HomeMy WebLinkAbout31700 GRAPE ST_ 2077 (72)C. Ali point -by -point photometric performance test Odds shah be based on the fallowing criteria:
1. Maintenance Factor • 0.75
2. Mountirt 3 Height - 42 ft.
3. (arid - 1 ft. centers al hits between 4 poles (484 points).
4. Initial Lumens . 40,000 (each of 4 lampalpoles)
1.06 WARRANTY
A. Pr wide owner with one Year warranty certificate signed by Contractor and od bycompany
payment.
Providing
actual wa.rarty labor. Thla cert ate moat rye received
1.01 SUBMITTALS
A. Each-,,' I- trarwritted for approval shall contrite:
A. Computer, ppr 1 and photonrstria layout of Proposed lighted area which indicates by
iaofaolamdlerearargs the ayatem Perfomunce•
S. A 4whlc report from a national *hdepe.dsnt teal*g IaboratonY +alh sport number. date.
ibc ae caistog.unbar. M mingtr a and W speolioetlgrra: IE8 daawcmn, carhdlepower
tabulations, Zone lumen summary and b" plot.
C. The Undvmlters Lmbonlory listing and ris number for the apecllc fixture(a) to be utilized.
D. Pole nwalaftm AASHTO cabulMlors ' -' - g tin Pole and ancim bolls bakes submitted are
rupport*g tha pole and fbrbrra syrbms being urWzed ht aoeordaruas w h
L Catalog ails pmvhp mWdf cm* m m b spedfbalOnL
ub SPECIFICATION COMPLIANCE
A. Wal-Mart naerm the "- b %WM NNW@rd Pnduotlon modal "A samples for kspeetlon
and to order rich teals as Wal-Mrrt deem rfsaoo@@sary m *sure ou- ---- ct+ wlih these
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those
shall be 16esole wedge maccep
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PART2 PRODUCTS
2.01 MATERIALS
A. Poles: One piew, 3W4r big, round. qqpmlod m 0.14 *udhea per lim'; r*r 00 ,
U.S.. domesbc met aa guarar tsm minhrum yleld sbenglr of 45,0
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polls and;iciclr0008bob sshdall be copme 01NsmaxYdV-20 brigitudinal weld.
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amount #DU313 dark brorw or ODU314 black pahl to provide two
Of
B. Pole Bare Plater: The base plate chap be fabricMed from a oarrgbrresrdcraWanr ront labM yt7roerlhepddlerd
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16530-2
April 8, 1993
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B. Wire Size Schedule: Use the following wire sizes for corresponding distances from panel:
1. 600 feet: 010
2. 1000 feet: A8
3. 1600 feet: fib
4. 2400 feet: #4
5. For circuit distances of more than 2400 feet, size conductors for a five percent maximum
voltage drop to farthest fixture. .
C. Drawings kxkA to two 480 vol, phase. 20 arrp clrculs for parking lot ligtta. If more circuits
are required to comply with Site and Speccturs, n requirements, Contractor shall
furnish and instal necessary chars, oontrecton, photocells, etc., under this Section of
these Specifications.
D. Underground crcrls stmt have equipment grounding conductors sized In accordance with NEC
010AW0 mini nuno.
E Pa"V lot IV" =-A* shat be sized In accordance wIh NEC (314 itch minimum).
3.02 INSTALLATION
A.
fouitdado b accordance with detd down Draw as partl1s
on corxxete
3.03 TESTING;
A. Perform and record volrtster msa ureme is as desrxbe I in Section 18011. In addition, provide
i .
labor. material, and energy to conduct a 19 dfixtures and lemropaCompletiondate. This teat anal conslat of
period of 100 hohus. Contractor shall witness and oeAly UN co.tkaoua operation and tine
i duration of the test. At the end of Us testing pedod, *hrhsdlateyS,
bwerra
Y and
replace defective oomponamls at least ores days prbr to 0.
1 III
E
END OF SECTION
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16530 -4
April 8,1993
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3.04 PLACING REINFORCEMENT
A. Perform concrete reinforcement work in accordance with CRSI Manual of Standard Practice,
Documents 63 and 65.
1. Accurately place and secure saddle ties at every other intersection with 16 gage black annealed
wire; hold rigidly in place with metal chairs or spacers during placing of concrete.
2. Hold bars in beams and slabs to exact location during concrete placement. Use spacers, chairs,
or other necessary supports with the following tolerances:
a. Bars in Slabs and Beams:
1) Members 8 Inches Deep or Less: t 1/4 inch.
2) Members 8 Inches to 2'4 Deep: t 1/2 inch.
3) Members More than 2' -0" Deep: ± 1 inch.
b. Lengthwise of Member: t 2 inches.
c Concrete Cover to Formed Surfaces: ± 1/4 inch.
d. Minimum Spacing Between Bars: t 1/4 inch.
B . Welded Reinforcement (AWS D1.4): Do not weld reinforcement in the shop or field.
3.05 PLACING CONCRETE
A. Notify Testing Laboratory minimum 24 hours prior to commencement of concreting operations.
B. Place concrete in accordance with ACI 301; including hot and cold weather placement procedures.
C. Ensure reinforcement, inserts, embedded parts and formed joints are not disturbed during concrete
placement.
D. Place concrete in reasonably uniform layers, approximatety horizontal, 12 to 18 inches thick, exercising
care to avoid vertical joints or inclined planes. Place concrete continuously between predetermined
construction joints shown on structural drawings. Piling up of concrete in forms to cause separation or
loss of ingredients is not permitted.
E. Do not deposit concrete which has partially set or hardened. Do riot deposit initial lubricating mortar
when pumping concrete. Remove hardened or partially hardened concrete which has accumulated onformsorrerntorcament. Do not place concrete on oreviousty deposited concrete which has hardened
sufficiently to cause formation of seams or planes of weakness within resp3ctive member or section
except 2s specified.
F. Deposit concrete as nearly in final position as practical to avoid rehandling. Exercise care to prevent
splashing forms or reinforcing with concrete. Do rat permit concrete to drop treaty a distance greaterthan3feet. Where IonE3r drops are necessary, use chute, tremie, or other conveyance to help avoid
separation.
G. Do not deposit concrete into excavation where water is standing. If place of deposit cannot be
successfully pumped dry, place through iremie with outlet end near bottom of place of deposit.
H Do riot deposit concrete when plasticity, measured by slump test, is outside specified limits.
I. Consolidate and screed concrete slzls -on -grade by
D
use of vibratory screed of size to allow
construction joint pattern as indicated on Structural Drawings and specified.
J. Vibration: As soon as concrete is deposited, thoroughly agitate with mechanics vibrators and
sultabie hand tools to work mixture into comers of forms and around reinforcing and embedded
ems. Use mechanical vbxators with minimum Ir3quency of 9000 revolutions/minute. Do not over
orate or use vibrators to transport concrete within fors. Insert and withdraw vibrators at
approximately118 inches apart. At each insertion, vibrate generally 5 -15 seconds, sufficient to
consolidate concrete but not long enough to cause segregation. Keep spare vi,rator on job site
during concrete placement operations. Do not insert vibrator into lower courses that have begun io
set.
K. Excessive honeycomb or embedded debris in concrete is not acceptable. Nn ity Wa Mart
Construction Manager upon discovery.
L. Pumping• Maintain controls for proportioning, mixing, adjustment of mix and placement in accordance
with ACI 301 and ACI 304.2R.
WM - Lake. Elsinore, CA
03300 -7
July 16,1993
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3.08 CURING
i
A. Chemical Cure for Slabs (ACI 308): Apply in accordance with manufacturer's single coat application
instructions. Obtain from the curing compound manufacturer a written guarantee that the compound
will not be detrimental to bonding of flooring adhesives or surface materials. This guarantee shall be
submitted to the Owner at the time request is made for use of curinq compound.
B . Stockroom Floor Treatment Srequired): Apply specified curing compound in accordance with
manufacturer's two coat app ication Instructions. Apply 2nd coat just prior to substantial completion.
C. Moisture Cure: Moisture curing method is optional for all areas except stockroom.
1. Place wet, moisture - containing fabric covering as soon as concrete has hardened suit iclently to
prevent surface damage.
2. Cover entire surface, Including edges of slabs such as paving or sidewalks.
3. Keep coverings continually moist so that a film of water remains on concrete surface throughout
curing period.
4. Maintain concrete in moist condition for not less than seven days after placement.
3.09 NOT USED
3.10 DEFECTIVE CONCRETE
A. Modify or replace concrete not conforming to required strength, levels and lines, details, and
elevations.
B. Repair or replace concrete not properly placed or of the specified type.
C. Do not impair appearance or strength of structure in removal or replacement procedures.
3.11 FIELD QUALITY CONTROL
A. Testing laboratory will:
1. Observe and report on concrete mixing of transit -mix trucks at start of each day's mixing.
Prevailing conditions will be compared to criteria indicated on appropriate design mix, including
temperature, moisture, and condition of aggregates. Significant deviations will be immediately
reported in writing to Wal -Mart Construction Manager and design mix laboratory, and
corresponding adjustment shall be made before materials are discharged.
2. Observe and report on the addtioi, of water to concrete at job she and length of time concrete
is allowed to remain in truck during pour.
3. Certify each delivery ticket indicating type of concrete deli -red or cast, amount of water added
and time at which cement and aggregate were loaded into truck, and time at which concrete was
discharged from truck.
D. Provide and pay for the following:
1. Qualdication of proposed materials and establishment of mix designs in accordance with ACI
318.
2. Testing services needed or desired by Contractor for his purposes.
E. Evaluation and Acceptance:
1. Strength level of concrete will be considered satisfactory if the average of all sets of three
consecutive strength tests equal or exceed specified strength and no indivkk al strength test
average of two cylinders) results are helow specified compressive strength by more than 500
psi.
2. Complete concrete work will not be accepted unless requirements of ACI 301, Chapter 18, have
been complied with.
3. Where average strength of cylinders, as shown by tests, fails below minimum ultimate
compressive strength specified, Wal -Mart reserves the right to require Contractor to provide
improved curing conditions of temperature and moisture to secure reo ,red strength. If average
strength of laboratory control cylinders should fall so low as to cause portions of structure to be
in question by Wal -Mart, Contractor shall follow core procedure set forth in ASTM C42. If results
of core test indicate, in opinion of Wal -Mart, that strength of structure is inadequate,
replacement, load testing, or strengthening as may be ordered by Wal -Mart shall be provided
by Contractor without additional cost to Wal -Mart. If core tests are so ordered and results ofsuchtestsdisclosethatstrengthofstructureisasrequiredbyprovisionsofSpecificationsand
Drawings, cost of test will be bome by Wal -Mart.
03300 -9
SECTION 04100
WM: -CA /UBC 12212
MORTAR AND MASONRY GROUT
PART GENERAL
1.0' SUMMARY
A. Section Includes:
1. Mortar and grout for unit masonry.
B. Related Sections:
1. Section 04220 - Concrete Unit Masonry: Installation of mortar and grout, reinforcement and
anchorages.
1.02 REFERENCES
A. Uniform Building Code Standards:
1. UBC Standard No. 24 -18 - Hydrated Lime for Masonry Purposes.
2. UBC Standard No. 24 -20 - Mortar for Unit Masonry and Reinforced Masonry Other Than
Gypsum.
3. UBC Standard No. 24 -22 - Field Tests Specimens for Mortar.
4. UBC Standard No. 24.28 - Method of Sampling and Testing Grout.
5. UBC Standard No. 26 -1 - Portland Cement and Blended Hydraulic Cements.
6. UBC Standard No. 26.13 - Ready -Mixed Concrete.
B. American Society for Testing and Materials (ASTM):
1. ASTM C143 - Slump of Portland Cement Concrete.
2. ASTM C144 - Aggregate for Masonry Mortar.
3. ASTM C404 - Aggregates for Masonry Grout.
C. IMIAC - International Masonry Industry All- Weather Council: Recommended Practices and Guide
Specifications for Cold Weather Masonry Construction.
1.03 SUBMITTALS
A. Submit the following under provisions of Section 01300.
B. Product Data: Include design mix, indicating proportion method used, required environmental
conditions, and admixture limitations.
C. Submit Testing and Inspection reports.
1.04 QUALITY ASSURANCE
A. Testing CMU Grout:
1. Determine and certity proportions of ingredients for mix design will provide the specified
compressive strengths for each type of grout.
2. Test mix design prior to beginning construction of CMU walls.
3. Required testing will be performed in accordance with Section 01410.
4. Prepare test specimens In accordance with part 3.02 of this section.
B. CMU Mortar:
1. Determineand certify proportions of ingredients for mix design, in accordance with UBC
Standard 24-20, will provide the specified strength.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Store sand for mortar on plastic shooting to prevent contamination by extraneous chemicals in earth
beneath.
WM - Lake Elsinore, CA July 16.1993 WM - Lake Elsinore, CA
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THIS FIIA WAS PIRADOCBD '1M
THE BEST AND YOST COIIIPLETE I
DRAWINGS AVAILABLE AT THE
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04100 -1
July 16, 1993
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SECTION 03300
WM: -CA 042693
CAST -IN -PLACE CONCRETE
PART GENERAL
1.01 SUMMARY
A. Section Includes:
1. Formwork, shoring, bracing, and anchorage.
2. Reinforcement and accessories.
3. Cast -in -place concrete, including sidewalks adjacent to building, light pole foundations and
equipment pads.
4. Curing and finishing.
5. Grout, for setting and anchoring items in masonry and concrete.
6. Expansion joint fillers.
B. Related Sections:
1. Section 02520 - Portland Cement Concrete Paving: Requirements for exterior concrete paving.
2. Section 05120 - Structural Steel: Column anchor bogs.
3. Section 05500 - Metal Fabrications: Other metal components cast into concrete.
4. Section 07900 - Joint Sealers: Control and expansion joint fillers in concrete slabs.
5. Section 09650 - Resilient Flooring: subiloor filler in sawcut contraction joints.
6. Section 09700 - Special Flooring: Epoxy flooring in automotive areas.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. ACI 301 - Specifications for Structural Concrete for Buildings.
2. ACI 304.2R - Placing Concrete by Pumping Methods.
3. ACI 3058 - Hot Weather Concreting.
4. ACI 306R - Cold Weather Concreting.
S. ACI 308 - Standard Practice for Curing Concrete.
6. ACI 315 - Details and Detailing of Concrete Reinforcement.
7. ACI 318 - Building Code Requirements for Reinforced Concrete.
8. ACI 347 - Recommended Practice for Concrete Formwork.
B . American Society for Testing and Materials (ASTM):
1. ASTM A82 - Standard Specification for Cold Drawn Steel Wire for Concrete Reinforcement.
2. ASTM A185 - Welded Steel Wire Fabric for Concrete Reinforcement.
3. ASTM A615 - Deformed and Plain Billet -Steel Bars for Concrete Reinforcement.
4. ASTM C31 - Muking and Curing Concrete Test Specimens in the Field.
5. ASTM C33 - Concrete Aggregates.
6. ASTM C39 - Compressive Strength of Cylindrical Concrete Specimens.
7. ASTM C42 - Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.
8. ASTM C94 - Specftation for Ready -Mixed Concrete.
9. ASTM C138 - Standard Test Method for Unit Weight, Yield, and Air Content (Gravimetric) of
Concrete.
10. ASTM C143 - Teat Method for Stump of Portland Cement Concrete.
11. ASTM C150 - Specification for Portland Cement.
12. ASTM C171 - Standard Specification for Sheet Materials for Curing Concrete.
13. ASTM C172 - Method of Sampling Freshly Mixed Concrete.
14. ASTM C173 - Standard Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method.
15. ASTM C231 - Test Method for Air Content of Freshly Mixed Concrete By the Pressure Method.
16. ASTM C260 - Air - Entraining Admixtures for Concrete.
17. ASTM C309 - Liquid Membrane Forming Compounds for Curing Concrete.
18. ASTM C494 - Chemical Admixtures for Concrete.
19. ASTM C881 - Epoxy Resin Base Bonding Systems for Concrete.
20. ASTM D676 - Tentative Method of Test for Indentation of Rubber by Means of a Durometer.
21. ASTM D2240 - Standard Test Method for Rubber Property - Durometer Hardness.
C. American Welding Society (AWS):
t. AWS D1.4 - Structural Welding Code Reinforcing Steel.
03300.1
WM - Lake Elsinore, CA July 16,1993
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E. Testing Laboratory will:
1. Review the Contractor's proposed materials and mix design.
2. Conduct strength tests:
a. Secure composite samples (ASTM C172).
b. Mold, cure specimens from each sample (ASTM C31). A minimum of four concrete test
cylinders shall be taken for every 100 or less cu. yds. of each class of concrete placed each
day and not less than once for each 5000 sqq.ft. of surface area for slabs.
a Test cylinders in accordance with ASTM C39. Twa specimens will be tested at 28 days for
acceptance and one will be tested al 7 days for information. One specimen will be
retained in reserve for later testing it required.
3. Conduct slump tests: At least one slump test will be taken for each set of four test cylinders
taken (ASTM C143). When concrete is pumped a slump test will betaken at both the point of
discharge from the mixer and the point of discharge from the pipe or hose after pumping.
4. Conduct air content fasts: For concrete exposed to freeze -thaw, at least one air content test will
be made when slump test Is taken in accordance with either ASTM C231, ASTM C173, or ASTM
C138.
5. Conduct temperature tests: Determine temperature of concrete sample for each strength test.
1.05 QUALITY ASSURANCE
A. Pumped Concrete: Perform mix design, proportioning and placement in accordance with ACI
304.2R.
1. Submit documented evidence of experience in placing concrete by pumping on not less than
three projects of similar size and complexity. List available pump size, standby pump size,
piping, and other equipment.
2. Submit documented evidence of concrete supplier's ability to dedicate sufficient mixin and
delivery equipment to supply the concrete continuously for the volumes to be placed ay
pumping.
1.06 ENVIRONMENTAL REQUIREMENTS
A. Cold Weather Concreting: Perform work in accordance with ACI 306R during cold weather concreting
operations.
1. Comply with the following for minimum temperature of concrete delivered to job site:
a. Air Temperature 30 -45OF: Concrete temperature 60 °F minimum.
b. Air Temperature 0 -30 °F: Concrete temperature 65 °F minimuin.
c. Air Temperature below 0 °F: Concrete temperature 70 °F minimum.
d. The maximum concrete temperature shall not exceed the minimum required temperature
by more than 10 °F.
2. Combine water heated to above 100 °F with aggregates before cement is added. Do not add
cement to water or aggregates having temperature greater than 100 °F.
3. When temperatures of 40 F or lower occur during the placing and curing of concrete, maintain
temperature of concrete at not less than 55 °F for at least 3 days.
a. Make arrangements before placement to maintain required temperature without damage
from excessive heat.
b. Do not use combustion heaters during first 48 hours without precautions to prevent
exposure of concrete to exhaust gases containing carbon dioxide and carbon monoxide.
4. Protect concrete work from physical damage or reduced strength which could be caused by frost,
freezing actions, or low temperatures, In compliance with the requirements of ACI 306R and as
herein specified.
5. When the air temperature has fallen to or is expected to fall below 40 °F,
Provide
adequate
means to maintain the temperature of the plastic concrete as placed, at 55 OF minimum, for at
least 3 days. Provide temporary housings or coverings including tarpaulins or plastic film. Keep
protection in place and intact at least 24 hours after artificial heat is discontinued. Avoid rapid
tryout of concrete due to overheating, and avoid thermal shock due to sudden cooling or
heating.
6. Do not use frozen materials containing ice or snow. Do not place concrete on frozen subgrade
or on subgrade containing frozen materials. Ascertain that forms, reinforcing steel, and a acerd
concrete surfaces are entirely free of frost, snow, and ice and temperature of these materials is
above 32 °F before placing concrete.
7. Do not use calcium chloride, salt, and other materials containing antifreeze agents or chemical
accelerators.
B . Hot Weather Concreting: Perform work in accordance with ACI 305R.
1. When hot weather conditions exist that would seriously impair the quality and strength ofconcrete, place concrbie in compliance with ACI 305R and es herein specified.
03300 -3
WM - Lake Elsinore, CA July 16,1993
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2.04 CONCRETE MATERIALS
A. Cement: ASTM C150, normal - Type 11. Fly ash, slag, and pozzolans are not permitted as
substitutes for cement.
B. Fine and Coarse Apgregate: (ASTM C33) Use maximum coarse aggregate size per ACI 501, but
not larger than 1 -1/2 inches, except building slabs -on -grade use 1 inch maximum, and for pumped
concrete the maximum aggregate size shall not exceed 1/3 the inside diameter of the hose or pipe.
Meet the following grading requirements of fine aggregates for building slabs -on- grade.
Sieve Percent Passing
318 inch 100
4 95 100
8 80 90
16 5D 75
30 3D 5D
50 10 20
100 2 5
C. Water: Clean potable water, not detrimental to concrete.
2.05 CHEMICAL ADMIXTURES
A. Air Entrainment: ASTM C260.
B. Chemical Admixtures: ASTM C494; Type. - water reducing.
1. Admixtures containing Thyocyanates, Calcium Chloride or more than 0.1 percent chloride ions
are not permitted. Admixtures shall not contain more corrosives than are present in municipal
drinking water.
2. The maximum water soluble chloride ion content In hardened concrete at 28 days shall not
exceed 0.15 percent by weight of cement.
C. Obtain Architect's written approval prior to the use of any other admixtures.
2.06 RELATED MATERIALS
A. Non -shrink Grout: Pre -mixed non- shrinking, high strength grout, COE CRD -621; compressive
strength of 5000 psi in 28 days.
1. masterflow 713 by Master Builders Co.
2. Gilco Construction Grout by Cormix Construction Chemicals, Dallas, TX, (800)869.0300.
Formerly Gifford -Hill Co.)
3. Crystex by L&M Construction Chemicals, Inc.
4. Euoo -N -S Grout by Euclid Chemical Company.
5. Sonogrout by Sonneborn Building Products.
B. Epoxyy Bonding Agent: ASTM C881.
1. Concresive 1001 LPL by Adhesive Engineering Co.
2. Uniweld by Permagile.
3. EVA -PDX HI MOD GEL #23 by E -Poxy Industries, Inc.
4. Similar product by other manufacturers; submit name, compressive strength and tensile strength
for acceptance.
C. Joint Filler: Preformed type, 1/2 inch thick, unless shown otherwise. Confirm compatibility with
sealants specified in Section 07900.
D. Levelling Compound:
1. Flooretone by Tamms Industries.
2. Camp's Latex Mix.
E. Vapor Retarder: Polyethylene sheet vapor retarder cover, rat less than 6 mils thick, over prepared
base material below slabs on grade. Coar: clear.
WM - Lake Elsinore, CA
03300 -5
July 16,1993
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3.06 FORM REMOVAL
A. Do not remove forms until concrete has attained sufficient strength. Clamps or tie rods maybe
loosened 24 hours after concrete is placed. Ties, except for sufficient number to hold forms in place,
may b i removed at that tin ie.
B. Minimum Curing Period Prior to Form Removal:
1. Air Temperature: Above 60 °F: 3 days.
2. Air Temperature: 50 °F to 60 °F: 5 days.
3. Air Temperature: 40 °F to 50 °F: 7 days.
4. Air Temperature: Less than 40 °F: When temperature below 40 °F prevails, leave forms until
concrete reaches 75% of 28 -day design strength.
C. Observance of minimum curing periods listed above does not relieve Contractor of responsibility for
safety of structure during construction.
D. Remove wood forms from under floors, ramps, steps, and similar places (through temporary
openings if necessary) so no material will be left to rot or to be infested by termites.
3.07 FINISHING
A. Schedule of Finishes:
1. Interior Floor Slabs: Machine trowel.
2. Unexposed Exterior Formed Surfaces: Rough form finish.
3. Exposed Exterior Formed Surfaces: Rubbed/stoned.
4. Sidewalks: Light broom.
5. Ramps and Steps: Heavy broom.
6. Exterior Garden Center Slab: Light broom.
B. Initial Working:
1. Remove surface Irregularities with bull float before water appears on concrete surface.
2. Do no further working of surface until time for floating; do not work surface while water is present.
3. "Dry Sprinkle" method finishing is rat acceptable and will be cause for rej! ction.
C. Floating:
1. Begin float operations when bleed water sheen has disappeared and concrete has stiffened
sufficiently to allow walking on surface without leaving heel prints more than 1/4 inch deep. Use
magnesium or aluminum power float.
2. Premature finishing brings excessive fines to surface and causes finished slab to have soft
surface which will dust.
D. Troweling:
1. Delay trowelling as long as possible to prevent working excess fines and water to surface. Do
not begin until surface moisture film and shine remaining after floating have disappearad.
2. Power trowel where ppoossible; use hand trowel in inaccessible areas.
3, ri not over -trowel Stockroom floor. Slab must be able to accept specified floor treatment.
ordinate with floor treatment manufacturer's application instructions for proper finish and for
procedures when finish is too dense for proper floor treatment application.
4. Do rat re -wet surface to trowel.
E. Provide ACi '~lass A "tolerance; 1/8 inch variation in 10 fee,, measured with straight edge laid in any
direction.
F. Pitch to drains: Forth 18 inch radius around floor drains and pitch concrete surface to drains at rate of
1// inch per foot nominal.
G. Saw -Cut Control Joints:
1. Primary Method: Self -Cut System method, by Soft -Cut International, Riverside, CA (800)776 -
332c. Finisher must have documented successful experience in the use of this method prior to
IN, )roject. Install arts within 2 hours after final finish at each saw cut location. Use 3/32 inch thick
tde, cutting a minimum of 5/8 inch to a maximum of 1 inch Into slab.
2. Optional Method (Where Snir Cut System Method Equipment is Not Available): Cutting shall
be timed properly with the set of the concrete. Saw -cut control joints within 12 hours after
finishing. Start arcing as soon as the concrete has hardened sufficiently to prevent aggregates
b -ing dislcJgged by the saw. Complete cutting before shrinkage stresses become sufficient to
produce c = cking. Use 3/16 inch thick blade, cutting 1 -1/4 inch into slab.
03300 -8
WM - Lake Elsinore, CA July 16,1993
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3.12 PROTECTION
A. Protect finished work.
B . Immediately after placement, protect concrete from premature drying, excessively hot or cold
temperatures, and mechanical injury.
3.13 CLEANING
A. Remove forms, equipmont, protective coverings, and rubbish resulting from concreting operations.
Leave finished concrete surfaces in clean conditions. After sweeping with ordinary broom and
removing mortar, concrete droppings, loose dirt and mud, wash concrete floors and platforms with
soapy water and rinse with clean water. Provide adequate measures during scrubbing, mopping, and
rinsing to keep excessive or injurious amounts of water off resilient tile floors. Repair damage to
resilient the floors due to concrete cleaning operations.
END OF SECTION
WM - Lake Elsinore, CA
03300-10
1.06 PROJECT CONDITIONS
A. Environmental Requirements:
1. Cold Weather Requirements: IMIAC - Recommended Practices and Guide Specifications for
Cold Weather Masonry Construction.
2. Specific Cold Weather Requirements: When the ambient air temperature is below 40 °F, heat
mixing water to maintain mortar temperature between 40 °F and 120 "F until placed. When the
ambient air temperature is below 32 °F, heat the sand and water to maintain this mortar
temperature.
B . For other measures and hot weather requirements refer to Section 04220.
PART PRODUCTS
2.01 MATERIALS
A. Portland Cement: UBC Standard No. 26 -1, normal -Type I or Type II; gray color. Fly ash, slag, and
pozzolans not permitted as substitutes for portland cement. Masonry cement is not allowed.
B. Mortar Aggregate: ASTM C144, standard masonry type; clean, dry, protected against dampness,
freezing, and foreign matter.
C. Grout Aggregate: ASTM C404; use of blast furnace slag is not permitted. Maximum coarse
aggregate size, 318 inch.
D. Calcium chloride is not allowed in mortar or grout. Admxtures or other chemicals containing
Thyocynnates, Calcium Chloride or more than 0.1 percent chloride ions are not permitted.
E. Hydrated Lime: UBC Standard No. 24 -18, Type S.
F. Water: Potable.
G. Admixtures: Not allowed unless approved by the Architect prior to construction.
2.02 MIXES - MORTAR
A. Mortar: Type "S ", in accordance with the proportion specification of UBC Standard 24-20.
1. Mixing of components on -site is acceptable.
2. Mixing on -site of water and packaged dry blended mix for mortar (ASTM C387), that contains no
masonry cement, is acceptable.
3. Use of ready -mixed mortar (ASTM C1142) is OM acceptable.
B. Pointing Mortar: Duplicate original mortar proportions. Add aluminum tristearate, calcium stearate, or
ammonium stearate equal to 21/6 of Portland cement weight.
C. Mortar Color: Control mortar mix to determine desired gray tone color. No additives.
2.03 MIXING - MORTAR
A. Mortar: Thoroughly mix mortar ingredients in accordance with UBC Standard 24-20, in quantities
needed for immediate use.
1. Maintain sand uniformly damp immediately before the mixing process.
2. Provide uniformity of mix and coloration.
3. Do not use antifreeze compounds.
4. If water is lost by evaporation, retemper only within two hours of mixing. Do not retemper
mortar more than two hours after mixing.
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D. Concrete Reinforcing Steel Institute (CRSI):
1. CRSI - Manual of Practice.
2. CRSI 63 - Recommended Practice for Placing Reinforcing Bars.
3. CRSI 65 - Recommended Practice for Placing Bar Supports, Specifications and Nomenclature.
E. Product Standard (PS):
t. PS 1 - Construction and Industrial Plywood.
F. American Association of State Highway and Transportation Officials ( AASHTO):
1. AASHTO M182.
2. AASHTO M73.
1.03 SUBMITTALS
A. Submit the following under provisions of Section 01300.
B . Product Data: List products selected for the following.
1. Curing compound and compatibility with subsequent work and materials.
2. Concrete Admixtures.
C. Shop Drawings:
1. Reinforcement:
a. Submit concrete notes that concern proper placing of reinforcing and submit with shop
drawings for flaid use. Do not use reproductions of Contract Drawings as shop drawings.
b. Submit reinforcemer.; placement drawings with bar lists. Placement drawings shall Include
elevations of all walls and grade beams as well as plans for footings and slabs. Sections,
details and schedules shall also be included. Comply with Part B, Chapter 3 of ACI 31
for preparation of slop drawings. Include number. grade, size, length, mark, location,
splice lengths, and bending diagrams for all reinforcing steel and related products.
D. Quality Control Submittals:
1. Mix Design: Submit three copies of each proposed nix design in accordance with ACI 301,
Sections 3.9 "Proportioning on the basis of previous Ikid experience or Mal mixture ", or 3.10
Proportioning based on empirical data ". Provide separate mix design for concrete to be
placedbypumping, in addition to the ma design for concrete to be placed directly from the
2. Include the following information In concrete mix design:
a. Proportions of cement, fine and coarse aggregate, and water.
b . Water -cement ratio, 28-day compressive design strength, slump, and air content.
a Type of cement and aggregate.
d. Aggregate gradation.
e. Type and dosage of admixtures.
f. Special requirements for pumping.
gg Range of ambient temperature and humidity for which design is valid.
h. Special characteristics of mix which require precautions in mixing, placing, or finishing
techniques to achieve finished product specified.
1.04 TESTS
A. Required testing will be performed in accordance with Section 01410.
B. Submit proposed mix design of each type of concrete specified, to Testing Laboratory for review
prior to commencement of Work Tests of cement and aggregates may be performed to ensure
conformance with specified requirements.
C. Pay for qualification of proposed materials and establishment of mix designs in accordance with ACI
318.
D. Notify Testing Laboratory 24 hours prior to placing concrete. Do not place concrete without Testing
Laboratory present.
03300 -2
WM - Lake Elsinore, CA July 16,1993
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2. Temperature of concrete at time of placing shall not exceed 90 °F. Contractor shall mainfain an
accurate reading thermometer at the job site to check temperature of concrete. Concrete shall
be rejected before placing if temperature of concrete exceeds 90 °F.
3. Special precautions to protect fresh concrete before and during finishing shall be mandatory
when the rate of evaporation of surface moisture from concrete exceeds 0.2 pounds per square
foot per hour. Rate of evaporation shall be determined in accordance with ACI 305R. Special
precautions shall be provided as required:
EL Cool ingredients before mixing to reduce concrete temperature at time of placement.
Mixing water may be chilled, or chopped ice may be used to control the concrete
temperature provided the water equivalent of the Ice is calculated to the total amount of
mixing water.
b. Dampen subgrade and forms.
a Cover reinforcing steel with water - soaked burlap so the steel temperature will not exceed
the ambient air temperature immediately before embedment in concrete.
PART PRODUCTS
2.01 FORMWORi:
A. Design, engineer and construct forms, shores, bracing, and other temporary supports to support
loads imposed during construction, in accordance with ACI 347. Design under the direct supervision
of a licensed professional engineer experienced in design of this Work.
1. Plywood: PS 1, sound, undamaged sheets with straight edges.
2. Lumber: Construction grade.
3. Steel: Minimum 16 gage sheet, well matched, tight fitting, stiffened to support we ht of
concrete without deflection detrimental to tolerances and appearance of finished suraces.
4. Carton Forms: Moisture resistant treated paper faces, biodegradabie, structurally sufficient to
support weight of wet concrete until initial set.
B. Accessories:
1. Form Ties: Removable or snap -off metal, of fixed or adjustable length as applicable, with cone
ends.
2. Form Release Agent: Colorless mineral oil which will rot stain concrete.
3. Waterstops: Select one of the following.
a. Vokiay RX -101
b. Synko -Flex
2.02 REINFORCEMENT
A. Reinforcing Steel: ASTM A615; 60 ksi yield grade billet -steel deformeG bars, uncoated finish.
B. Welded Steel Wire Fabric: ASTM At 85 plain type. Provide mats for welded wire fabric with wire
sizes larger than W2.9.
2.03 REINFORCEMENT ACCESSORY MATERIALS
A. Tie Wire: Minimum to gage annealed type.
B. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of
reinforcement during Installation and placement of concrete.
03300-4
WM - Lake Elsinore, CA
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2.07 CONCRETE CURING MATERIALS
A. Chemical Cure for Slats: Kure -N- Seal -WB, by Sonnebom Building Products, ASTM C309;
designed and certified to be compatible with resilient flooring adhestres.
1. Substitutions: Similar products by other manufacturers; submit product data for acceptance.
B. Moisture Cure:
1. Water: Potable.
2. Moisture-retaining Coverings: Burlap, cotton mats, or other moisture- retaining fabrics; AASHTO
M182, ASTM C17i, or AASHTO M73. Provide burlap free of sizing; rinse thoroughly in caustic
soda to remove soluble substances and make burlap more absorber:t.
2.08 CONCRETE MIX
A. Mix and deliver concrete in accordance with ASTM C94.
B . Provide concrete with the following characteristics:
1. For concrete exposed to freeze -thaw:
1a. Compressive Strength: I
1) 28 Days: 2500 psi, except for sidewalks.
2) 28 Days: 3500 psi for non- structural sidewalks. (Special Inspection is not required.)
b. Air Content: 5 %, plus or mirus I%.
a Slump for conventionally placed concru:e: Not to exceed 4 inches maximum.
d. Slump for pumped concrete: Not to exceed 4 inches at the point of discharge from the
pipe or hose after pumping.
e. Maximum Water Cement Ratio: 0.48
I. Minimum Cement Content; 470 lbs. per cu. yd.
2. For concrete not exposed to freeze -thaw:
a. Compressive Strength:
1) 28 Days: 2500 psi, except for floor slabs. :
2) 28 days: 3700 psi for non- structural slabs- on-grade. (Special inspection is not
required.)
b . Air Content: Do not add air entr *ft agents.
a Slump for conventionally placed concrete: Not to exceed 4 Inches maximum.
d. Slump for pumped concrete: Not to exceed 4 inches at the point of discharge from the
pipe or hose after pumping.
e. Maximum Wa ler-Cement Ratio: 0.58
I. Minimum Cement Content: 470 lbs. per cu. yd.
C. Admixtures:
1. Air Entraining Admixtures: ASTM C260. Add to concrete mix for concrete work subject to
freeze -thaw cycling. Air Content: See above.
2. Water Reducing Admixtures: ASTM C494, Type A. Use at Interior slabs on grade, at
Contractors option and when approved by Architect.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify anchors, seats, plates, reinforcement, and other items to be cast into concrete are accurately
placed, held securely, and will not cause hardship in placing concrete.
3.02 PREPARATION
A. Prepare previously placed concrete by cleaning ith steel brush and applying bonding agent. Apply
bonding agent in accordance with marufacturers instructions. Do not apply bonding agent at slab -on-
grade construction joir4s.
3.03 VAPOR RETARDER INSTALLATION
A. Following leveling and tamping of prepared base for slabs on grade, place vapor retarder sheeting
wah longest dimension parallel with direction of pour.
i
B. Lap joints 6 inches minimum and seat with appropriate tape. Do not disturb or damage vapor
retarder while placing concrete reinforcing. H damage occurs, repair before concrete placement.
03300-6
WM - Lake Elsinore, CA July 16,1993
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2.04 MIXES - GROUT FILL
A. Grout fill is for concrete masonry unit bond beams, lintels, and reinforced cells with reinforcing bars
and embedded plates.
1. Compressive Siren h: 2000 ppsi minimum at 28 days, as determined in accordance with the
provisions of UBC Standard No. 24 -28.
2. Slump: 8 Inches minimum, 10 inches maximum.
4. Use
coarse
e grout
when
space Is smaller than 4
greater
hesrin
than 4 inches In
either direction.
oth directions.
5. Do not use air - entrainment admixtures.
2.05 MIXING - GROUT
A. Grout: Batch and mix grout in accordance with UBC Standard No. 26 -13.
1. Do not use anti - freeze compounds to lower the freezing point of grout.
PP. ^,T.3 EXECUTION
3.01 INSTALLATION
A. After reinforcing of masonry is securely tied in place, plug cleanout holes with masoiiry units. Brace
against wet grout pressure.
B . Install mortar and grout under provisions of Section 04220.
3.02 F!ELD QUALITY CONTROL
A. Required testing will be performed under provisions of Section 01410.
B. Grout Testing:
1. A 28 day strength test will be required not less than once per day, or not less
ethan
one for every
30 cubic
each day. A strength test shall be taken as the average
ft. of
of the strengths of three
grout
grout
specimens made from the same sample of grout.
2. Prepare and test grout specimens in accordance with UBC Standard No. 2428.
3. One slump test will be taken for each set of test specimens in acordance with ASTM C143.
4. Strength test of grout will be considered satisfactory Hit equals or exceeds 2000 psi.
5. If tests indicate the grout strength Is not as specified, additional testing will be required.
C. Mortar Testing:
1. Prepare and lest mortar specimens in accordance with UBC Standard No. 24 -22.
2. One mortar test specimen shall be required for each 5,000 square feet of masonry wail
constructed and a minimum of one mortar test specimen shall be required for each day that
masonry construction Is performed. Specimens shall be tested at 28 days.
3.
4. if tests Indicate
mortar
the
will
strength s not as specified, ceified, addit onal testing willor
be required.
psi.
D. Authority and Responsibilities of Testing Laboratory:
1. Laboratory representative will immediately notity Wal -Mart and Contractor of deviations from
Specifications.
2. If, in the opinion of laboratory representatve, deviation observed will be probable cause forsubsequentrejectionofmaterial, representative will inform Contractor and Wal -Mart so that
timely decision may be made as to whether or not to continue operations.
f 3. Subsequent to on- the -spot verbal n tdication, laboratory will file written report of deficiences or
deviations noted, including summary of conversations and decisions made and actions taken. Written report shall be submitted to Contractor, Wal -Mart, the Building Official, and the Architect.
END OF SECTION
SECTION 04220
WM : -CA
01213
CONCRETE UNIT MASONRY
PART GENERAL
1.01 SUMMARY
A. Section Includes:
1. Concrete masonry units.
2. Reinforcement, anchorages, and accessories.
B. Work Installed But not Furnished under this Section:
1. Owner's structural steel supplier will furnish support plates and angles with anchor studs, sleeve
anchors, expansion bolts, adhesive anchors, and anchor bolts which are embedded in masonry
for supporting structural steel, steel joists, and steel deck.
C. Related Sections:
1. Section 04100 - Mortar and Masonry Grout: Mortar and grout.
2. Section 05120 - Structural Steel: Support plates and angles with anchor studs, expansion bolls,
sleeve anchors, adhesive anchors, and anchor bolls embedded in masonry for supporting
structural steel, steel joists, and steel deck.
3. Section 05210 - Steel Joists: Steel bearing plates for joists.
4. Section 05500 - Metal Fabrications: Loose steel lintels and other metal components embedded
in masonry.
5. Section 06100 -Rough Carpentry: Anchorages.
6. Section 06181 - Glue Laminated Structural Units: Anchorages.
7. Section 07620 - Sheet Metal Flashing and Trim: Counter flashing receivers or reglets.
8. Section 07900 - Joint Sealers: Rod and sealant at control joints.
9. Section 09800 - Special Coatings: Cementibous Masonry Weatherproofing System, exterior
masonry surfaces sealed and painted with weatherproofing system in colors as scheduled on
Drawings.
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. ACI 315 - Details and Detailing of Concrete Reinforcement.
B . American Society for Testing and Materials (ASTM):
1. ASTM A615 - Deformed and Plain Billet - Steel Bars for Concrete Reinforcement.
2. ASTM C140 -Sampling and Testing Concrete Masonry Units.
C. International Masonry Industry All- Weather Council ( IMIAC):
1. IMIAC - Recommended Practices and Guide Specifications for Cold Weather Masonry
Construction.
D. Uniform Building Code (UBC).
E. Uniform Building Code Standards:
1. UBC Standard No. 24-4 - Hollow and Solid Load - Bearing Concrete Masonry Units.
2. UBC Standard No. 24-6 - Nonload- Bearing Concrete Masonry Units.
3. UBC Standard No. 27 -1 - Material Specifications for Structural Steel.
1.03 SUBMITTALS
A. Submit the following under provisions of Section 01300.
B. Shop Drawings:
1. Reinforcement: Include masonry notes of shop drawings that concern proper placing of
reinforcing and submit shop drawings for field use. Do not use reproductions of ContractDocumentsasshopdrawings. Prepare strop drawings in accordance with ACI 315 and the
following.
04100 -3
04220-1
WM - Lake Elsinore, CA
July 16,1993 WM - Lake Elsinore, CA July 16,1993
8
PART PRODUCTS
2.01 CONCRETE MASONRY UNITS
A. Hollow Load Bearing Units: UBC Standard No. 24 -4, Grade N,Type I:
1. Smooth CMU: Ligght weight only above grade; normal weight only below grade.
2. Splitiace CMU: Nedium weight only above grade.
3. Smooth Scored CMU: Light weight only above grade.
B. Solid Load - bearing Units: UBC Standard No. 24 -4, Grade N, Type I:
1. Smooth CMU: Light weight only above grade; normal weight only below grade.
2. Splitiace CMU: Medium weight only above grade.
C. Nonload- Bearing Units: UBC Standard No. 24 -6, Type I.
D. Light Weight Aggregate: ASTM C331, free of materials that will cause rusting, staining, or popouts.
E. Dimensional Tolerances: Manufacture splitface units to standard dimensions indicated. Deviations in
any direction on splifface side of units shall not exceed 3/4 inch.
F. Fire Resistance Classification: CMU walls and partitions shall have fire resistance ratings by
Underwriters Laboratories, or other recognized testing agency, as indicated on the drawings. Units
shall be of minimum equivalent thickness specified for the fire rating and corresponding aggregate
type.
G. Unit Design: Modular two (2) core units sized as indicated or scheduled. Provide special units for
bond beams, control and expansion joints, and lintels.
1. Provide units as required for indicated construction including sill units and solid cap units.
2. Units provided shall not have exposed faces which are not uniform in appearance.
2.02 REINFORCEMENT AND ANCHORAGES
A. Deformed bars of sizes Indicated complying with ASTM A615, Grade 60. Shop fabricate
reinforcement which is shown bent or hooked. Field bending of bars is not allowed.
B . Anchor bogs and threaded rods as shown embedded in masonry on structural drawings shall comply
with UBC Standard No. 27 -1, A307.
C. Adhesive for embedding threaded rods shall be HILTI C100. No substitulloas.
D. Bar Positoners for Vertical Wall Bars: Minimum 9 gage, mill galvanized wire.
1. AA Wire Products Co.
2. Dur- O•Wal, Inc.
3. Masonry Reinforcing Corporation of America
2.03 ACCESSORIES
A. Joint Filler: Closed cell foam, oversized 50 percent; selt- expanding.
B. Preformed Control Joint Filler: 2 -5/8" x 1 ".
1. Papid Control Joint D/A 2001, by Dur- O -W81.
2. No. 830 Regular, by ry -Wal.
3. Masonry Control Joint No. 663, by Greenstreak.
PART EXECUTION
3.01 PREPARATION
A. Verify items provided by other sections of work are properly sized and located.
B . Establish lines, levels, and coursing. Protect from disturbance.
C. Provide temporary bracing for walls, lintels, and all other masonry work during erection. Maintain in
place until roof and all other structural elements are complete and provide permanent bracing.
04220 -3
WM - Lake Elsinore, CA
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