HomeMy WebLinkAboutPROJECT MANUAL.1
THE EMPRESS CONDOMINIUM
SCANNED
CONCRETE RESTORATION St. Lucie County
By
PROJECT MANUAL
May 2016
"��pUunugrq
v . DUle
C BgY-
sLu., 5 -
Reg. Eng. PE #57831
Engineering & Construction Services, Inc.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
SECTION
0100
0200
0300
0400
0500
0600
0700
THE EMPRESS CONDOMINIUM
CONCRETE RESTORATION PROJECT
PROJECT MANUAL
Vc
May 2016 3p U� eY [)
C0017fV
TABLE OF CONTENTS
SECTION TITLE TOTAL PAGES
Scope of Work, Location Map, 1
Design Criteria
Concrete Repair Specifications 7
Cast -in -Place Concrete 7
ICRI Drawings 5
Approved Products 2
Miscellaneous
Amok
Repair Locations = 1 rry .
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
SECTION 0100
EMPRESS CONDOMINIUM
CONCRETE RESTORATION PROJECT
SCOPE OF WORK AND LOCATION MAP
Scope of Work:
1) Repair cracked and spalled concrete in locations and in quantities as directed by the
engineer of record.
Design Criteria:
1) Level of Alteration: 1 (per FBC 2014, Existing Building, Sec 403.1)
2) Wind Load Design Criteria: (per Sec.1609 and 1620-FBC 2014):
• Wind Velocity: 170 MPH
• Exposure Category: 'D'
• Risk Category: II
• Mean Roof Height: 25 FT
• Int. Pressure Coef: +/- 0.18
3) Occupancy: Residential R-2 P/
Location Map: The Empress Condominium'
9600 South Ocean Dr. Jensen Beach, FL 34957 C Op
L
END OF SECTION
t
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
r
SECTION 0200
CONCRETE RESTORATION
SCOPE OF WORK:
Repair cracked and spalled concrete at locations and in the quantities as directed by the
engineer and in accordance with the contract work items.
Repair of corrosion deteriorated concrete shall be in accordance with the International Concrete
Repair Institute (ICRI) Concrete repair Manual (2"' edition).
All concrete repairs include:
a. Repair of damaged/deteriorated concrete
b. Repair overhead, beam and column spalling at IDENTIFIED areas.
c. Application of a cementious waterproofing membrane onto the repair areas.
d. Application of Stucco to repair areas (Required to match existing building finish).
e. Removal of any foreign objects attached to the concrete surface
A. Removal of deteriorated concrete (minimum requirements, all locations):
1. Before any excavating, survey work area for any preexisting conditions, measure and
record opening dimensions for later use during replacement of any accessories, as
required. Provide copy to the engineer.
2. All shoring shall be inspected and approved by the shoring engineer prior to proceeding
with any construction that imposes load into temporary shoring.
3. Any questions regarding adequacy of shoring should be brought to the attention of the
engineer.
B. Repair of Deteriorated Concrete in Columns:
1. Place shore post under the slab per engineer's direction.
2. Unless repair work for specific columns is otherwise approved by the engineer, PV
excavations in concrete columns shall proceed in increments not to exceed 20% of the total L
horizontal cross sectional area of the column. The limit for vertical excavation is 4-feet for
each individual excavation. Each subsequent excavation between placements will be
treated as a cold joint that requires a fractured surface and approved bonding agent.
3. Remove concrete in all directions along steel bars to expose at least 2-inches of clean
reinforcing steel without indications of rust, or according to engineer's direction.
4. Remove concrete below and all around rusted steel to provide a minimum clearance of 1-
1/2" inches between the steel and the internal fractured concrete surfaces. Removal of
concrete around non -rusted steel may be less than 180 deg around its circumference.
5. Partial excavations can terminate on rusted areas of steel bars, but not adjacent to existing
concrete that is cracked or unsound.
6. Excavations in concrete columns that expose existing vertical lap splices shall be limited to
only one lap splice open at one time.
7. Install short lengths of clean #4 bars, approximately 1" to 5" in length as required,
horizontally between exposed vertical bars and excavate concrete surfaces in both
directions. These bars should serve as chairs contained within the interior cage bars to
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
prevent inward lateral movement of the vertical bars. Such chairs shall be install at the
level of every other cage, or 2-feet O.C, maximum spacing.
8. Use approved bonding/anti-corrosion agent applied to the existing adjacent concrete.
9. The repair concrete material to be placed must be low shrink concrete specified for column
placements. Design mix repair concrete is not approved for column placements.
10. Wait at least three(3) days or until 80% of design strength is reached after concrete has
been placed before proceeding with subsequent excavations.
11. Where steel bars have lost more than half the specified allowable original cross section,
add new lap splice per the specifications.
12. Column repairs may require additional concrete to cover mislocated steel bars. Where
additional concrete is required, remove all stucco and mechanically work surfaces to
provide a new fractured surface. Excavation'/d' behind deteriorated steel cages is
required, but continuous excavations in the vertical direction should not be done.
13. Column repairs should be scheduled in-between and around other repairs on an ongoing
basis.
C. Reinforcing Steel:
1. Where corrosion is visible, unless special conditions restrict its use, sandblast all around
the steel bars' circumference to remove all contaminants and scaling rust.
2. Any questionable placement of the existing steel, as placed in the original construction,
should be brought to the attention of the engineer.
3. LAP SPLICE Where reinforcing steel has lost 20% or more of its original cross section,
add lap splice of new steel of same diameter per the following guidelines:
a. Additional undamaged concrete may need to be excavated to install the lap splice.
b. The lap splice should be placed at least 1" away from the old steel or placed directly
against it and tie -wired at least every 4" along the overla _ th.
c. If needed, the ends of damaged steel can be cut out to s fo ice.
d. Overlap lengths should be measured from where the of st ha le sMW
its original sectional area. Minimum lap splice overlap lengffiare-as f
LENGTH OF OVERLAP
BAR NOMINAL/SIZE (inches)
#3 15
#4 20
#5 25
#6 30
#7 35
a. Exceptions to the table above, with the engineer's knowledge and approval, are as
follows:
i. Where the loading is in primary shear, the lap splice lengths may be
reduced by half the lengths specified above.
ii. Where the loading is always in tension, it will be acceptable to satisfy lap
splice requirements by bending lap steel bars into 135 deg. hooks and
connecting together or into adjacent structures.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
iii. It will be acceptable to dowel new lap steel into adjacent concrete. The
embedded end must be set in an approved high modulus epoxy gel with no
air pockets allowed. Drilled hole should be filled from the bottom (using
plastic tube) with epoxy prior to inserting the steel bar.
iv. Installing mechanical connectors at the ends of the splice bar to the damage
bar, in lieu of overlapping.
v. Welding the splice bars together. The weld overlap on each side must be at
least 2" for welding on both sides of the bars. The weld overlap on each
side of the damaged bars must be at least 4" for welding on just one side of
the bars. The bars must be properly cleaned per AWS specifications. The
weld bead must be full penetration per AWS specifications with no
undercutting. The minimum weld thickness must be 80% of half the bar
diameter. All welds must be inspected by the engineer before coating with
bonding agents.
4. New splice sections should be bent to match the shape of the existing steel and to provide
required concrete cover.
5. At the slab edge, bend bar hooks and/or cut off ends, as required, for bars that come within
1-1/2" of the surface of the slab. If possible, both existing and added reinforcing steel in
slabs should be positioned in order to achieve a minimum 1/4" concrete cover. In severe
cases, with the engineers approval, steel can be cut out and replaced.
D. Concrete Repair Mortar Aggregate:
1. Where the depth of the repair exceeds 1 ", the modified cement mortar mix must be
extended by use of or 3/8" aggregate per manufacturer's instructions. Aggregate shall
be well graded, rinsed clean, and water saturated or have low water absorption.
E. Placement of New Concrete:
1. Construct forms as required for placement of the new concrete to m`atc' 1s s
Always provide for water runoff according to the original design. Verify and maintain
previously recorded opening dimensions as required for any accessories to be installed
later.
2. Prior to placement of new concrete, the excavated areas are to be cleaned, flushed and
saturated with water. Remove any standing water that is not absorbed.
3. All exposed reinforcing steel, metallic conduits, and/or pipes are to be re -coated with the
application of an approved bonding agent no more than 24 hours before concrete
placement.
4. Prime coat the excavated concrete areas coated with the application of an approved
bonding agent no more than 24 hours before concrete placement. Fill all holes and voids.
All manufacturers' instructions must be followed.
5. All placements must be continuous, layering is not allowed. Where cold joints are
necessary, the edge of the previous placement must be treated as existing concrete, i.e.
fractured surface, bonding agent, etc.
6. Place concrete and finished surface to match existing.
7. If the ambient temperatures during the curing process exceed 90 OF provisions must be
made for cooling of the materials and placement according to manufacturer's instructions
and standard ACI practices.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
F. Concrete Curing:
1. The exposed surfaces of the placement should be covered and maintained damp by
frequent spraying with water for at least 5 days or as required according to material
manufacturer's instructions. An acceptable alternative would be the application of an
approved watertight coating applied after the initial concrete setup.
2. Forms and shores can be removed, and accessories installed, after 5 days or when
material specifications or testing show that the concrete has reached at least 80% of its
design strength. Hold times less than 5 days require engineer's approval.
G. Surface Finishing Included With Concrete Repairs:
1. Where new concrete has been placed, grind away excess as required to match surface
and texture of surrounding areas.
2. In areas where new concrete has been placed and areas adjacent to such areas, install
skim coat mortar or stucco, as required, to fill voids and match surface and texture of
surrounding areas.
3. Where occasional unnecessary or abandoned fasteners show in areas nearby to where
new concrete has been placed, mechanically remove all such fasteners. Remove all loose
material and fill holes with skim coat mortar or stucco, as required, match surface and
texture of surrounding areas.
4. Where new concrete develops shrinkage cracks, call for engineering inspection to
determine method and time for crack repair. Epoxy injection or gravity feed epoxy will be
required to fill cracks as directed by engineer.
5. Unless otherwise stated in the contract, all vertical and overhead repaired areas must be
touch up painted. The owners will be responsible to provide the paint or local source of for
the paint. Color matching, texture, and all paint material costs will be the owner's
responsibility. Upon the owner's request, contractor will provide a first coat of concrete
primer paint to be followed up by touch up paint. Upon the o X
t contra for will
delay painting in partial areas to at least 3 weeks following Hula MAft
H. Stucco Repair: it
All stucco placement shall be in accordance with all code requirements, regulations, and
requirements by jurisdiction having authority.
At stucco repair areas, install trowel grade or skim coat mortar or stucco to fill voids and match
surfaces and texture of surrounding areas.
Preparation
1. Stucco should not be installed until all surfaces are clear from irregularities or other
imperfections that may compromise the finished look of the stucco.
2. MASONRY: Verify joints are cut flush and surface is ready to receive stucco. Verify no
bituminous or water repellent coatings exist on masonry surface.
3. CONCRETE: Verify surfaces are flat, honeycombs are filled flush, and the surface is ready
to receive stucco. Verify no bituminous, water repellent, or form release agents exist on
concrete surfaces that are detrimental to stucco.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
4. Roughen and clean masonry and concrete surfaces to the degree required to achieve
mechanical bond. Apply bonding agent where needed for adhesion. Surfaces to receive
stucco shall be damp without visible surface water.
Application
1. Stucco thickness shall match existing.
2. Mechanical mixers must be used. Hand mixing is not allowed. Keep mixer and all tools
clean. Do not let foreign particles or objects enter the mix.
3. "One -coat' stucco, which is a combined scratch & brown coat, and a finish coat, is allowed.
If a proprietary "one -coat" stucco is used, follow all manufacturer's recommendations. Pay
particular attention to lath detail, and all curing recommendations. Any additives or
modifiers must be approved by engineer.
4. Ensure that finished stucco work is true to line, plane, level and plumb.
5. Follow all manufacturers recommendations regarding mixing times, and time between
coats, curing, etc, if different than specified Discuss manufacturer recommendations with
engineer for approval, if different than listed herein.
6. If sanding or powdering occurs, remove stucco and re -work with stucco mixed in proper
proportions and ensure proper curing.
7. After full cure, approximately 28 days, apply primer by brush, roller, or spray at a rate
recommended by stucco manufacturer or approved by engineer. Apply from corner to
comer, starting at bottom and working to top.
8. 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.
Touch-up paint shall be provided by owner in this case, unless otherwise indicated in the
project documents. B
Epoxy injection of cracks not incidental to Concrete Placement:
1. Where cracks are not caused by steel corrosion, inject epoxy to seal the cracks�est 0
visible areas on both sides and all around the crack. If sound and there is no evidence of
corrosion of spalling, inject the crack with an approved epoxy material. In all cases, the
crack should be brought to the attention of the engineer who will advise on the method and
materials to use.
2. Clean the area of deteriorated concrete and any contaminants.
3. Install the injection ports at appropriate intervals to accomplish full penetration of the
injection adhesive. The spacing between injection ports shall be determined by the size of
the crack and by the depth of the concrete substrate. The spacing shall not exceed 8-
inches. Install the injection ports by using surface mounted injection ports as follows:
a. Center the injection port over the crack and secure in place by using epoxy gel.
b. Completely seal the exposed crack located between the injection ports and
boundaries as required, by applying epoxy gel into the crack. Apply the epoxy gel
at an approximate thickness of 1/8".
c. If the crack extends through the member, and if accessible, install telltale injection
ports on opposite side and seal all exposed areas of the crack. The spacing of the
telltale ports should be 12" to 24".
J. Shrinkage Cracks in Old Concrete:
1. Remove any debris and contaminants from the crack prior to application of gravity fed
epoxy. This is best accomplished by blowing out the crack with compressed air followed by
vacuuming the crack.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
2. Once the concrete crack has been properly cleaned, follow the shrinkage crack repair
procedure below.
K. Shrinkage Cracks in New Concrete:
1. 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 sealed all through the concrete thickness to protect the embedded steel bars.
2. Sealing 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.
4. Apply gravity fed epoxy to the crack in the concrete. Allow epoxy to penetrate into the
crack and completely fill the crack space w/o any voids remaining.
5. Just prior to curing of the epoxy, scrape off excess epoxy using a suitable trowel type tool.
6. The quantity and extent of shrinkage cracks is partially dependent on the quantity of the
damp curing and protection from the wind and sunlight. The cost of the repair of shrinkage
cracks for new placement should be built into and included with the cost of the new
concrete or stucco. Repair of shrinkage cracks for new concrete and stucco should be at
no extra cost to the owners.
L. Surface repairs Not Incidental to Concrete Placement:
1. STUCCO: If provided for in the contract, where cracked or delaminated stucco is to be
repaired in the areas not needing concrete repairs, mechanically remove loose and
delaminated stucco. Prepare/clean exposed surfaces by water blasting as needed to
receive new stucco. Install new stucco to match surface and texture of surrounding areas.
2. FASTENERS: If provided for in the contract, where unnecessa n d f s e
show in areas not receiving concrete repairs, mechanically remo uclin e
fasteners Clean and fill all remaining holes with skim coat morta re u
match surface texture of surrounding areas
M. Existing Deficient Concrete Cover:
1. Any questionable concrete cover for existing concrete areas, from the original construction,
should be brought to the attention of the engineer.
2. During concrete restoration work, all efforts should be made to reposition bars deeper into
the concrete repair area to achieve required concrete cover. To help achieve proper
depths, rebar can be bent or relocated. Where possible, additional concrete should be
excavated deeper into repair areas to allow for relocating rebar deeper.
3. However, concrete repair areas should not be expanded into adjacent existing non -
damaged areas solely because of lack of concrete cover. Additional concrete should be
excavated along rebar solely because of an existing lack of concrete cover.
4. Where concrete cover is less than that required, placement of approved acrylic polymer
modified structural repair mortar around the steel in question is required. No field added
aggregate should be added to the approved mortar mix. The approved acrylic polymer
modified mortar will provide the equivalent corrosion protection required by code up to 3/8"
cover.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
5. Where concrete cover is <3/8" and rebar cannot be moved deeper, partial coating of the
rebar with approved epoxy coating. Coat only the top half or that portion of the bar with
3/8" cover.
MASONRY CRACK REPAIR
A. For filled cell structural columns or ties beams containing rebar:
1. Before repairing, ensure that all surfaces to be cleaned, rinsed and dried, and free from dirt,
grease, oil, loose or peeling paint, chalk, salt, or other surface contaminants. Remove
loose and deteriorated material by chasing the crack with a utility knife or similar instrument.
2. Crack 1/32" or less in width, after proper preparation, shall be filled with an approved liquid
epoxy resin sealer in accordance with manufacturer's recommendations.
3. Cracks of 1116" to''/d' in width shall be cut or ground out and cleaned. Use a flexible tool to
inject the epoxy gel and ensure that the gel completely fills each crack. Repeatedly inject
material to ensure that the epoxy gel has filled all voids.
4. Cracks %d' or greater in width should be excavated in accordance with the above
referenced concrete repair specifications and repaired using trowel grade mortar.
B. For non-structural masonry:
1. Make sure surfaces are sound, clean, dry, and free of all bond -inhibiting materials including
mildew dust dirt laitance and standing water. Remove loose and deteriorated material by
chasing the crack with a utility knife or similar instrument.
2. Test the visible areas on both sides and all around the crack. If sound and there is no
evidence of looseness, fill the crack with an approved filler material. Apply flexible crack
filler material per the manufacturer's instructions.
MISCELLANEOUS
A. Engineering inspections:
During on -site engineering inspections, the engineer shall review any work underway, regarding
work locations, methods, shoring, forms, safety, property protection, concrete placements, proper
curing of newly placed concrete, owner concerns, or any other items as appropriate. The
contractor is responsible for providing openings in access barriers or weather barrier walls for
engineering inspections to work areas for purposes of engineering inspections. The contractor is
not responsible for providing use of scaffolding for engineer inspections.
It is expected that different phases of work will be ongoing in multiple locations. Therefore,
requests for engineering inspections will be combined so that different phases of work will be
inspected in the various work locations during each inspection. Each work location requires
engineering inspections and approvals. The contractor has the responsibility to call for engineering
inspections for the following:
WORK LOCATIONS AND DIRECTION: The engineer shall inspect repair areas and direct work,
as required, regarding the location and estimated extent of all repairs. Sliding glass doors, shutter,
railings, or other accessories will not be removed without engineer's approval.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
EXCAVATION LIMITS: The engineer shall inspect and approve, as required, all limits of concrete
removal and all steel reinforcement repairs. The engineer shall verify contractor measurements
and approve or disapprove, as required all contract billable quantities for all repairs.
APPROVAL TO PLACE CONCRETE: The engineer shall inspect all areas prior to concrete
placement and give approval, as required, for all concrete placements. The engineer shall inspect
all preparation work, including forms, shoring, safety, steel bar repairs, and any adjustments to
excavation limits.
PLACEMENT OF CONCRETE: All design mix truck placements of concrete require -on -site
engineering and shall be inspected during the placements. The engineer may also require
inspections of bag goods concrete placement.
FINAL: The engineer shall inspect and approve, as required, the completion of all repairs for each
phase of work. The Engineer will issue written punch list reports only for remaining items where
the contractor is unable to complete work, correct defective work, repair damages or clean-up as
required by the contract.
END OF SECTION
Z� Y i 5 rY
A
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
SECTION 0300
CAST -IN PLACE CONCRETE
1.0 RELATED DOCUMENTS:
Drawings, related documents and general provisions of the Contract, including General and
Supplementary conditions and Specifications, apply to this work of this section.
2.0 SCOPE OF WORK:
A. The CONTRACTOR shall provide all labor, material, testing, tools, equipment, and
product to remove existing materials and remedy, complete, deliver and construct the
work to be specified herein.
B. The work shall include:
Applications and permits for performing the work.
Removal and hauling of existing materials
Testing of a sample area to determine chloride content of the concrete.
Preparation of the affected surfaces and substrates
Placement of the approved materials on affected areas
Removal of all equipment and debris upon completion of work.
C. The CONTRACTOR shall submit five (5) samples of all materials as specified herein
and/or as otherwise requested by the ENGINEER, including:
1. Manufacturer's Literature: Descriptive data including recommendations for
mixing, placing and curing.
2. Test Reports: Manufacturer's certified test reports showing compliance with the
specification requirements.
D. Provide material certificates signed by the manufacturer and contractor, certifying that
each product complies with, or exceeds the specified requirements set forth in the
contract documents.
E. The CONTRACTOR shall conduct tests to determine the chloride content gradient of the
concrete to avoid increased corrosion potential. All test areas shall be subject to
approval by the ENGINEER.
3.0 STANDARDS: FILF..,f
A. Concrete work shall conform to all requirements of ACI 301-02, "Standard Specification
for Structural Concrete", except where modified in this or other sections of the
CONTRACT DOCUMENTS.
B. The CONTRACTOR shall familiarize himself with the requirements of ACI 301-02 in all
respects and all modifications as stated in these specifications.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
C. The CONTRACTOR shall familiarize himself with the requirements of the manufacturer
of the products being used in this application, in all respects.
D. The Standard Building Code, 1999 Edition
SUPPLEMENTARY REQUIREMENTS TO ACI 301-02:
A. Comply with Section 4 of ACI 301-02, and the Supplemental Requirements as stated
herein:
B. Cement —Conforming to ASTM C 150-94, Type I or Type III.
C. ADMIXTURES:
Water reducing Admixtures: The admixture shall conform to ASTM C494-
92, Type A and not containing more chloride ions that are present in
municipal drinking water. "Pozzolith N" by Master Builders, or "WRDA-64"
by WR Grace & Co.
2. Water Reducing, Retarding Admixture the admixture shall conform to ASTM
C494-92, Type D, and not containing more chloride ions than are present in
municipal drinking water. "Pozzolith R" by Master Builders or "Daratard 17"
by
WR Grace & Co.
3. High Range Reducing Admixture (Superplasticizer) The admixture shall
conform to ASTM C494-92, Type F or G, and not containing more chloride
ions than are present in municipal drinking water. "Pozzolith 440-N" by
Master Builders or
"Daracem 100" by WR Grace & Co.
am
5. Air Entraining Admixtures: Conforming to ASTM
Rheoplastic Concrete Admixture: The admixture shall conform to
ASTM C 494-92, Type F or G, and not containing more chloride ions than
are present in municipal drinking water. Rheoplastic concrete is defined as
concrete with a slump of 8-10 inches, non -segregating with little or no
bleeding.
The maximum initial slump of Rheoplastic concrete prior to addition of
Rheoplastic admixture is 1 inch. Rheoplastic admixture shall not when
compared to a reference concrete, retard the set of concrete throughout its
recommended dosage range. Acceptable admixture: "Rheobuild" by Master
Builders.
26 1L C^P
6. Calcium Chloride: Calcium chloride or admixtures containing more than
0.1 % chloride ions are not allowed.
7. Certification: Written conformance to the previously mentioned requirements
and the chloride ion content will be required from all admixture
manufacturers prior to the mix design review by the ENGINEER.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
M
A. Comply with Section 4 of ACI 301-02 and the Supplemental Requirements as stated
herein:
B. Strength: Concrete slabs, designated as "Concrete Pavement" and subject to
pedestrian traffic, shall have a 28-day compressive strength of not less than 4000 PSI
and a flexure strength (modulus of rupture) of not less than 650 PSI when tested in
accordance with the "Method of Test for Flexural Strength of Concrete (using simple
beam with third point loading), ASTM C78-84.
C. Durability:
1. General:
a. Concrete required to be air entraining shall contain the" Air Entraining
Admixture", and air content shall comply with table 4.2.24 of ACI 301-02.
b. All pumped concrete shall contain "High Range Water Reducing admixture or
Rheoplastic concrete admixture".
c. The "Water Reducing", Type A, or "Water Reducing and Retarding, Type D
admixtures complying with ASTM C494-92 may be used at the option of the
contractor at ambient temperatures under 80*F. At ambient temperatures
over 80*F, a Type D admixture must be used.
d. All concrete containing the "High Ranging Water Reducing Admixture"
(Superplasticizer) shall have a maximum slump of 8 inches or less otherwise
directed by the ENGINEER. The concrete shall be proportioned for a verified
slump of 2 to 3 inches, when the High Range Water Reducing Admixture is
added to increase the slump to the approved level. All concrete containing
Rheoplastic concrete admixture shall have a maximum slump of 10 inches,
and a verified initial water slump not to exceed 1 inch.
e. All other concrete shall be proportioned to have a maximu I p
tr
inches.
2. All normal weight concrete shall be air -entrained. The amount of total air content shall be in Co
accordance with Table 4.2.2.4 of ACI 301-02.
5.0 FORM WORK:
A. All formwork shall conform to Section 3 of ACI 301-02, and the Supplemental
Requirements as stated herein:
B. Earth cuts shall not be used as forms for vertical surfaces.
C. Form ties that leave through holes in the concrete are not permitted.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
D. No forms shall be removed prior to the concrete achieving 75% of its design strength.
E. Flat slab forms and stair slab forms shall not be removed for five days. Upon removal of
the forms, shoring shall be placed and remaining in place until the concrete is a
minimum of 14 days old.
6.0 REINFORCEMENT:
A. All reinforcement shall comply with Section 3 of ACI 301-02, and the Supplemental
Requirements as stated herein:
B. REINFORCING STEEL:
Bars #3 through #11 shall be deformed in accordance with ASTM A615-94,
Grade 60.
2. Bars #2 in size shall be plain round ASTM A615-94, Grade 40.
3. Welded wire fabric shall be plain wire.
4. Unless indicated otherwise, the minimum concrete protective cover
specified in Table 3.3.2.3 of ACI 301-02 is the minimum specified cover.
5. Slab and beam bottoms shall have reinforcement placed on plastic tipped or
zinc coated legs or chairs.
6. Any new placement of reinforcement shall be installed with a minimum of 24
diameters of overlap length.
C. Rebar Couplers: Shall be threaded or swage connected to the reinforcing bars to be
spliced. Any reinforcement to be welded shall be approved by the Th
coupler shall be capable of developing 125% of the yield strengthffltar
tension. In order to insure the proper orientation of the offset bars, t:.
connection of that bar must be swaged.
7.0 JOINT AND EMBEDDED ITEMS:
A. All items shall comply with Section 2 of the ACI 301-02, and the Supplemental
Conditions as stated herein:
B. EXPANSION JOINTS:
Premolded joint fillers shall be preformed bituminous types, conforming to
ASTM D1751-83, for joints without sealant.
2. Premolded expansion joint fillers for joints with sealant and where indicated
shall be non -extruding and resilient type in conformance with ASTM D1752-
84 and compatible with urethane joint sealant compounds.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
A � �
NE
MUG
PRODUCTION OF CONCRETE:
A. All concrete shall comply with Section 4.3 of ACI 301-02 and the Supplementary
Requirements as stated herein: -
B. READY -MIX CONCRETE:
The contractor shall provide copies of each delivery ticket to the
ENGINEER. The mix designation shall be included on the delivery ticket.
2. In no case shall concrete be cast -in -placed which is over 90 minutes old
from the time the mix was batched.
C. WEATHER CONDITIONS:
Where the relative humidity is less than the corresponding concrete
temperatures placed, or intended to be placed, as indicated in the following
Table, the contractor shall follow the recommendations of ACI 305R-91,
"Hot Weather Concreting";
Minimum
Concrete Relative
Temperature Humidity
100 deg F 80
95 deg F 70 NMW
90 deg F 60
85 deg F 50 I
80 deg F 40
75 deg F 30
The above Table is based upon a wind speed of 10 mph. For ambient wind
speeds in excess of 10 mph, the CONTRACTOR shall follow the
recommendations of Fig. 2.1.5 of ACI 305R-91, if the relationship of air
temperature, wind speed, relative humidity and concrete temperature
indicates a rate of evaporation in excess of 0.2 pounds per square foot per
hour.
2. Maximum concrete placement temperature is 90*F for all concrete except
Rheoplastic concrete. Appropriate measures shall be employed to maintain
concrete temperature at placement below 90*F. Maximum concrete
temperature of Rheoplastic concrete is 95*F at time of placement.
PLACING:
A. Placement of all concrete shall comply with Section 5 of ACI 301-02 and the
Supplemental Requirements as stated herein:
B. Protection: When the temperature of the concrete exceeds the minimum relative
humidity relationship specified, follow recommendations of ACI 305R-91, Chapter 4.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
C. The maximum freefall of concrete shall be 3 feet with the maximum lift thickness of 1
foot
For all concrete except Rheoplastic concrete. The maximum freefall and lift thickness
of
Rheoplastic concrete shall be 15 feet and 7 feet respectively.
10.0 REPAIR OF SURFACE DEFECTS:
A. The repair of all surface defects shall comply with the Supplementary Requirements as
stated herein:
B. With prior approval of the ENGINEER, as to the methods and procedures, all repairs of
defective areas shall conform to ACI 301-02, Section 5.3.7.
C. All defects designated as "structural" by the ENGINEER shall be repaired with prior
approval of the ENGINEER, as to the methods and procedures, using epoxy adhesive
and/or epoxy mortar materials submitted for approval in conformance with the
procedures as outlined in CONTRACT DOCUMENTS.
11.0 CONCRETE SLABS:
A. All cast in place concrete slabs shall comply with Section 5.3.3 of the ACI 301-02, and
the Supplemental Requirements as stated herein:
B. All finishes shall be in accordance with Section 5.3.3.5 of ACI 301-02, except for
exterior slabs receiving tile, pavers or similar coverings shall be trowel finished.
12.0 CURING AND PROTECTION:
A. The curing and protection of the concrete shall comply with Section 5.3.6 of ACI 301-
02, and the Supplemental Requirements as stated herein:
B. The preservation of moisture shall be in accordance with Section 5.3.6.4 of ACI 301-02.
1. CURING AND SEALING COMPOUND: Compound shall conform to
ASTM C-309-93, Type 1 or Type 1 D. Solids content shall be 30% minimum
and have test data from an independent laboratory indicating a maximum
moisture loss of 0.030 grams per sq. cm when applied at a coverage rate of
300 sq. ft. per gallon. The manufacturer's certification is required.
2. Apply all compounds in accordance with the man F&r
recommendations and directions. "a COP
3. All slabs, except for exterior walks and pavements that are exposed
concrete in the finished structure shall receive a curing and sealing
compound.
4. All slabs that are to receive cementitious or other toppings are to receive a
curing and hardening compound.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
l
5. The CONTRACTOR shall verify the compatibility of the compounds with the
proposed applied coverings or toppings.
6. The CONTRACTOR shall submit the manufacturer's product data for review
by the ENGINEER.
C. APPLICATION OF CURING, SEALING AND HARDENING COMPOUNDS: Apply all
compounds to the concrete floors and slabs in accordance with the manufacturer's
recommendation or as follows:
After the freshly poured concrete has been finished and hardened so not to
allow marring by application, uniformly apply the undiluted compound by
spray, brush or squeegee without allowing the compound to collect in low
spots.
2. Keep all traffic off the compound applied surface until the surface is
completely dry.
13.0 TESTING:
A. All testing shall comply with Section 1.6 of ACI 301-02, and the Supplementary
Requirements as stated herein:
B. All testing of the concrete to review the materials, mixture, strength, slump,
temperature, air content or any other information as required by the ENGINEER shall
be conducted and paid for by the CONTRACTOR.
C. Failure to meet the specifications, for whatever reason, and/or the replacement of the
CONTRACTOR requiring additional testing, shall be paid by the CONTRACTOR.
D. TESTING INTERVALS: For all concrete cast -in -place shall be tested at the following
intervals:
Strength test for concrete molds, cure and test five specimens, one at 3
days, one at 7 days and three at 28 days.
2. Make slump and one strength test for each 10 cubic yards or fraction thereof placed in any
one day.
a
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
SECTION 0500
APPROVED PRODUCTS
DESCRIPTION / USE
PRODUCT NAME
MANUFACTURER
SEALANTS & COATINGS:
A
Expansion Joint Seal
Sonolastic NP-2
BASF
B
Elastomeric Caulking
Sonolastic 150
BASF
C
Cemetitious Polymeric
Watertight
Sto
Waterproofing
Aquafin 2K/M
Aquafin
(Horizontal Surfaces)
Sikaguard Flexcoat
Sika
D
Epoxy for doweling bars
Sikadur 32
Sika
Planibond EBA
Mapei
E
Epoxy for crack repair
Sikadur 35
Sika
(low viscosity)
Planibond CR 50
Mapei
F
Penetrating sealer
Sikagard 701 W
Sika
Planiseal WR
Mapei
G Exterior Coatings (Vertical)
H Exterior Coatings (Horiz)
CONCRETE REPAIR PRODUCTS:
A Ready Mix:
- Cement Content: >560 #/yd,
- W/C ratio: < 0.40
- Total water soluble chloride ion (CI)
content < 0.05% by wt. of cement
B Repair mortars:
Regal Select Ben Moore
Flat Finish 105
StoCoat Texture Sto
Sikaguard Flexcoat ATC Sika
Design Mix Code Cemex
No.1177769
Full Depth Repair LA40 BASF
(Horizontal) Planitop FD Mapei
(Add 3/8" pea gravel aggregate if >4")
(3,200 psi after 24hrs)
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
DESCRIPTION / USE PRODUCT NAME MANUFACTURER
Planitop 15
Partail Depth Repair
Overhead/Vertical
Mapei
(Add 318" pea gravel aggregate if >2")
(4,350 psi after 24hrs)
Sto CR310 (Horiz.) STO
Mortar-40 AQUAFIN
Mapecem Quickpatch Mapei
Mortar-V/O AQUAFIN
Gel Patch BASF
(Up to 2" per lift)
Planitop XS Mapei
(Up to 4" per lift)
Sto CR702CI STO
Planitop 12 Mapei
C Bonding/Anti-Corrosion Agent Rebar Primer/Bond-CI AQUAFIN
Emaco P24 BASF
(Water -based epoxy-cementitious)
Powerprep AC STO
Planibond 3C Mapei
(Water -based Epoxy)
Zincrich BASF
(Epoxy primer w/ Zinc)
Mapefer 1 K Mapei
(Cementitious Polymeric)
D Portland Cement Plaster StoPowerwall Stucco (80103) STO
ASTM C 926-compliant field -mixed stucco
END OF SECTION
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
SECTION 0600
MISCELLANEOUS
A. Engineering Approvals / Inspections / Extensions
a. The engineer shall inspect and approve, as required, all limits and the extent of all
work.
b. The engineer shall verify measurements and certify, as required, all unit price items.
c. The engineer shall approve specifications for all contractor supplied materials at
least 5 days prior to material use or placement.
d. The engineer shall approve all work completed and all contractor billing, as
required. The owner(s) are not obligated to pay for any work not approved by the
engineer.
e. The engineer must approve all requests for work extensions or delays beyond the
contract completion date.
B. Completion Time
a. Substantial completion shall be determined when all work is completed or placed,
cleaning and painting is completed, scaffolding is removed and contractor's
equipment is removed from the work area.
b. Extension time shall be approved for increases on the scope of work prorated
based on quantities of work completed.
c. Extension time shall be approved for weather delays or other delays beyond the
contractor's control.
d. At engineers' discretion, correction or finish items that remain beyond the
completion date will not change the completion date of the project.
e. Any disputes regarding extension time and completion time shall be settled as
determined and approved by the engineer.
f. The contractor shall be liable for engineering inspection fees when repair work goes
beyond the completion date.
C. Additional Work or Work Not Anticipated
a. The contractor assumes responsibility for contract quantities for lump sum pricing
including field measurements and verification of existing dimensions. Quantities
and/or dimensions provided in the project specifications are estimates and for
reference only.
b. Contract quantities for unit price contract items will be based on actual quantities
approved by the engineer. Min width for small area concrete XuEesaWI
be based on'/ of rebar spacing, or not to exceed 6". ,c. All work anticipated to be performed on this project, or norm ly I&V
performed in doing similar work as on this project is intended to be included a no
extra cost, unless separately listed on the contract pricing page exhibit, or separate
pricing as provided for in a signed contract addendum or change order, or
otherwise acknowledged and approved by the owner in writing.
d. Any additional work requested or unanticipated work needed must be brought to the
attention of the engineer before doing the work. Any questions regarding pricing for
the work must be resolved before actually doing the work. The contractor shall have
the opportunity to propose pricing for any such work not covered by contract. Any
such work should only be performed upon acceptance of the proposed pricing by the
owner in writing.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
e. The owner(s) are not obligated to make payments for any such work performed that
is not provided for in the contract, or a contract addendum or change order,
otherwise acknowledged and approved by the owner in writing.
f. If unanticipated work is discovered that is absolutely required to be completed to
ensure structural safety or is otherwise in the critical path for project completion, the
engineer shall request, and the contractor shall provide a proposed change order
for the work and pricing. The engineer will determine cost reasonability based on
experience and knowledge of the work. If the owner does not execute said change
order after the engineer recommends approval, or does not contract for and have
the work done in a timely manner as determined by the engineer, the engineer shall
have authority to approve and execute the change order document and the owner
will be obligated to pay for said work.
D. Electrical Power
a. Unless otherwise provided for in the contract documents, the Association is
responsible for the cost of electric power for the project. The Association is also
responsible for providing a reasonable access point to the buildings power supply.
The contractor is responsible for coordinating the hook up to the provided power
supply. If an electrician is required for any temporary connections or modifications,
the contractor is responsible for coordinating the work, and the Association is
responsible for the cost. Any disputes shall be settled by the engineer.
E. Cleaning and Safety During the Project
a. Provide necessary protection at work areas, as required, during work to protect
from dust and debris entering interior spaces. Provide protection to adjoining
property, as required and in accordance with code requirements.
b. At the end of each workday, secure or store all equipment, machinery, materials,
etc. All swing stages are to be securely tied off when not in use. All swing stages,
equipment, machinery, materials, etc. are to be removed from the site at the
issuance of a tropical storm or hurricane warning.
c. 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
could support combustion and, at least weekly, remove empty containers, boxes and
bags. All debris and rubbish must be placed in approved dumpsters on a daily basis
and dumpsters emptied as required on a regular basis.
d. Keep approved fire extinguishers on hand for quick access, as required in Section
3309 of the Florida Building Code.
e. Ensure compliance with all safety requirements, as required by law, such as use of
safety harnesses, hard hats, and other equipment and pr s re wired.
f. On site portable sanitary facilities are required and shout teats CC P Y
the owner and maintained on a weekly basis.
F. Cleaning and Restoration of Property at Completion of Project
a. 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.
b. Remove excess materials and debris from job site. Leave areas in as clean a
condition as when first arrived at job site.
c. Reinstall all exterior building components removed or adjusted to providing access
for doing work. The reinstallation shall be done using the materials and
workmanship that would be expected for a new installation, taking into
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
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.
d. Replace or repair any areas damaged during the progress of work.
e. Replace all sod as required and any plants damaged beyond reasonable condition
during the progress of work.
G. Responsibility for Exterior Areas
a. The contractor will be responsible for securing and restricting free access to work
areas where is work being performed. The contractor must notify the condominium
in writing when and if any work areas cannot be safely secured at the end of each
workday.
b. The contractor will be held responsible for repairing exterior damages and cleaning
concrete and coating splatter caused by carelessness or lack of protection while
performing the work identified in the scope of work and work items list. Contractor
must provide adequate covering for doors, railing systems, steel columns, light
fixtures, etc. as required during the work.
c. If, for purposes of cleaning up at project completion, contractor's desires to apply
paint over concrete and/or coating splatter on any existing surfaces (i.e.: aluminum
railings, shutter, steel columns, etc.) as part of cleaning or repairing of exterior
damages, Contractor is responsible to obtain Owner's prior written approval.
d. The contractor will be held responsible for repairing damages caused by
carelessness or lack of protection while performing the work identified in the scope
of work and work items list. Contractor must anticipate and provide adequate
protection as required during the work for hidden utilities in building structures, i.e.:
electric conduits water and phone lines, etc. Contractor will not be held responsible
for any underground utilities. Any question regarding contractor's responsibility to
repair damaged electric conduits, water and phone lines, etc. shall be determined
by the engineer.
e. Unless otherwise provided for, the contractor will not be held responsible for
unavoidable damages, including but not limited to exterior wall areas, pavement, or
landscaping.
f. The engineer shall determine any disputes regarding reasonableness of repairs.
H. Warranties
I. 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 th of m letion
date of the project. This warranty shall only apply to new mateew- is
performed and shall not apply to existing areas not repaired.
u
J. 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.
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
e
K. 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.
END OF SECTION
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460
SECTION 0700
REPAIR LOCATIONS
Unit 309/409 — at Living Room Sliding Glass Door
BUNKER ENGINEERING & CONSTRUCTION SERVICES, INC.
120 North Federal Highway, Suite 305, Lake Worth, FL 33460