Ensure finished stucco work is true to line and plane, and is level and plumb.
3.
Mechanical mixers must be used. Hand mixing is not allowed. Keep mixer and all tools
Follow all manufacturer's instructions regarding mixing times, time betwe
curing, etc, and discuss with engineer for approval if application is dif�sg iH_CN
specified. Do not let foreign particles or objects enter the N F
mix
4.
Non-proprietary stucco mixes (non -bag mixes) shall be mixed'in pn;t�rtion "a�t
one part Portland cement to a 2.5
maximum of parts sand by volum�jakdshaol ein
accordance with all code requirements, regulations, and requiremenji by 'Junisdietton
having authority. STATE OF
5.
Proprietary mixes (bag mixes) are allowed. If proprietary mixes are OR
cl
Sakrete, Magna, Sika, Rinker etc, follow all manufacturer directions.
coats can be applied using the same material, if indicated on proprietary rol 11
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301
6. Dampen surface without visible water on surface. . Apply commercial grade or better
bonding agent, allow to dry according to manufactures specifications
7. Stucco should be 3-coat work. Coats should be SCRATCH, BROWN, and FINISH.
8. If proprietary one -co stucco is used, which is a combined scratch and brown coat and
finish coat, follow all manufacturer's instructions. Pay particular attention to lath detail,
and all curing recommendations. Additives or modifiers must be approved by engineer.
9. Interrupt stucco application only at jurisdictions of stucco planes, openings, at control
joints, or at expansion joints.
10. Application of stucco shall conform to ACI standards and recommendations and shall
conform to ASTM requirements
11. Apply scratch coat (proprietary or non-proprietary) with sufficient pressure to key stucco
into lath or on to bond substrate. Thickness to be 3/8 inch. Cross scratch horizontally to
provide for a key into brown coat.
12. If sanding or powdering occurs, remove stucco and re -work stucco with proper
proportions and curing.
13. Delay between coats shall conform to ACI 11.3.2 including cure time and "double back
applications".
14. Apply brown coats to a thickness of 3/8 inch using sufficient pressure to key into
previous coat. Float or lightly broom surface to provide bond with finish coat. Tool
brown coat to provide a V-joint at intersection of stucco with frames or other items of
metal, wood, or plastic that act as stucco grounds. 1
15. Dampen previous stucco coats which have dried prior to time for application of next coat.
Dampen with water as required for uniform suction. The contractor is responsible for
determining the most effective procedure for curing and time lapse between applications
of coats based on climate andjob conditions. Stucco, which is cracked due to improper
mixing, timing and curing, will not be accepted. Remove and replace defective plaster,
including plaster base materials, if damaged during removal of defective plaster.
16. Apply exterior finish coat to a thickness recommended by manufacturer to achieve
texture matching surrounding, using sufficient trowel pressure to bond finish coat to
brown coat. Apply finish in number of coats and consistency required to achieve texture
to match surrounding. Let dry, then mist with water several times a day for 2 days to
prevent cracking.
17. Color may be added to the finish coat is approved amounts, and only if included in
project documents and approved by owner or owner's representative. We strongly
recommend that any color approvals be in writing.
18. Curing shall conform to Chapter 13 - "Curing" of the ACI- committee report — Portland
Cement Plastering.
19. All stucco applied at repair areas, or areas with surrounding stucco shall be touch-up
painted to match color, surface, and texture, as best as possible to surrounding areas.
20. Primer and paint only after stucco has fully cured, approximately 28 days is
recommended. Apply primer by brush, roller, or spray at a rate recommended by stucco
manufacturer or approved by engineer. Apply from comer to comer, starting at bottom
and working to top. 111111,
2 1. Touch-up paint shall be provided by owner, unless otherwise indicated in the
documents. AK.. FIt
NN\N �� -
C. At Construction Joints and Transitions No 66587
1 . Where wall sections change, from concrete block to solid concrete, instafa rep F
mesh into stucco layer lapped 4 inches on each side of transition joint. e
transitions from columns to block, and from slab edges to blocks.
2. Where wall sections change from concrete block to wood frame const io e
lathe into block area lapped 4 inches on each side of transition joint.
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STUCCO CRACKS REPAIR
Cracks in tightly bonded stucco do not cause any structural concerns; they should be sealed to
prevent water intrusion. Cracks in tightly bonded stucco generally do not require removal of
stucco.
A. Shrinkage Cracks - New Stucco
I . Shrinkage cracks in stucco placements can happen as part of restoration work. The
quantity and extent of shrinkage cracks is dependent on the quality of the stucco mix and
dampened surfaces during placement.
2. Filling in shrinkage cracks in newly placed stucco should only be done after as much
time as possible has passed since the placement.
B. Cracks
L All crack areas should be tested by tapping for delaminated loose stucco.
2. If delaminated loose stucco is found at either side of the cracks, the cracks should NOT
be filled in; the delaminated loose stucco should be removed.
3. Filling in stucco cracks in stucco should only be done after verifying.that the crack is not
part of any delaminated loose stucco, or is not at a construction joint.
C. Cracks At Construction Joints and Transitions
I . Where wall sections change, from concrete block to solid concrete, the cracks should
NOT be repaired. Stucco should be removed approx 5 in on each side of the joint.
Install new stucco with STO repair mesh into new stucco layer lapped 4 in on each side
of transition joint. This includes transitions from columns to block, and from slab edges
to blocks.
2. Where wall sections change from concrete block to wood frame construction, the cracks
should NOT be repaired. Stucco should be removed approx S in on each side of thejoint.
Install new stucco with wire lathe lapped 4 inches on each side of transition joint.
D. Preparation
I - Remove debris and contaminants from crack. This is best accomplished by blowing out
the crack with compressed air and/or vacuuming of the crack.
2. Any black mildew stains should be removed and cleaned with a bleach solution.
3. Ensure surfaces are cleaned, rinsed and dried, and free from dirt, grease, oil, loose or
peeling paint, chalk, salt or other contaminates. Remove loose and deteriorated material by
chasing the crack with a utility knife or similar instrument. Do NOT "V" notch crack.
E. Application - Material depends on type of paint to be used and time available
OPTION — urethane caulking
NN -,�BrNa
1. Use NP- I urethane sealer to seal shrinkage cracks. %, k.
14o65587
2. Follow manufacturer's directions ofNP-I urethane canikingto fill cra6i
3. With solvent wetted sponge, finish areas with grout as best as possibleTo mhtch
surrounding areas. i:: '% S;TATF F
% I
Lo
OPTION — acrylic caulking
JX
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le
1. Use PolySeamSeal water -based acrylic sealer to seal shrinkage cracks.
2. Cut tip of PolySeamSeal at a 45 degree angle.
3. Pressure -squeeze PolySeamSeal into shrinkage cracks, then apply pressure with a 6"
wide flexible knife to insert the PolySeamSeal deeper into the crack. Scrape excess
onto knife. Accumulate PolySeamSeal onto crack after scraping, and repeat to insert
deeper into crack. Wet -sponge finish the PolySeamSeal to match as best as possible
the surrounding area.
4. After 24 hours, repeat the process to add more PolySeamSeal after shrinkage.
5. Wet -sponge finish the PolySeamSeal to match as best as possible the surTounding
area. Do not grind.
OPTION — water base flexible paintable exterior grade crack fillers
1. Follow manufacturer's directions to fill cracks.
2. With wetted sponge, finish areas with grout as best as possible to match surrounding
areas.
APPROVED MATERIALS
I - New ready mix concrete materials shall meet the following minimum requirements:
a) Cement content �: 560 lbs./yd, W/C ratio :� 0.40
b) Total water soluble chloride ion (Cl ) content:� O.OS% by weight of cement
2. New polymer modified concrete materials shall meet the following minimum requirements:
a) Tensile bond strength, 28 days, ASTM C-882m> 1000 psi
b) Shrinkage, 28 days, ASTM C-1 57 < 0.06 %
c) Rapid chloride permeability, ASTM C- 1202 < 1000 coulombs
3. New reinforcing steel shall be Grade 60.
4. Approved materials must be used in accordance with manufacturer's application guidelines.
5. In addition to materials specifically named elsewhere in the specifications, the following
materials are approved:
PRODUCT TYPICAL APPLICATION LINUTATIONS
CONCRETE
CEMEX design mix code
Pump mix
Full depth > 10 SF or 3 CF
1582569 with Compressive
Strength of 4,000 PSI
Sikacrete@ 211
Horiz, Vertical, and Overhead
Min depth: I"
Surfaces, full Depth, Factory
Max depth: 8"
Blended Aggregate
Sika MonoTop& 611 (1 -comp,
Horizontal slabs/ beams/
—30 min. ideal �application time
poly -mod, pump & pour)
columns (app'd for overhead
and leveling, also)
Min. depth w/o aggregate V-"
Max.depthw/oag
0�qllinlj
Min depth w/ ag cli,
g V
Max depth w) a�� e
S ika Topd) 121 PLUS (2-part
Leveling and poie-�ealing
Min. 1/12"
poly -mod leveling mortar with
mortar installed prior to
Max. 1/6" :i': No 66587
FerroGard901 penetrating
coatings.
corrosion inhibitor)
STAO F
SikagardqD 550W Elastoco�lor
Elastomeric, crack -bridging
Elastomeric, crack -bridging
Min. age of con 'SJ�j
lie iv i f
acrylic protective coating for
)r
-51
days, 3 days fc Z
),rj
i
i
walls.
MonoTop. Max cracZ1
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FL Reg EB 6834 0 19/18
1-61
1/32".
Sikadur !D 3 5, Hi -Mod LV, Low
2:1 2-part LV epoxy for —gavity
When mixed as epoxy mortar,
Vise.
feed or injection of cracks.
can be used for interior only,
�Hi-Mod,
1.5 inch lifts.
S�ikadurg 32 LPL
Pressure injection —of cracks or
20-30 min. pot life
gravity feed cracks.
SikaRepairg 222 with Latex R
Horizontal Patching Repair
Min. depth w/o aggregate 1/8"
Max depth w/o aggregate I"
per lift
Min depth w/ aggregate 1/8"
Max depth w/ aggregate 4" per
lift
*See mfg. data for use w/
diluted Latex R
SikaRepairg 223 + Latex R
Overhead and Vertical Repairs
Min depth w/o aggregate 1/8"
Max depth w/o agg. 1. 5" per
lift
*See mfg. data for use w/
diluted Latex R
*Can be extended w/
agEegate for >I" repairs
SikaRepairg SH13 + Latex R
Overhead and Vertical Repairs
Min depth: 1/8"
(repairs >1 Y2" deep)
VERTICAL: 3" per I ift
OVERHEAD: 1.5" per lift.
MasterEmaco@ N 425
Overhead and Vertical Repairs
Application: '/4" - 2" per lift
(Formerly Gel Patch)
Placement time: 20-30 minutes
T)n nnf with aggregate.
RFBAR DOWELING AND ANCHORING
S ika@ AnchorFix- I
2-part epoxy for dowelin—grebar
Gel time approx 4 minutes,
cure time approx 35 minutes,
cartridge system.
Sika@ AnchorFix-3001
2-part epoxy for doweling rebar
Gel time approx 3-4 minutes,
cure time approx 3-4 hours,
cartridge system.
Mapei PlanibondO AE
2-part epoxy for doweling rebar
Gel time approx 30 minutes,
minimum cure time 4 hours
Masterbuilders
Railings, Posts, Anchor Bolts
Min. depth w/o aggregate 1/4"
MasterFlow(W 110 AN
Max. depth w/o aggregate 2"
(formerly SONOPOST)Tm
If use w/aggregater mim. depth
1/?"
SEALANTS
Sikaflex@ la(1-part
Polyurethane sealant for vertical
Final cure.,ZF-V%y5'
polyurethane elastomeric
and horizontal joints
Min depth�:%" No 65587
s--alant)
)El# I
Max del 2
SikaflexQD 2cNS, NS EZ Mix
Urethane sealants
Final cur d OF
Applicati �..34 ours
Min dep
dep h IY/2'
MR��
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rL Reg EB 6834 02/19/18
N
MasterSeal@ NP-ITM
Exterior and interior
Do not allow uncured
One -component, gun -grade,
applications, bonds well to many
MasterSeal to be in contact with
polyurethane sealant.
materials including concrete and
alcohol -base materials, or
masonry without a primer.
solvents.
LOCTITEV
Seals gaps and cracks aromd—
Do not apply outdoor when rain
POLYSEAMSEAL6 Acrylic
windows and doors frames.
or freezing temperatures are
Caulk with Silicone
Bond well to drywall, plaster,
expected within 24 hrs. Apply at
concrete, masonry and painted
temperatures bet. 407 - 100*17
� rfaces.
WATERPROOFING
Sto Watertight Coat 81241
Flexible, Cementitious
Applied - in I coat (1/ 16") with Sto
(Grey), 81242 (White)
Waterproofing Membrane
Repair Mesh at cracks and
transitions.
Sikagardg Flexcoat with
Flexible, Cementitious
Applied in 2 coats at a coverage
optional Sikagard Flexcoat ATC
Waterproofing Membrane
rate of 250 SF/unit/coat (Total 60
(Acrylic Top Coat for color)
mils)
SikalasticO 710/715/735 AL
Elastomeric polyurethane
Gray Base, then Gray, Charcoal,
Traffic System. To be used with
waterproofing pedestrian
or Tan Top Coat, Treat cracks w/
Sikalastic FTP or Sikalastic MT
vehicular and deck coating
4" detail coat. 72 hours to traffic.
primers.
See Manf Details
Sikagard(D 701 W
Penetrating Scaler
Roller, brush or spray, 2 coats,
applied wet -on -wet is optimal
SicaProntog 19 TF (Tack Free)
Use on grade, above or b
Do not delay broadcasting more
Crack Sealer healer/Penetrating
grade. SikaPronto 19 TF seals
than 20 min. at 73 *F
sealer
surface of concrete from water
Min. age of concrete is 2.1-28
and chlorides.
days.
JOINT SEALS
EMSEAL Thennaflex.
High strength watertight parking
Sealant will not perform well
Expansion Joint System
deck and stadium expansion
where there is unsound substrate
(Edition May 2009)
joint systems.
or improper blockout preparation.
Mim. substrate temperature for
installation 457.
WaboOEvazote UV Low
High depth exp. joint syste—m for
Do not a] low any component to
Density, Closed Cell, Cross-
sealing bridges, parking decks,
freeze prior to installation. Store
Linked Nitrogen Blown Joint
stadium, buildings and water
all components out of direct
Seal.
treatment facilities.
sunlight and in dry location
between 507 to 907.
Sikadur@ CombiflexV Joint
High strength exp. joint system
Min. surface temp. 40 * F.
Sealant (Edition 5/5/2011
for irregular and difficultjoints
Max. Epoxy application
and cracks.
thickness 1/8"
Closed -Cell Backer Rod
Backer rod is a reticulated
Do not puncture, fold or stretch.
Soft Backer Rod
closed -cell polyethylene foam
Do not use with H%JiRVfiW/,
join -filler and backing for
sealants forjoints of varying
sealants. Servi 11" er;dlq
'F.
to 160 ��N
4;
widths.
AZ
ANTI -CORROSION
Sikag Armateeg) I 10 EpoCern Bonding Agent for New to 2 coats '0'2n
al w 0 d
11
10 t I
0 c w
n 7-te
P
ppllc tio to
Hardened Concrete and Anti- -Ta a n
Corrosion Rebar Protection
No 6%87
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Sika Ferrogard(O 903 Penetrating Corrosion Inhibitor 2 coat min.
100 SF/Gal min each coat
VectorS Galvashi I XP Embedded Gal ianic -Anodes 10' max between �anodes
Any request for use of materials not listed above must be submitted to the engineer for
approval 7 days prior to proposed usage.
ACCESSORIES
A. Protection
All windows, doors, screen systems, shutters and railings, whether kept in place or
removed, must be protected from damage at all times during work. Floor tile must be
protected when not removed.
B. Teml2orary Removal of Accessories to do Repairs and Access Work Areas
The need for temporary removal and reinstallation of accessories is anticipated. This includes:
• Railing systems
• Shutters
• Screen framing
• Windows & Sliding glass doors (SGD)
• Awnings & Canopies
There are no code restrictions on temporary removal and reinstallation of existing permitted
windows, doors, screen systems, shutters and railings for the purpose of building repairs.
There is the possibility that aged deteriorated accessories temporally removed should be
repaired.
There is the possibility that aged deteriorated accessories temporally removed should be
replaced.
Any reinstalled accessories must be structurally safe condition secure against high winds and
rain.
There are code restrictions on temporary removal and reinstallation of NON -permitted,
NON-originalal construction windows, doors, screen systems, shutters and railings. If
Doors, Windows or SGD's were not part of the original configuration of the building, and
were added later without being permitted, there is a possibility that the building department
may not allow them to be reinstalled, even if they appear to be in good condition.
C. Pre -Removal Condition Revorts
\XN11111111�/1Z
Contractor is required to provide Condition Reports for each unit with any ite X harec
not in safe working condition.
Any safety or integrity issues should be noted. Any defici
encies in appear'ankci fit, No o117
function, as well as damage and deterioration, should be included.
STATE
The report should be provided promptly to the Association and Engineer stl:?P,
item and whether repair or replacement is needed.
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FL Reg EB 6834 02/19/18
D. Removals
1. Shutters
r-)
a. Remove shutters, as approved by the engineer. Temporarily removed shutters
must be wrapped in protective wrap, labeled and stored in Association approved
locations.
b. Shutters that have any safety issues should not be reinstalled later.
c. The rough concrete opening size (length and width) must be measured and
recorded by the contractor prior to any concrete excavations.
d. During concrete repairs, the rough opening size (length and width) should be
maintained, so the shutters may be reinstalled without modifications. Any
shutter modifications needed, or excess repair concrete to be removed shall be
performed without any extra cost to the owner.
e. All existing loose or delaminated leveling material must be removed along the
entire length of the opening.
2. Windows & SGD's:
a. Install temporary protection walls prior to removal of windows or SGI)s and
in accordance with specifications.
b. Pull back and secure carpet, and pro ' vide temporary coverings and protection
for interior floor, wall and ceiling areas. Upon reinstallation of windows or
sliding glass doors, repair or replace basic drywall and baseboard areas,
including partial ceiling repainting at reinstalled doors and pulling back and
reattaching carpet. This work shall be without any extra cost to the owner.
c. Tile repair, wallpaper repair, repainting interior walls and drapery or window
treatment reinstallation is not included with the sliding glass door pricing, and
if requested, would be extra at mutually agreed pricing.
d. Measure and record rough opening size prior to any concrete work.
e. Windows or sliding glass doors must be wrapped in protective wrap, labeled
and stored.
After removal of accessories, clean excess caulking and fill existing holes with an appropriate
repair mortar. Prepare surfaces for later reinstallations.
E. Reinstallations
Reinstallation of accessories requires new SS fasteners.
1. Aluminum RailinjZ
a. Excavate all deteriorated rail post pockets grout without damage to the slabs.
b. Fill excavated pockets with an approved post -setting material.
c. Place the approved material against the post 1/4" above the s
concrete surface.
2. Shutters
I STATE OF
a. Shutters that have any safety issues should not be reinstalfa
b. The re -installations of all shutters must be inspected by the en'g?p 0 R
11 Ml�
fasteners, waterproofing of fasteners, fit and function.
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FL Reg EB 6834 02/19/18
c. W . here shutters are relocated from a balcony edge to a balcony floor, unit
pricing also includes new bottom tracks and shutter modification as required.
d. Where tile has been removed, if tracks need elevating, install approved
aluminum shims to elevate bottom track as required. Pricing for shims shall
be included in pricing for Accordion Shutter R&R.
e. Replace all fasteners. All fasteners must be approved stainless steel,
minimum size #12 SMS, Rawl "304 SS Tapper" tapcons, or equivalent,
embedded in sound concrete a minimum of 1 1/211. On I st residence floor
through the 5th residence floor, track fasteners shall be spaced a maximum of
8" apart and 3" min from track segment ends. On 6th residence floor and all
higher floors, track fasteners shall be spaced a maximum of 5 " apart and 3 "
min from track segment ends. Set all embedded fasteners in holes filled with
approved sealants.
f. If required to provide for adequate drainage, sawcut thin slots in the bottom
of shutter bottom tracks at 24" 0. C. spacing.
3. Screen Framing
a. Screen framing should be installed flat to concrete as best as possible without framing
distortion or adding shims. Shims can be used for uneven concrete. Gaps between
straight framing and uneven concrete can be covered with color matched caulking.
b. Reinstallation of screen framing includes new screening. Screen splines should be
round, not square for removal during hurricane force winds.
c. The installation or reinstallation of all screen framing should not create new drainage
problems. If needed for a reported drainage problem, drill or notch 1/4" diameter
horizontal (weep) holes through the bottom of screen frame at floor edges at 24" 0. C.
spacing.
d. Provide new SS fasteners, waterproofing of fasteners, and fit and function corrections.
e. Fastener spacing and sizing requirement is maximum 24" 0. C. and minimum 1 1/2
embedment into sound concrete, and not more than 6" from ends.
f. Set all screen fasteners in holes filled with an approved polyurethane: sealant. Clean
and fill fastener holes from the bottom (using plastic tubing) with approved sealants.
There should be no air pockets or voids below fasteners.
4. Windows and Sliding Glass Doors
a. Windows or Sliding Glass Doors that have significant deterioration or safety
issues will need to be temporarily reinstalled to cover openings. Additional
fasteners should be installed to secure against high winds. Movable panels can be
secured and locked in place with fasteners if needed. Joints should be covered on
the exterior side with with wide blue masking tape to secure against rain water
intrusion. If requested by the owners, an acceptaple alternative would be to c
openings with plywood secured in place. New or repaired windows will
installed by others after the project is complete.
b. The installation of any windows or SGD's must be inspected and app4j�o
engineer.
No 65687
c. All existing loose or delaminated leveling material must be removecSl('Yq the
entire length of the opening. —1 STATE OF
d. During concrete repairs, the rough opening size should be maintaine
windows and sliding glass doors can be reinstalled without modi ic 0 IV.
windows or sliding glass door modifications or excess concrete lac to 1//
removed shall be performed without any extra cost to the owner. 11
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e.
After completion of concrete repair work, plumb and square door frame in rough
openings using shims as necessary. Secure frames to wall with fastener spacing
equal to the original installation, as indicated by the holes in the frame, or as
directed by engineer.
f.
If the SGD bottom track is deteriorated, install an approved new SGD aluminum
bottom door track with a minimum interior riser height of at least 1 "
g.
All fasteners must be an approved stainless steel, minimum size # 12 SMS,
"Powers Fasteners" brand"304 SS Tapper" tapcons, or equivalent, embedded in
sound concrete a minimum of 1 '/2 " with spacing equal to the original
installation, as indicated by the holes in the frame, or as directed by the engineer.
h.
Install bottom track in a bed of mortar, providing positive drainage as required.
i.
Set all embedded fasteners (includes side j ambs, header, and bottom track) in
holes filled from the bottom with approved waterproof sealants.
j .
Apply approved sealant to the exterior joint between bottom door track and
balcony floor slab (1/4" minimum bead).
k.
Removal and reinstallation of windows or sliding glass doors, temporary
plywood walls or other temporary barrier walls, will be provided at unit pricing
based on linear footage (LF) as follows:
i. For windows or SGD removals and temporary plywood or non -plywood walls,
the LF of the window or sliding glass door bottom track shall be the basis for
temporary wall costs.
ii. For temporary plywood or non -plywood walls w/o window or SGIJ removals,
the LF of temporary wall length as measured along the bottom at the floor shall
be the basis for temporary wall costs.
1.
The contractor will be held responsible for restoring interior walls, ceilings,
floors or baseboards caused by widow or SGD R&R. The contractor will be held
responsible for repairing interior drywall and re -painting walls and ceilings,
including popeorn ceiling finishes as best as possible. Unless specific separate
pricing is provided in the contract, such restoration and repairs will be included at
no extra cost.
in.
Unless otherwise provided for, the contractor will not be held responsible for
unavoidable damages, including but not limited to: replacing floor coatings such
as carpet, tile, marble, wood, and vinyl; wallpaper or special wall painting;
removing and reinstalling draperies or other window treatments.
5. Weather Protection Walls And Tropical Storms
In the event of a National Hurricane Center issued local area tropical storm or hurricane
"watch":
a. Install plywood backing and foarn sealing around openings.
b. Install additional fasteners and lateral storm diagonal bracing for plywood walls.
c. Remove all materials and equipment from balconies and grounds that ca.
Pfigcured.
J
\�\�s NZ
MISCELLANEOUS V%
'No 66587
A. Preconstruction Existing Condition Inspections by Contractor 2
STATE OF
Before construction work starts, the contractor will be allowed to conduct a�
existing condition inspection to document pre-existing conditions in work ar�ea'/'
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to later be able to distinguish between damages caused by the contractor versus conditions that
pre-exist. The engineer has no obligation to conduct this inspection.
If contractor conducts the inspection, takes photos or produces a report, the engineer shall be
provided copies. This report will be used by the engineer later if there are any claims of
damages.
During the project, the engineer may verify damaged conditions during the course of normal
project inspections.
B. Engineering Inspections
All - structura . I repairs and sliding glass door(SGD) or window installations require
engineering inspections during the work before any rebar or fasteners are covered.
Excavation work does not require engineer's approval before contractor doing work.
The engineer has no obligation to mark areas for repairs.
During all engineering inspections, the engineer will inspect shoring and the contractor will
add or change shoring as required by the engineer before the engineer continues with the
inspection.
The contractor has the responsibility to call for engineering inspections as follows:
L EXCAVATION LIMITS: The engineer shall inspect limits of all concrete removal.
The contractor must not clean rusted rebar prior to engineer "limits" approval. The
contractor has the responsibility to obtain engineering approval of concrete quantities
before cleaning of rusted steel bars. The limits.of excavations are determined by visible
rusted steel.
2. REBAR REPAIRS: The engineer shall inspect all rebar or PT repairs.
3. APPROVAL TO PLACE CONCRETE: The engineer shall inspect all areas prior to
concrete placements.
4. PLACEMENT OF CONCRETE: All truck placements of reinforced concrete require on -
site engineering observations during the placements. The engineer may also require
observations during bag goods reinforced concrete placements.
5. SGD AND WINDOW RE -INSTALLATION - FASTENERS: The re -installation of
any SGD's or windows must be inspected during installation for fixed frame
fasteners.
6. SGD AND WINDOW RE -INSTALLATION - FIT, FORM AND FUNCTION: The
quality of any SGD or window re -installations must be verified by the engineer after
re -installation.
Any non-structural work, such as stucco, overlays, slabs on grade and non -reinforced
concrete placements do not require engineer's approvals before contractor starting
work. .%10
an oe
During all project work, the engineer will attempt to observe
y work oc4'\WzQ8ma`
offer advice.
No M87
The engineer may help with, but will have no obligation to supervise thezo cto
or workers, no obligation to coordinate contractor issues wAith clients, no I ion
provide punch list reports.
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During inspections, the engineer will have the right to reject work that is not in accord with
contract documents, and the contractor will correct work as required by the engineer.
The engineer will have the right to reject work after work is completed that is not in accord
with contract documents.
The contractor shall be liable to the Association for engineering fees for unnecessary, repeat
or extra services due to rejected work, work needing corrections, inadequate contractor
staffing or errors on contractor invoices.
C. Progress Pgyment Applications
I - Application for payment for mobilization should NOT be dated or submitted until after
contractor supplies and materials are located on the project site.
2. Application for payment for permit fees should NOT be dated or submitted until after a copy
of the permit has been provided to the engineer.
3. Application for payment for demobilization should NOT be dated or submitted until after
contractor supplies and materials are removed from the project site.
4. Application for payment for mobilization/pennit/demobilization if listed on the contract
schedule of values should be limited to partial amounts prorated based on the requirements
1,2,3 listed above.
5. Any application for payment for work progress should include partial lien releases.
6. Any application for payment should ONLY be include whole items as listed in the
contract documents schedule of values or added with signed change orders.
7. Any application for payment for "proposed" change order items should NOT be dated or
submitted until after contractor provides a copy of a signed change order document to the
engineer.
8. Application for payment for final retainage should include copies of warranty documents
and final lien releases.
9. Application for payment for any final retainage should NOT be dated or submitted until
after proof that the permit has been closed has been provided to the engineer.
10. Application for payment for any retainage should NOT include any other contract items.
11. The engineer's approvals of progress payment applications will be based on site
inspections and idormation received. Progress payment approvals will not be a
certification that work included in the approval meets all specifications.
12. The engineer's approvals of progress payment applications 'Aill not indicate the engineer's
final determination of work quantities. The engineer will verify work quantities from the
contractor at various times during the project, and may adjust subsequent progress
payment approvals based on total work completed and approved.
13. Engineer's progress payment approvals will not indicate the engineer's final acceptance of
the work performed, or approval of the work quality.
14. The engineer may reduce, adjust or reject subsequent progress payment approvals based
upon subsequent determinations of work quality.
D. Punch List Inspections
1. The contractor is responsible for inspecting and completing clean up co ct,
on an ongoing basis. This may include creation of a punch list by thcaEE fractor
removing items from the list as items get completed. S%TE 0
2. Association concern Items communicated to the contactor should be a the
contractor's punch list and corrected on an ongoing basis.
3. Engineer concern Items communicated to the contactor should be added to
contractor's punch list and corrected on an ongoing basis.
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4. Near the end of the project, the engineer will assist and review any damage claims or
remaining work items not completed regarding contractor liability.
E. Completion per Vertical Stack of Balconies or Units Accessible by Scaffoldin
1. Stack completion shall be determined when all repairs are completed, cleaning and
painting is completed and work locations are ready to be returned to service for owner's
use. This is the stage in the progress of thework when the work has been completed
sufficiently so that after removal of scaffolding, the Owner can safely occupy or utilize
the work and work areas.
2. Contractor shall provide a written notice to the Engineer and Owner, stating that all work
on a vertical stack is Complete and ready for the Engineer and Owner to perform any
final inspections for that stack.
3. Upon Contractor's notice of Stack Completion, Engineer and/or Owner will proceed with
stack final inspections within 3 days.
4. Engineer will provide written notice of any damage claims or unfinished Work within 5
days of the Contractor's notice of Stack Completion.
5. If Owner agrees in writing, damage claims or minor cosmetic work can be completed
later via access through the unit and scaffolding can be removed from that stack.
6. Any remaining claims can be financially settled with an agreed amount of retainage
deduction by a written agreement signed by both Owner and Contractor.
7. After settlement of any damage claims or completion of unfinished work and passed
inspection with approval by Engineer and or Owner, Engineer or Owner will provide
written notice of Stack Completion to Contractor.
8. The contractor will be responsible for reinstalling scaffolding at no extra cost to Owner
for any not completed work discovered later after scaffolding removal if the not
completed work was not previously reasonably discoverable using standard inspection
procedures.
9. The contractor will NOT be responsible for reinstalling scaffolding for any new spalls
that occur after scaffolding removal before final completion of the overall project.
F. Proiect Substantial Compled
I . Substantial completion shall be determined when all structural repairs are completed,
cleaning and painting is completed, scaffolding is removed and work locations are
returned to service for owner's use. This is the stage in the progress of the work when
the work has been completed sufficiently so that the Owner can safely occupy or utilize
the work areas.
2. Failure to complete the work within time limitations as set by the date of Substantial
Completion shall activate the Liquidated Damages provisions of the Agreement, if any.
Such damages shall continue until substantial completion of the project is achieved.
3. Contractor shall provide a Substantial Completion notice to the Engineer and Owner,
stating that all work is Substantially Complete and ready for Completion mspectk*�M I
4. Upon Contractor's notice of Substantial Completion, Engineer will proceed
�� VS . CH,
Completion Inspection. L
5. Engineer will provide written notice of any unfinished work within 5 d
Contractor's notice of Substantial Completion.
No 65587
6. Any unfinished work can be completed by Contractor.
7. Upon Contractor providing a notice of completion of unfinished work, Rn 0
proceed with another completion inspection to verify all work complete
8. Upon Contractor's completion of all work, the Engineer will provid.
e a
of Substantial Completion to Contractor.
9. The contractor will close the permit with the Certificate of Substantial Dleti n
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Chalaire and Associales, Inc.
FL Reg EB 6834 02/19/18
M7
10. Any remaining punch list type items or claims can be completed or financially settled
with an agreed amount of retainage deduction by a written agreement signed by both
Owner and Contractor.
G. Final Completion
1. Upon Contractor's notice of Final Completion, Engineer will proceed with Final
inspection.
2. Engineer will provide written notice of any unfinished punch list type work, correction or
clean up items or damage claims within 5 days of the Contractor's notice of Final
Completion.
3. Any unfinished work, correction or cleanup items can be completed by Contractor. Any
remaining items or claims can be financially settled with an agreed amount of retainage
deduction by a written agreement signed by both Owner and Contractor.
4. Upon Contractor providing a notice of completion of unfinished work, Engineer will
proceed with another completion inspection to verify all work completed.
5. The contractor is responsible to obtain and send to the Engineer a written letter from the
owner that all punch list type work is completed or claims settled to the owner's
satisfaction.
6. The contractor is responsible to verify all permits are closed before submitting
Application for Payment of final retainage.
7. After settlement of all claims and all work completed, Engineer will verify and provide a
Certificate of Final Completion.
8. The contractor must provide Final releases from all subs and suppliers, from any Lienors,
attached to the Aplication for Payment for Retainage.
H. Proiect Scope of Work
I - The contractor is required to know the Scope of Work. The contractor will control the
locations where work occurs and will only start new work in areas authorized by the
building owner in accord with the contract details and any change orders.
2. The contractor is required to keep the engineer informed about work locations. Any
work not authorized by the contract or change orders cannot be approved by the engineer.
3. The contractor is responsibility for field measurements and verification of existing
dimensions. Quantities and/or dimensions provided in the project specifications are
estimates for reference only. Quantities for unit price items will be based on actual
measurements verified and approved by the engineer. Minimum width for small area
concrete repairs will be 1/2of rebar spacing, or not to exceed 6". Excessive quantities
will not be approved by the engineer.
4. Tbe contractor is required to obtain engineering approvals before any concrete is placed
or structural framing or connections are covered.
5. All incidental work required to accomplish the work items is intended to be included in
the specific contract unit price items.
1. Change Orders
1 . The contractor shall have the opportunity to provide a proposed Chang
pricing for any proposed work that is not included in the scope of wort
contract price schedule, or provided for in a contract addendum or prei
2. If unanticipated work is discovered that is absolutely required to be col
structural safety or is otherwise in the critical path for project completi
shall request, and the contractor shall provide a proposed change order
�J 1 111111/1 - -J
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INOP1087
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Chalaire and Associa
FL Reg EB 6834
3. The contractor is required to provide an explanation in the proposed change order
document that explains who is requesting the work, why the work is needed and why the
work was not anticipated.
4. The contractor is required to include an estimated total value for proposed change orders.
5. Before doing any proposed change order work, the need for the work must be brought to
the attention of the engineer and owner by providing a proposed change order document.
6. Any requested change order work should only be performed upon the proposed Change
Order being signed by the owner.
7. EXCEPTION: The engineer shall have authority to sign the change order for work
determined by the engineer that is absolutely required to be completed to ensure
structural safety or is in the critical path for project completion. The owner will be
obligated to pay for such work completed.
8. The owner(s) are not obligated to make payments for any such work performed that is not
provided for in a signed change order, or otherwise acknowledged and approved by the
owner in writing.
9. Any proposed change order work cannot be approved by the engineer on a contractor's
invoice without a copy of the signed change order provided to the engineer.
J. Proiect Schedule and Time Extensions
1. An estimated project schedule (GANT CHART) shall be provided in writing by the
contractor and attached to the contract as an exhibit at time of contract execution, or
within 2 weeks after contract execution. During the time of construction, the contractor
will provide monthly updates to the project schedule.
2. The contractor's work must progress continuously by stack or floor according to the
written estimated project schedule. The contractor will not move resources in use
(scaffolding, manpower, etc.) to additional areas unless previous work in areas scheduled
to be worked is substantially completed, or in accordance with the project schedule, or
with owner written approval.
3. It is expected that different phases of work will be ongoing in multiple locations. It is
expected that requests for engineer's inspections will be combined so that different
phases of work can be inspected in the various work locations during each inspection.
4. The contractor is responsible for providing openings in access barriers or temporary
barrier walls for engineering access to work areas for purposes of reinforced concrete
repair inspections. IF needed, the contractor is responsible for providing use of
scaffolding for engineering inspections.
5. The contractor will provide supervision for workers and sub -contractors.
6. The contractor shall have the opportunity to provide a proposed Change Order for time
extensions along with a revised estimated schedule.
7. Extension time Change Orders should be approved for prorated increases in contract value
based on repair quantity estimate increases.
8. Extension time Change Orders should be approved for prorated increases in time based on
contract value increase for TBD repair quantities determined.
9. Extension time should be approved for weather delays or other delays beyond
contractor's control. Any disputes regarding extension time and complet�
"t§
r
settled as determined and approved by the engineer. NN Q
K. Work Quantities and Contract Value
No 65587
The quantity estimates in the original contract documents sIUM&GOW 1trZ`t'or_
during the repair work as a guideline. However, the quantity of repairs per
what is required in each damaged area. The actual repair quantities require c
determined after each damaged area is opened up.
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For contracts with unit pricing, the contract value is likely to significantly increase because
of hidden deterioration. The total amount of work performed and approved for payment
may increase above the initial estimated quantities. The total contract value may increase
as work is being done and be higher than the original estimated contract value.
The contractor will be responsible for recording repair quantities by location and attaching to
the contractor's invoices.
The contractor will notify the owner in writing as soon as possible of any significant repair
quantity increases that will likely cause greater than 30% increase in total contract value.
The contractor's monthly invoices should show adjustments to total contract value over time.
The contractor's monthly progress reports should include updated forecasts of the final total
estimated contract cost based on:
Forecast Final Value = contract value to date —' current estimated % complete
L. Cleaning and Safety During the Proiect
I . Provide necessary protection at work areas, as required, during work to protect from dust
and debris entering interior spaces. Provide protection such as blue tape, board, or
plastic, as necessary, at all openings, including, but not limited to sliding glass doors,
windows, and any vents or other openings that may allow dust or debris to enter living
areas. Use reasonable care to prevent dust from entering living areas. Provide protection
to adjoining property, as required and in accordance with code requirements.
2. At the end of each workday, secure or store all equipment, machinery, materials, etc.
3. Maintain the material storage and work areas in a clean and safe condition and remove
from the site, on a daily basis, flammable cloths and discarded materials that �ould support
combustion and, at least weekly, remove empty containers, boxes and bags. All concrete
debris and rubbish must be placed in approved dumpsters on a daily basis and dumpsters
emptied as required on a regular basis.
4. Keep approved fire extinguishers on hand for quick access, as required in Section 3309 of
the Florida Building Code.
5. Ensure compliance with all safety requirements, as required by law, such as use of safety
harnesses, hard hats, and. other equipment and procedures, as required.
6. Electrical conduit, boxes, outlets and other electrical fixtures in close proximity to areas
of concrete excavations are to be inspected by a qualified electrician for proper
grounding, condition of wiring, and for the general safety of workers in the vicinity. All
excavation work near electrical fixtures should proceed slowly until the condition of the
electrical circuits is determined.
7. On site portable sanitary facilities are required and should be located as directed b
Te
owner and maintained on a weekly basis. I//
cf�
N",
M. Electric Power 1,�I,
No 65587
Unless otherwise provided for in the contract documents, the Associatiorm�s#4ponsibl% for
the cost of electric power for the project. The Association is also responEble �)r prgy a
reasonable access point to the buildings power supply. The contractor is il% ijbIreToW
coordinating the hook up to the provided power supply. If an electrician
)o 4.a�
temporary connections or modifications, the contractor is responsible for )o RN .
d
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work, and the Association is responsible for the cost. Any disputes shall be settled by the
engineer.
N. Cleaning and Restoration of Property at Project End
1 . Promptly remove all debris, materials, equipment, etc., from the site and leave the
premises of the buildings, driveways, and deck areas clean. Clean surface areas of excess
epoxy, cementitious materials, bonding agent, coatings, sealants, etc.
2. Remove excess materials and debris fromjob site. Leave areas in as clean a condition as
when first arrived at job site.
3. Reinstall all exterior -building components removed or adjusted to providing access for
doing concrete repairs. The reinstallation shall be done using the materials and
workmanship that would be expected for a new installation, taking into consideration any
installation difficulties caused by existing defects or changes in the building. Any
reinstallation problems must be brought to the attention of the engineer.
4. Replace or repair any assets or property damaged unreasonably during the work.
5. Replace sod, bushes, plants or trees damaged during the work beyond their ability to
grow back within reasonable time frames and conditions.
6. The engineer shall determine any disputes regarding reasonableness of cleaning and
restoration of property.
0. Responsibility for Protection of Work Areas
I . The contractor will be held responsible for securing and restrictiniz resident access to work
areas where is work being performed. The contractor will be held responsible for securing
and restricting free access to interior apartment areas where work being performed requires
opening of exterior walls, windows or doors. The contractor must notify the Owner in
writing when and if any work areas cannot be safely secured.
2. The contractor will be held responsible for repairing damages due to concrete and coatiniz
splatte . Contractor must provide adequate covering for windows, doors, shutters, failing
systems, steel columns, light fixtures, etc. during the work. Contractor is not authorized to
paint over concrete and/or coating splatter on any existing surfaces (i.e.: aluminum railings,
shutter, steel columns, etc.) without Owner's prior written approval.
3. The contractor will be held responsible for damages caused by carelessness or lack of
protection while performing work. Contractor must provide adequate protection for visible
utilities electric conduits, water piping, cable and phone lines, etc.
4. The contractor will be held responsible for interior damages and unreasonable amounts of
dust caused by carelessness or lack of protection while performing the work. The contractor
will not be held responsible for removal of dust when using reasonable care and protection of
the openings.
5. Contractor will not be held responsible for unavoidable damage that occurs during concrete
excavations to hidden utilities located in concrete structures. Once discovered, contractor
should limit additional utilities damages as best as possible.
6. The contractor will not be held responsible for unavoidable other damages, includi,,
limited to exterior vavement, or landscapina.
7. Any question regarding contractor's responsibility for damages shall be dete CH4
lose,
engineer. The engineer shall determine any disputes regarding reasonabler:���;oler��,�yllpairs.
8. The contractor has the right to Perform the repair work for M damages thil4c.,kontHOMI
held responsible for causing.
9. The contractor has the obligation to verifv all utilities are Droverly reDaired`-Txf9PP firWATF Or
completion for any damages that the contractor is not held responsible for c
contractor is encouraged to provide repair services for any damages that the c I I
held responsible for causing (at contract pricing or with a change order).
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M(
P. Warranties
1. A performance bond will be required, unless deleted from or not included in the contract
documents.
2. Provide the owner(s) with a contractor's warranty on the installation and workmanship
for these repairs for a period of not less than five years from the substantial completion
date of the project. This warranty shall only apply to new materials placed or work
performed and shall not apply to existing areas not repaired.
3. Provide the owner(s) with material manufacturers' warranties (if available) on the
manufactured products used for these repairs for a period of not less than five years from
the date of completion of the project. The material warranties shall only apply to material
defects and coverage shall include material and labor costs for replacement of defective
materials. Any disputes regarding warranty responsibility for defects shall be settled as
determined and approved by the engineer. Letters of manufacturers' intent to warranty
and copies of manufacturers' warranties must be provided by the contractor and attached
to the construction contract. Certified copies of manufacturers' warranties must be
provided by the contractor at completion of all work and prior to final payment of
retainage from the owners. Effective date of the warranties shall be the completion date
of the project as determined by the engineer.
4. Shrinkage cracks are anticipated for new concrete and stucco placements in restoration
work. The quantity of shrinkage cracks is partially dependent on the quality of the damp
curing and early protection from the wind and sunlight. For a period of not less than one
year from the date of completion of the project, epoxy injection repair of shrinkage
cracks for repaired areas shall be provided at no extra cost to the owners. The cost for the
repair of shrinkage cracks should be built into and included with the contract cost of the
new concrete or stucco. Epoxy injection repairs at no cost shall only apply to the epoxy
injection work and shall not include costs for removal of accessories, repair of coatings,
or touch up painting of epoxy injected areas.
Donald Chalaire, PE
FL PE 33089, Sl 1126
4"1 C\oF
No 65561
0
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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 1, 2008 International Concrete Repair Institute
IN
All rights reserved.
mo 6M7
International Concrete Repair Institute
3166S. RiverRoad, Suite 132, Des Plaines, 11, 60018
Phone: 847-SZ7-0830 rax: 847-827-6832 STATE Of
Web site: "i%wicri.org
E-mail: info@icri.org
About IM Guidelines
The lineiWiViOnul Concrete Repair Institute (ICRI)
ivas.foundedto improve the durability qfconcrele
repair and enhance its valuefor,5tructuni owners.
The Identifivation. development, andpro,notion of
the most promising methods and materials are
primary vehiclusjbi- accelerating advances in
repair technologv hi'�rking through a variety if
./brums, ICRI members have the Opportunity to
address these issues and to directly contribute to
improving the practice ofConcrele repair
A Principal component of this effort is to make
camfidlyseleclediqfbrma�jjon on imporlantapair
s"NOcts reodii!v accessible to decision makers.
During the past several decades, much has been
reported in the literature on concrete repair
methods andmaterials as they have beendevelopd
and rqfined A"evertheless. it has been difficult to
.find CritiCa16'reviewed imbi'mation on thestate of
the art condensed into ca's3,10-useformals
To that end, /CRI guidelines are prepared by
sanctioned task groups and approved by the ICRI
TcchniCO1,4cfivitie,s('Omatiltee Facliguideline is
designed to address ar spectfic a, co of praclice
recognized as essential to [he achievement Of
durable repairs- .111 1CRIguideline document, ,v
s"N"t 10 continual review by the membership and
mav Ile revised as approved by the 7�,lmical
Aciivilles Committee
Technical Activities Committee
Kevin Michols, Chair
Arn McDonald, Secretary
Randy Beard
Don Caple
Bruce Collins
William "Bud" Earley
Don Ford
Tim Gillespie
Peter Goiter
Peter Lipphardt
David Rodler
Michael Tabassi
David Whitmore
Pat Winkler
Producers of this Guideline
Surface Preparation Committee
Pat Winkler, Chair*
Dan A nagnos
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
*Cowribuflag edirors -
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 therepairarea, removal process,
edge preparation, reinforcement repair, surface
preparation and inspection necessary fordurable
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, an kJ1111111//
concrete repair contractor. It is not intended to relieve the professional
engineer or desi CN
of any responsibility for the specification of concrete repair methods, materials, or pra ........
While we believe the information contained herein represents the proper ineans to i ir
quality results, the International Concrete Repair Institute must disclaim any liazty No 65587
responsibility to those who may choose to rely on all or any part of this guideline.
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310 1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING
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GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 3'
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1.0 Introduction
This guideline provides owners. design profes-
sionals, contractors, and other interested parties
with a recommended practice for the retrieval 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 (lie 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, hydrodernolition, 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 electi ical conduits. Cutting
into these items can be life direa(enin.- 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-canying
capacity of the element may be permanently
compromised during the concrete removal and
preparation process.
While the procedures outlined herein have
been used to succes�fully 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 ascertabithe applicability
of the procedures described herein. Refer to ACI
506R-03, "Guide to Shoterete" forsurface prepar-
ation pi ior to shoterete 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 (m icro-fractu ring): 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
CONCRETE REPAIR
I I 1 7 1, � C
ypically 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,
Ca rbonation: The conversion ofcalchim ions
in hardened cementitious materials to calcium
carbonate by reaction with atmospheric carbon
dioxide. Carbonation reduces tile 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 admixtin es 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
requir.d to initiate steel corrosion in reinforced
concrete undera given setof 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 arack.
Microcrack: 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 underaxial 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 C 1583).
Substrate: The layer immediately under a
layerof different material to which it is typically
bonded; an existing concrete surfacethat receives
an overlay, partial -depth repair, protective coating,
or sonic other maintenance or repair procedure.
3.0 Exposure of
Reinforcing Steel\\\
The practice ofcompletely removingrI
, � t
(undercutting) front around the %It � r�
reinforcement, no matter whaide-pree , W
is found, is key toachieving long-term4-trfoNance
of surface repa I
its. In most Cas= V41plete
removal of the concrete from:4rouA.d the
reinforcing steel is the best prazCe. Mere
protection of the reinforcing sleA5,
GUIDE FOR SURFACE PREPARA71ON FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
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repair cavity is achieved by providing a uniform
chemical environment around the reinforcing
steel. If noncorrocied reinforcing steel is exposed
and the concrete is Chloride contaminated,
removal of the concrem around the reinforcing
should occur or other corrosion -reducing means
should be considered. Reinforcing steel partially
embedded it) chloride -contaminated concrete is
susceptible to future accelerated corrosion.
If, for structural reasons, the concrete cannot
be completely removed from around t1lecorroded
reinforcing steel or if a corrosion inhibiting
,system isnot used, the repairmay becompromised
due to continued corrosion. I f 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 inbib-
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 PI -I reinforced
concrete is susceptible to accelerated corrosion.
This is due to the electrical potential differential
between tile chloride contaminated or low PH
existing concrete and the chloricle-free or
high PH repair material. This anodic ring effect
Gan 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 (he 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 appi ication of sea lers and coatings, to
slow the corrosion Process, In severely chloride-
contaminaled 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, andloroverhead
surfaces. The removal ill Fig. 5.5 and 5,6 is for
columns where the renrloval will not affect the
structural capacity of the column. Removal of
concrete within the reinforcing or to expose the
reinforcing (concrete in compression) is a special
condition and is discussed in Section 10.
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Fig. 5 2 Full depth repan: slab or ivall. section
310IR-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM
No e6587
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Fig 5 3 Bemn or rib repair, elevation
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Fig 5 5 Column repair. elevation
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Fig 5 6 Column repair, section
6 0 Configuration
oi Repair Area
Deteriorated and delarninated 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
delanninations that are not readily identifiable
by soinding. Repair configurations should be
kept as simple as possible, preferably square or
rectangular with squan comers (Fig. 6. 1 ). This may
result 'In the removal of sound concrete. Reentrant
comers should be minimized or avoided, as they
are susceptible to cracking.
FLP,��
Fig 0 1 4reas ofdotertoration and
recommended removal configurcilions
7.0 Concrete
Removal/Surface
Preparation
7.1 Exposing and
Undercutting of
Reinforcing Steel
Remove concrete from the marked 0
undercut exposed reinforcing steel (FiRE�. I
impact breakers, hydrodemolidon. = A
suitable method. Undercutting w!7-
1p r(
clearance under the reinfor in steel io%e
and full bar Z"YO R'l
material and thfwnrounding concrete. Be�j
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310
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the repair materia I tot lie fui I circumference of the
reinforcing stee I wi I I secure the repairstructurally.
Provide a minimum of 0.75 in. (19 nan)clearance
between exposed reinforcing steel and surrounding
concrete or 0.25 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 /. Remove concrete to undei cut
and expose reinforcing steel and
provide uniform repair depth
rig 72 Saivewperimeter
to provide vertical edge
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Fig 7 3 lbrusive blasting io cle a),
subsiratc 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 detain.
ination, cracking, orsignificant corrosion and the
reinforcing steel is well bonded tothe surrounding
concrete. Care should be taken to avoid significant
and sudden changes in the depth of concrete
removal, as the repair material is more susceptible
to cracking at these locations.
If noncorroded reinforcing steel is exposed
during the removal process, care should be taken
to not damage the bond to the Surrounding
concrete. If the bond between the reinforcing
steel and concrete is broken, undercutting of
the reinforcing steel is required.
Removeall deteriorated concreteand additional
concrete as required to provide the proper
configuration and/or the ininimurn 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 nim) 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 I
surface layer weakened by interconnected a 'KtQ%
cracks in the concrete substrate. The
(bruised) layer can extend to a depth of
0.375 in. Q to 10 mm) into the resullanti-oncrele
substrate and may resull in reduced bon;;tr nt'th.
Remove the bruised layer and liondiihnng
materials such as din. concret I I
e slurry, ai!�Ioos�ly
bonded concrete by oil -free abrasive
(Fig. 7.3) or high-pressi
4-310IR-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM
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t4o 65551
saw -cut edge of the repair area should also be
blasted to roughen tile 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 delarainations and
deterioration have been removed. If hydro -
demolition is used. cement fines (slurry) must be
coin pletely removed from the repair surface. A
lightly -bonded light rust build -upon 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-
menclations for steel surface preparation.
8.0 Inspection
and Repair of
Reinforcing Steel
Loose reinforcement should be secured in its
original position by lying to secure bars or by
other appropriate methods to prevent movement
during placement of repair material.
If reinforcing steel has lost cross -sectional
area, a structural engineer should be consulted.
Repair reinforcing steel by either replacing the
Required Lap
0 � 1. - I 1111� 'I.,
CONCRETE HEPAIR
1 i , � - :. 7 ,
damaged/deteriorated steel or placing supple-
mental reinforcing steel in the affected section
(Fig. 8-1). Supplemental reinforcing steel may be
lap -spliced or mechanically spliced to existing
reinforcing steel. The supplemental reinforcing
steel should extend (lap length) beyond the
damaged/deteriorated area in accordance with
ACI 318, "Building Code Requirements for
Structural Concrete."
9.0 Final Surface
Inspection
Immediately prior to placing the repair material,
inspect the repair cavity to verify that all bond -
inhibiting materials (dirt, concrete slurry, loosely
bonded aggregates, or any material that may
interferewith thebond ofthe 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 tile 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. 'Phis test may also
be performed after the repair is complete. The
pulloffstrength requirementshOUld be established
by the engineer and included as a performance
speci III cation for t It e repa i r.
Affected Length
i,,Loss of Cross Section
1 111
Supplemental Bar
Required Lap
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Affected Length
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1 8 1 Repair fdaniageelleleterioroled reinforcing
GUIDE FOR SURFACE PREPARATION FOR THE HEPPJR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
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CONCRETE REPAIR
1 10.0 Special Condition at Columns
Fig. 10 1: Column loadpoth
1,-ig. / 0. 2a: Column repair
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Fig / 0. 3: Column load
Pathfollowing repair
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5-310.IR-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL
0
Undercutting of reinforcement is a best practice
in tensile zones of concrete. 11, columns, the
primary loading condition is compression, Fro,
a design perspective, the concrete section
contained within the reinforcing cage is considered
to carry the compressive loads (Fig. 10 * I)' The
concrete outside ofthe reinforcement is considered
as Protective concrete cover for fire and con-os ion
protection or the reinforcement. Removing the
concrete within the column reinforcing steel
(Fig. 10.2) can greatly increase the compressive
stress in the reinforcing steel and the remaining
concrete. Upon concrete removal, compressive
load paths redistribute around the repair
(deteriorated) sections (Fig. 10.3). Dependingon
the size of the concrete removal area behind the
column steel, buckling of the column vertical
reinforcing bars can occur. In the majority of
cases, shoring systems ill not unload tile
compressive stress in tile column section.
When new repair material is placed in the
prepared area, the new material cures and most
materials undeiggo 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
furthercorripression isbeyorld the capacity of the
existing concrete, failute 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 fora 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 tile discussion
ill this section is also applicable ill concept to
Compression zone portions of other structural
members such as beams, slabs, and walls (with
or without compression reinforcemeno where
on -going compressive stress exists and where
adequate shoring cannot be installed prior to
repairsto prevent displacerrielits and corresponding
stress redistributions during repairs.
00 "CRETE REPAIR
QD1111,;
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 (he en-ineer in specifying
the type and extent of the rep C�
air 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 war, 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 Shoterete"
ACI E706 (RAP 8), "Installation of Embedded
Galvaric Anodes"
American Society for Testing and
Materials (ASTM International)
ASTM C 1593, "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
ICP I Technical Guideline No, 130. 1 R
(formerly No. 03735), "Guide for Math
Measurement and Contract Types for C�
Repair Work"
ICRI Technical Guideline No. 210E*O�
(formerly No. 03739), "'Guide for Using_:t0-Sit'4
Tensile Pull -off 'rests to Evaluate B I
5;d tj
Concrete Surface Materials"
t4o 655
i ING FROM REINFORCING STEEL CORROSION 310IR-2008-7
GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF OETERIORATED CONCRETE RESUL 11111
* I
IONC
.77E.REPAIR.
ICRI Technical Guideline No. 310.3-2004
(formerly No. 03737), "Guide forth, 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 he
obtained from these organizations:
American Concrete Institute
38800 Country Club Drive
Farmington Hills, Mf 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.or.
655BI
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U-31DIR-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETE iORATEO CONCRETE RESULTING FROM REINFORCING STEEL CORROSION
TYP PARTIAL ORTHRU
DECKREPAIR::::,,
2'-6"
MAX
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NOTES:
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1 . ADJUSTABLE POST SHORE (5 kip CAPACITY, MIN.).
2. PROVIDE CONTINUOUS SHORING UNDER ENTIRE REPAIR AREA
(AREA GREATER THAN 2'-6" X 2'-6').
3. SHORE POSTS 5' CC EA WAY, 5' FROM SUPT WALLS AND 2'-6" FROM FREE EDGES
4. EXCAVATIONS NOT PERMITTED ON FLOORS SUPPORTING REPAIRED AREAS.
5. REPAIR AREAS ARE PARTIAL OR THRU DECK.
6. FORMS ARE NOT SHOWN.
7. TWO FLOORS OF SUPPORT FOR REPAIR SLAB
SIDE VIEW
No 6558T Ir
TYPICAL SHORING
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Product Data Sheet
Edition 5.5.2011
Sika FerroGard 903
Sika FerroGardO 903
Penetrating, corrosion inhibiting, impregnation
coating for hardened concrete
Description Silka FermGard 903 is a corrosion inhibiting Impregnation mating for hardened concrete surfaces. It is
designed to penetrate the surface and then to diffuse in vapor or liquid form to the steel reinforcing bars
embedded in the concrete. Silks Fe"Gard 903 forms a protective layer on the steel surface which inhibits
corrosion caused by the presence of chlorides as well as by carbonation of concrete.
How it Works Sika FemoGard 903 is a combination of amino alcohols, and organic and inorganic inhibitors that protects
both the anodic and cathodic parts of the corrosion cell. This dual action effect dramatically delays the Initia-
tion of corrosion and greatly reduces the overall corrosion activity.
Slka FenoGard 903 protects the embedded steel by depositing a physical barrier in the form of a protective
layer on the surface of the steel reinforcement. This barrier inhibits corrosion of the steel.
Where to use Sika FemoGard 903 is recommended for all steel -reinforced, prestressed, precast, post tensioned or marine
concrete. Use of Sika FemoGard 903:
• Sted-reinforced concrete, bridges and highways exposed to corrosive environments (deicing wits, weathering)
• Building facades and balconies
• Steel -reinforced concrete in or near a marine environment
• Parking garages
• Piers, plies, and concrete dock structures
• As part of Ska's system approach for buildings and civil engineering structures
Advantages Sika FerroGard 903 offers owners, specifiers, port autbcrtie� 66is, andiengineers, a new technology in
corrosion inhibition that can easily be applied to the surface of existing concrete to extend the service life of
any reinforced concrete structure.
• Protects against the harmful effects of corrosion by penetrating the surface of even the most dense con-
crete and diffusing to the steel to inhibit corrosion.
• Enhances the durability of reinforced concrete.
• Does not require concrete removal.
• Environmentally sound.
• Does not contain calcium nitrite.
• Easily applied by either spray or Toler to all existing reinforced concrete.
• Can be applied to reinforced concrete that already exhibits corrosion.
• Adds additional benefits when used prior to protective coatings in concrete restoration systems.
• Water based for easy handling and application.
• Not a vapor barrier; allows vapor diffusion.
• Fe=Gard has been proven effective in both laboratory (ASTIVI Gl 09/Cracked Beams) and field analysis.
• ANSINSF Standard 61 potable "ter approved
Coverage For normal concrete, application is 200 ft.21gal. each coat. A minimum of two mats is always recommended.
For dense concrete, application may exceed 300 ft.2/gal. Therefore, more than two mats may be required
to achieve the total application rate: 100 ft.21gal.
Packaging 5 gallon palls with spout, 55 gallon drums.
ROULTS MAY DIFFER BASED UPON STATISTGAI. VARIATIONS DEPENDING UPON MIXING METHODS AND EQUIPMENT,
,TEMPERATURE, APPUCATION METHODS, TEST MlETNODS,'ACTUAL Srr��qfll) ONSANDCURINGCONDITONS.v,
Shelf file i a months minimum in original, unopened container
S tOrage'
Conditions—, storeat40*A5'F(4-35*C): Protect from freezing. If frozen, discard..
i-�Color,
'So 0 jV ci�g
Flash Point. None (water based)
d /Z
Density 1.13 (9.4 lbs./gal.)
PH it (�1) N 01
-N , \1
Application Rate 100 fL2/gal. total application rate :Z- 0
No
How to Use
Surface Preparation
Before applying Sika FernOGard 903 be sure the surface is clean and sou�5 Rer)0ve alauos? il,
grease, efflorescence or existing coatings from concrete surface by steam a wat bla Un a
sandblasting. Allow concrete surface to dry prior to application of Sika Ferr
the better the penetration and effectiveness.
At
1 7
7T.it �M.tk6dnmiit.t.
COM051011 Inhibition
FemoGard corrosion Inhibitors delay the onset
of corrosion and reduce the rate of corrosion
1
by 65% versus control specimen after I year.
Penetration Rate in hardened
Fe"Gard 903 penetrates Independently of
cancrete
orientation (horizontal, vertical, overhead) at a
rate of 1/10 to 415 Inches (2.5 to 20 mm)per
2
day. depending on.thm density,ofthe concrete
ne
7
rd 903,mrioratits',60
-W- '
I - -11
VOmm)ir 2Bdays,,
Protective layeron iteetii,
FfirroGard 903 forms7a piotectilve layer oaths;
.�r
reinforeing�st6e[Dtlilgh,integdty measured at
3
as much asIODAln thickness.
Displacement of chlorides froan
FerroGard 903 forms a continuous film on the
steel surface
reinforcing steel and displacas chloride tons
3
from the steel surface.
Corrosion Rate Field Monitoring Reduction of corrosion rates In excess of 65W
4 J
Test Mothodnnstitute:
1. Cracked Concrete Beam Test (adapted from ASTM G109).
2. Secondary Neutron Mass Spectroscopy SNMS) I Institute for Radlochemistry, Karisruthe (Germany), Prof.
Dr. J. Goschnick.
3. X-ray Photon Spectroscopy (XPS) and Secondary Ion Mass Spectroscopy (SIMS) / Brundle and Associ-
ates, San Jose, CA and Univers ty Heidelberg (Germany), Prof. M. Grunze.
4. Performance of Corrosion Inhibitors in Practice, Gmeme Jones, C-Pfobc Technologies Ltd., 2000.
Sika FerroGard 903 is applied by roller, brush or spray on concrete surfaces. When spraying, use a conven-
tional altless spray system or hand -pressure equipment. A minimum of two coats is always recommend-
ed. Dense substrates may require more coats. Waiting time between coats of Sika FerroGard 903 is at least
1 hour. Allow a minimum of one day to allow Sika FerroGard 903 to dry and penetrate.
When Slka FerroGard 903 is used prior to the application of a repair mortar, concrete overlay, protective
coating, Sikafloor system or any other application, care must be taken to remove any residue remaining on
the surface from the application of Sika FerroGard 903. Clean the substrate in Such a manner (i.e. push the
water in one direction away and off from the surface to.be overwated) to completely remove any residue.
Horizontal surfaces require pressure washing (2,000 psl minimum) to remove the residue. Vertical surfaces
may be rinsed with water or pressure washed. The use of Slice Armatec, 110 EpcCern as a bonding agent
prior to the application of repair mortars or concrete overlays is suggested. Drying times depend on envi-
ronmental conditions, absorbency of the substrate and maximum recommended moisture content for the
subsequently applied system.
• Minimum ambient and substrate temperatures 35*17.
* Do not apply when temperature is expected to fall below 35'F within 12 hours.
* If the applied surfaces will be submerged after the application of Sika FerroGard 903, a waterproofing
mating must be applied prior to submersion.
* Substrate should be as dry as possible prior to the application.
in Protect glass, wood, brick, galvanized steel, copper and exposed aluminum during the application.
a Maximum chloride content of concrete structures intended to be treated with Sika FemoGard 903 is 6 IN.&
(measured at the level of the reinforcing steel). For levels up to 10 lbs.ly3, consult technical service.
Irritant - Skin and eye Irritant. Vapors may muse respiratory tract irritation. Use only with adequate veni
tion. Use of safety goggles and chemical resistant gloves Is recommended. Remove contaminated cloth -
In case of skin contact, wash thoroughly with soap and water. For eye contact, flush immediately with plenty
of water for at least 15 minutes: contact physician immediately. For respiratory problems. remove person to
fresh air. Wash clothing before re -use.
In case of spills or leaks, earsultablep I material,
and transfer to a suitable container. Ventilate area. Avoid contact. Dispose of in accordance with current,
applicable local, state, and federal regulations.
I purpose bel
..I.. of Sim
outside
mad
tothe
LaP4mTOnT al UUaUJ3-745Z. Nothing Contained In any auto Matorials mllevgS Me user b ffi� fl'N a "a K — c/
lil't
LIMITED WARTUANTY. Silm Warrants this product far one year learn date of Ir bal and Matv
of "a 0
M tN.
InStruatIon for each Stan product .... IfonhinffmcumentTachnicaDalaShoet bat F.d . he!tA
, a f .. 0.,
D be f .. Z' me iflacturing defjW to
teclanIcal Properties on U,. curroom Tecionjoal Data Sheet if used as directed Within shelf life. Us. I zw
use and �.Lva.a a d1k, lb�.r'. —1. umu. min. wtsbf I
far, I. f
Regional Information and Sales Centers. For the location of your nearest Sika sales office, Wnt'a5yd
Sum Corporation
Sum Canada Inc.
Sim, Maxicare SA. cle C.V. ;,0.
201 PolftoAvenue
601 DelmarAvenue
Carmtera Libre Celaya Km. 8.5 d",
Lyndhurst, NJ 07071
Pointe Claim
Fracc. Industrial Salvatore I
Phone: 800-933-7452
Quebec HSR 4A9
Corregidora, Queretaro
Fax: 201-933-6225
Phone: 514-697-2610
C.P. 76920 W,
Fax; 514-694-2792
Phone: 52 442 2385600 Sim
Fac 52 442 2.250537 P�.'
ZI
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MetalsDepot@ - Buy Galvanized Square Steel Tube Online!
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Galvanized Square Steel Tube, is stocked in a A500 that have been hot
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Specifications - ASTM A500B, G90 Galvanized mating.
Surface Finish - slightly shiny liver color. grainy and speckled surface
Mechanical Properties - Yield = 40,000, Tensile = 58.000
How to Measure - Height (A) X Width (B) X Wall Thickness(C) X Length
Stock lengths May very +/- 1/2 � Custom Cut lengths available on request.
Galvanized orders may require additional processing time.
Stock
Item Sha & Description
Clickl Arrow
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MetalsDepot@ - Buy Aduminum Square Tube Online
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About
SPECIFICATIONS: FINISH:
6063-T52; 6061-76; ASTM B221 Extruded Mill Finish, Not Polished
CHARACTERISTICS: MECHANICAL PROPERTIES:
Welding = Excellent Tersto Strength = 27 lost (6063); 45 xd
Mactining I Grinding
= Good (6061)
Bending / Forming
= Good Yield Strength - 21 k.1 (6063); 40 k,i
Wear Resistance = Fair (6061)
Corrosion Resistance = C� Elongation in T 18% (6063); 17%
(6061)
Brinell Hardness 60 (6063):95 (6061)
'Dow provided for reference only
AVAILABLE LENGTHS: HOW TO MEASURE:
2ft, 4ft. 611. 80. 1011.
120. 211t. 24fit or Height (A) X Width (B) X Wall (C) X
Custom Cut
Length
Standard Length
Tolerance 114- *Dimensions in Inches
C�atoxn Cut Tolerance 1/16-
Stock
Item Size & Description ClIcid Area.
Number
to ..led size
T312063
In X 112 x 1116 wall Select ... I
6063-T52 Aluminum Squaw Tube
T3M062
W4 . 314 x 1116 Wall sel.0 I
606�152 Aluminum Square Tube
T33418
314 X No x Ila wall Select ... I
6063-T52 Aluminum Square Tube
T31116
I X I x 1116 wall Select v
606�T!32 Aluminum Square Tube
Talia
I X I x Ila wall Soled ...
6063-T52 Aluminum Square Tube
T31IM061
I X I x Its wall Select
6061-T6 Aluminum Square Tube
T3114116
1414 x 1-1/4 X 1116 wall Select... I
6063-T52 Aluminum Square Tube
T311418
1-1/4 X 1-1/4 x 118 .11 Select I
6063-T52 Aluminum Square Tube
T311418-
1-1/4 x 1-114 x 118 wall Select I
6061
...
6061-T6 Muminum Square Tube
T3112053
1-1/2 . 1-112 x 1116 well Soled ...
606�752 Aluminum Squaw Tube
T311218
11-112 x 1-1/2 x 118 wall Select... V
6063-T52 Aluminum SquamTube
T31121a.
1-112 x I-IM x 118 .11 select.- 1
6061
6061 Aluminum Squaw Tube
T3112316
I -In X 1-1/2 X 3tI6 .11 Select I
6063-T52 Aluminum Square Tabe
T311214
1-112 x 1.112 x 114 wall Select
6G61-T6 Aluminum Square Tube
7313416
1-3/4 x 1�314 . Ila wall Select ...
60�TU Aluminum Square Tube
MIS
2 . 2 x 118 all select
6063-T52 Aluminum Square Tube
T32218-6061
2 i 2 . 118 �vall Select ... v
6061 T6 Aluminum Square Tube
T322316-
2 x 2 x WI 6 all Select
6063
606�Tfil! Aluminum Square Tube
T322316
2 x 2 x VI 6 wall Select ...
6061 -T6 Aluminum Square Tube
T322316-RC
2 X 2 x 3116 wall (Rounded Corner) Soled
6061-T6 Aluminum Square Tube
T32214-6063
2 x 2 x 114 all Select ... T
9063-752.Aammann Square Tube
T32214'
2 x 2 x 114 wall Select I
6061-T6 AhUminan Square Tube
M1218
i-112 x 2-1-M x 118 wall Select ... I
606�T52 Aluminum Square Tube
n2l2l&
24M x 2-1/2 x Ila .11 Select
6061
6061-T6 Aluminum Square Tube
T3212250
2-112 x 2-112 x 114 wall Select ...
6061-T6 Aluminum Square Tube
T321214-
2-1/2 x 2-1/2 x 114 wall select
https://w�.metaisdepot.com/aluminum-products/aluminum-square-tube
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2/16/2018
MetalsDepot@ - T304 Stainless Square Tube
304 Stainless Steel Square Tube
304 Stainless Steel Square Tube has inside and outside radius comers,
with a protruding interior weld seam. Stainless Square Tube is Ideal for all
structural applications where greater strength and supenor corrosion
resistance is required. Having a durable mill finish Stainless Square Tube is
widely used for 311 types of fabrication projects that are exposed to the
elements - chemeal, acidic, fresh water, and salt water environments.
Some sizes am available with a 180 glit polish,
• Specifications: ASTM A554, T304, Mill Finish, Not Polished
• AKA.' structural stainless tube, stainless box tube
• Applications: frame work. braces, supports. marine, food, etc.
• Workability: Easy to Weld, Moderate Cutting, Fornning and Machining.
• Mechanical Properties: Binnell = 170, Tensile = 85.000 +l-, Yield
34,000+/-.
Nonmagnetic
• How is it Measured? Height(A) X Width S) X Wall (C) X Length
• Available Stock Sizes: 211, 4ft. 61t, sit, 1 Oft, 20fit or Cut to Size
Stock lengths may very +/- 114"
Please call if you need spectric length Need Polished Stainless Square
Tube?
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Stock
Item Size & Descridon
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T4121216
112 X 112 X I GGA (.062 .[Q
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304 Stainless Steel Square Tube
T45816
518 X 518 X 16GA (.062 wall)
set.&
Seled a Size
Add To Cart
304 Stainless Steel SquareTube
T43416
314X3/4XI6GA(.0QwaIQ -
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304 Stainless Steel Square Tube
T43114
X4 X X4 X 14dui-(.083 walill
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304 Stainless Steel Square Tube
T43411
314X3l4XIJGA(.I20walI)
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304 Stainless Steel Square Tube
T41116
I X I X 16 GA. (.062 wall)
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3D4 Stainless Steel Square Tube
T41114
I X I X 14 GA. (.083 all)
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304 Slibleless Steel SquareTube
T41111
I X I X 11 G& (.120 .11)
select ...
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304 Stainless Steel Square Tube
T411416
1414 X 1414 X 16 GA. (.062 wall)
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304 Stainless Steel Square Tube
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T411414
1-1/4 X 1-1/4 X 14 GA. (.083 wall)
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3M Stainless Steel Square Tube
T411411
1414 X 1414 X I I G& (.120 .11)
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304 Stainless Steel Square Tube
T4114M6
1-1/4 X 1-1/4 X 7GA. (.180 wall)
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3" Stainless Sees] Square Tub.
T411216
14 12 X 1-112 X 16 G� t.062 wall)
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3114 Stainless Steel Square Tube
T411214
I -In X 1-1/2 X 14 GA. (.083 .11)
Select ...
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304 Stainless Steel Square Tube
T411211
1412 X 1.112 X I I GA. (.120 wall)
Select V
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304 Stainless Steel Square Tube
T4112316
1-1/2 X 1412 X 7GA (.180 wall)
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304 Stainless Steel Square Tube
T4112250
1-1/2 X 1412 X 114 (.250 wall)
select
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304 Staint.s. Steel Square Tube
T413411
13/4 X 1 -W-4- X 11 GXf.I 20 mill
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304 Steel.. steel Sq .... Tube
T42214
i X i xm 6A: (onwain -
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3M Stainless Steel S us,. Tube
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T42214GA
I
2 X 2 X 14 GA. (.083 walft
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304 Stainless Steel Square Tube
T42211
2 X 2 X 11 GA. (.120 all)
select V
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304 Stainless Steel Square Tube
T422316
2 X 2 X 70A (.180 wall)
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304 SUslelass Stral Square Tube
I I I
T42214
2 x 2 x 1/4 (250 wall)
304 Stainless Steel Square Tube
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T421211
2412 X 2-IM X I I GA. (.120 wall)
304 Stainless Steel Square Tube
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T4212316
2-1/2 X 2-1/2 X 7GA (ASO
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304 Stainkoti, Steal Sees, Tub,
T421214
2Al2 X 2-112 X ji4 (J50 wal)
select I
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3N Slanleas Steel Square Tube
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T43314GA
3 x 3 X i46A:i.663 walli
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304 Stainless Steel Square Tube
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T43311
3 x 3 is I I GA (.120 waft
304 Staial... Steel Square Tube
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T433316
3 x 3 x 7 GA (.1130 wall)
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304 Starless Steel Square Tube
T43314
3 i 3 X114 (.250 wall)
304 Stainless Steel Square Tube
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T44411
X
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4 4 X 11 GA (.1120 walq
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304 Stainless Steel Square Tube
T444316
4 x 4 x 7GA (.160 .11)
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304 Stainless Steel Square Tube
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1/2
MetalsDepotOD - T304 Stainless Square Tube
T44438
4 x 4 x 318 (.375 wall)
304 Slaialess Steel Spare Tube
Select ...
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select a size
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T45514
5 X 5 X 114 (.250 mil)
304 StaffrJess Steel Squam Tube
select ...
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T45538
5 X 5 X 3/8 (.375 .11)
304 Stainless Steel Squam Tube
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T466316
6 X 6 X 70A (.180 wall)
3D4 SWIMM Steel Squam Tube
Select ...
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T46614
6 X 6 X 114 (250 wall)
3154 Stainless Steel Squao, Tube
Soled
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T46638
6 X 6 X 318 (.375 .11)
3M Sainfess Steel Square Tube
Select..
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T481114
8 X 8 X 114 (450 .11)
3134 Stairdess Steel Scum Tube
Select ...
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T48838
8 X 8 X 318 (.375 wall)
304 StaHm Steel SIIa. Tube
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Add To Can
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2/2
MetalsDepots) - Polished Stainless Square Tube I Buy Online!
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Polished Stainless Square Tube
Polished 304 Stainless Steel Square Tube Is a standard stainless square
tube that has been polished to a 180 Grit Brushed Finish on its exted;r for
cosmetic and ornamental applications. Unlike the dull mill finish of standard
stainless tube, Polished stainless square tubs allows; your projects to have
a more finished look with excellent cormi resistance making it ideal for
marine Projects, architectural design, restaurants, store fixturm.
handrails and more. Just like standard stainless square tubing it has an
inside and outside conner radius, with a interior weld seam. Click
for Stainless Square Tube in Mill Finish.
About Chemistry Tolerances
SPECIFICATIONS: FINISH:
Type 304. ASTM A554 180 Grit Polish. Brushed Finish
CHARACTERISTICS:
Welding = Excellent
Machining / Grinding = Fair
Bending/ Fanning = Good
Wear Resistance = Excellent
Corrosion Resistance = Excellent
AVAILABLE LENGTHS:
4ft- Bit. all, 10ft. 20R. orC.t(o Sim
Stock hingth. may very .1. 1/4-
Cut to Size Lengths .1. 1116'
MECHANICAL PROPERTIES:
Tensile Strength = 85.800 psi
Yield Point = �.000 psi
Elongation = 60% in 2'; Elainkity -
29.000 last
Shearing Strength = 11.500 p,l
Small Hence... = 170; Density =.289
lain
HOW TO MEASURE:
Height (A) X Width (8) X Wall Thickness
(C) X Length
Stock
item Sim a theadifitlGil
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Number
to el.a Sim
City
Price
T41116P
I X 1 X 16GA (.1162 wall)
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Soled a Sim
304 Stainless Square Tub. - 180 Grit
T41111P
11`010( 11GA (.120 wall)
3M Stainless
Select I
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T411416P
Square Tub. - 180 Grit
11"(01" 1-1/4 X 16GA (.062 won)
Soled I
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T4114IIP
304 Stainless So.,. Tub. - 18, a,
11`44hi 1-114 X 11 GA (A 20 wall)
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304 Stainless Square Tub, - 180 Girt
T411216P
lPdMX 1-112 X 16GA (.062 dQ
3(NI
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select a size
T411211P
Stainless Square Tube - 180 Gal
IP41OX I�In X IIGA (.120 wall)
304
select
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T42216P
Stainless Square Tube - 180 Grit
RX" 16GA (.062 wall)
3M
Select
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T42211P
Stainless Square Tube - 180 Grit
P011 1IGA (.120 wall) . .
304 Stainless
Select ...
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T422316P
Square Tub. - 180 Grit
200= 7GA (.180 wall)
3M Stainless Square Tube - 180 (36,
select
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T43311P
ROU" 11 GA (.120 wall)
304
Seled
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T444iip
Stainless Square Talon - 180 G61
ROO" 11 GA (.120 .11)
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304 Stainless Square Tube - 180 Grit
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