HomeMy WebLinkAbout82 SP100 Building SpecificationsSECTION: 01000
GENERAL REQUIREMENTS,
1. GENERAL CONTRACTOR TO NOTIFY THE OWNER IN WRITING, DURING THE BIDDING
PROCESS, OF ANY DISCREPENCIES FOUND IN THE PLANS OR SPECIFICATIONS.
2. GENERAL CONTRACTOR IS RESPONSIBLE FOR BALANCING THE SOILS ON SITE AND
DISPOSING AF ANY EXTRA DIRT, CURBING, CONCRETE, ASPHALT OR MISCELLANEOUS
MATERIALS NECESSARY TO COMPLETE THE PROJECT AS PER PLANS. IF BAD SOILS
ARE ENCOUNTERED THE REMOVAL AND REPLACEMENT WILL BE BILLED AS TIME AND
MATERIALS TO BE PAID BY OWNER.
3. TEMPORARY POWER, LIGHT AND HEAT TO BE PAID BY CONTRACTOR.
4, IF POOR SOIL CONDITIONS ARE ENCOUNTERED DURING EXCAVATION FOR FOOTINGS,
THE REQUIRED EXCAVATION SHALL BE UNDERMINED AND BACKFILLED WITH
COMPACTED 453 STONE TO A DEPTH SUITABLE TO OBTAIN A MINIMUM SOIL BEARING
PRESSURE OF 3000 PSF AT THE COST OF THE OWNER.
5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE TOTAL PROJECT SUPERVISION.
6. DAILY PROJECT CLEAN-UP AND DISPOSAL SHALL BE REQUIRED BY EACH
SUBCONTRACTOR,
7. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FINAL PROJECT CLEAN-UP.
8. ALL WALL PENETRATIONS SHALL BE SEALED BY TRADE MAKING PENETRATION IN
COMPLIANCE WITH BUILDING CODES AND TO SATISFACTION OF OWNER.
9. ALL WORK SHALL BE WARRANTED FOR A ONE (D YEAR PERIOD FROM THE
POSSESSION DATE.
10. ANY FINAL PUNCH LIST ITEMS SHALL BE TAKEN CARE OF WITHIN SEVENTY-TWO
(72) HOURS UPON RECEIVING PUNCH LIST.
It. ALL SUBCONTRACTORS ARE TO REVIEW SPECIAL NOTES.
12. ALL SUBCONTRACTORS ARE REQUIRED TO SUPPLY THEIR OWN MATERIAL STORAGE.
13. ALL WORK MUST COMPLY WITH ALL APPLICABLE GOVERNMENTAL AND/OR AGENCY
REQUIREMENTS AND CODES INCLUDING, BUT NOT LIMITED TO, 2008 InBC - 2008
Indiana Building Code (2006 IBC with state amendments) ILC/ANSI A117.1-2003)
1999 Indiana Plumbing Code (1997 UPC with state amendments) 2009 Indiana
Electrical Code (2008 NEC with state amendments) 2008 Indiana Mechanical
Code (2006 IMC with state amendments) 2008 Indiana Fuel Gas Code (2006 IFGC
with state amendments) 2008 Indiana Fire Code (2006 IFC with state
amendments) 2010 Indiana Energy Conservation Code (ASHRAE 90.1, 2007 with state
amendments) 14. A SCHEDULE OF THE WORK REQUIRED AND A TIME TABLE FOR
THE COMPLETION OF ALL ITEMS SHALL BE PROVIDED TO THE OWNER BEFORE WORK
COMMENCES. ALL WORK MUST BE COMPLETED IN A PROFESSIONAL, WORKMANLIKE,
AND TIMELY MANNER.
15, THE GENERAL CONTRACTOR SHALL PROVIDE THE OWNER WITH A NEATLY MARKED
SET OF 'AS BUILT' CONSTRUCTION DOCUMENTS ALONG WITH A LIST OF ALL
SUBCONTRACTORS AND WARRANTIES WITHIN (30) DAYS OF COMPLETION OF
CONSTRUCITON.
16. A VALID CERTIFICATE OF OCCUPANCY SHALL BE PRESENTED TO THE OWNER PRIOR
TO ACCEPTANCE OF COMPLETION OF GENERAL CONTRACTOR WORK,
17. THE PROJECT DRAWINGS AND SPECIFACATIONS ARE A SET AND ARE INTENDED TO
COMPLEMENT EACH OTHER. IF THERE IS A CONFLICT BETWEEN DRAWINGS AND
SPECIFICATIONS, THE MOST STRINGENT REQUIREMENT SHALL TAKE PRECEDENCE,
18. GENERAL CONTRACTOR TO PROVIDE A 'TURN -KEY' BUILDING PER PLANS AND
SPECIFICATIONS. SUBMITTALS, 19. Werk Submittals The provisions of this
section apply to required submittals related to units of work not to
administrative submittals Including payment requests, Insurance certificates
and progress reports. Special Project Warranties, 2 executed copies, plus
conformed copies as required In maintenance manuals. MAINTENANCE MANUALS,
20. Two (2) bound copies. Record Drawings Original maintained mark-up
prints, plus two (2) photographic copies which may, at Contractor's option,
be reduced to not less than half size (507. reduction of width and length).
SECTION: 02000
EXCAVATING, BACKFILLING AND COMPACTING FOR STRUCTURES
1.01 REFERENCES:
A. Except as herein specified or as indicated on the Drawings, the work of
Section shall comply with the following:
1. ASTM Standards:
a. D 1557 - Test Methods for Moisture -Density Relations of Soils
and Soil Aggregate Mixtures using 10 It. Rammer and 18 -inch Drop 1.02
QUALITY ASSURANCE
A. Compaction:
1. Density shall be determined by using the modified Proctor method,
AS11M D 1557.
2. Compact fill and backfill to at least 95% maximum density.
3. The first 12 -inches of subgrade below all structures, fill and backfill
on the Site:
a. Shall be tested for density.
b. Compact to at least 95% maximum density if the existing density
is below 95%. 1.03 PROJECT CONDITIONS:
A. Existing structures and utilities:
1. Locate all existing underground utilities prior to starting
excavation.
2. Where service lines or structures are encountered which are in active
use:
a. Provide adequate protection for them.
b. Be responsible for damages to such utilities.
3. Provide stand-by utility service if temporary removal is necessary for
a period exceeding 2 hours.
4. Where utility service connections to occupied buildings must be
temporarily disconnected, give 8 hours notice to the affected
occupants of the time and duration of the anticipated shut off.
5. Raise, lower, or move underground utilities or structures which
interfere with the line or structure being constructed as part of this
Work. PART 3 - EXECUTION 3.01 EXCAVATION
A. Rock excavation:
1. Notify ENGINEER prior to removal if rock is encountered.
2. Where rock is encountered within the excavation, expose the surface
of the rock sufficient to permit adequate measurements to be taken
before the rock excavation is started.
B. Front protection: Protect bottoms of excavations from frost. 3.02 FILL:
A. General:
1. Do not place fill until the subareas has been examined by ENGINEER.
2. Place fill in even layers not exceeding 10 inches ,n depth and
thoroughly compact as herein specified.
3. Do not place additional fill until compaction on a lift complies
with specification requirements.
4. If an analysis of the soil being placed shows a marked difference
from 1 location to another, the fill being placed shall not be made up
of a mixture of these materials.
5. Handle each different type of material continuously so that field
control of moisture and density may be based upon a known type of
material.
6. Do not place fill following a heavy rain without first making
certain an isolated test areas that compaction can be obtained with-
out damage to the already compacted fill.
B. Compaction:
1. Select compaction equipment to achieve the required compaction with-
out damaging adjacent structures.
2. Suggested equipment selections:
a. If soil is predominantly granular, use pneumatic tired or
vibratory drum rollers loaded to not less than 325 pounds per
rated inch of lire width.
b. For cloy fills, compact each layer with sheeprfoot rollers. Rollers
shall have staggered rows of feet projecting not less than 7
inches from drum and shall be loaded to produce at least 200
pounds per square inch of tamping area in contact with the
ground.
C. Compact around structures with hand -operated vibrating compactors
for granular soils and Barco rammer type compactors for clay soil
C. Moisture:
1. Compact all fill with the moisture content as established by the 95%
intercepts on the moisture density curves or the moisture content at
the shrinkage limit, whichever is less.
2. If fill material is too wet, provide and operate approved means to
assist the drying of the fill until suitable for compaction.
3. If fill material is too dry, provide and operate approved means to add
moisture to the fill layers.
3.03 STRUCTURE BACKFILL:
A. General:
1. Remove gains from excavations before backfilling.
2. Do not backfill against foundation walls until:
a. Approved by ENGINEER
b. All indicated perimeter insulation is in place.
3. Protect insulation during filling operations.
4. Wherever possible, backfilling shall be simultaneous on both sides of
walls to equalize lateral pressure.
5. Do not backfilla only 1 side of vertically spanning walls unless
walls are adequately shored or permanent construction is in place to
furnish lateral support on both top and bottom of wall.
6. Place all backfill in layers not exceeding 10 -inches in depth.
7. Do not place backfill on frozen subgrade. 3.04 EXCESS WATER CONTROL
A. Regulations and permits:
1. Obtain all necessary soil erosion control permits.
B. Unfavorable weather:
1. Do not place. spread, or roll any fill material during unfavorable
weather conditions.
2. Do not resume operations until moisture content and fill density are
satisfactory to ENGINEER.
C. Pumping and drainage:
1. Provide, maintain, and use M all times during construction adequate
means and devices to promptly remove and dispose of all water from
every source entering the excavations or other parts of the Work.
2. Demeter by means which will ensure dry excavations. pressure final
lines and grades. and do not disturb or displace adjacent soil. Use
wells, portable pumps, temporary underdroins or other methods as is
necessary.
3. Perform pumping and drainage:
a. In such a manner to cause no damage to property or structures and
without interference with the rights of the public, owners of
private property, pedestrians, vehicular traffic, or the work of
other contractors.
b. In accordance with all pertinent laws, rules, ordinances and
regulations.
4. Do not overload or obstruct existing drainage facilities.
5. Provide berms or channels to prevent flooding of subgrade. Promptly
remove all water collected in depression. 3.05 DISPOSAL OF EXCESS EXCAVATED
MATERIAL:
A. Generol:
1. Remove and properly dispose of all excavated material not needed to
complete filling and backfilling.
2. Dispose of excess excavated material at a location off the Site. (Unless
otherwise specified)
3. Disposal of materials shall not violate Iowa. miss, regulations and the
like regarding the filling of flood plains, wet lands and other
environmentally sensitive areas.
4. Provide adequate controls to maintain disposal sites in a neat and
safe condition by periodic leveling of material, the control of erosion
and such other practices as are necessary. 3.06 CLEANUP:
A. Upon completion of the work of this Section, remove all rubbish. trash,
and cables resulting form construction operations. Remove surplus
equipment and tools. Leave the Site in a neat and orderly condition
acceptable to ENGINEER, and in conformance with SWPPP.
SECTION: 03000
CONCRETE REQUIREMENTS,
FOUNDATIONS
1. A soils report was not provided for this project. This contractors is
responsible for contacting a qualified Geotechnical Engineer to verify that
the existing sub -surface conditions and other soils related items are
adequate for the design requirements listed below.
2. Exterior footings shall bear a minimum of 30" below finish grade
3. Foundations have been designed for the following net soils pressures:
Isolated Spread Footings: 2,000 psf
Continuous Wall Footings: 2,000 psf
4. Foundation excavation shall be mode to plan elevations. The soil
conditions beneath foundations shall then be inspected by a qualified
Geotechnical Engineer. If the soils under the foundations are unacceptable,
Use one of the following procedures:
A. Remove the unacceptable soil and backfill with engineered fill compacted
to 100% standard proctor density and in accordance with the geotechnical
report or inspecting Engineer.
B. Lower the footing to an acceptable soil.
5. Excavations for spread footings, combined footings, continuous footings
and/or mat foundations shall be cleaned and hand tampered to a uniform
surface. Footing excavations shall have the sides and bottoms temporary
lined with 6 mil visqueen if placement of concrete does not occur within 24
hours of the excavation of the footing.
6. Soils under the slab -on -grade shall be compacted per the geotechnical
report. Soils work shall be inspected by a material testing lab.
7. Foundation conditions noted during construction, which differ from those
described int eh geotechnical report shall be reported to the Structural
Engineer, Geotechnical Engineer and construction manager before further
construction is attempted.
CONCRETE
1. Reinforced concrete has been designed in accordance with the "Building
Code Requirements for Structural Concrete(ACI 318-95) and
Commentary (ACI 318R-95).
2. Mixing, transporting, and placing of concrete shall conform to the latest
edition of 'Specifications for Structural Concrete for Buildings" (ACI 301).
3. Concrete in the following areas shall consist of natural sand fine
aggregates and numeral weight coarse aggregates conforming to ASTM C33,
Type I Portland cement conforming to ASTM C150, and shall have the following
compressive strength (F'c) at 28 days:
3000 psi: Footings, pilasters, and pedestal.
4000 psi: Slabs on grade
4000 psi with 6% +/- 1-1/2% entrained air by volume:
Retaining, knee and foundations walls, Curbs, sidewalks and other
Concrete exposed to de -iters or freeze/thaw conditions
4. Fly ash may be used as a pozzolan to replace a portion of the
cement in a concrete mix, subjet to the approval of the Structural
Engineer. Fly ash, when used, shall confomen to ASTM C618.
Concrete mixes using fly ash shall be proportioned to account for the
properties of the specific fly ash used and to account for the fly ash
effects on the properties of the concrete. The ratio of the amount
of the fly ash to the amount Portland cement in the mix shall not
exceed 20 percent.
5. Adjustment of slump by adding water to the mix at the job site
shall occur as follows. Adjustment shall be made one time only with
a maximum of 2 gallons of water per cubic yard such that the
specified slumps and water/cement ratios are not exceeded. The
concrete shall be mixed after the addition of water one minute per
cubic yard to a maximum of 5 minutes.
6. Protect the concrete surface between finishing operations on hot,
dry days or any time plastic shrinkage crocks could develop by using
we burlap, plastic membranes of fogging. Protect concrete surfaces
at all times from rain, hail or other injurious effects.
7. Horizontal joints will not be permitted in concrete construction
except as shown on the concrete documents. Vertical joints shall
occur at locations approved by the Structural Engineer.
CONCRETE SLABS ON GRADE
1. Slabs on grade shall be constructed in accordance with the
latest edition of the "Guide for Concrete Floor and Slab
Construction" (ACI 302.1R).
2. In addition to the specifications noted elsewhere, concrete for
interior flatwork shall conform to the following:
470 lbs. of cement per cubic yard of concrete, minimum
0.45 maximum water cement ratio
3 inch maximum slump prior to addition of plasticizers
5 inch maximum slump if plasticizers are not used
Midrange of highrange water reducing admixture required
3. In addition to the specifications noted elsewhere, concrete for
exterior flatwork curbs and walls exposed to freeze/thaw shall conform
to the following:
564 Has. of cement per cubic yard, minimum
0.45 maximum water cement ratio by weight
3 inch maximum slump plan to addition of plasticizers
5 inch maximum slump if plasticizers are not used
Midrange or highronge water reducing admixture required
4. Place concrete in a manner so as to prevent segregation of the
mix. Delay floating and troweling operations until the concrete has
lost surface water sheen or all free water. Do not sprinkle free
cement on the slab surface.
5. Provide curing of concrete slabs immediately after finishing using
a sprayed on liquid curing compound. Other methods may be used
with approval by structural engineer.
6. Slabs on grade shall receive a smooth trowel finish, and be
placed to achieve the following minimum tolerances:
Overall values: FF = 35, FL = 25
Local values: FF = 25, FL = 15
COLD WEATHER INSTALLATION REQUIREMENTS:
4. Adequate equipment shall be provided for heating concrete
materials and protecting concrete during freezing or near freezing
weather.
5. All concrete materials and all reinforcement forms, fillers. and
ground with which concrete is to come in contact shall be free from
frost.
6. Frozen materials or materials containing ice shall not be used.
SECTION: 04000
MASONRY REQUIREMENTS,
1. Reinforcing steel shall be deformed bars of new billet steel
conforming to ASTM A615-90 with a minimum yield strength of 60,000
psi.
2. Reinforcing steel, which is to be welded, shall conform to ASTM
A706 "Low -Alloy Steel Deformed Bars for Concrete Reinforcement".
3. Reinforcing bar detailing, fabricating, and placing shall conform to the
latest edition of "Specifications for Structural Concrete for
Buildings' (ACI 301).
4. Provide standard bar chairs and spacers as required to maintain
specified concrete protection.
5. Reinforcement bars shall not be tack welded, welded, heated or cut
unless indicated on the contract documents or approved by Structural
Engineer.
8. Unless otherwise shown or noted, splicing of reinforcing bars shall
conform to ACI 318-95. Where the length of lop is not shown or
noted, provide a Class "B" lap at splices.
9. Horizontal bars in walls or grade beams shall be bent at comers and
Intersections in a way that continuity is provided through the joint.
Separate corner bars of the same size and spacing as the horizontal
reinforcing may be substituted for the bent bars.
10. Unless noted otherwise, provide 2-#5 bars (one each face) around
unframed openings in concrete walls and grade beams. Place bars parallel
to sides of the opening and extend 24" beyond comers.
11. Provide galvanized steel wire joint reinforcement in oil masonry
construction. Reinforcement shall be continuous and lapped sixteen inches
at splices. Cut reinforcement at all control and expansion joints. Space
reinforcement at 8" on center for stock bond construction, parapets and
below building floor elevation. Elsewhere space reinforcement at 16 inches
on center.
MASONR
1. Concrete masonry has been designed in accordance with the latest
edition of the "Building Code Requirements for Concrete Masonry
Structures" (ACI 530).
2. Concrete masonry construction shall conform to the latest edition of
the "Specification for Concrete Masonry Construction' (ACI 530.1).
3. Concrete masonry construction shall be inspected as required by
the "Specifications for Concrete Masonry Construction" (ACI 530.1).
4. Concrete masonry construction shall have a minimum compressive
strength (fire) of 1,500 psi at 28 days.
5. Mortar shall be type M below grade and type M or S above grade
proportioned in accordance with the latest edition of ASTM C270 or C476.
6. Unless otherwise noted, reinforced masonry cores, core specified to
be filled on the drawings, and bond beams shall be filled with concrete
with a minimum 2,500 psi compressive strength
at 28 days, 3/4" maximum aggregate and 7" maximum slump.
7. Unless otherwise noted, provide two 1/2" diameter x V-2" hooked
anchor bolts at beam bearings shown on framing plans. Space at beam
gage.
8. Beams, lintels, joists, etc. shall bear on bond beams or hollow
masonry units with cores filled solid with grout. See drawings for
minimum requirements.
2104.3 Cold weather construction. The cold weather construction
provisions of ACI 530.1/ASCE 6/TMS 602, Article 1.8 C. or the following
procedures shall be implemented when either the ambient temperature falls
below 40'F (CC) or the temperature of masonry units is below 40'F (4'C).
2104.3.1 Preparation.
1. Temperatures of masonry units shall be not be less than 20'F (-TC)
when laid in the masonry. Masonry units containing frozen moisture, visible
ice or snow on their surface shall not be laid.
2. Visible ice and snow shall be removed from the top surface of
existing foundations and masonry to receive new construction. These
surfaces shall be heated to above freezing, using methods that do not
result in damage.
2104.3.2 Construction. The following requirements shall apply to work
in progress and shall be based on ambient temperature.
2104.3.2.1 Construction requirement for temperatures between 40'F
(4'C) and 37F (0'C). The following construction requirements shall be
met when the ambient temperature is between 40'F (4'C) and 37F ((rC):
1. Glass unit masonry
2. Water and aggregates used in mortar and grout shall not be heated
above 140'F (60'C).
3. Mortar sand or mixing water shall be heated to produce mortar
temperatures between 407 (4'C) and 120'F (49'C) at the time of mixing.
When water and aggregates for grout are below 32'F (O'C), they shall
be heated.
2104.3.2.2 Construction requirements for temperatures between 37F
(O'C) and 25'F (-4'C). The requirements of Section 2104.3.2.1 and the
following construction requirements shall be met when the ambient
temperature is between 37F ((rC) and 256F (-4'C):
1. The mortar temperature shall be maintained above freezing until used
in masonry.
2. Aggregates and mixing water for grout shall be heated to produce
grout temperature between 707 (214C) and 120'F (4TC) at the time of
mixing. Grout temperature shall be maintained above 70'F (21'C) at the
time of grout placement.
3. Heat AAC masonry units to minimum temperature of 40'F (CC)
before installing thin -bed mortar.
2104.3.2.3 Construction requirements for temperatures between 2ST
(-4'C) and 20'F (-TC). The requirements of Sections 2104.3.2.1 and
2104.3.2.2 and the following construction requirements shall be met
when the ambient temperature is between 256F and (-46C) and 20'F
(-TC):
1. Masonry surfaces under construction shall be heated to 407 (4'C).
2. Wind breaks or enclosures sholl be provided when the wind velocity
exceeds 15 mile per hour (mph) 24 km/h.
3. Prior to grouting, masonry shall be heated to a minimum of 40'F
(,rc)
2104.3.2.4 Construction requirements for temperatures below 20'F
(-TC). The requirements of Sections 2104.3.2.1, 2104.3.2.2 and
21043.2.3 and the following construction requirement shall be met when
the ambient temperature is below 20'F (-TC): Enclosures and auxiliary
heat shall be provided to maintain air temperature within the enclosure to
above 32'F (O'C).
2104.3.3 Protection. The requirements of this section and Sections
2104.3.3.1 through 2104.3.3.5 apply after the masonry is placed and shall
be based on anticipated minimum daily temperature for grouted masonry
and anticipated mean daily temperature for ungrouted masonry.
2104.3.3.1 Glass unit masonry. The temperature of glass unit
masonry shall be maintained above 401F (47C) for 48 hours after
construction.
2104.3.3.2 AAC masonry. The temperature of AAC masonry shall be
maintained above 327 (O'C) for the first 4 hours after thin -bed mortar
application.
2104.3.3.3 Protection requirements for temperatures between 40'F
(4'C) and 25'F (-4'C). When the temperature is between 40'F (4'C) and
25'F (-4'C), newly constructed masonry shall be covered with a
weather -resistive membrane for 24 hours after being completed.
2104.3.3.4 Protection requirements for temperatures between 25T
(-46C) and 20'F (-TC). When the temperature is between 25'F (-CC)
and 207 (-TC), newly constructed masonry shall be completely covered
with weather -resistive insulated blankets, or equal protection, for 24 hours
after being completed. The time period shall be extended to 48 hours for
grouted masonry, unless the only cement in the grout is Type III Portland
cement.
2104.3.3.5 Protection requirements for temperatures below 20'F
(-TC). When the temperature is below 20'F (-TC), newly constructed
masonry shall be maintained at a temperature above 37F (O'C) for at
least 24 hours after being completed by using heated enclosures, electric
heating blankets, infrared lamps or other acceptable methods. The time
period shall be extended 48 hours for grouted masonry, unless the only
cement in the grout is Type III Portland cement.
2104.4 Hot weather construction. The hot weather construction provisions
of AC1530.1/ASCE 6/TMS 602, Article 1.8D, or the following procedures
shall be implemented when the temperature or the temperature and wind
velocity limits of this section are exceeded.
2104.4.1 Preparation. The following requirements shall be met prior
to conduction masonry work.
2104.4.1.1 Temperature. When the ambient temperature exceeds
100'F (386C), or exceeds 906F (37C) with a wind velocity greater than 8
mph (3.5 m/s):
1. Necessary conditions and equipment shall be provided to
produce mortar having a temperature below 120'F (49'C).
2. Sand piles shall be maintained in a damp, loose condition.
2104.4.1.2 Special conditions. When the ambient temperature
exceeds 1157 (466C), or 105T (4TC) with a wind velocity greater than 8
mph (3.5 m/s), the requirements of Section 2104.4.1.1 shall be
implemented, and materials and mixing equipment shall be shaded from
direct sunlight.
2104.4.2 Construction. The following requirements shall be met while
masonry work is in progress.
2104.4.2.1 Temperature. When the ambient temperature exceeds
100'F (,WE) or exceeds 90'F (3TC) with a wind velocity greater than 8
mph (3.5 m/s):
1. The temperature of mortar and grout shall be maintained below 120'F
(49'C).
2. Mixer, mortar transport containers and mortar boards shall be flushed
with cool water before they come into contact with mortar ingredients
or mortar.
3. Mortar consistency shall be maintained be retempering with cool
water.
4. Mortar shall be used with 2 hours of initial mixing.
5. Thin -bed mortar shall be spread no more than 4 feet (1219 mm)
ahead of AAC masonry units.
6. AAC masonry units shall be placed with one minute after spreading
thin -bed mortar.
2104.4.2.2 Special conditions. When the ambient temperature
exceeds LIST (46'C), or exceeds lOST (4(YC) with a wind velocity greater
than 8 mph (3.5 m/s), the requirements of Section 2104.4.2.1 shall be
implemented and cool mixing water shall be used in mortar and grout.
The use of ice shall not be permitted in mixing water when added to the
other mortar or grout materials.
2104.4.3 Protection. When the mean daily temperature exceeds 100'F
(386C) or exceeds 90'F (3TC) with a wind velocity greater than 8 mph
(3.5 m/s), newly constructed masonry shall be fog sprayed until damp at
least three times a day until the masonry is three days old.
SPECIAL REQUIREMENTS,
L MASONRY CONTRACTOR WILL BE RESPONSIBLE FOR SETTING VERTICAL REBAR
IN FOOTERS AT PROPER LOCATIONS, WORK TO BE COORDINATED WITH
FOOTER CONTRACTOR.
2. MASONRY CONTRACTOR WILL BE RESPONSIBLE TO FURNISH BRACING
MATERIAL AND BRACE ALL BLOCK WALLS DURING CONSTRUCTION,
3, MASONRY CONTRACTOR TO INSTALL ALL STEEL WALK DDDR FRAMES.
4, THE TOPS OF ALL MASONRY WALLS TO BE COVERED (AT THE END OF EACH
WORK DAY) TO PREVENT ANY MOISTURE FROM ENTERING THE WALL SYSTEM.
SECTION: 05000
METAL FABRICATIONS,
SCOPE
Furnish all Labor, material, tools, and equipment necessary to
complete all steel, and Iron work shown on the drawings and herein
speclfled.
GENERAL
Design fabrication shot comply with the recommendations of the
American Institute of Steel Construction, latest edition.
STRUCTURAL STEEL
Materinb Structural steel shall conform to ASTM Serial
Designation A-36.
Erection, ALL work shall be executed by experienced craftsman In
accordance with the best practice In Iron and steel work.
Welding, Welding shall be done by the shielded arc method in
accordance with the Standard Code for Arc and Gas Welding In
Building Construction, American Welding Society, latest edition.
Painting, All steel, except that which will be encased In
concrete, shall be given a prime coat of rust Inhibitive paint
before all to the Job.
Other Materlals Ali materials not specifically described, but
required for complete and proper Installation shall be new and of
the best quality.
GUTTERS, DOWNSPOUTS AND PARAPET CAPS
1. METAL PARAPET CAP TO BE 24 GAUGE METAL WITH
KYNAR 500 FINISH
2. ALL SCUPPERS TO BE FURNISHED BY ROOFING CONTRACTOR,
3. ALL DOWNSPOUTS TO BE 6' OPEN FACED METAL DOWNSPOUTS.
SECTION: 06000
STRUCTURAL STEEL REQUIREMENTS,
STRUCTURAL STEEL - ASD
1. Structural steel detailing, fabrication and erection shall conform to the
AISC "Specification for Structural Steel Buildings", thirteenth edition with
amendments, and the AISC "Code of Standard Practice for Steel Buildings
and Bridges", latest edition with amendments.
2. Do not proceed with erection until the controlling contractor has provided
evidence, satisfactory to erector, that the site and sub -structure is ready
for erection to proceed per OSHA sub -part R/
3. Concrete supporting structural steel must obtain a compressive strength
(f'c) of 2,500 psi before setting steel.
4. Erector shall maintain adequate temporary bracing in each direction until
diaphragm and lateral brace construction is completed.
5. Structural steel wide flange shapes shall conform to ASTM A992 or A572,
grade 50 with special requirements per AISC technical Bulletin J3, dated
March 1997. Other rolled shapes and plates shall conform to ASTM A36.
(Unless noted otherwise on drawings).
6. Structural steel tubing shall conform to ASTM A500, Grade B.
7. Anchor rods shall conform to ASTM F1554, grade 36 (Fy = 36 mi) unless
noted otherwise.
B. Structural steel shall be shop -painted with rust inhibiting primer. Primer
color shall be grey unless otherwise directed by the Architect.
9. Design connections not shown in accordance with the latest ABC
Specification and Manual of Steel Construction. Design beam connections
not shown, to support one-half the total uniforn load -carrying capacity
of the beam.
10. Unless otherwise noted, bolted connections for struclurol steel members
shall be made with Y,," diameter high strength bolts, conforming to ASTM
A325. Bolted connections shall be tightened to the snug tight condition,
unless noted otherwise. Bolted connections in wind brace elements shall
be tightened using the tum -of -nut method. Connections shall conform to
the "Specification for Structural Joints Using ASTM A325 or
A490 Bolts", approved by the Research Council on Structural Connections
of the Engineering Foundation.
11. Welding procedures shall conform to the latest edition of the American
Welding Society's (AWS) Structural Welding Codes for: Steel ANSI/AWS
CIA, Sheet Steel ANSI/AWS D1.3 and Reinforcing Steel ANSI/AWS D1.4.
12. Welded connections involving ASTM A572 or A992 steel shall be made with
E70XX low hydrogen electrodes. Other welded connections may be made
with regular E70XX electrodes.
13. Splicing of structural steel members where not detailed on the contract
documents is prohibited without the prior approval of the Structural
Engineer.
14. Beams shall be cambered upward where shown on the contract
documents. Where no upward camber is indicated, any mill camber shall
be detailed upward in the beams.
STEEL JOIST NOTE
1. All steel joists shall be designed, fabricated and erected in accordance
with SJI Standard Specifications,
2. Joist bridging shown schematically indicated. Provide all bridging necessary
to conform to Sal Specifications.
3. The ends of all bridging lines terminated at walls or beams shall be
anchored to the wall or beam.
4. Joist bridging and connections shall be completely installed prior to placing
any construction loads on the joists.
5. Joists on column centerlines shall have extended bottom chord connections
for erection stability, unless otherwise noted. Do not connect bottom
chord extensions, unless otherwise noted or shown.
6. Joists on, or near column centerlines shall have field -bolted connections
for erection stability, unless otherwise noted.
7. The Joist Manufacturer shall coordinate with the Structural Steel Fabricator
for the design of all connections to supporting columns, beams, bearing
seats. etc. prior to submittal of shop drawings.
B. All steel joists shall be furnished with standard SJI camber, unless noted
otherwise.
9. All items suspended from joists such as catwalks, basketball goals,
operable partitions, etc. should be installed after all dead loads of roofing,
flooring, ceilings, etc. are installed.
10. All joists shall be shop armed in accordance, with SJI requirements.
Color to match structural steel primer unless approved in writing.
11. Provide sloped bearing ends where joists slope exceeds %" per foot.
12. Do not field cut or alter joists without the written approval of the Joist
Manufacturer.
13. Steel roof joists and metal deck connections shall be capable of resisting
the following NEr wind uplift pressures. Provide all additional row of
continuous horizontal bottom chord bridging at the first panel point location at
each end of all roof joists.
STEEL DECK NOTES
1. All steel deck material, fabrication and installation shall conform to the
Steel Deck Institute "SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF
RECOMMENDED STANDARD PRACTICE", current edition, unless noted.
2. Provide members for deck support at all deck span changes. Provide
L3x3x3/16 deck support at all columns where required.
3. All deck shall be provided in a minimum of 3 -span lengths where
possible.
4. All welding of steel deck shall be in conformance with AWS Specification
D1.3. Provide welding washers for all floor decks less than 22 gauge in
thickness.
5. Mechanical fasteners may be used in lieu of welding, providing fasteners
meet, or exceed the strength of specified welds. Submit fastener design data
to the Engineer of Record for review.
6. Substitution of fiber secondary reinforcement for welded wire fabric on
supported slabs is prohibited.
7. Do not suspend any items, such as ductwork, mechanical or electrical
fixtures, ceilings, etc. from steel floor or roof deck.
8. Roof deck sidelaps shall be attached at ends of cantilevers and a
maximum spacing of 12" o.c. from cantilevered roof deck ends. The roof
deck must be completely fastened to the supports and at the sidelaps before
any load is applied to the cantilever.
9. Submit shop drawings for review of general conformance to design
concept in accordance with Specifications in the Project Manual. Erection
drawings shall show type of deck, shop finish, accessories, method of
attachment, edge details, deck openings and reinforcement, and sequence of
Installation.
10. Installation holes shall be sealed with a closure plate 2 gauges thicker
than deck and mechanically fastened to deck. Steel deck holes visible from
below will be rejected. Deck units that are bent, warped, or damaged in any
way would impart the strength and appearance of the deck shall be removed
from the site.
11. Where gauge metal pourstops are indicated, supply pourstops designed to
meet, or exceed the gauges listed in the SDI Poursto, Selection Table (min.
18 ga.) as required for slab depth, concrete weight, and cantilever distance,
unless noted otherwise.
12. The Erector shall shim between parallel roof beams and joists with
differential mill and induced cambers for level deck bearing.
SECTION: 07000
ROOFING SYSTEM REQUIREMENTS,
1. THE FLAT ROOF SHALL BE A WHITE, 502 DURALAST SYSTEM INSTALLED PER THE
MANUFACTURERS SPECIFICATIONS, WITH BOTH (2) LAYERS Of 2' ISO BD INSULATION
R -VALUE OF 21.7. RODFER TO FLASH WALLS, ROOF TOP CURBS, AND ALL VENTS.
ROOFING CONTRACTOR TO FURNISH A 15 YEAR WARRANTY WITH HAIL DAMAGE,
SECTION: 08000
STORE FRONT REQUIREMENTS,
Note: For all storefront frames information see architectural
plane. All showroom frames to be curtain wall. At other
exterior glass to be front set glass.
ALUMINUM DOORS AND FRAMES
PARI 1 - GENERAL
1.01 SUMMARY
A. Section includes:
1. This Section includes, but is not necessarily limited to, the
furnishing and installation of the major items listed below as indicated
on the Drawings, as specified herein, and as necessary for the proper
and complete performance of the Work.
2. Major items:
a
Alumrs Aluminum exterior doom with
hardware except lock cylinders and where noted to be per
Hardwore Schedule an plan.
It. Aluminum frames for exterior doors,
including preparation for door hardware.
B. Related Sections:
1. Work performed under this section shall meet the following:
a. IBC- Chapter 20 -Aluminum.
It. IBC- Chapter 10. Section
1008 -Doors, Gates and Turnstiles.
C. IBC- Chapter 24 -Glass and Glazing.
1.02 REFERENCES:
A Except as herein specified or as indicated on the Drawings, the work of
this Section shall campy with the following:
1. AAMA - Architectural Aluminum Manufacturer's Association:
a. 605.2 - Voluntary Specification for
High Performance Organic Coatings on Architectural Extrusions and
Panels.
2. NAAMM - Notionol Association of Architectural Metol Manufacturers
o. Entrance Manual. 1.03 SUBMITTALS:
A. Submit as required by Section 01000.19 - Submittals.
B. Shop Drawings:
1. Submit for aluminum doom and frames.
2. Required information:
a. Dimensions.
b. Details of fabrication and installation.
C. Manufacturer's literature:
1. Submit for aluminum doors and frames.
2. Submit Manufocturer's installation instructions. 1.04 OUALITY
ASSURANCE:
A Qualifications:
1. Fabrication and installation personnel:
a. Trained and experienced in the
fabrication and installation of the materials and equipment.
b. Knowledgeable of the design and the
reviewed Shop Drawings. 1.05 DELIVERY. STORAGE AND HANDUNG:
A. Receiving and storage:
1. Al materials shall be delivered in original, unbroken, brand marked
containers or wrapping as applicable.
2. Handle and store materials:
a. In a manner which will prevent:
1) Deterioration or
damage.
2) Contamination with
foreign matter.
3) Damage by weather or
elements.
B. Rejected material and replacements:
1. Reject damaged, deteriorated or contaminated material and
immediately remove from the site.
2. Replace rejected materials with new materials at no additional cost
to OWNER. 1.05 WARRANTY:
A. Requirements:
1. Furnish 2 copies of written warranty signed by Manufacturer.
Installer and CONTRACTOR.
2. Agreeing to replace doom and frames which fail in materials or
workmanship within 3 yeah of Substantial Completion.
3. Failures include, but are not necessarily limited to failures in
operation of doors or hardware, excessive leakage or air
infiltration, excessive deflections, delamination of panels, excessive
deterioration of finish or metal, and defects in
accessories, weatherstripping, and other components of the work. PART 2 -
PRODUCTS 2.01 MANUFACTURED UNITS:
A. Aluminum frame doors:
1. Manufacturers and type:
a. Front set clear anodized aluminum frames (YES 600 Framing
Members
2. Material:
a. Door sections shall be extruded aluminum 6063-T5 alloy with
wall thickness of 0.125 -inch nominal.
b. Moldings, trim, and stops shall be 0.050 -inch nominal
thickness.
C. Weatherstripping shall be silicon treated plastic pile.
3. Construction:
a. Doors shall have mortised and reinforced comers, with
3/8 -inch steel tension rod.
b. Fastenings shall be stainless steel or carbon steel cadmium
Plated.
C. With 6 -inch high top mil.
4. Fnish:
a. Clear anodized aluminum.
b. Free of scratches and blemishes.
5. Glazing preparation:
a. Extruded aluminum snap -in glazing stops.
b. Arranged for 1/4 -inch thick tempered glass. PART 3 -
EXECUTION 3.01 INSTALLATION:
A General:
1. Installation shall be in accordance with Manufaturers and gloss
Manufacturer's printed instructions.
2. Install frames plumb and true.
3. Join frames rigidly, securely anchored to adjacent construction.
B. Door glass:
1. Install door glass in accordance with IBC- Chapter 24. 3.02
CLEANING:
A Prior to acceptance of the work of the Section, thoroughly clean all
installed materials and equipment and related areas as required by Section
01000.6 and 7 of these specifications.
SECTION: 09000
FINISHES REQUIREMENTS,
GYPSUM BOARD SYSTEM
PART 1 - GENERAL 1.01 SUMMARY:
A. Section includes:
1. This Section includes, but is not necessarily limited to.
the famishing and installation of gypsum board and metal support
system construction as indicated on the Drawings, as specified
herein, and as necessary for the proper and complete
performance of the Work.
B. Related Sections:
1. Work performed antler this section shall meet the following:
a. IBC- Chapter 25 Gypsum board
and Plaster.
In. IBC- Chapter 8 Inferior Finishes.
1.02 REFERENCES:
A.Except as herein specified or aindicated on the Drawings. the work of
this Section shall comply with the following: nq:
1. ASTM Standard Specifications:
a. A 525 -General Requirements
for Sheet Steel, Zinc -coated (galvanized) by the
Hot -Dip Process.
b. A 641 - Zinc -coated
(Galvanized) Carbon Steel Wire.
C. A 792 -Steel Sheet,
Aluminum -Zinc Allay Coaled by the Hot -Dip Process.
d. C 36 - Gypsum Wallboard.
e. C 79 -Gypsum Sheathing
Boa d.
f. C 475 -Joint Treatment
Materials for Gypsum Wallboard Constructions.
g. C 645 -Non-Load (Axial)
Bearing SteelRunners (Track) and Rigid Fusing
Channels for Screw
Application of Gypsum Board
h. C 840 -Application and
Finishing of Gypsum Board.
2. ASTM Test Methods:
a. E 96 - Water Vapor
Transmission of Materials.
b. E 119 -Fre Tests of Building
Construction Internal and Materials.
3. itasrquir Bubb Code. 1.03 SUBMITTALS:
A. Submit as required by Section 01000.19 -Submittals.
B. Product mita:
1. Submit for each gypsum board system component.
2. Submit Manufacturer's product specifications and installation
Instructions, including other data s may be required to show
compliance with these Specifications. 1.04 DEINERY, STORAGE AND
HANDLING:
A. Deliver materials in original packages, container or bundles bearing
brand nems and identification of work of the
of Supplier. 1.05 CLEANING:
A. Prior to acceptance of the work ri the Section, thoroughly clean and
remove stains from all Installation and materials, and related areas as
required by Section 01000.6 and ] of Nese specifcations.re
B. ACOUSTICAL TREATMENT
N/A
PAINTING:
C. PART 1 - GENERAL
1.01 QUALITY ASSURANCE:
A. General:
All work may be inspectedto proper surface preparation,
pretreatment, priming, dry film thickness, a ring, color and workmanship.
Applicable standards, lest methods and inspection equipment includes:
a. SSPC-VIS-1 photographic blast cleaning standards (latest
revision)
b. Inspectors wet film and dry film thickness gages.
c. Zorelco 369/PHD pin hole detector.
d. Mark II Tooke Gage. 1.02 PROJECT CONDITIONS:
A. Environmental requirements:
1. Comply with Manufacturer's recommendations regarding environmental
conditions under which coatings may be applied:
2. Environmental conditions which affect coaling application include, but
are not necessarily limited to: ambient air temperature, surface
temperature. humidity, dew point and environmental cleanliness.
3. Do not expose epoxies during application and cure to sunlight and
heaters that want carbon dioxide and carbon monoxide.
4. CONTRACTOR shall demonstrate acceptability of environmental
conditions as required by ENGINEER. 1.03 MAINTENANCE:
A. Leave with OWNER 3% minimum extra quantity (at least one gallon) of
each type and color of paint used for finish coats and one gallon of
each type of thinner required. Containers shall be tightly sealed and
clearly labeled PART 2 - CONCRETE 2.01 CONCRETE BLOCK (STANDARD OR
SPLIT FACE):
A. Apply Coat 896 Acrylic Block Filler at a spread rate of 70-100 sq.ft. Per
gallon; Depending on type of Block. All poure and voids must be filled. PART 3
- POURED OR PRECAST CONCRETE
A. Apply 1 Coat of Porter 898 Pigmented Bonding Primer or equal used according
to Product data sheet with 5143 HD thinner or equal.
B. Finish Coats will be some as listed for block (above). PART 4 - BARE METAL
(DOORS, PIPES, OR ELECTRICAL BOXES)
A. Remove any loose rue.
B. Prime with Porter- interoc 290 metol primer or equal.
C. Apply 1 coal of Porter 619 series Gloss Acrylic Ext. or equal. PART 5 -
PREPRIMED METAL
A. Apply 2 coats of Porter 619 series Acrylic Glass Enamel or equal. PART 6 -
BARE GALVANIZE
A. Wipe with thinner to remove any oils.
B. Etch with Galvaprep. rinse and let dry.
C. Prime with Porter 215 Rust screen or equal.
D. Apply 1OR2 coat Porter 519 series flat or 619 series Gloss Acrylic or equal.
PART 7. EXAMINATION
A. Inspection:
1. Prior to the commencement of surface preparation or other coating
activities, thoroughly inspect the surfaces to determine if the Work
is ready to be prepared and painted.
2. Report in writing to ENGINEER, all conditions that may potentially
affect proper application.
3. Do not commence surface preparation or other coating activities
until such defects have been connected.
B. Correction of defects:
1. Correct defects and deficiencies in surfaces which may adversely
affect work of the Section. PART 8. CLEANING:
A. Remove spilled, splashed or spattered paint from all surfaces.
B. Do not mar surface finish of item being cleaned.
C. Prior to acceptance of the Work of this Section, thoroughly clean all
painted surfaces and related areas as required by Section 01000.6 and
7 of these specifications. PART 9. PROTECTION:
A. General:
1. Adequately protect other surfaces from paint and damage.
2. Repair damage as a result of inadequate or unsuitable protection.
B. Protective materials:
1. Furnish sufficient drop cloths, shields, and protective equipment to
prevent spray or droppings from fouling surfaces not being painted
and in particular, surfaces within storage and preparation area.
C. Electrical plates and hardware:
1. Remove electrical plates, surface hardware, fittings and fastenings
prior to painting operations.
2. These items are to be carefully stored. cleaned and replaced upon
completion of work in each area.
3. Do not use solvent to clean hardware that may remove permanent
lacquer finish.
REVISION
N
VERSATILE RJATILli
�-
CONSTRUCTION
GROUP, LLC.
N570 Ede ew WilitelanQ Indiana 4618410
Ph: 31].535.35]9 Fax: 317.535.3581
email: infoGiversatile-Ilc.com
THIS DRAWINGS UC PROPERLY OF
ANDWIRSATILE CONSTRUCTION GROUP LLC
CT
ORDER PURPOSE NOT TO BHAN EHE 0 PROJECT
DESCRIBED HEREIN.
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RELEASED FOR CONSTRUCTION
Subject to compliance with all reregulations
of State and local Codes
City of Commit
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Job No.
17021
Date Stam d
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Drawn By
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Checked By
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Scale:
1'-0=1'-0'
Building Specifications
CAD FILE:
G\I7021\p100 buil epecilirntians.dp
CERTIFIED BY:
e � ' DATE: 09/10/18