HomeMy WebLinkAboutContract 29731-(2 of 2) 3.02 FIELD QUALITY CONTROL
Perform a hydrostatic test in accordance with Section 01666, TESTING OF PIPELINES.
END OF SECTION
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CDM00507—Rolling Hills WTP—High Service Pump Station
02930 EXTERIOR TREES
1.00 GENERAL
1.01 DESCRIPTION OF WORK
A. This Section includes the planting of new trees and selective transplanting of existing trees.
B. Twelve trees will be transplanted to a site on the WTP designated by the Owner. Five of the
trees to be moved are Live Oaks averaging 12"caliper diameter. The other eight trees aver-
age 6"caliper diameter.
C. Twelve new trees shall be planted after the pump station and yard piping is substantially
complete.All trees shall be 6'caliper diameter.The contractor shall plant 8 Live Oaks, 3
Shumard Oaks and 1 Cedar Elm at a location to be determined by the Owner.
1.02 DEFINITIONS ,
A. Finish Grade: Elevation of finished surface of planting soil.
B. Manufactured Topsoil: Soil produced off-site by homogeneously blending mineral soils or
sand with stabilized organic soil amendments to produce topsoil or planting soil.
C. Planting Soil: Native or imported topsoil, manufactured topsoil, or surface soil modified to
become topsoil; mixed with soil amendments.
D. Subgrade: Surface or elevation of subsoil remaining after completing excavation, or top sur-
face of a fill or backfill, before placing planting soil.
11 1.03 SUBMITTALS
A. Product Data: For each type of product indicated.
B. Samples: Organic mulch.
C. Product certificates.
D. Planting Schedule: Indicating anticipated planting dates for exterior plants.
E. Maintenance Instructions: Recommended procedures to be established by Owner for main-
tenance of exterior plants during a calendar year.
1.04 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape installer with more than 5 years successful ex-
perience who maintains an experienced full-time supervisor on Project site when exterior
planting is in progress.
B. Topsoil Analysis: Furnish soil analysis by a qualified soil-testing laboratory.
C. Provide quality, size, genus, species, and variety of exterior plants indicated, complying with
applicable requirements in ANSI Z60.1-1996, "American Standard for Nursery Stock."
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D. Commercial fertilizer shall conform to A-A-1909, Type 1, Class 2, or equal, uniform in compo-
sition.
E. Pre-installation Conference: Conduct conference at Project site.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems
from sunscald, drying, sweating,whipping, and other handling and tying damage. Do not
bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide .r
protective covering of exterior plants during delivery. Do not drop exterior plants during de-
livery or handling. Trees shall be shipped to the site in enclosed vans or covered with woven
shade tarp.
S. Deliver exterior plants after preparations for planting have been completed and install imme-
diately. If planting is delayed more than six hours after delivery, set exterior plants trees in
r shade, protect from weather and mechanical damage, and keep roots moist. y
C. Commercial fertilizer shall be delivered to the site in unopened original containers, each fully
labeled, conforming to the applicable State fertilizer laws and bearing the trade name or
trademark and warranty of the producer. Each sack shall bear the manufacturer's statement
of analysis, indicating the percentages of available nitrogen, available phosphorus, and avail-
able potassium.
1.06 WARRANTY
A. Special Warranty: Warrant the following exterior plants,for the warranty period indicated, --
against defects including death and unsatisfactory growth, except for defects resulting from
lack of adequate maintenance, neglect, or abuse by Owner, or incidents that are beyond
Contractor's control. t
1. Warranty Period for Trees: One year from date of Substantial Completion.
1.07 MAINTENANCE -R
A. Maintain during construction and warranty period by pruning, cultivating,watering,weeding,
fertilizing, restoring planting saucers, tightening and repairing stakes and guy supports, and
resetting to proper grades or vertical position, as required to establish healthy, viable plant-
ings. Spray as required to keep trees and shrubs free of insects and disease.
2.00 PRODUCTS
2.01 EXTERIOR PLANTS
A. Tree and Shrub Material: Furnish nursery-grown trees complying with ANSI Z60.1-1996, with
healthy root systems developed by transplanting or root pruning. Provide well-shaped,fully
branched, healthy, vigorous stock free of disease, insects, eggs, larvae, and defects such as
knots, sunscald, injuries, abrasions, and disfigurement.
1. Trees 4 inch caliper and larger shall be balled and burlapped.
2. Smaller trees and shrubs may be container grown.
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2.02 PLANTING MATERIALS
A. Topsoil: ASTM D 5268, pH range of 5.5 to 7, a minimum of 6 percent organic material con-
tent;free of stones 1 inch or larger in any dimension and other extraneous materials harmful
to plant growth.
1. Topsoil Source: Reuse surface soil stockpiled on-site and supplement with imported or
manufactured topsoil from off-site sources when quantities are insufficient. Verify suit-
ability of stockpiled surface soil to produce topsoil.
2. Topsoil Source: Amend existing in-place surface soil to produce topsoil. Verify suitability
of surface soil to produce topsoil. Surface soil may be supplemented with imported or
manufactured topsoil from off-site sources.
B. Organic Soil Amendments:
1. Compost: Well-composted, stable, and weed-free organic matter, pH range of 5.5 to 8;
moisture content 35 to 55 percent by weight; 100 percent passing through 1-inch sieve.
C. Fertilizer:
a. Commercial Fertilizer: Commercial-grade complete granular fertilizer of neutral char-
acter, consisting of fast-release nitrogen, phosphorous, and potassium in the follow-
ing composition: 5 percent nitrogen, 20 percent phosphorous, and 5 percent potas-
sium, by weight.
D. Mulches:
1. Organic Mulch: Wood and bark chips.
2. Compost Mulch: Well-composted, stable, and weed-free organic matter, pH range of 5.5
to 8; moisture content 35 to 55 percent by weight; 100 percent passing through 1-inch
sieve.
E. Weed-Control Barriers:
1. Composite Fabric: Woven, needle-punched polypropylene substrate bonded to a non-
woven polypropylene fabric,4.8 oz. per sq. yd.
2.03 PLANTING SOIL MIX
A. Thoroughly mix existing topsoil with the following soil amendments and fertilizers in the fol-
lowing ratio:
1. 1 part compost; 2 parts existing backfill material.
2. Commercial Fertilizer: 1/4 pint per bushel of total backfill.
2.04 STAKES AND GUYS
A. Upright and Guy Stakes: Rough-sawn, new hardwood, redwood, or pressure-preservative-
treated softwood,free of knots, holes, cross grain, and other defects, 2 by 2 inches (50 by 50
mm)by length indicated, pointed at one end.
B. Buy and Tie Wire:ASTM A 641/A 641 M, Class 1, galvanized-steel wire, 2-strand, twisted,
0.106 inch (2.7mm)in diameter.
C. Guy Cable: 5-strand, 3/16 inch—(4.8 mm)diameter, galvanized-steel wire,with zinc-coated
turnbuckles, a minimum of 3 inches (75 mm)long,with two 3/8 inch(10 mm)galvanized eye-
bolts.
a
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D. Hose Chafing Guard: Reinforced rubber or plastic hose at least'/ inch (13mm) in diameter,
black, cut to lengths required to protect tree trunks form damage.
E. Flags: Standard surveyor's plastic flagging tape,white, 6 inches (150 mm)long.
3.00 EXECUTION a
3.01 EXTERIOR PLANTING
A. Bed Establishment:
1. Loosen subgrade of planting beds to a minimum depth of 6 inches.
2. Remove stones larger than 1 inch in any dimension and sticks, roots, rubbish, and other
extraneous matter and legally dispose of them off Owner's property.
3. Thoroughly blend planting soil mix off-site before spreading or spread topsoil, apply soil
amendments and fertilizer on surface, and thoroughly blend planting sbil mix.
4. Spread planting soil mix to a depth of 6 inches but not less than required to meet finish
grades after natural settlement. Do not spread if planting soil or subgrade is frozen,
muddy, or excessively wet.
5. Finish Grading: Grade planting beds to a smooth, uniform surface plane with loose, uni-
formly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish �-
grades.
B. Trees:
1. Pits and Trenches: Excavate circular pits with sides sloped inward. Trim base leaving
center area raised slightly to support root ball and assist in drainage. Do not further dis-
turb base. Scarify sides of plant pit smeared or smoothed during excavation. Excavate
approximately three times as wide as ball diameter.
2. Set trees and shrubs plumb and in center of pit or trench with top of root ball 1 inch above
adjacent finish grades.
a. Balled and Burlapped: Remove burlap and wire baskets from tops of root balls and
partially from sides, but do not remove from under root balls. Remove pallets, if any,
before setting. Do not use planting stock if root ball is cracked or broken before or
during planting operation.
b. Transplanted Trees: Root balls for relocated trees shall be a minimum of twelve(12 )
times larger than the caliper diameter of the tree. Care shall be taken to stabilize and
protect root balls during the relocation process. New planting pits shall be prepared
prior to excavating the plants, so that each plant shall not remain out of the ground
longer than the time required to move it from the existing location to the new location.
Transplanted trees and shrubs shall be handled by the root ball only—Do not lift or
handle plants by the trunks or stems. Relocated plants shall be pruned only at the di-
rection of the Contracting Officer's Representative.
c. Place planting soil mix around root ball in layers,tamping to settle mix and eliminate
voids and air pockets. When pit is approximately one-half backfilled,water thor-
oughly before placing remainder of backfill. Repeat watering until no more water is
absorbed. Water again after placing and tamping final layer of planting soil mix.
3. Organic Mulching: Apply 2-inch average thickness of organic mulch extending 12 inches
beyond edge of planting pit or trench. Do not place mulch within 3 inches of trunks or
stems.
C. Tree Pruning: Prune, thin, and shape trees complying with applicable requirements in
ANSI A-300. Prune trees to retain required height and spread. Do not cut tree leaders; re-
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move only injured or dead branches from flowering trees. Prune shrubs to retain natural
character. Shrub sizes indicated are sizes after pruning.
D. Planting Bed Mulching:
1. Install weed-control barriers before mulching according to manufacturer's written instruc-
tions. Completely cover area to be mulched, overlapping edges a minimum of 6 inches.
2. Mulch backfilled surfaces of planting beds and other areas indicated. Apply 2-inch aver-
age thickness of mulch, and finish level with adjacent finish grades. Do not place mulch
against plant stems.
E. Protect exterior plants from damage due to landscape operations, operations by other con-
tractors and trades, and others. Maintain protection during installation and maintenance pe-
riods. Treat, repair, or replace damaged exterior planting.
F. Remove surplus soil and waste material, including excess subsoil, unsuitable soil, trash, and
debris, and legally dispose of them off Owner's property.
3.02 GUYING AND STAKING
r A. Upright Staking and Tying: Stake trees of 2-through 5-inch(50-through 125 mm)caliper.
Stake trees of less than 2-inch (50-mm)caliper only as required to prevent win tip-out. Use a
minimum of 2 stakes of length required to penetrate at least 18 inches (450 mm) below bot-
tom of backfilled excavation and to extend at least 72 inches(1830 mm)above grade. Set
vertical stakes and space to avid penetrating root balls or root masses. Support trees with
two strands of wire encased in hose sections at contact points with tree trunk. Allow enough
slack to avoid rigid restrain of tree. Use the number of stakes as follows:
Pohl 1. Use 2 stakes for trees up to 12 feet(3.6m)high and 2-1/2 inches(63mm)or less in cali-
per; 3 stakes for trees less than 14 feet(4.2 m) high and up to 4 inches (100 mm)in cali-
per.Space stakes equally around trees.
B. Guying and Staking: Guy and stake trees exceeding 14 feet(4.2m) in height and more than 3
inches (75 mm)or higher in caliper, unless otherwise indicated. Securely attach no fewer
than 3 guys(75mm/9 in caliper, unless otherwise indicated. Securely attach no fewer than 3
guys to stakes 30 inches (760mm)long, driven to grade.
1. Fore trees more than 6 inches(150 mm) in caliper, anchor guys to pressure-preservative-
treated deadmen 8 inches (200 mm) in diameter and 48 inches (1200 mm) long buried at
least 36 inches (900 mm) below grade. Provide turnbuckles for each guy wire and tighten
securely.
2. Attach flags to each guy wire, 30 inches (760 mm)above finish grade.
3. Paint turnbuckles with luminescent white paint.
3.03 IRRIGATION
The Contractor shall water new and transplanted trees three times a week for a total of 5 months.
At each irrigation, apply 2-3 gallons per inch trunk caliper to the root ball.Apply it in a manner so
all water soaks into the root ball. Do no water if root ball is wet/saturated on the irrigation day.
END OF SECTION
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DIVISION 3
CONCRETE
03100 CONCRETE FORMWORK
1.00 GENERAL
1.01 WORK INCLUDED
Furnish material and labor to form, tie, brace and support wet concrete, reinforcing steel and
embedded items until the concrete has developed sufficient strength to remove forms.
1.02 QUALITY ASSURANCE
A. DESIGN CRITERIA: Forms shall be designed for the pressure exerted by a liquid weighing
150 pounds per cubic foot. The rate of placing the concrete, the temperature of the concrete,
and all other pertinent factors shall be taken into consideration when determining the depth of
the equivalent liquid. An additional construction live load of 50 pounds per square foot shall
be used on horizontal surfaces.
r
B. ALIGNMENT CONTROL: True alignment of walls and other vertical surfaces having straight
lines or rectangular shapes shall be controlled and checked by the following procedures:
1. Forming shall be arranged with provisions for adjusting the horizontal alignment of a form,
after the form has been filled with concrete to grade, using wedges, turn-buckles, or other
adjustment methods. Establish a transit line or other reference so that adjustments can
be made to an established line while the concrete in the top of the form is still plastic.
2. Adjusting facilities shall be at intervals which permit adjustments to a straight line.
Concrete shall not be placed until adequate adjusting facilities are in place.
1.03 SUBMITTALS
Submittals shall be in accordance with Section 01300, SUBMITTALS and shall include:
A. SHOP DRAWINGS
1. Manufacturers' literature for"approved equal" products
2. Drawings or descriptions of additional construction joints
B. RECORD DATA
1. Manufacturers'literature for"specified" products.
C. C. NOTIFICATION BY CONTRACTOR
1. Submit Notification by Contractor(NBC)for inspection of all forms and reinforcing. NBC
shall be submitted priot to installation of outside wall forms so that reinforcing and inside
forms may be inspected.
1.04 STANDARDS
The applicable provisions of the following standards shall apply as if written here in their entirety:
A. American Concrete Institute (ACI)specifications:
ACI 301 Specifications for Structural Concrete for Buildings
ACI 318 Building Code Requirements for Reinforced Concrete
B. American Institute of Steel Construction (AISC) publication:
AISC Manual of Steel Construction
C. American Iron and Steel Institute(AISI) publication:
I ' AISI Cold-Formed Steel Design Manual
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D. American Plywood Association (APA) standards
1.05 DELIVERY AND STORAGE
Lumber for forms shall be stacked neatly on platforms raised above ground.
1.06 JOB CONDITIONS
A. The Contractor shall notify the Owner's representative upon completion of various portions of
the work required for placing concrete so that compliance with the plans and specifications
may be monitored. The Owner's representative will authorize the Contractor to proceed with
the placement after this has been completed and corrections, if required, have been made.
B. In hot weather, both sides of the face forms may be required to be treated with oil to prevent
warping and to secure tight joints.
1.07 PRODUCTS
1.08 MATERIALS
A. LUMBER: Properly seasoned and of good quality;free from loose or unsound knots, knot
holes, twists, shakes, decay, splits, and other imperfections which would affect its strength or
impair the finished surface of the concrete.
B. FIBER BOARD FORM LINING: Hardboard finished smooth on one (1) side; minimum
thickness of 3/16"; thoroughly wet with water at least 12 hours before using.
C. PLYWOOD FORM LINING: Conforming to APA HDO; exterior exposure waterproof
adhesive, 3/4"thick, minimum. '1W
D. CARTON FORMS: New, corrugated,fiberboard forms, as fabricated and distributed by
Savway Carton Forms, Inc., Dallas, Texas or approved equal; not less than six(6)" in depth;
provide protective sheeting(plywood, etc.)to distribute load. Forms shall be impregnated
throughout with paraffin and laminated with water resistant adhesive.
E. FORM OIL: Light, clear oil; shall not discolor or injuriously affect the concrete surface,
subsequent coatings, or delay or impair curing operations.
1.09 FABRICATIONS
A. LUMBER: Lumber for facing or sheathing shall be surfaced on at least one (1) side and two
(2)edges, and sized to uniform thickness. Lumber of nominal 1"thickness or plywood of 3/4"
thickness shall be permitted for general use on structures, if backed by a sufficient number of R
studs and wales.
B. SPECIAL FORM LUMBER
1. Molding for chamfer strips or other uses shall be made of redwood, cypress, or pine
materials of a grade that will not split when nailed, and which can be maintained to a true
line without warping. The form shall be mill cut and dressed on all faces. Fillet forms at
sharp corners, both inside and outside and at edges,with triangular chamfer strips at all
non-contiguous edges exposed to view. Thoroughly oil chamfer strips before installation
on forms.
2. Construct forms for railings and ornamental work to standards equivalent to first class mill
work.
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3. All moldings, panel work, and bevel strips shall be straight and true with neatly mitered
joints, and designed so that the finished work shall be true, sharp and clean-cut.
C. FORMS
1. Forms shall be built mortar-tight and of material sufficient in strength to prevent bulging
between supports.
2. Reused forms or form lumber shall be maintained clean and in good condition as to
accuracy, shape, strength, rigidity, tightness, and smoothness of surface.
3. All forms shall be so constructed as to permit removal without damage to the concrete.
Exercise special care in framing forms for copings, offsets, railing and ornamental work,
so that there will be no damage to the concrete when the forms are removed.
D. CARTON FORMS
1. Use new carton forms of corrugated fiberboard for grade beam construction on drilled
piers. Forms shall be designed to support the concrete loads plus a normal construction
load.
2. Install carton forms according to the manufacturer's recommendations and maintain in dry
condition before concrete is placed. Carton forms which have not been maintained in a
dry condition shall be replaced before concrete is placed.
E. METAL FORMS
1. The specifications for"Forms" regarding design, mortar tightness, filleted corners,
beveled projections, bracing, alignment, removal, re-use, oiling, and wetting shall apply
equally to metal forms.
2. The metal used for forms shall be of such thickness that the forms will remain true to
shape. Bolt and rivet heads on the facing sides shall be countersunk. Clamps, pins, or
other connecting devices shall be designed to hold the forms rigidly together and to allow
removal without injury to the concrete.
3. Metal forms which do not present a smooth surface or line up properly shall not be used.
Exercise special care to keep metal free from rust, grease, or other foreign material that
discolors the concrete.
F. FORM LININGS
1. Timber forms for exposed concrete surfaces which are to be given a rubbed finish, shall
be facelined with an approved type of form lining material.
2. If plywood is used for form lining, it shall be made with waterproof adhesive and have a
minimum thickness of 3/4". It shall preferably be oiled at the mill and then re-oiled or
lacquered on the job before using.
3. If fiber board is used, apply water to the screen side on the board. Stack the boards
screen side to screen side. Use the smooth hard face as the contact surface of the form.
Such surfaces may be formed with 3/4"thick plywood made with waterproof adhesive if
backed with adequate studs and wales. The greatest strength of the outer plies should be
at right angles to the studding. In this case,form lining will not be required.
4. Carefully align edges and faces of adjacent panels and fill the joints between panels with
patching plaster or cold water putty to prevent leakage. Lightly sand with No. 0
sandpaper to make the joints smooth.
5. Forms which are reused shall have all unused form tie holes filled and smoothed as
specified above.
G. FORM TIES
1. Metal form ties shall be used to hold forms in place and to provide easy metal removal.
The use of wire for ties shall not be permitted.
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2. Leave no metal or other material within 1-1/2 inches of the surface, when removing form
tie assemblies which are used inside the forms to hold the forms in correct alignment.
The assembly shall provide cone-shaped depressions in the concrete surface at least 1
inch in diameter and 1-1/2 inches deep to allow filling and patching. Such devices, when
removed, shall leave a smooth depression in the concrete surface without undue injury to
the surface from chipping or spalling.
3. Burning off rods, bolts, or ties shall not be permitted.
4. Metal ties shall be held in place by devices attached to wales. Each device shall be
capable of developing the strength of the tie.
5. Metal and wooden spreaders which are separate from the forms shall be wired to top of
form and shall be entirely removed as the concrete is placed.
6. In the construction of basement or water bearing walls, the portion of a single rod tie that
is to remain in the concrete shall be provided with a tightly fitted washer at midpoint to
control seepage. Multi-rod ties do not require washers. The use of form ties which are s
tapered on encased in paper or other material to allow the removal of complete tie, and
which leave a hole through the concrete structure, shall not be permitted.
H. FALSEWORK
1. Falsework shall be designed and constructed so that no excessive settlement or
deformation occurs. Falsework shall provide necessary rigidity.
2. Timber used in falsework centering shall be sound, in good condition and free from
defects which impair its strength.
3. Steel members shall be of adequate strength and shape for the intended purpose.
4. Timber piling used in falsework may be of any wood species which satisfactorily
withstands driving and which adequately supports the superimposed load.
5. When sills or timber grillages are used to support falsework columns, unless founded on
solid rock, shale or other hard materials, place them in excavated pits. Backfill to prevent
the softening of the supporting material from form drip or from rains that may occur during
the construction process. Sills or grillages shall be of ample size to support the
superimposed load without settlement.
6. Falsework not founded on a satisfactory spread footing shall be supported on piling,
which shall be driven to a bearing capacity to support the superimposed load without
settlement.
MP
2.00 EXECUTION
2.01 PREPARATION
Before placing concrete, ensure that embedded items are correctly,firmly and securely fastened
into place. Embedded items shall be thoroughly clean and free of oil and other foreign material.
Anchor bolts shall be set to the correct location, alignment and elevation by the use of suitable
anchor bolt templates.
2.02 INSTALLATION
A. PRE-PLACEMENT
1. During the elapsed time between building the forms and placing the concrete, maintain
the forms to eliminate warping and shrinking.
2. Treat the facing of forms with a suitable form oil before concrete is placed. Apply oil
before the reinforcement is placed. Wet form surfaces which will come in contact with the
concrete immediately before the concrete is placed.
3. At the time of placing concrete, the forms shall be clean and entirely free from all chips,
dirt, sawdust, and other extraneous matter at the time . Forms for slab, beam and girder
construction shall not have tie wire cuttings, nails or any other matter which would mar the
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appearance of the finished construction. Clean forms and keep them free of foreign
matter during concrete placement.
B. PLACEMENT
1. Set and maintain forms to the lines designated, until the concrete is sufficiently hardened
to permit form removal. If, at any stage of the work, the forms show signs of bulging or
sagging, immediately remove that portion of the concrete causing this condition. If
necessary, reset the forms and securely brace against further movement.
2. Provide adequate cleanout openings where access to the bottom of the forms is not
otherwise readily attainable.
3. Carefully and accurately place and support reinforcement in concrete structures.
C. REMOVAL
Remove forms so that the underlying concrete surface is not marred or damaged in any way.
Forms shall not be removed until the concrete has attained sufficient strength to safely carry
the dead load, but in no case less than the number of curing days set forth in the following
table: ,
Forms for concrete of minor structural load 1 day
carrying importance
Forms for walls, columns, sides of piers,
massive structural components and other 1 day
members not resisting a bending movement
during curing
Forms and falsework under slabs, beams and
girders where deflections due to dead load 7 days
moment may exist(for spans<or= 10 ft.)
Forms and falsework under slabs, beams and
girders where deflections due to dead load 14 days
moment may exist(for spans > 10 ft. and< or
= 20 ft.)
END OF SECTION
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03200 CONCRETE REINFORCEMENT
1.00 GENERAL
1.01 WORK INCLUDED
Furnish labor and reinforcing materials required to cut, bend, tie, splice, place and support the
reinforcement in the material grades, sizes, quantities and locations specked.
1.02 QUALITY ASSURANCE
A. TOLERANCES: Reinforcement shall be placed where specified, with the following maximum
tolerances, plus or minus:
Concrete Cover 1/4"
Rebar Spacings 1/4"in 12"
1.03 SUBMITTALS
Submittals shall be in accordance with Section 01300, SUBMITTALS and shall include:
A. SHOP DRAWINGS
1. Manufacturers' literature for"approved equal"products.
2. Steel Reinforcement Shop Drawings: Details of fabrication, bending, and placement,
prepared according to ACI 315, "Details and Detailing of Concrete Reinforcement."
Include material, grade, bar schedules, stirrup spacing, bent bar diagrams, arrangement,
and supports of concrete reinforcement. Include special reinforcement required for
openings through concrete structures. Reinforcing bar layout drawing with bar lists clearly
marked and referenced to plans.
B. RECORD DATA:
1. Manufacturers' literature for"specified"products.
C. CERTIFIED TEST REPORTS:
a. Certification of steel quality, size, grade and manufacturer's origin.
1.04 STANDARDS
The applicable provisions of the following standards shall apply as if written here in their entirety:
A. American Society for Testing and Materials(ASTM)standards:
ASTM A82 Specification for Steel Wire, Plain, for Concrete
Reinforcement
ASTM A185 Specification for Steel Welded Wire, Fabric, Plain,for
Concrete Reinforcement
ASTM A615 Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement
B. American Concrete Institute(ACI) publications:
ACI 301 Specification for Structural concrete for Buildings
ACI 315 Details and Detailing of Concrete Reinforcement
ACI 318 Building Code Requirements for Reinforced Concrete
C. Concrete Reinforcing Steel Institute(CRSI) publication:
CRSI Manual of Standard Practice
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1.05 DELIVERY AND STORAGE
Store steel reinforcement above the surface of the ground upon platform skids or other supports.
Protect from mechanical and chemical injury and surface deterioration caused by exposure to
conditions producing rust. When placed in the work, steel reinforcement shall be free from dirt,
scale, dust, paint, oil and other foreign material. Tag and store steel reinforcement for ease of
correlation with shop drawings.
1.06 JOB CONDITIONS
A. Proposed deviations from reinforcing indicated on the plans or specifications shall be
approved in writing by the Engineer prior to fabrication.
B. Lap lengths shall be of the length shown on the plans or noted in lap and embedment table,
and shall be in compliance with ACI 318.
C. Specified cover for reinforcing shall be maintained throughout construction. Bars shall be cut
to lengths necessary to allow for proper clearances. Cover of concrete shall be measured
from face of forms to outside face of reinforcement.
D. Stirrups shall be hooked.
E. A torch shall not be used for cutting or bending rebars.
2.00 PRODUCTS
2.01 MATERIALS
A. STEEL REINFORCING BARS: Billet-Steel bars for concrete reinforcement conforming to
ASTM A615; Grade 60 with a minimum yield strength of 60,000 psi. Steel reinforcing bars
shall be produced in the United States of America.
B. WELDED WIRE FABRIC: Cold-drawn steel wire conforming to ASTM A82; fabricated in
accordance with ASTM A185.
C. SUPPORTS: Bar supports shall be of the proper type for the intended use. Bar supports
shall be uniform high density polyethylene(plastic) or fiberglass reinforced plastic(FRP)
conforming to CRSI Class 1, Maximum Protection.
D. SPACERS: Pre-cast mortar or concrete blocks.
E. MECHANICAL BAR SPLICES: Bar-Grip systems couplers as manufactured by Bar Splice
Products, Inc., or approved equal, installed in strict accordance with the manufacturer's
instructions and recommendations. The mechanical devices shall develop at least 125% of
the specified yield of the spliced bars.
F. MECHANICAL THREADED SPLICES: Mechanical threaded connections shall utilize a metal
coupling sleeve with internal threads which engage threaded ends of the bars to be spliced
and shall develop at least 125%of the specified yield strength of the bar.
2.02 FABRICATIONS
A. BENDING: Reinforcement shall be bent cold by machine to shapes indicated on the plans; MP
true to shapes indicated; irregularities in bending shall be cause for rejection. Unless
otherwise noted, all hook and bend details and tolerances shall conform to the requirements
of ACI 315 and ACI 318.
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3.00 EXECUTION
3.01 PREPARATION
The reinforcing steel in all concrete walls shall be spaced its proper distance from the face of the
forms using chairs or precast mortar or concrete blocks. Before any concrete is placed, all mortar
blocks to be used for holding steel in position adjacent to formed surfaces shall be cast in
individual molds, at which time the blocks shall be immersed in water for the remainder of at least
a 4-day curing period. The blocks shall be cast with the sides bevelled and in such a manner that
the size of the block increases away from the surface to be placed against the forms. Blocks shall
be in the form of a frustum of a cone or pyramid. Suitable tie wires shall be provided in each block
for anchoring the block to the reinforcing steel, and to avoid displacement when placing the
concrete. The size of the surface to be placed adjacent to the forms shall not exceed 2-1/2"
square or the equivalent thereof when circular or rectangular areas are provided. Blocks shall be
accurately cast to the thickness required, and the surface to be placed adjacent to the forms shall
be a true plane free of surface imperfections.
3.02 INSTALLATION t
A. GENERAL: Place the reinforcement carefully and accurately in the concrete structures.
Rigidly tie and support the reinforcement. Welding of any type of reinforcement shall not
be permitted.
B. SPLICES
b. Splicing of bars, except where indicated on the plans, shall not be permitted unless
approved by the Engineer prior to fabrication. Splices shall be kept to a minimum.
Splices shall preferably occur at points of minimum stress. Lap splices which are
permitted shall have a lap in accordance with ACI 318. Rigidly clamp or wire the bars at
all splices, in accordance with ACI. Overlap sheets of wire fabric sufficiently to maintain a
uniform strength and securely fasten.
c. Welding of reinforcing steel splices shall not be permitted.
d. Using welded wire fabric to replace rebars shall not be permitted.
e. Make mechanical splices where shown on the plans. Install splices in accordance with the
manufacturer's instructions and recommendations. The mechanical device shall develop
at least 125% of the specified yield strength of the bar.
C. PLACEMENT
f. Place steel reinforcement, as indicated on the plans with the specified tolerances. Hold
securely in place during the placing of the concrete. The minimum clear distance
between bars shall be per ACI 318 unless noted otherwise. Always pass vertical stirrups
around the main tension members and securely attach thereto. Wire reinforcing together
at a sufficient number of intersections to produce a sound, sturdy mat or cage of
reinforcement that will maintain the reinforcement in correct positions when the concrete
is placed.
g. Hold the reinforcing steel in concrete slabs firmly in place with wire supports or"chairs".
Sizing and spacing of the chairs shall be sufficient to properly support the steel, and shall
be in accordance with CRSI Publications "Manual of Standard Practice".
h. Space the reinforcing steel in concrete walls the proper distance from the face of the
forms, as indicated on the drawings using chairs, pre-cast mortar or concrete blocks.
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i. Where reinforcing conflicts with location of anchor bolts, inserts, etc., submit prompt
notifications so that revisions can be made before concrete is placed. No cutting of ,M
reinforcing shall be permitted without the prior approval of the Engineer.
j. Reinforcing shall extend through construction joints.
k. Cutting reinforcing bars by use of gas-cutting torch is prohibited.
3.03 FIELD QUALITY CONTROL
Concrete shall not be placed until the Engineer has observed the final placing of the reinforcing
steel, and has given permission to place concrete. 40
END OF SECTION
Me
MR
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03300 CAST-IN-PLACE CONCRETE
1.00 GENERAL
1.01 WORK INCLUDED
Furnish labor, materials, mixing and transporting equipment and incidentals necessary to
proportion, mix, transport, place, consolidate,finish and cure concrete in the structure.
1.02 QUALITY ASSURANCE
A. DESIGN CRITERIA
1. Concrete shall be composed of Portland Cement,fine aggregate, coarse aggregate,
admixtures and water, as specified.All reinforced concrete shall include high range water
reducer(HRWR)except for the Class E concrete and the concrete for foundation slabs.
2. ACI 211.1 shall be the basis for selecting the proportions for concrete made with
aggregates of normal and high density and of workability suitable for usual cast-in-place
structures.
3. The design of the*concrete shall be consistent with the minimum requirements of strength
and proportions stated herein and in accordance with ACI Standard 211.1 "Standard
Practice for Selecting Proportions for Normal, Heavy weight, and Mass Concrete,"subject
to maximum water cement ratio, minimum cement content and minimum strengths
specified.
4. The workability of any mix shall be as required for the specific placing conditions and the
method of placement. The concrete shall have the ability to be worked readily into
corners and around reinforcing steel without the segregation of materials or the collection
of free water on the surface. Compliance with specified slump limitations shall not
necessarily designate a satisfactory mix.
5. In no case shall the amount of coarse material produce harshness in placing or
honeycombing in the structure,when forms are removed.
B. CONCRETE CLASSIFICATIONS
CLASS MIN. `MIN. MAX. SIZE. _ MAX. MAX-
DAY SACKS OF AGGREGATE WATER, SLUMP
COMP. CEMENT (IN.) GALS/BAG (IN;"`)
STRENGTH PER/C.Y. (NET),
PSI
A 3,500 5.5 1.5 5.25 4-6
Size No. 467
B 4000 6.0 1.0 5.25 4
Size No. 57
D 5000 6.5 0.75 5.25 5
Size No. 67
E 1500 4.0 1.5 8.0 1-4
Size No. 467
'All reinforced concrete shall include high range water reducer(HRWR)except for the Class
E concrete and the concrete for foundation slabs.
"*Maximum slump with high range water reducing admixture may be increased to 7"-9".
'Provide one additional sack of cement if concrete must be deposited in water.
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C. CONCRETE USAGE
Class A Use: All reinforced concrete unless otherwise specified
Class B Use: Pump Concrete, Drilled Shafts, Thin Wall Sections
Class D Use: Precast Concrete and Precast Panels
Class E Use: Cradling, Blocking, Foundation Seal, Lean Concrete Backfill
1. The maximum amount of coarse aggregate (dry loose volume) per cubic foot of finished
concrete shall not exceed 0.82 cubic feet.
2. The maximum amount of water, as established in the table above, includes the water in
the aggregate, with the aggregates in a saturated, surface-dry condition.
3. The maximum water content shall be the amount added at the mixer, plus the free water ^'
in the aggregate, and minus the absorption of the aggregate based on a 30-minute
absorption period. No allowance shall be made for the evaporation of water after
batching. If additional water is required to obtain the desired slump, a compensating
amount of cement shall also be added. The maximum water-Cement ratio shall not be
exceeded. No additional compensation shall be made for additional cement.
D. CONCRETE STRENGTH
The concrete mix shall be designed with the intention of producing concrete which has
compressive or flexural strength equal to or greater than the following, when tested in
accordance with ASTM C-39 and ASTM C-293.
inimum intmum . .;
Compressive Strength Fiexral Strength
(tbs. er s n lbs: er�s .in. .
Class of Concrete 7 Da > 28'Da 4 Da .7 Day
A 2,333 3,500 400 500
B 2,667 4,000 480 600
D 3,333 5,000 480 600
E 1,000 1,500 — —
E. TRIAL MIXES
1. Laboratory samples shall be taken in accordance with the trial mix designs for laboratory
testing purposes.
2. The fresh concrete shall be tested for Slump(ASTM C143)and Air Content(ASTM C173
and ASTM C231). Strength test specimens shall be made, cured and tested for seven(7)
and 28-day strength in accordance with ASTM C192, ASTM C39, and ASTM C293.
3. Suitable facilities shall be provided for readily obtaining representative samples of r
aggregate from each of the weigh batchers for test purposes and for obtaining
representative samples of concrete for uniformity tests. The necessary platforms, tools,
and equipment for obtaining samples shall be furnished. Aggregates shall be tested in
accordance with ASTM C289.
4. The proportions of materials entering into the trial mix shall be laboratory tested prior to
concrete placing. The cement contents specified are minimum values. If additional
quantities are required to obtain the specified strengths, supply the cement at no
additional cost to the Owner.The trial mix must be at the maximum water content ratio
allowed by the specification for each class of concrete.
5. A trial mix shall be designed by an independent testing laboratory, retained and paid by
the Contractor and approved by the Owner. The Contractor shall furnish a copy of the
concrete mix design specifications to the testing laboratory.The testing laboratory shall
submit verification that the materials and proportions of the trial concrete mix design meet 3
the specifications. The laboratory trial concrete mix design shall be submitted to the
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3
Engineer before the 7-day strength tests are made. A strength test shall be the average of
the strengths of two cylinders made from the same sample of concrete and tested at 28
days or at other test age designated for determination of the specified strength. In lieu of
trial mixes, if the production concrete facility has test records, the test records shall be
submitted to the independent testing laboratory for review. The testing laboratory shall
establish a standard deviation for the test records.Test records from which a standard
deviation is calculated shall represent materials, quality control procedures, and
conditions similar to those expected; shall represent concrete produced to meet a
specified strength or strengths within 1000 psi of that specified for proposed work.The
required average strength of test records shall be evaluated as described below. In either
case, the testing laboratory shall submit either trial mix design or test records after
determining that all criteria for each class of concrete has been met.
a. Test Records Exceeding 29
Required average compressive strength used as the basis for selection of concrete
proportions shall be the larger of the specified strength plus the standard deviation
multiplied by 1.34 or the specified strength plus the standard deviation multiplied by
2.33 minus 500.
b. Test Records Less than 29
Where a concrete production facility does not have test records meeting the above
requirements but does have a record based on 15 to 29 consecutive tests, a standard
deviation may be established as the product of the calculated standard deviation and
a modification factor from the following table:
No.of Tests(1) Modification Factor for Standard.Deviation
Less than 15 See Note
15 1.16
20 1.08
1.03
or
more 1.00
1) Interpolate for intermediate numbers of tests.
When a concrete production facility does not have field strength test records for
calculation of standard deviation or the number of tests is less than 15, the required
average strength shall be:
i) The specified strength plus 1000 psi for specified strengths of less than 3000
si.
ii) T ' strength plus 1200 psi for specified strengths of 3000 to 5000
psi.
iii) The specified strength plus 1400 psi for specified strengths greater than 5000
psi.
6. Laboratory tests on trial mixes shall show a 28-day strength higher than the stated
minimum 28-day strength per AC1.318, Table 5.3.2.2. From these preliminary tests, the
ratios between 7-day and 28-day strengths shall be established to determine at seven (7)
days the strengths necessary to satisfy the required 28-day strengths. The 7-day trial mix
strength test results shall be submitted to the Engineer at least 14 days in advance of the
28-day strength tests. The final results of the 28-day compressive strength tests shall be
submitted to the Engineer at least ten(10)days prior to the scheduled beginning of
concrete placement and shall be approved by the Engineer prior to the placement of any
concrete.
7. Two (2)mix designs shall be designed for each class of concrete that contains a high
range water reducer. Both mix designs shall be designed for this project ugma Is
that are to be used in the concrete. Mix designs from previou t€s q��fi �
acceptable. Concrete mix designs which are to have high ran e,W 1 `r_�r +$�
� 4 admixtures shall have the trial mix designed without the admixt re barStttfi�'
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results shall show that the mix design meets all other requirements of the specification
without the admixture. After the initial trial mix design is tested, another mix design shall "�
be proposed using the same portions in the initial mix design with the addition of the
admixture. Testing of the concrete shall be performed under the guidance of the
admixture manufacturer's representative to determine dosage, addition times, and
compatibility with other admixtures and mixture constituents. In addition to the test
performed in the first trial mix, the second mix, with admixture added, shall have tests
performed and results tabulated that show slump retention for a 90 minute time period,
temperature control for 90 minutes, as well as compressive strengths, and entrained air.
F. TESTING �+
1. GENERAL
a. Tests shall be required throughout the work to monitor the quality of concrete.
Samples shall be taken in accordance with ASTM C172.
b. The Engineer may waive these requirements on concrete placements of ten (10)
cubic yards or less. However, evidence shall be furnished showing a design mix
which meets the specifications. ,
c. Testing of the materials, ready mix, transit mix or central plant concrete will be by a
testing laboratory. The Owner will select and pay for this service. A summary of all
tests performed will be available. No concrete shall be placed without a
representative present at either the plant or at the project site.
d. Unless the Owner's laboratory is on the site, provide housing for the curing and
storage of test specimens and equipment. _
2. SLUMP TEST
Slump tests, in accordance with ASTM C143, shall be used to indicate the workability and
consistency of the concrete mix from batch to batch. Generally, a slump test shall be
made at the start of operations each day, at regular intervals throughout a working day, ,.W
and at any time when the appearance of the concrete suggests a change in uniformity.
3. AIR CONTENT TEST
Tests for the concrete's air content shall be made in accordance with ASTM C231 or
ASTM C173, at the point of delivery of concrete, prior to placing in forms. The test shall
be made frequently to monitor a proper air content uniform from batch to batch.
4. COMPRESSION TEST
a. Compression test specimens shall be 6"x 12"concrete cylinders made and cured in
accordance with ASTM C31. No fewer than two(2)specimens shall be made for
each test at each age(7 and 28 days). Samples shall be taken at a minimum of
every 150 cubic yards of concrete for each class placed. At least one (1) set of test
specimens per day shall be made for each class of concrete used that day.
Specimens shall be cured under laboratory conditions specified in ASTM C31.
Additional concrete cylinders may be required for curing on the job under actual job
curing conditions. These samples could be required when:
1) There is a possibility of the air temperature surrounding the concrete falling below
40 degrees F, or rising above 90 degrees F.
2) The curing procedure may need to be improved and/or lengthened.
3) It is necessary to determine when the structure may be put into service.
4) Verification of concrete strength for early form removal.
b. Compression strength tests shall be made on the laboratory-cured and job-cured
concrete cylinders at seven (7)and 28 days, in accordance with ASTM C39. The
value of each test result shall be the average compressive strength of two (2)
samples taken at the same time from the same batch of concrete. The tests made at
seven (7)days shall show strengths of not less than 2/3 of the design strength. For
the 28-day cylinders, the strength level shall be satisfactory if the averages of all sets
of three (3)consecutive strength test results exceed the required design compressive „
strength, and no individual strength test result falls below the required compressive
strength by more than 500 psi. —
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5. FAILURE TO MEET REQUIREMENTS
a. Should the 7-day strengths shown by the test specimens fall below the required
values, additional curing shall be performed on those portions of the structures
represented by the test specimens at the Contractor's expense. Test cores shall be
obtained and tested in accordance with ASTM Test Method for Obtaining and Testing
Drilled Cores and Sawed Beams of Concrete, Designation C42. If additional curing
does not give the strength required,the Owner reserves the right to require
strengthening, replacement of those substandard portions of the structure, or
additional testing, at the Contractor's expense.
b. Upon receipt of the Contractor's written request, substandard concrete work may be
re-examined in place by non-destructive testing methods or core samples, in
accordance with ACI 301. The services of an independent testing laboratory shall be
retained and all expenses paid without compensation from the Owner. Laboratory
results shall be evaluated by the Engineer, who shall make the final decision on
acceptability of the concrete in question. Core sample holes shall be repaired.
1.03 SUBMITTALS
Submittals shall be in accordance with Section 01300, SUBMITTALS and shall include:
A. Shop Drawings for:
1. Design Mixes: For each mix design used, submit Attachment A"Concrete Mix Design"
and one of the following as required:
a. Attachment B "Basis for Mix Design—Field Strength Test Record"
b. Attachment C "Basis for Mix Design—Trial Mixtures"
2. Two(2) mix designs are required for concrete contains High Range Water Reducer
(HRWR). Refer to Section 1.02, E.7.
3. Submit mix design supporting documentation and calculations as required
4. Additional construction joints
5. Manufacturer's literature on "approved equal" materials
B. Certified Test Reports for:
1. Materials used in the trial mix design
2. Seven (7)day and 28-day compressive strength tests results
a. Test reports for aggregate, conforming to ASTM C-33; including the reports for
soundness and abrasion resistance.
b. Test reports for aggregate, conforming to ASTM C-289; or verification to verify the
aggregates are not"potentially reactive."
C. Record Data for:
Manufacturer's literature on "specified" materials
1.04 STANDARDS
Mixing, sampling, placing, curing and testing of concrete, and the materials used shall be in
compliance with the latest revisions of the following standards, unless otherwise noted in the
Contract Documents. The Contractor shall maintain one(1)copy of each of the applicable
standards at the construction field office.
A. American Society for Testing and Materials(ASTM)standards:
ASTM C31 Test Methods of Making and Curing Concrete Test Specimens in the
Field
ASTM C33 Specification for Concrete Aggregates
ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete
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Specimens
ASTM C42 Test Method for Obtaining and Testing Drilled Cores and Sawed Beams
of Concrete
ASTM C87 Test Method for Effect of Organic Impurities in Fine Aggregate on
Strength of Mortar
ASTM C94 Specification for Ready-Mixed Concrete -F
ASTM C109 Test Method for Compressive Strength of Hydraulic Cement Mortars
ASTM C125 Terminology Relating to Concrete and Concrete Aggregates
ASTM C143 Test Method for Slump of Hydraulic Cement Concrete -
ASTM C150 Specification for Portland Cement
ASTM C156 Test Method for Water Retention by Concrete Curing Materials
ASTM C171 Specification for Sheet Materials for Curing Concrete
ASTM C172 Practice for Sampling Freshly Mixed Concrete
ASTM C173 Test Method for Air Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C191 Test Method for Time of Setting of Hydraulic Cement by Vicat Needle
ASTM C192 Test Method of Making and Curing Concrete Test Specimens in the
Laboratory ^'
ASTM C231 Test Method for Air Content of Freshly Mixed Concrete by the Pressure
Method
ASTM C260 Specification for Air-Entraining Admixtures for Concrete i
ASTM C289 Test Method for Potential Reactivity of Aggregates (Chemical Method)
ASTM C293 Test Method for Flexural Strength of Concrete (Using Simple Beam with
Center-Point Loading)
ASTM C309 Specification for Liquid Membrane-Forming Compounds for Curing
Concrete
ASTM C494 Specification for Chemical Admixtures for Concrete
ASTM C579 Test Methods for Compressive Strength of Chemical-Resistant
Mortars and Monolithic Surfacings
ASTM C580 Test Method for Flexural Strength and Modulus of Elasticity of .�
Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings
ASTM C595 Specification for Blended Hydraulic Cements
ASTM C618 Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use
as a Mineral Admixture in Portland Cement Concrete
ASTM C806 Test Method for Restrained Expansion of Expansive Cement Mortar
ASTM C827 Test Method for Early Volume Change of Cementitious Mixtures
ASTM C845 Specification for Expansive Hydraulic Cement
ASTM C878 Test Method for Restrained Expansion of Shrinkage-Compensating
Concrete
ASTM C881 Specification for Epoxy-Resin-Base Bonding Systems for Concrete
ASTM D570 Test Method for Water Absorption of Plastics
ASTM D638 Test Method for Tensile Properties of Plastics
ASTM D746 Test Method for Brittleness Temperature of Plastics and Elastomers by
Impact
ASTM D994 Specification for Preformed Expansion Joint Filler for Concrete
(Bituminous Type)
ASTM D1190 Specification for Concrete Joint Sealer, Hot-Poured Elastic Type
ASTM D1752 Specification for Preformed Sponge Rubber and Cork Expansion Joint
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Fillers for Concrete Paving and Structural Construction
ASTM D2240 Test Method for Rubber Property-Durometer Hardness
ASTM E96 Test Methods for Water Vapor Transmission of Materials
B. American Concrete Institute(ACI)standards:
ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavy-weight,
and Mass Concrete
ACI 214 Recommended Practice for Evaluation of Strength Test Results
ACI 223 Standard Practice for Use of Shrinkage Compensating Concrete
ACI 301 Specification for Structural Concrete for Buildings
ACI 304 Guide for Measuring, Mixing,Transporting & Placing Concrete
ACI 304.2R Placing Concrete by Pumping Methods
ACI 305R Hot Weather Concreting
ACI 306R Cold Weather Concreting
ACI 308 Standard Practice for Curing Concrete
ACI 309 Guide for Consolidation of Concrete
ACI 318 Building Code Requirements for Reinforced Concrete
C. Corps of Engineers, Department of the Army specification:
CRD-C621-83 Corps of Engineers Specification for Non-Shrink Grout
D. Federal Specification:
TT-S-00227E Type II, Class A or B, Expansion Joint Sealant
E. Concrete Plant Manufacturers Bureau (CPMB)
1.05 DELIVERY AND STORAGE
A. Deliver cement in bulk or bags which are plainly marked with the brand and manufacturer's
name. Immediately upon receipt, store cement in a dry, weather-tight and properly ventilated
structure,which excludes moisture. Storage facilities shall permit easy access for inspection
and identification. Cement not stored in accordance with the requirements shall not be used.
B. Sufficient cement shall be in storage to complete placement of concrete started. In order that
cement may not become unduly aged after delivery, maintain records of delivery dates. Use
cement which has been stored at the site for 60 days or more before using cement of lesser
age. No cement shall be used which is lumped, caked, stored more than 90 days, or whose
temperature exceeds 170 degrees F.
C. Handle and store concrete aggregate in a manner which prevents the admixture of foreign
materials. If the aggregates are stored on the ground, grub the sites for the stockpiles, clear
weeds and grass and level. Do not disturb the bottom layer of aggregate or use without
recleaning.
' D. Store different types and gradations of aggregates in a manner which prevents intermixing.
Handle materials in stockpiles in a manner which prevents segregation of materials in the pile.
Build in layers not over 3 feet in depth. Should segregation occur, remix the aggregates to
conform with the grading requirements. Stockpile fine aggregates at least 24 hours before
mixing to reduce the free moisture content.
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1.06 JOB CONDITIONS
A. GENERAL
1. The concrete shall be mixed in quantities required for immediate use. Any concrete which
is not in place within the time limits specified shall not be used. Concrete shall not be re-
tempered.
2. Concrete shall not be placed if impending weather conditions would impair the quality of
the finished work.
B. CONCRETE TEMPERATURE
No concrete shall be placed when the temperature of the concrete to be placed is greater
than 90 degrees F or less than 50 degrees F. The temperature of the concrete to be placed
shall be taken by the Owner's representative with a thermometer immediately before
placement, with the point of measurement being in the chute or bucket.
C. COLD WEATHER
1. If air temperature is at or below 40 degrees F, cold weather concreting shall be performed .
in accordance with ACI-306R.
2. No concrete shall be mixed or placed when the atmospheric temperature is at or below 35
degrees F. The temperature shall be taken in the shade away from artificial heat.
3. In cases where the temperature drops below 40 degrees F after the concreting operations
have been started, sufficient canvas and framework or other type of housing shall be
furnished to enclose and protect the structure, in accordance with the requirements of
ACI-306R. Sufficient heating apparatus such as stoves, salamanders, or steam
equipment and fuel to provide heat shall be supplied. The concrete shall be protected
when placed under all weather conditions. Should concrete placed under such conditions
prove unsatisfactory, remove and replace the concrete at no cost to the Owner.
4. When mixing with the air temperature below 40 degrees F,water used for mixing shall be
heated to raise the concrete temperature to 70 degrees F. The temperature of the mixing
water shall not exceed 165 degrees F when entering the mixer.
5. If heating the mixing water only does not raise the placing temperature of the concrete to
70 degrees F, the aggregate must also be heated, either by steam or dry heat, to raise
the placing temperature of the concrete to the required temperature. In no case shall the
aggregate temperature exceed 150 degrees F as it enters the mixer. The heating
apparatus shall heat the mass of the aggregate uniformly and preclude the occurrence of
hot spots which burn the material.
6. Salts, chemicals, or other foreign materials shall not be mixed with the concrete to
preventing freezing. Calcium chloride is not permitted.
D. HOT WEATHER
1. Hot weather is defined as any combination of high air temperature, low relative humidity
and wind velocity that impairs the quality of the concrete. Hot weather concreting shall be
in accordance with ACI-305R. Concrete shall be placed in the forms without the addition
of any more water than that required by the design (slump). No excess water shall be _
added on the concrete surface for finishing. Control of initial set of the concrete and
extending the time for finishing operations may be accomplished with the use of approved
water-reducing and set-retarding admixture, as specked.
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2. Maximum time intervals between the addition of mixing water and/or cement to the batch,
and the placing of concrete in the forms shall not exceed the following (excluding HRWR
admixture use):
Concrete Temperature Maximum Time From Addition
of Water to Placement
Non-Agitated Concrete
Up to 80° F 30 Minutes
Over 80° F 15 Minutes
Agitated Concrete
Up to 75° F 90 Minutes
750 to 89° F 60 Minutes
Over 90° F(max. permissible 45 minutes
concrete temp)
The use of an approved set-retarding admixture will permit the extension of the above
time maximums by 30 minutes,for agitated concrete only.
The use of an approved high range water reducing(HRWR) admixture will allow
placement time extensions as determined by the manufacturer.
3. The maximum temperature of concrete shall not exceed 90 degrees F at the time the
concrete is placed. The temperatures of the mixing water shall be reduced by the use of
chilled water or ice.
4. The maximum temperature of concrete with high range water reducing admixture shall not
exceed 100 degrees F at the time concrete is placed.
5. Under extreme heat, wind, or humidity conditions, concreting operations may be
suspended if the quality of the concrete being placed is not acceptable.
2.00 PRODUCTS
2.01 MATERIALS
A. CEMENT; GENERAL: Fine and coarse aggregates shall be tested in accordance with ASTM
C289 to determine the potential reactivity of aggregates. If the tests show that the fine and/or
coarse aggregates are"Potentially Reactive", a low alkali Portland Cement shall be used.
The total alkali content calculated as the percentage of sodium oxide (Na20) plus 0.658 times
the percentage of potassium oxide(K20) shall not exceed 0.6.
B. In lieu of testing of aggregates per ASTM C289, the contractor may elect to use a low alkali
cement defined above without testing the aggregates.
C. CEMENT;TYPE:
1. Type "I" Portland Cement, conforming to ASTM C150; used for all concrete structures
unless otherwise specified.
D. FLY ASH/POZZOLANS: Fly ash/pozzolan shall not be permitted.
E. ADMIXTURES: Concrete of 3000 psi or stronger shall contain air-entraining admixtures.
When job conditions dictate, water-reducing and set-controlling admixtures may be used.
Only specified admixtures shall be used. Admixtures shall be batched at the batch plant.
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f
1. Air-Entraining Admixture: Conforming to ASTM C260. The total average air content shall
be in accordance with recommendations of ACI 211.1; 4.5%t1.5%for 1-1/2" maximum
size aggregate.
2. Water Reducing Admixtures: Conforming to ASTM C494;Types"A"or"D"only;
accurately measured and added to the mix according to the manufacturer's
recommendations.
3. Set Retarding Admixtures: Conforming to ASTM C494;Types "B"and "D"only; �.
accurately measured and added to the mix in according to the manufacturer's
recommendations.
4. Water Reducing Admixtures- High Range (HRWR): High Range Water Reducer shall
comply with ASTM C494, Type F or G. HRWR shall be accurately measured in
accordance with the manufacturer's recommendations. HRWR shall be added to the
concrete mix at the concrete batch plant. HRWR may not be added at placement site
except to redose a batch and only after approval of the HRWR manufacturer. The high
range water reducing admixture shall be able to maintain the plasticity range for extended
periods of time (2 hours if necessary)without a rise in concrete temperature. Type F or G
admixtures shall be used in all concrete except in foundation slabs and Class E coperete. MO
With the use of these admixtures, slump limit shall be between 7"and 9" unless otherwise
authorized by the manufacturer. Other admixtures may only be used with the HRWR if
approved by the HRWR manufacturer. A representative of the HRWR manufacturer shall
be present during any large placement, placement of slabs, or during times of unusual i
circumstance which may require changes to the product formulation. High range water
reducing agent shall be Rheobuild by Master Builders, Inc., or Daracem 100 by Grace.
F. WATER
1. Clean and free from injurious amounts of oil, acid, alkali, salt, organic matter, or other
deleterious substances. Water suitable for drinking or for ordinary household use shall be
accepted for use without testing.
2. Water for concrete from shallow, muddy, or marshy sources shall not be used.
3. When comparative tests are made with water of known, satisfactory quality, in
accordance with ASTM C94, any indication of unsoundness, marked change in the time
of set, or reduction of more than 5% in mortar strength shall be cause for rejection.
G. FINE AGGREGATE
1. Washed and screened natural sands or sands manufactured by crushing stones;
conforming to ASTM C33. The gradation in ASTM C33 for air entrained concrete is:
SIEVE SIZE PERCENT RETAINED PERCENT PASSING
3/8" 0 100
#4 0-5 95- 100
#8 0-20 80- 100
#16 15-50 50-85
#30 40-75 25-60
#50 70-90 10-30
#100 90-98 2 - 10
2. Fine aggregate shall have not more than 45% retained between any two (2)consecutive
sieves. Its fineness modulus, as defined in ASTM C125, shall be not less than 2.3 nor t
more than 3.1.
H. COARSE AGGREGATE
1. Crushed stone or gravel conforming to ASTM C33, in the gradation size specified.
Cast-in-Place Concrete 03300-10
CDM00507—Rolling Hills WTP—High Service Pump Station
2. For gradation size number 357, the maximum aggregate size of 2" is:
SIEVE SIZE PERCENT PERCENT
SQUARE OPENING RETAINED PASSING
2-1/2" 0 100
2" 0-5 95— 100
1" 30-65 35-70
W 70-90 10-30
No. 4 95-100 0-5
3. For gradation size number 467, a maximum aggregate size of 1-1/2" is:
SIEVE SIZE PERCENT PERCENT
SQUARE OPENING RETAINED PASSING
2" 0 100
1-1/2" 0-5 95—100
3/4" 30-65 35-70
3/8" 70-90 10-30
No. 4 95-100 0-5
4. For gradation size number 57, the maximum aggregate size of 1" is:
SIEVE SIZE PERCENT PERCENT
SQUARE OPENING RETAINED PASSING
1-1/2" 0 100
1" 0-5 95-100
Ss" 40-75 25-60
No.4 90-100 0- 10
No. 8 95-100 0-5
5. For gradation size number 67, the maximum aggregate size of 3/4" is:
SIEVE SIZE PERCENT PERCENT
SQUARE OPENING RETAINED PASSING
1" 0 100
3/4" 0-10 90-100
3/8" 45-80 20-55
No. 4 90-100 10- 10
No. 8 95-100 0-5
6. For gradation size number 8, the maximum aggregate size of 3/8" is:
SIEVE SIZE PERCENT PERCENT
SQUARE OPENING RETAINED PASSING
1" 0 100
3/8" 0-15 85-100
No. 4 70-90 10-30
No. 8 90-100 0-10
No. 16 95-100 0-5
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CDM00507—Rolling Hills WTP—High Service Pump Station
I. EXPANSION JOINT MATERIALS FOR NON-WATER RETAINING STRUCTURES:
Bituminous-type, preformed, expansion joint filler; conforming to ASTM D994.
J. EXPANSION JOINT MATERIALS FOR WATER RETAINING STRUCTURES
1. Pre-molded, resilient, non-bituminous expansion joint filler conforming to ASTM D1752,
Type"Il", in the thickness specified.
2. Expansion joint sealant for non-potable water shall be a 2-component, non-sag,
polysulfide-base, elastomeric sealing compound. The material shall conform to Federal dM
Specification TT-S-00227E,Type"II", Class B; installed according to the manufacturer's
recommendations. Backing material for sealant shall be a rod of a diameter and
composition recommended by the sealant manufacturer.
3. Expansion joint sealant for potable water shall be a two-component, non-sag, polysulfide
sealant containing no lead or mercury; conforming to Fed. Spec.TT-S-00227E,Type"Il",
Class A; applied according to the manufacturer's specifications. Backing material for
sealant shall be a rod of a diameter and composition recommended by the sealant
manufacturer.
K. PVC WATERSTOPS: Polyvinylchloride waterstop incorporating galvanized steel wire along
both edges; Paul Murphy Plastics Company's Wirestop, 6"wide; Wirestop Type FR-6380,for
construction joints. Expansion joints shall have a 9"wide 3/8"thick, center bulb; Wirestop
Type ACR-9380 (Special Profile); extruded PVC in the size and type specified; conforming to
the U.S.Army Corps of Engineers'Waterstop Specification CRD-C572-74. dO
L. SHEET CURING MATERIAL: Conforming to ASTM C171.
1. Waterproof paper
2. Polyethylene film
3. White burlap- polyethylene film
M. MEMBRANE CURING COMPOUNDS: Membrane curing compound conforming to ASTM
C309; having a color to indicate coverage when applied; non-staining; applied according to
the manufacturer's recommendations. No curing compound shall be used on walls which are
to receive a plaster mix finish. When tested according to ASTM C156, the curing compound
shall provide a film which has retained, within the specimen, the following percentages of
moisture present when the curing compound was applied:
1. At least 97% at the end 24 hours .,
2. At least 95% at the end of three(3)days
3. At least 91% at the end of seven (7)days.
N. VAPOR BARRIER: Where required, a minimum six(6) mil. thick, natural polyethylene film
with a permeability of not more than 0.11 perms, in accordance with ASTM E96. Joints or
splices, where required, shall be made with minimum 2"wide tape equivalent to the material
being joined or spliced.
O. BONDING AGENT: Sika Armatec 110 as manufactured by Sika Corp.The bonding agent
shall carry the manufacturer's recommendation for the planned application and shall be
followed in every detail. Epoxy bonding system shall conform to ASTM C881. -
P. SHRINKAGE COMPENSATING GROUT: Shrinkage compensating grout for grouting of
pump, motor, and equipment baseplates or bedplates, column baseplates, other
miscellaneous baseplates, piping block outs and other uses of grout. Grout shall meet the
following requirements, as verified by independent laboratory tests:
Cast-in-Place Concrete 03300-12
CDM00507-Rolling Hills WTP-High Service Pump Station
1. No shrinkage from the time of placement, or expansion after set, under ASTM C827 and
CRD-C621-83 (Corps of Engineers). When non-shrink grouts are tested under
CRD-C621-83, the grout shall be tested in a fluid state. A fluid state shall be defined as
lowing through a flow cone at a rate of 20 seconds, t five (5)seconds.
2. A 24-hour compressive strength in a trowelable mix of not less than 6,000 psi under
C109, ASTM unless otherwise specified.
1. An initial set time of not less than 45 minutes under ASTM C191.
3. Non-Shrink Non-Metallic Grout: Pre-mixed, non-staining, non-shrink grout; MasterPlow
713 Grout by Master Builders, Inc.
4. Non-shrink Epoxy Structural Grouts: Furnished in two(2)components from the factory
and mixed on the job site; conforming to ASTM C579, ASTM C580, and ASTM C827;
chemical resistant, water resistant and a minimum seven (7)day compressive strength of
12,000 psi; Sika Corp's Sika Grout Pack or U.S. Grout Corp's Five Star Epoxy Grout.
5. Non-Shrink Metallic Grout: Pre-mixed,factory packaged, ferrous aggregate mortar
grouting compound; Embeco 636 by Master Builders, Inc., Ferrogrout 939 by Sternson
Construction Products, or Supreme Plus by Gifford-Hill Chemical Division.
Q. NORMAL SHRINKAGE GROUT: One(1) part Type I Portland Cement to three (3) parts of
clean, first quality sand; proportioning on a volumetric basis; used for grouting areas as shown
on the plans which do not require non-shrink grout.
R. CONCRETE CURING AND SEALING COMPOUND: Where a sealer is necessary, use a
concrete sealing and curing compound. Compound shall be Masterkure CR(Clear)by
Master Builders, Inc. Application of this product shall be in accordance with the
manufacturer's recommendations.
S. STRUCTURAL CONCRETE REPAIR MATERIAL: Non-shrink, non-slump, non-metallic,
quick-setting patching mortar; Sika Corp. Sikatop 123 or Five Star Structural Concrete by U.
S. Grout Corporation; as approved by the manufacturer for each application and applied
accordance with the manufacturer's recommendations.
2.02 OFF SITE BATCH PLANT
Batch plants shall be an established concrete batching facility meeting the requirements of the
Concrete Plant Standards of the Concrete Plant Manufacturers Bureau.
2.03 ON SITE BATCH PLANT
ii. GENERAL
1. Batch plant, storage areas and materials shall meet requirements defined in the Concrete
Plant Standards of the Concrete Plant Manufacturers Bureau. If operated on the job site,
the batching plant shall be located in an area approved by the Owner. The use of
completed portions of a structure as the site for mixing operations or for storage of
materials shall not be permitted.
2. The plant shall facilitate the inspection of operations at all times. Suitable facilities shall
be provided for obtaining representative samples of aggregate from each of the bins or
compartments for test purposes.
3. Provide separate bins or compartments for each size or classification of aggregate, and
for bulk Portland Cement. The compartments shall be of ample size and constructed so
that there is no mixing or mingling of the batching materials during operations. The
batching plant shall be equipped so that the flow of each material into the batcher is
automatically stopped when the designated weight has been reached.
4. Aggregates may be weighed in separate weigh batchers with individual scales, or
cumulatively in one weigh batcher on one(1)scale. Bulk Portland Cement shall be
weighed on a separate scale in a separate weigh batcher. Water may be measured by
Cast-in-Place Concrete 03300-13
CDM00507—Rolling Hills WTP—High Service Pump Station
weight or by volume. If measured by weight, it shall not be weighed cumulatively with
another ingredient.
5. When aggregates are weighed cumulatively, the limit for aggregate applies to the total
weight in the batcher after each aggregate size has been batched.
6. Batching controls shall be interlocked so that the charging mechanism cannot be opened
until the scales have returned to zero. These requirements can be satisfied by a
semiautomatic batching system with interlocking or by an automatic batching system.
7. Delivery of materials from the batching equipment shall be within the following limits of
accuracy:
Material Percent
Cement 1
Water 1
Aggregate 2
Admixtures 3
B. WATER BATCHER AND ADMIXTURE DISPENSER
Equipment for batching water and the air-entraining admixture shall be provided at the
batching plant.
C. WATER BATCHERS
A suitable water measuring device shall be provided which is capable of measuring the mixing
water within the specified requirements for each batch. The mechanism for delivering water
to the mixers shall prevent leakage from occurring when the valves are closed. The filling and
discharge valves for the water batcher shall be so interlocked that the discharge valve cannot
be opened before the filling valve is fully closed.
� t
D. ADMIXTURE DISPENSER
A suitable device for measuring and dispensing each admixture shall be provided. The device
shall be capable of ready adjustment to permit varying the quantity of admixture to be
batched. The dispenser for air entraining admixtures shall be interlocked with the batching
and discharging operations of the water so that the batching and discharging of the admixture
will be automatic.
E. MOISTURE CONTROL
The plant shall be capable of ready adjustment to compensate for the varying moisture
contents of the aggregate, and to change the weights of the batching materials. An electric
moisture meter shall be provided for measurement of moisture in the fine aggregate. The
sensing element shall be arranged so that the measurement is made near the batcher
charging gate of the sand bin or in the sand batcher.
F. SCALES
1. Facilities shall provide accurate measurement and control of materials entering each
batch of concrete.
2. Standard test weights and any other auxiliary equipment required for checking the
operating performance of each scale or other measuring device shall be provided.
Periodic tests shall be made in the presence of the representative.
3. Upon completion of each check test and before further use of the indicating recording or
control devices, adjustments, repairs or replacements shall be made to secure
satisfactory performance. Each weighing unit shall include a visible, springless dial which
indicates the scale load at all stages of the weighing operation, or a beam scale with a
beam balance indicator which shows the scale balanced at zero load and at any beam
setting. The indicator shall have an over and under travel equal to at least 5%of the
capacity of the beam.
Cast-in-Place Concrete 03300-14
CDM00507—Rolling Hills WTP—High Service Pump Station
r
r4. The weighing equipment shall be arranged so that the plant operator can conveniently
observe dials or indicators.
G.
H. RECORDERS
1. An accurate recorder or recorders shall produce a graphical or digital record of the scale
reading after each of the aggregates and cement has been batched, prior to delivery to
the mixer and after the batchers have been discharged (returned to zero reference). The
weight or volume of water shall also be recorded if batched at a central batching plant.
_ 2. Each recorder shall be housed in a lockable cabinet.
3. The charts or tapes shall indicate the different types of mixes used by stamped letters,
numerals, colored ink or other suitable means. The charts or tapes shall be marked so
that variations in batch weights of each type of mix can be readily observed.
4. The charts or tapes shall show the time of day(stamped or pre-printed)at intervals of not
more than 15 minutes.
5. The recorded charts or tapes shall become the Owner's property. '
6. The recorders shall be placed in a convenient position for observation by the plant
operator.
4W
2.04 MIXING AND MIXING EQUIPMENT
A. Mixers may be stationary, truck, or paving mixers of approved design. They shall be capable
of combining the materials into a uniform mixture and of discharging without mixture
segregation. Stationary and paving mixers shall be provided with an acceptable device to
lock the discharge mechanism until the required mixing time has elapsed. The mixers or
mixing plant shall include a device for automatically counting the total number of batches of
concrete mixed. The mixers shall be operated at the drum or mixing blade speed designated
by the manufacturer on the name plate.
B. The mixing time for stationary mixers shall be based upon the mixer's ability to produce
uniform concrete throughout the batch and from batch to batch. For guidance purposes, the
manufacturer's recommendations, or one (1) minute for one (1)cubic yard plus 1/4 minute for
each additional cubic yard may be used. Final mixing time shall be based on mixer
performance. Mixers shall not be charged in excess of the capacity specified by the
manufacturer.
C. When a stationary mixer is used for partial mixing of the concrete (shrink mixed), the
stationary mixing time may be reduced to the minimum necessary to intermingle the
ingredients (about 30 seconds).
D. When a truck mixer is used, either for complete mixing(transit-mixed)or to finish the partial
mixing in a stationary mixer and in the absence of uniformity test data, each batch of concrete
shall be mixed not less than 70 nor more than 100 revolutions of the drum, at the rate of
rotation designated by the manufacturer of the equipment as mixing speed. If the batch is at
least 1/2 cubic yard less than the rated capacity, in the absence of uniformity test data, the
number of revolutions at mixing speed may be reduced to no less than 50. Additional mixing
shall be performed at the speed designated by the manufacturer of the equipment as agitating
speed. When necessary for proper control of the concrete, mixing of transit-mixed concrete
shall not be permitted until the truck mixer is at the site of the concrete placement. Truck
mixers shall be equipped with accurate revolution counters.
E. Paving mixers may be either single compartment drum or multiple compartment drum type. A
sled or box of suitable size shall be attached to the mixer under the bucket to catch any
concrete spillage that may occur when the mixer is discharging concrete into et.
Multiple compartment drum paving mixers shall be properly sync. T � 'gym
Cast-in-Place Concrete kV'� '�' � 30 15
CDM00507—Rolling Hills WTP—High Service Pump Station q �,;c�l �� c •
shall be determined by time required to transfer the concrete between compartments of the
drum.
F. Vehicles used in transporting materials from the batching plant to the paving mixers shall have
bodies or compartments of adequate capacity to carry the materials and to deliver each batch,
separated and intact, to the mixer. Cement shall be transported from the batching plant to the
mixers in separate compartments which are equipped with windproof and rain-proof covers.
3.00 EXECUTION
3.01 PREPARATION
A. Notify the Owner's representative upon completion of various portions of the work required for MW
placing concrete, so that inspection may be made as early as possible. Keep the Owner's
representative informed of the anticipated concrete placing schedules.
B. All items, including lines and grades,forms,waterstops, reinforcing, inserts, piping, electrical,
plumbing and the Contractor's concreting materials and equipment shall be in compliance with
the plans and specifications before proceeding.
C. Do not place any concrete until formwork and the placing reinforcement in that unit is —
complete. Place no concrete before the completion of all adjacent operations which might
prove detrimental to the concrete.
D. Brilliantly light the work site so that all operations are plainly visible when concrete mixing,
placing, and finishing continues after daylight. Whenever possible, concrete finishing shall be
completed in daylight hours.
E. When placing concrete, the forms shall be clean and entirely free from all chips, dirt, sawdust
and other extraneous matter. Forms for slab, beam and girder construction shall not have tie
wire cuttings, nails, or any other matter which would mar the appearance of the finished
construction. Clean forms and keep them free of any foreign matter during concrete placing.
3.02 CONSTRUCTION JOINTS
A. Construction joints are formed by placing plastic concrete in direct contact with concrete
which has attained its initial set. When concrete is specified as monolithic, the term shall be
interpreted as the manner and sequence of concrete placing so that construction joints do not
occur.
B. Additional horizontal and vertical construction joints, when submitted and approved by the ..,
Engineer, may have an impact on reinforcing details. Revise reinforcing details to reflect
additional joints.
C. Unless otherwise provided, construction joints shall be square and normal to the forms.
Provide bulkheads in the forms for all joints except horizontal joints.
D. Provide construction joints with roughened surfaces, keyways, reinforcing steel dowels, and
waterstops as indicated on drawings. The method of forming keys in keyed joints shall permit
the easy removal of forms without chipping, breaking, or damaging the concrete.
^
Cast-in-Place Concrete 03300-16
CDM00507—Rolling Hills VVTP—High Service Pump Station
E. Thoroughly clean joint surfaces of loose or weakened materials by sandblasting and prepare
for bonding.At least two hours before and again shortly before the new concrete is deposited.
Thoroughly wash the surface of the concrete after sand blasting to remove all loose material.
The joints shall be saturated with water.
F. For horizontal joints in walls, immediately prior to the placement of additional concrete, draw
forms tight against the concrete and place a 3"coating of normal shrinkage grout.
3.03 EXISTING HARDENED CONCRETE
Where new concrete or grout, except epoxy structural grout, is to be placed in contact with
existing hardened concrete, texture the existing surface by chipping or other means so that an
irregular surface having a height variance of not less than 1/4" is created. The existing concrete
shall then be coated with an epoxy bonding agent and new concrete or grout placed.
3.04 WATERSTOPS
Install waterstops for all joints where indicated on the drawings.Waterstops shall be continuous
around all corners and intersections so that a continuous seal'is provided.
A. PVC WATERSTOPS
1. Splices shall be factory made, where possible. Make field splices using a
thermostatically-controlled source of heat according to the manufacturer's
recommendations. Splices shall be water-tight, with the ends of joined pieces in true
alignment. Provide a miter box for joining saw cutting ends and to insure proper
alignment and contact between surfaces to be joined.
2. Install waterstops to form a continuous watertight diaphragm in each joint.
3. Correctly position waterstops in the forms and adequately support forms to prevent
movement or disturbance during the placing of concrete. Fasten waterstops every 12"
(both sides)before placing concrete.
3.05 HANDLING AND TRANSPORTING
A. Arrange and use chutes, troughs, or pipes as aids in placing concrete so that the ingredients
of the concrete are not segregated. They shall be steel or steel lined. When steep slopes are
-� necessary, equip the chutes with baffles or make in short lengths that reverse the direction of
movement. Extend open troughs and chutes, if necessary, inside the forms or through holes
left in the forms. Terminate the ends of these chutes in vertical downspouts.
B. Keep chutes, troughs and pipes clean and free from coatings of hardened concrete by
thoroughly flushing with water before and after placement. Discharge water used for flushing
away from the concrete in place.
C. Concrete pumping is permitted and shall comply with ACI 304.2R.
D. Carting or wheeling concrete batches on completed concrete floor slab shall not be permitted
until the slab has aged at least four(4)curing days. Unless pneumatic tired carts are used,
wheel the carts on timber planking so that the loads and impact are distributed over the slab.
Curing operations shall not be interrupted for the purpose of wheeling concrete over finished
slabs.
E. Delivery tickets shall be required for each batch and shall be in accordance with ASTM C94,
Section 16. Each delivery ticket must show plainly the amount of water, in gallons, that can be
added to the mixer truck at the site without exceeding the maximum water cement ratio
approved for that mix design. Amount of water added must be in proportion to contents of
truck.
Cast-in-Place Concrete 03300-17
CDM00507—Rolling Hills WTP—High Service Pump Station
3.06 DEPOSITING
A. The method and manner of placing shall prevent segregation or separation of the aggregate
or the displacement of the reinforcement. Use drop chutes of rubber or metal when
necessary. Prevent the spattering of forms or reinforcement bars if the spattered concrete
dries or hardens before it is incorporated into the mass.
B. Fill each part of the forms by directly depositing concrete as near its final position as possible.
Work the coarse aggregate back from the face and force the concrete under and around the
reinforcement bars without displacing them. Depositing large quantities at one point in the
forms, then running or working it along the forms shall not be permitted.
C. After the concrete has taken initial set, the forms shall not be jarred. No force or load shall be
placed upon projecting reinforcement.
D. Deposit the concrete through vertical drop chutes of rubber or metal of satisfactory size when
operations involve placing concrete from above, such as directly into an excavated area, or
through the completed forms, particularly in walls, piers, columns, and similar structures.
Drop chutes shall be made in sections or provided in several lengths so that the outlet may be
adjusted to proper heights during placing.
E. Concrete shall not be dropped free more than 5 feet or 10 feet when high range water
reducing admixture(HRWR) is used. Place in continuous horizontal layers with a depth of
from 1 feet to 3 feet, depending upon the wall thickness. Each layer shall be soft when a new
layer is placed upon it. No more than one(1) hour shall elapse between the placing of
successive concrete layers in any portion of the structures included in continuous placement.
F. Place required sections in one continuous operation to avoid additional construction joints.
G. If excessive bleeding causes water to form on the surface of the concrete in tall forms, make
the mix dryer to reduce the bleeding. In tall walls, place the concrete to a point about 1 foot
below the top of the wall and allow to settle for two(2) hours. Resume and complete
concreting before set occurs.
H. Place concrete slabs with a finished surface greater(steeper)than one(1)vertical to ten (10)
horizontal from bottom to top.
3.07 CONSOLIDATING
A. Compact each layer of concrete and flush the mortar to the surface of the forms by
continuous-working mechanical vibrators. Vibrators which operate by attachment to forms
shall not be used. Apply the vibrator to the concrete immediately after deposit. Move vibrator
throughout the layer of the newly placed concrete, several inches into the plastic layer below.
Thoroughly work the concrete around the reinforcement, embedded fixtures and into the
corners and angles of the forms until it is well-compacted.
B. Mechanical vibrators shall not be operated so that they penetrate or disturb previously placed
layers which are partially set or hardened. They shall not be used to aid the flow of concrete
laterally. The vibration shall be of sufficient duration to completely compact and embed
reinforcement and fixtures, but not to an extent causing segregation.
C. Keep vibrators constantly moving in the concrete and apply vertically at points uniformly
spaced, not farther apart than the radius over which the vibrator is visibly effective. The ..
vibrator shall not be held in one location longer than required to produce a liquified
appearance on the surface. ,.
Cast-in-Place Concrete 03300-18
CDM00507—Rolling Hills WTP— High Service Pump Station
D. When submerged in concrete, internal vibrators shall maintain a frequency of not less than
6,000 impulses per minute for spuds with diameters greater than 5"and 10,000 impulses for
smaller spuds. The vibration intensity(amplitude)shall be sufficient to produce satisfactory
consolidation.
E. Provide one(1)vibrator(powered pneumatically or electrically)for each 10 cubic yards of
concrete per hour being placed. Provide at least one(1)vibrator, which may be of the
gasoline powered type, as a standby for each two vibrators in service. To produce
satisfactory consolidation, and based upon the observed performance, the Owner's
representative may require the use of a larger sized and powered vibrator.
F. Check vibrators intended for regular service or standby service before beginning concreting
operations.
3.08 PLACEMENT IN WATER
A. Deposit concrete in water only when dry conditions cannot be obtained. The forms,
cofferdams, or caissons shall be sufficiently tight to prevent any water flowing through the
space where concrete is to be deposited. Pumping of water shall not be permitted while the
concrete is being placed, nor until it has set for at least 36 hours.
B. Carefully place the concrete compact mass using a tremie, closed bottom-dumping bucket, or
another approved method which does not permit the concrete to fall through the water without
protection. The concrete shall not be disturbed after being deposited. Regulate depositing to
maintain horizontal surfaces.
C. When a tremie is used, it shall consist of a tube constructed in sections having water-tight
connections. The means of supporting the tremie shall permit the movement of the discharge
end over the entire top surface of the work, and shall allow the tremie to be rapidly lowered to
retard the flow. The number of times it is necessary to shift the location of the tremie shall be
held to a minimum for any continuous placement of concrete. During the placing of concrete,
keep the tremie tube full to the bottom of the hopper. When a batch is dumped into the
hopper, slightly raise the tremie, but not out of the concrete at the bottom, until the batch
discharges to the level of the bottom of the hopper. Stop the flow by lowering the tremie.
Continue placing operations until the work is completed.
D. When concrete is placed by means of the bottom-dump bucket, the bucket shall have a
capacity of not less than 1/2 cubic yard. Lower the bucket gradually and carefully until it rests
upon the concrete already placed. Raise it very slowly during the discharge travel to maintain
still water at the point of discharge and to avoid agitating the mixture.
3.09 PLACEMENT IN SLABS
A. Allow concrete in columns,walls and deep beams or girders to stand for at least one (1) hour
to permit full settlement from consolidation, before concrete is placed for slabs they are to
support. Haunches are considered as part of the slab and shall be placed integrally with
them.
B. When monolithic slabs are placed in strips, the widths of the strips, unless otherwise specified
or indicated, shall insure that concrete in any one strip is not allowed to lie in place for more
than one (1) hour before the adjacent strips are placed.
C. Immediately before placing concrete, thoroughly dampen the earthen cushion to receive
concrete to prevent moisture absorption from the concrete.
Cast-in-Place Concrete 03300-19
CDM00507—Rolling Hills WTP— High Service Pump Station
D. As soon as concrete placing is complete for a slab section of sufficient width to permit
finishing operations, level the concrete, strike off, tamp and screed. The screed shall be of a
design adaptable to the use intended, shall have provision for vertical adjustment and shall be
sufficiently rigid to hold true to shape during use.
E. The initial strike off shall leave the concrete surface at an elevation slightly above grade so
that, when consolidation and finishing operations are completed, the surface of the slab is at
grade elevation.
F. Continue tamping and screeding operations until the concrete is properly consolidated and
free of surface voids. Bring the surface to a smooth, true alignment using longitudinal
screeding,floating, belting, and/or other methods.
G. When used, templates shall be of a design which permits early removal so satisfactory
finishing at and adjacent to the template is achieved.
H. While the concrete is still plastic, straightedge the surface using a standard 10' metal
straightedge. Lap each straightedge pass 1/2 of the preceding pass. Remove high spots and
fill depressions with fresh concrete and re-float. Continue to check with a straightedge during
the final finishing operation, until the surface is true to grade and free of depressions, high
spots, voids, or rough spots.
I. Check the final surface with a straightedge. Ordinates measured from the face of the
straightedge to the surface of the slab shall not exceed 1/16" per foot from the nearest point of
contact. The maximum ordinate shall be 1/8" per 10'.
J. Where floor drains are shown in slabs and the slope of floor is not indicated, slope floors to
drain on a grade of 1/16" per foot with a maximum total slope of 1-1/4". The thickness of slab _
at floor drain shall be the thickness of slab, as indicated on the plans.
K. Give sidewalks a brush finish. Score sidewalks at a spacing equal to the width of the walk
and edge on each side using a tool with a radius of approximately 1/4". •*
3.10 PLACEMENT IN FOUNDATIONS
Place concrete in deep foundations so that segregation of the aggregates or displacement of the
reinforcement is avoided. Provide suitable chutes or vertical pipes. When footings can be placed
in dry foundation pits without the use of cofferdams or caissons,forms may be omitted and the
entire excavation filled with concrete to the elevation of the top of footing. The placing of concrete
bases above seal courses is permitted after the forms are free from water and the seal course
cleaned. Execute necessary pumping or bailing during concreting from a suitable sump located
outside the forms.
3.11 PLACEMENT IN PIERS
A. Start concrete placing within eight(8) hours after completion of drilling and inspection of shaft.
Concrete to be placed in dry pier openings, with or without casings, shall contain set retarders
and water reducing agents. Use air entraining admixture in drilled piers.
B. Concrete placing shall be continuous from the beginning of placing in the bottom to the top of
shaft or to construction joints. Time intervals are allowed for vibrating or rodding, pulling
casing, placing forms and other necessary operations.
C. Place concrete through a tremie tube to prevent the segregation of concrete materials and
unnecessary splashing on the reinforcing steel cage. The tremie shall be in sections to permit
the discharge end to be raised as placement progresses. The maximum allowable fall for the Wk
concrete from the end of the tremie shall be 5'.
Cast-in-Place Concrete 03300-20
CDM00507—Rolling Hills WTP—High Service Pump Station
D. Wherever casing is used, extend it above the grade of the finished shaft to provide excess
concrete placement for the anticipated slump from the casing removal.
E. Where a cap block or groundline strut is shown to be placed at the top of the drilled shaft, and
the cap or strut is shown to be placed monolithically with the drilled shaft, a time interval is
allowed for placing the required form and reinforcing after any necessary casing removal.
F. After a placement is completed, cure the top surface and treat construction joint area, as
specified.
G. If it is clearly demonstrated that ground water cannot be sealed off because of the nature of
the foundation formation, the shaft concrete may be placed through water using the following
procedures:
1. Clean the bottom of the shaft hole of mud and loose material. Pump water out
immediately ahead of concrete placing to insure that the bottom is in satisfactory
condition. Flowing water is not permitted.
2. Thb specifications and procedures for placing concrete underwater are as specified
above for"Placing Concrete in Water."
3.12 SLABS; FINISHING
A. Finish slabs, platforms and steps monolithically and apply the following schedule of finishes:
TYPE OF FINISH LOCATION
Wood Float Finish Top of walls, all floor and roof slabs unless
otherwise noted.
i Steel Trowel finish Valve building and electrical building floor slabs,
equipment pads.
Brush Finish Sidewalks, exterior slabs
B. WOOD FLOAT FINISH
Finish surfaces using a wood float to a true, even plane with no coarse aggregate visible. In
the initial floating, while the concrete is plastic, use sufficient pressure on the wood float to
bring excess moisture to the surface for removal. Apply a final 'light float"finish to the surface
as the concrete hardens. The surface shall have a uniform appearance and shall meet the
straightness requirements.
C. STEEL TROWEL FINISH
After all surface moisture has disappeared,following the initial wood float finish, steel trowel
surfaces to a smooth, even, impervious finish of uniform smoothness and color, free from
blemishes, including trowel marks.
D. BRUSH FINISH
Following the steel trowel finish, brush the surface of the concrete lightly with a soft-bristled
brush. Keep the brush clean and dip in water frequently so that it is clean and wet at all times.
Limit brushing to necessary glaze removal and to produce a non-slip surface.
E. BROOM OR BELT FINISH
Finish using Broom or Burlap Belt shall be in accordance with ACI 301.
F. ROUGH FINISH
Tank floors and other areas receiving grout toppings shall have their concrete surface left
rough by screeding and need not have a smooth finish.
Cast-in-Place Concrete 03300-21
CDM00507- Rolling Hills WTP-High Service Pump Station
G. POWER-MACHINE FINISH
Instead of hand-finishing slab surfaces requiring wood float,finish may be with an approved
power finishing machine, operated in accordance with the directions of the machine
manufacturer. Following machine finishing, eliminate irregularities by hand trowelling with a
steel trowel. Power machine finishing may also be used as an initial step in finishing surfaces
which require a steel trowel finish. However, the entire surface of steel trowel finishes shall be �.
given its final finish by hand, using a steel trowel. Where steel trowel surfaces are to receive
a floor covering, it is not required that entire surface be hand troweled. In general, the
preparation of surfaces for finishing by machine shall be as required for hand finishing.
H. FINISHING IN HOT, DRY WEATHER
During periods of high temperature and/or low humidity, take extreme care in finishing the
slabs to eliminate initial shrinkage cracks. Following the initial set of concrete, but while the
concrete is still "green", continue to finish as required to remove shrinkage cracks which may
occur. In hot, dry weather, keep a cement finisher on the job following normal finishing
operations for a sufficient length of time to insure the removal of initial shrinkage cracks.
3.13 NORMAL SHRINKAGE GROUTING
A. Prior to grout application, thoroughly clean the surface of all foreign matter and wet down.
Thoroughly clean the foundation and the forms set in place and securely anchor,with holes or
cracks in forms caulked with rags, cotton waste or dry sand mixture to prevent the loss of
grout. The necessary materials and tools shall be on hand before starting grouting
operations. Concrete shall be damp when the grout is poured, but shall not have excess
water to dilute the grout.
B. After wetting and just prior to grouting, sprinkle the surface lightly with cement to improve the .., —
bond between the grout and the surface.
C. After mixing, quickly and continuously place the grout to avoid overworking, segregation and
breaking down of the initial set. Mix and place the grout according to the manufacturer's
recommendations. Cure grout using wet curing method for concrete.
3.14 VERTICAL SURFACE FINISHES
A. Forms for walls, columns and sides of beams and girders shall be removed as specified in
Section 03100, CONCRETE FORMWORK. Patch, repair,finish and clean concrete after form
removal. Finish concrete within seven (7)days of form removal. Cure concrete as finishing
progresses.
B. Air voids,for all types of finishes, are defects and shall be removed by rubbing or patching. ..
C. FINISH SCHEDULE
TYPE OF FINISH LOCATION
FORM FINISHES
Rough Finish All concrete exterior surfaces up to 1 ft. below
grade
Smooth Finish All concrete interior surfaces, concrete exterior
surfaces exposed to view to 1 ft. below grade
unless otherwise noted
Cast-in-Place Concrete 03300-22
CDM00507—Rolling Hills WTP—High Service Pump Station
D. ROUGH FINISH: Surfaces for which rough finish is indicated or required shall have tie holes
and defects larger than 1/4" in width or depth patched or repaired. Remove fins flush with the
adjacent surface by rubbing or grinding and dress rough edges. Otherwise, leave surfaces
with the texture imparted by the forms.
E. SMOOTH FINISH: Unless otherwise shown on the schedule above, provide smooth form
finish for concrete surfaces to be exposed to view. Surfaces to receive a rubbed finish shall
have a smooth form finish. The form facing material shall produce a smooth, hard, uniform
texture on the concrete. The arrangement of the facing material shall be orderly and
symmetrical with a minimum number of seams. Patch tie holes and defects and remove fins
flush with the adjacent surface.
F. LIGHT SAND BLAST FINISH: Surfaces to receive a light sand blast finish shall first receive a
smooth rubbed finish. Blast the concrete surface with an abrasive(sand or grit) until the
aggregate is in uniform relief. The depth of penetration shall be sufficient to remove only the
surface mortar. Prepare a 4'x 8' panel for the Owner's review. Subsequent sand blast
finishing shall match the sample panels.
G. MEDIUM SANDBLAST FINISH: Treat surfaces to receive a medium sandblast finish as
specified for Light Sand Blast finish, except that the depth of penetration shall be sufficient to
remove the surface mortar and expose the surface of some coarse aggregate. Prepare a 4'x
8' sample panel.
H. HEAVY SAND BLAST FINISH: Expose and reveal coarse aggregate to a maximum
projection of one-third its diameter. Reveal range'/. to 1/2 inch.
3.15 NON-SHRINK GROUT
A. Obtain field technical assistance from the grout manufacturer, as required, to insure that grout
mixing and installation comply with the manufacturer's recommendations and procedures.
B. Saturate the foundation for non-shrink grouts 24 hours before installation and clear of excess
water. Free baseplates or bedplates of oil, grease, laitance and other foreign substances.
C. Place grout according to the manufacturer's directions so that spaces and cavities below the
top of the baseplates and bedplates are completely filled. Provide forms where structural
components of the baseplates or bedplates do not confine the grout. Where necessary and
acceptable under the manufacturer's procedures, a round head pencil vibrator, 3/4" maximum
diameter may be used to consolidate the grout.
D. Steel trowel finish the non-shrink grout where the edge of the grout is exposed to view and
after the grout has reached its initial set. Cut off the exposed edges of the grout at a 45
degree angle to the baseplate, bedplate, member, or piece of equipment.
E. Wet curing should occur for at least three (3)days, unless specified by manufacturer,with wet
rags,wet burlap or polyethylene sheets. Keep cloths constantly wet for the curing cycle.
F. Clean and dry the foundation, baseplate or other surface of epoxy grouts prior to installation.
Dry curing is acceptable for epoxy grouts.
3.16 EPDXY NON-SHRINK GROUT
A. Use epoxy non-shrink grout under all pump sole plates and pump control valve base plates as
indicated on plans.
B. Mix, install, cure, and finish epoxy grouts according to the manufacturer's recommendations.
Install grout in recommended lifts to prevent excess heat.
Cast-in-Place Concrete 03300-23
CDM00507—Rolling Hills WTP—High Service Pump Station
3.17 ALUMINUM OR STEEL IN CONTACT WITH OR EMBEDDED IN CONCRETE
A. Where aluminum anchors, aluminum shapes, or aluminum electrical conduits are embedded -
in concrete, paint aluminum contact surfaces with a coat of bitumous paint. Allow the paint to
thoroughly dry before placing the aluminum in contact with the concrete.
B. Paint steel or other ferrous metal to be mounted on or placed in contact with dry/cured
concrete, and coat in accordance with Section 09900, PAINTS AND COATINGS prior to
installation.
3.18 CURING REQUIREMENTS
A. GENERAL: Give careful attention to proper concrete curing. The curing methods shall be
wet curing, sheet materials conforming to ASTM C171, or membrane curing compound
conforming to ASTM C309. Membrane curing is not permitted on surfaces to be rubbed or on
surfaces to which additional concrete, plaster mix mortar or terrazzo is to be applied. Unless
the curing method is specified otherwise, select the appropriate curing method.
r
B. LENGTH OF CURING PERIOD:
C. A"curing day"shall be any day on which the atmospheric temperature taken in the shade, or
the air temperature adjacent to the concrete, remains above 50 degrees F for at least 18
hours.
D. Cure concrete for a period of seven (7)consecutive days. In cold weather, when curing may
be retarded, extend this period to seven (7)"curing days", up to a limit of 14 consecutive
days.
E. WET CURING
1. Immediately following the finishing operations, cover concrete slabs, including roof slabs,
with wet cotton mats or with a temporary covering of canvas or burlap. Keep thoroughly
wet for a period of four(4)curing days after the concrete is placed. The covering shall be
held in direct contact with the concrete. A temporary covering shall be required when the
size of slab, size of mats, or other factors dictate that the mats cannot be placed ,
immediately after the finishing operations without marring the finishing of the slab.
2. Water used for curing shall be free from injurious amounts of oil, acid,.alkali, salt, or other
deleterious substances.
3. Canvas or burlap covering material shall weigh not less than 12 ounces-per square yard.
Place the sections with a lap at the edges of at least 8". Saturate cover material with
water previous to placing. Keep saturated as long as it remains in place. Use care in the
placing of the cover material to prevent marring the concrete surface. ,®
4. When temporary coverings are used, keep them in place only until the slab has
sufficiently hardened so that a cotton mat covering can be substituted without marring or
disturbing the slab finish. Thoroughly saturate cotton mats before placing and keep the
mats on the slab in a saturated condition for a period of at least four(4) curing days.
5. Curing by flooding or submerging concrete shall not be permitted.
F. SHEET CURING: Sheet materials shall conform to ASTM C171. They shall be in contact
with the entire concrete surface and applied according to the manufacturer's
recommendations. Patch all holes. Where pedestrian traffic is unavoidable, provide suitable
walkways to protect the sheet material.
Cast-in-Place Concrete 03300-24
CDM00507-Rolling Hills WTP-High Service Pump Station
G. MEMBRANE CURING
1. Membrane curing shall not be used on surfaces which receive paint, floor hardener, or
plaster mix finish or other finish which would be hindered by the use of the curing
compound.
2. Cover the surface of the concrete with a continuous, uniform, water-impermeable coating,
conforming to ASTM C309"Liquid Membrane Forming Compounds for Curing Concrete"
and apply according to ACI 308.
3. Immediately after the removal of the side and end forms, apply a coating to the sides and
ends of all concrete. Apply the solution under pressure with a spray nozzle so that the
entire exposed surface is completely covered with a uniform film. The rate of application
shall insure complete coverage, but the area covered shall not exceed 150 square feet
per gallon of curing compound.
4. The coating shall be sufficiently transparent and free of permanent color to not result in a
pronounced color change from that of the natural concrete at the conclusion of the curing
period. The coating shall, however, contain a dye of color strength to render the film
distinctively visible on the concrete for a period of at least four(4)hours after application.
5. After application and under normal conditions, the curing compound shall be dry to touch
within one(1)hour and shall dry thoroughly and completely within four(4)hours. When
thoroughly dry, it shall provide a continuous flexible membrane free from cracks or
pinholes and shall not disintegrate, check, peel, or crack during the required curing
period.
6. If the seal is broken during the curing period, immediately repair it with additional sealing
solution.
3.19 FILLING TIE HOLES
After the tie rods are broken back or removed, thoroughly clean the holes to remove grease and
loose particles. Patch holes with cement mixed with bonding agent in lieu of water. After the
holes are completely filled, strike off flush excess mortar and finish the surface to render the filled
hole inconspicuous.
3.20 FIELD QUALITY CONTROL; DEFECTIVE WORK
A. If the surface of the concrete is bulged, uneven, or shows honeycombing or form marks,
which in the.Engineer's opinion cannot be repaired satisfactorily, remove and replace the
entire section.
B. The Owner may withhold payment for any section of concrete which does not meet the
requirements of these specifications. Withheld payment shall be based upon the unit prices
established for concrete and reinforcing steel. Payment shall be withheld until the
unacceptable concrete has been refinished, removed and replaced or otherwise brought into
conformance with the specifications.
C. Patch honeycomb and minor defects less than 1 '/2 deep in all concrete surfaces with cement
mixed with bonding agent in lieu of water. Patch honeycomb and defects more than 1 Y2"deep
with structural concrete repair material but apply a%"thick top layer of cement mixed with
bonding agent in lieu of water. Cut back each defective area with a pneumatic chipping tool as
deep as the defect extends, but in no case less than 1/2". Prepare the existing concrete
according to the recommendations of patching material manufacturer's. Apply repair material
according to the manufacturer's recommendations. Finish the surface of the patches to
match finish on surrounding concrete.
Cast-in-Place Concrete 03300-25
CDM00507—Rolling Hills WTP—High Service Pump Station
3.21 SCHEDULES Aft
Submit a schedule to the Owner's representative which shows the sequence of concrete
placements. Unless otherwise provided, the following requirements shall govern the time
sequence on which construction operations shall be carried.
A. Forms for walls or columns shall not be erected on concrete footings until the concrete in the
footing has cured for at least two(2)curing days. Concrete may be placed in a wall or column
as soon as the forms and reinforcing steel placements are approved.
B. Steel beams or forms and falsework for superstructures shall not be erected on concrete
substructures until the substructure concrete has cured for at least four(4)curing days.
Falsework required for superstructures shall not be erected until the substructure has cured
for four(4)curing days, and shall not be removed until the superstructure has cured.
END OF SECTION
Attachment A-Concrete Mix Design
PROJECT NAME:
PROJECT LOCATION:
OWNER:
CONTRACTOR:
MIX NUMBER:
I. Mix Design
Cement = Ib/yd3 .R
Fly Ash = Ib/yd3
Other cementitious material = Ib/yd3
Fine Aggregate D Weight) = Ib/yd3
Coarse Aggregate D Weight) = Ib/yd3
Water = Ib/yd3 *�
Water Reducing Admixture = oz/yd3
Air Entraining Admixture = oz/yd'
Other Admixture: = oz/yd3
i
Cast-in-Place Concrete 03300-26
CDM00507—Rolling Hills WTP— High Service Pump Station
II. Materials
SOURCE ASTM TYPE REMARKS
Cement
Fly Ash
Other Cem. Mat'I:
Fine Aggregate
Coarse Aggregate
Water
Water Reducer
Air Entraining
Other Admixture
Attachment A(continued)
III. Basis for Mix Design (Check One)
1. Field Strength Test Record (ACI 318, 5.3.3.1)
• Complete Attachment B.
2. Trial Mixtures (ACI 318, 5.3.3.1)
• Complete Attachment C.
certify that the above information is correct and all gradations, cement
certifications and test results are located at our place of business for review by the Engineer.
NAME: DATE:
TITLE:
COMPANY:
F It
Cast-in-Place Concrete 03300-27
CDM00507—Rolling Hills WTP—High Service Pump Station
Attachment B
Basis for Mix Design-Field Strength Test Record
(ACI 318, 5.3.3.1)
A. Determination of Average Strength Required (fa)
a Summary of Test Record(s)
■ Provide supporting documentation.
Test No. of Specified Standard
Group Consecutive Strength Deviation
No. Tests (psi) (psi)
4 Average Standard Deviation:
b Standard Deviation Adjustment Factor
(ACI 318, Table 5.3.1.2, if required)
c Standard Deviation Used
d Average Strength Required
(ACI 318, Table 5.3.2.1)
B. Documentation of Average Strength
a Summary of test recor.d(s):
■ Provide supporting documentation.
Test Record No. No. of Tests in Duration of Average
Record Record Strength
(days) (psi)
b Interpolation used?
• Provide an interpolation calculation or plot of strength versus proportions.
Cast-in-Place Concrete 03300-28
CDM00507-Rolling Hills WTP-High Service Pump Station
Attachment C
Basis for Mix Design—Trial Mixtures
(ACI 318, 5.3.3.2)
A. Average Strength Required (ACI 318,Table 5.3.2.2)
B. Trial Mixtures (provide supporting documentation)
a Summary of test record(s):
Trial Mix No. Test Cylinder Water-Test Age Cementitious Slump CAir
No. Cylinders da s Materials Ratio (�n) ontent
1
b Maximum water-cementitious materials ratio
■ Provide an interpolation calculation or plot of strength versus water-cementitious
materials ratio.
Cast-in-Place Concrete 03300-29
CDM00507—Rolling Hills WTP—High Service Pump Station
03411 PRECAST CONCRETE WALL PANELS
1.00 GENERAL
1.01 WORK INCLUDED
A. Furnish labor, materials, equipment and incidentals necessary to fabricate, transport and
erect precast concrete panels.
B. Design,furnish and install reinforcing steel, steel anchor plates, weld plates, anchors, reglets
and lifting devices cast into concrete panels.
1.02 QUALITY ASSURANCE
A. DESIGN CRITERIA:
Concrete shall be as specified in Section 03300, CAST-IN-PLACE CONCRETE. It shall be a
controlled mix having a minimum strength at 28 days of 5000 psi using a minimum of six and
a half(6.5)94-pound bags of cement per yard of concrete. Maximum slump shall be 5". Air
entrainment shall be 2% to 5%. Each panel shall have both structural and temperature
reinforcing conforming with the provisions of ACI Code.
The precast concrete wall building shall be designed as a box-type shear-wall structure.The
panels shall be properly designed for dead, live, wind loads, accessory loads carried by
panels and loads due to manufacturing and lifting.The reinforcing for the panels shown on the
drawings are minimum, add additional reinforcement if required by design.
1. Building Code: 2000 International Building Code including local supplements.
2. Design loads: As noted on drawings.
B. FACTORY TESTING
1. An independent testing laboratory, retained by the Contractor and approved by the
Engineer, shall perform the following: (a)determine the materials and proportions for trial
concrete mixes; (b) make 7-day and 28 day compressive tests for three(3)samples
made from the trial mix. The laboratory trial concrete mix shall be submitted for the
Engineer's approval before the 7-day strength tests are made.
2. The manufacturer shall retain an independent testing laboratory, subject to the Engineer's
approval, to make tests of concrete placed at the manufacturing site. The manufacturer
shall make one(1)test cylinder for every 10 yards of concrete placed each day. These
cylinders shall be tested at 28 days and test reports shall be sent to the Contractor and
Engineer. In addition, the manufacturer may make other tests as he feels necessary for
determining lifting strength.
C. OWNER'S TESTING: The Owner shall have the option of retaining an independent testing
laboratory to make concrete test cylinders during the concrete placement. The testing
laboratory shall make a minimum of one(1)set of cylinders for every 25 yards of concrete
used for wall panels, or two (2) sets of cylinders for every day concrete is poured; whichever
is greater. These cylinders shall be from different batches and will be broken at 28 days only.
D. INSPECTION: Concrete work shall be subject to Engineer's inspection. The manufacturer
shall provide a work schedule showing dates the panels will be in the various stages of
fabrication. Furthermore, the manufacturer shall notify the Engineer 24 hours in advance of
each concrete placement.
E. MANUFACTURING TOLERANCES: Panels shall be subject to the following manufacturing
tolerances: (plus or minus)
Precast Concrete Wall Panels 03411-1
CDM00507—Rolling Hills WTP— High Service Pump Station
1. Position of cast-in-place items:
a. Inserts, bolts, pipe sleeves 3/8"
b. Flashing reglets 1/4"
c. Glazing reglets 1/8"
d. Electrical outlets, pipe sleeves 3/4"
2. Reinforcement placement 1/2"
3. Casting tolerance:
a. Overall height or width 1/8"
b. Angular deviation of plane r
of side mold 1/16" per 6"depth
c. Thickness 1/16"to 1/4"
d. Openings 1/491
e. Squareness (difference of
2 diagonal dimensions) 1/8" per 6 ft or 1/4"total
' 4. Finish Product:
a. Bowing or warping
(no intermediate support) 1/240 panel dimension
b. Bowing or warping
(intermediate support) 1/360 panel dimension
F. MANUFACTURER'S QUALIFICATIONS: Manufacturer shall demonstrate ability to perform
the work specified in this section. Provide adequate proof of experience and training in the
design and fabrication of precast concrete units of the types proposed for this project along
with financial statement, reference, description of plant facilities, storage yard and casting
yard, and such other information as necessary to determine manufacturer's qualifications.
G. CERTIFICATION: The manufacturer shall have a registered engineer as part of his staff or
shall retain one for this project. The manufacturer's engineer shall design all concrete panels,
anchorage for connections between panels and to the structure. The manufacturer shall
provide such reinforcing necessary for lifting stresses plus normal design loads for panels
installed in wall system. The manufacturer's engineer shall apply his seal to all shop drawings
and structural calculations.
1.03 SUBMITTALS
A. Submittals shall be in accordance with Section 01300, SUBMITTALS and shall include: ..
1. Submit structural calculations for Record Data. The calculations shall include precast
panels, anchorage for connections between panels and to the structure. The calculations
shall be sealed by the manufacturer's engineer. "*
2. Shop drawings showing reinforcement size and placement, and location of anchor plates
and details of fabrication. Shop drawings shall be sealed by the manufacturer's engineer.
3. Submit duplicate sets of samples to the Engineer for approval. Upon approval, one
approved sample will be returned to the manufacturer. One will be retained by the
Engineer for comparison with units delivered to the site.
4. Submit three(3) pairs of panels 12"x 12", each pair having a variation of sand, gravel and ,
degree of finish. Upon review of sample panels, the Engineer may select one (1) pair as
an approved panel, or request additional pairs of panels using some other mixture of
sand, gravel and finish to achieve the desired effect.
1.04 STANDARDS
The applicable provisions of the following standards shall apply as if written here in their entirety: `"
Precast Concrete Wall Panels 03411-2
CDM00507—Rolling Hills WTP—High Service Pump Station
A. Building Code: 2000 International Building Code including local supplements.
B. American Concrete Institute (ACI) publications:
ACI 304R Guide for Measuring, Mixing and Placing Concrete
ACI 315 Details and Detailing of Concrete Reinforcement
ACI 318 Building Code Requirements For Reinforced Concrete
ACI 533 Precast Concrete Wall Panels
C. Concrete Reinforcing Steel Institute(CRSI) publications:
CRSI Manual of Standard Practice for Reinforced Concrete
D. American Society for Testing and Material (ASTM)publications:
ASTM A123 Specification for Zinc(Hot Dip Galvanized) Coatings on iron and
Steel
Products
ASTM A185 Specification for Welded Steel Wire Fabric, for Concrete
Reinforcement
ASTM A307 Specification for Carbon Steel Externally Threaded Standard
Fasteners
ASTM A385 Practice for Providing High Quality Zinc Coatings (Hot Dip)
ASTM A615 Specification for Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement
ASTM A767 Specification for Zinc-Coated (Galvanized) Bars for Concrete
Reinforcement
ASTM C31 Test Methods of Making and Curing Concrete Test Specimens in
the
Field
-. ASTM C33 Specification for Concrete Aggregates
ASTM C39 Test Method for Compressive Strength of Cylindrical Concrete
Specimens
ASTM C40 Test Method for Organic Impurities in Fine Aggregates for
Concrete
ASTM C88 Test Method for Soundness of Aggregates By Use of Sodium
Sulfate
or Magnesium Sulfate
ASTM C150 Specification for Portland Cement
ASTM C172 Method of Sampling Freshly Mixed Concrete
ASTM C192 Method of Making and Curing Concrete Test Specimens in the
Laboratory
ASTM C260 Specification for Air-Entraining Admixture for Concrete
ASTM C494 Specifications for Chemical Admixtures for Concrete
E. Prestressed Concrete Institute (PCI) publications:
PCI Manual MNL 116 Manual for Quality Control for Plants and Production of
Precast and Prestressed Concrete Products
PCI Manual MNL 117 Manual for Quality Control for Plants and Production of
Architectural Precast Concrete Products
PCI Manual MNL 122 Architectural Precast Panels
PCI Journal Tolerances for Precast and Prestressed Concrete
PCI Handbook Design Handbook
F. American Welding Society(AWS)standards:
AWS D1.1 Structural Welding Code-Steel
AWS D1.4 Structural Welding Code- Reinforcing Steel
Precast Concrete Wall Panels 03411-3
CDM00507—Rolling Hills WTP—High Service Pump Station
1.05 DELIVERY AND STORAGE
A. Deliver precast walls to the site at favorable times to expedite construction. Do not deliver
panels until Contractor has either prepared storage space, or is ready to erect them.
B. Wherever possible, lift panels from trucks to their proper position in the building to avoid
re-handling. If stored on the site, raise panels off grade on wood runners and protect surfaces
with quilted pads, cushions, or other protective coverings. Protect special shapes, fins or
other features with special built frames.
C. Handle panels in as nearly a vertical plane as possible at all times. Use lifting inserts and
multi-point lifting slings for handling panels.
1.06 JOB CONDITIONS
A. The Contractor shall be responsible for designing the precast panels for all loads and forces
including the forces imposed during casting and erection. Reinforce each panel to
correspond to imposed stresses. Compute lift points and provide suitable means of lifting and
guying panels.
B. The manufacturer shall be responsible for designing and installation of embedded
components necessary to anchor panels to structure and to each other. The Contractor shall
be responsible for providing compatible anchorage at the building, including brackets, or steel
framing necessary to attach panels to structure. Provide additional reinforcement at anchor
plates and other attachments.
2.00 PRODUCTS
2.01 MATERIALS
A. PORTLAND CEMENT: Portland Cement conforming to ASTM C150, Type I. (Type III may be
used if written approval is obtained in advance from the Engineer.)
B. FINE AGGREGATE: Clean, hard natural sand, or manufactured sand, or a combination of
both, conforming to ASTM C33.
C. COARSE AGGREGATE: Clean, hard, durable crushed stone, well-graded; maximum size of
aggregate shall be no more than 3/4", nor 1/5 of the narrowest dimension between forms of
the concrete member, nor 3/4 of minimum clear.spacing between reinforcing bars.
D. WATER: Clean, free of deleterious amounts of acids, alkalis or organic material.
E. REINFORCING STEEL: New billet steel conforming to A615, Grade. Reinforcing bars shall
be identified by permanent mill imprinted markings to show producer, bar size and type of
steel.
F. METAL ACCESSORIES: Includes all spacers, chairs, bolsters, ties and other devices
necessary for properly placing, spacing, supporting and fastening reinforcement in place,
fabricated of plastic or galvanized steel. All steel accessories shall be in compliance with
Section 03200, REINFORCING STEEL.
G. ADMIXTURE: Admixture shall conform to the requirements of Section 03300, CAST-IN-
PLACE CONCRETE.
H. CURING MATERIALS: Curing compounds shall be in accordance with Section 03300, CAST-
IN-PLACE CONCRETE. a
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I. FORM RELEASE AGENT: A chemical type non-staining releasing agent which does not
affect the bonding of plants, paint, water proofing or other materials to concrete; Nox-Crete
Co. "Nox-Crete"Form Coating; Symone Mfg. Co. "Magic Kote"; Industrial Synthetics Corp.
"Synthex", or equal.
J. EMBEDDED ANCHORS: All embedded components such as anchor plates, lifting devices,
brackets, or connectors shall be non-ferrous, or shall be galvanized after fabrication.
Galvanizing shall be in accordance with ASTM A123, having a zinc content of 0.495%when
applied to a thickness of 3.0 mil.
K. GALVANIZING COMPOUND: Cold applied zinc-rich coating conforming to Fed Spec MIL-P-
21035, having a zinc content of 95%when applied to a thickness of 3.0 mil.
L. CHAIRS AND ACCESSORIES: Plastic or galvanized steel with plastic tips.
2.02 MIXES
TRIAL MIX: Shall be in accordance with Section 03300, CAST-IN-PLACE CONCRETE. An
independent testing laboratory, retained by the Contractor and approved by the Engineer, shall
determine the materials and proportions for trial concrete mixes. The laboratory trial concrete mix
shall be submitted for the Engineer's approval before the 7-day strength tests are made. Make 7-
day and 28-day compressive tests for three(3)samples made from the trial mix.
2.03 SHRINKAGE COMPENSATING GROUT
A. SHRINKAGE COMPENSATING GROUT: Shrinkage compensating non-shrink grout shall
meet the following requirements, as verified by independent laboratory tests:
1. No shrinkage from the time of placement, or expansion after set, under ASTM C827 and
CRD-C621-83 (Corp of Engineers). When non-shrink grouts are tested under CRD-
C621-83, the grout shall be tested in fluid state. A fluid state shall be defined as flowing
through a flow cone at a rate of 20 seconds, plus or minus five(5)seconds.
2. A 24-hour comprehensive strength in a trowelable mix of not less than 6,000 psi under
ASTM C109, unless otherwise specified.
3. An initial set time of not less than 45 minutes under ASTM C191.
4. All non-shrink grout shall be non-metallic unless otherwise noted.
B. NON-SHRINK, NON-METALLIC GROUT: Pre-mixed, non-staining, non-shrink grout; Master
Builders, Inc., Masterflow 713.
C. NON-SHRINK, EPDXY STRUCTURAL GROUTS: Furnished in two (2)components from the
factory and mixed on the job site; conforming to ASTM C579, ASTM C580, and ASTM C827;
chemical resistant, water resistant and a minimum seven (7)day compressive strength of
12,000 psi; Sika Corp"Sika Grout Pack"or U.S. Grout Corp's"Five Star Epoxy Grout."
2.04 FABRICATIONS
A. Special fabricated inserts manufactured for the precast industry shall be used as anchor and
lifting devices. Such items shall be stainless steel or shall be galvanized after fabrication, and
shall be complete with washers, bolts, nuts, spacers, straps and accessories compatible with
the insert type. Engineer shall approve insert type and usage.
B. Provide reglets in forms as required. Fasten securely to forms and place concrete carefully
around reglets to prevent displacement and to assure proper embedment. After casting,
inspect panels and assure that reglets are straight and true and will align from one panel to
the next in long, straight, parallel lines.
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C. Panels must be reinforced with deformed steel reinforcing bars.
D. Reinforcing shall be in conformance with the requirements of Section 03200, CONCRETE .�
REINFORCEMENT.
2.05 MANUFACTURE �.
A. MANUFACTURING PROCEDURES: Generally comply with Portland Cement Institute's
(PCI) MNL-116 and 117.
B. FORMS
1. Forms shall be true to pattern and free of warps or other defects affecting the finished wall
panel, Details shall be sharp and crisp. Curved surfaces shall be true radius curves
blending into flat planes without breaks in the surface. Forms shall be impervious,
waterproof, completely rigid, properly sealed to withstand high hydraulic pressures
resulting from high frequency vibration without movement or leakage.
2. Steel forms shall be fabricated of 3116"thick minimum material with braces spaced at not
over 12"centers. Forms shall have minimum weld and camber defection. Joints shall be
welded continuous and grind smooth.
3. Fiberglass forms shall be fabricated of Thixotropic isophthalic resin containing not less
than 25%fiberglass. Faces shall be covered with alkali resistant gelcoat approved for
use with concrete.
4. Inspect and repair forms if used more than once. Do not reuse forms which have damage
affecting the strength, integrity or finish of the precast units. Chamfer strips, corner strips,
and rustication insert may be polyvinyl chloride, fiberglass, or steel; compatible with form
type.
C. PLACEMENT: Concrete shall be placed in forms, in accordance with Section 03300, CAST-
IN-PLACE CONCRETE. The manufacturer shall provide a time schedule for concrete
placement. The Contractor shall ensure that all trades have the opportunity to insert
embedded items before concrete placement. r
D. REINFORCING STEEL
1. Reinforcing steel shall be deformed bars conforming to ASTM A615. They shall be
unpainted,free of scale, oil, or grease and either straight or bent to detail. Scrub rusty
steel with a stiff wire brush to remove loose or flaky rust particles. Reinforcing steel not
scheduled as bent bars shall be straight and true, free of kinks, bends, or irregularities. -�
Bent bars shall be bent cold, formed in the shop and tagged for proper placement.
2. Bending details shall conform to the requirements of the American Concrete Institute ACI
315-57"Manual of Standard Practice for Detailing Reinforced Concrete Structures."
Make no splices in reinforcement except as shown on approved shop drawings. The
length of lap shall be not less than 24, 30 or 36 bar diameters for yield strengths of
40,000, 50,000 and 60,000 psi, respectively; or not less than 12" minimum. Bends for
stirrups and ties shall be made around a pin having a diameter of not less than two (2)
times the bar diameter. Place reinforcing accurately and securely tie with wire to the
proper clearances and to resist displacement during placement of concrete.
E. ANCHORS, PLATES AND INSERTS
1. Fabricate all anchors, brackets, plates and inserts true to design and cast into concrete
panels during the manufacturing process. All reinforcing steel, inserts, brackets, or
miscellaneous embedded steel items associated with precast panels shall be furnished by _
the manufacturer, accurately placed in the forms and secured against movement until the
concrete has set.
2. All lifting inserts shall have a factor of safety of 4.0.
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F. PANEL FINISHES
Panel finishes shall conform to the following:
1. Inside panel face, exposed -steel trowel finish.
2. Exterior panel face, exposed—Light and/or heavy sandblast(see architectural drawings
for locations) .
G. IDENTIFICATION: Each precast concrete unit shall be identified by a unique mark which
identifies the unit and its location within the structure. This mark shall be the same as used
for the shop drawings.
2.06 SANDBLAST FINISH
Visible surfaces of finished units shall have abrasive blasted finish to match the approved
samples. Begin finishing not less than 14 nor more than 28 days after casting of the units. Use a
blasting nozzle of either tungsten carbide or Norbide, 3/8"to 3/4" in diameter, a constant uniform
nozzle pressure of 80 to 100 psi, a rotary type compressor, and graded blasting sand or another
type abrasive that will not affect the color of the finished surface. Select gradation, size and
sharpness to produce surfaces to match the approved sample. After the nozzle size, air pressure
and abrasive have been selected to produce the surface, none shall be varied without specific
approval.
2.07 CURING
Units shall be adequately protected from injurious actions by the sun, snow, rain and mechanical
injury. Units shall not be allowed to dry out from the time the concrete is placed until the
expiration of the minimum curing time. Accomplish this by keeping the surfaces continuously
damp, or by preventing the evaporation of the mixing water by means of waterproof coverings, or
steam applied to the surface as soon as possible after removal of forms or after free water has
disappeared from the surface. Curing period shall be continued for not less than five (5)days
after the units have been removed from the forms. Units shall not be shipped to the job site until
they have been allowed to dry at least five(5)days subsequent to curing operations.
3.00 EXECUTION
3.01 PREPARATION
Ensure that all interested trades have the opportunity to insert embedded items prior to placing
concrete.
3.02 INSTALLATION
A. Concrete shall be placed in forms in accordance with Section 03300, CAST-IN-PLACE
CONCRETE.
B. After panels have reached a minimum of 3000 psi and/or after seven (7)days have elapsed
after placement, lift, tilt, or otherwise position the panels into place and adequately brace.
Provide temporary braces from wall panels to"dead-man"anchors,which shall be left in place
until roof structure.is complete.
C. Lift each panel into place and adjust to proper alignment and spacing. Panels shall be level
and plumb, true to alignment and shimmied as necessary. Secure all anchors and weld all
connecting and anchor plates so that the entire work is rigidly in place, forming a complete
integrated structure. Panels shall be installed in accordance with approved shop drawings.
D. The Contractor shall be responsible for all inserts cast into panels, including shear plates,
connection plates, lifting inserts, reglets and reveals, as well as special anchoring devices.
The Contractor shall coordinate work to ensure that anchors, plates, brackets, lugs or other
anchoring devices are provided at corresponding point in the building structure.
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3.03 FIELD WELDING
A. Welding shall conform to the American Welding Society procedures and be performed by
qualified welders. After erection,touch up welds on galvanized surfaces with cold galvanizing
compound after cleaning the surface as recommended by the coating manufacturer. Welding
shall conform to AWS D1.1 "Code for Welding in Building Construction"and AWS D121
"Recommended Practice for Welding Reinforcing Steel, Metal Inserts, and Connection in
Reinforced Construction".Welding of any type of reinforcing rebars shall not be permitted.
3.04 FIELD QUALITY CONTROL
A. Panels shall be erected to the following tolerances: (plus or minus)
Panel to joint, 10' panels 3/16"
Panel to joint, 10'to 20' panels 3/16 to 1/4"
Joint taper 1/4"/foot
Panel alignment of edge 1/4"
B. Damaged panels must be approved by the Engineer prior to erection. Panels having
structural cracks extending across the width of the panel will not be erected, but shall be
replaced with new panels. Panels having non-structural damage may be erected provided
damage can be repaired to the Engineer's satisfaction. Repairs to exposed surfaces must be
repaired in a manner to be undetectable from the ground level.
3.05 CLEAN AND ADJUST
A. Repair spalls, holidays, honeycombs and other defects in all exposed surfaces. Chip away
loose material and clean area to be patched. Brush on a thick coat of Larsen "Weld-Crete"
and patch with a 1 to 2 mortar mix to match concrete finish.
B. Remove braces and fill in all holes left by temporary fastening devices.
C. Clean panels after erection. Remove concrete splashes, fins, projections or other defects.
Wash with clear water and stiff fiber brushes. Rinse with clear water.
D. The Contractor shall provide sand blasting or other means where required, to clean up
stained panels, or to make panels equal in appearance.
3.06 SCHEDULES
The manufacturer shall provide a time schedule of panel fabrication, noting dates when reinforcing
is in place and dates concrete will be placed. Update Schedule as work progresses.
END OF SECTION
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CDM00507—Rolling Hills WTP—High Service Pump Station
DIVISION 4
MASONRY
04270 GLASS UNIT MASONRY
1.00 GENERAL
1.01 SECTION INCLUDES
A. Glass Masonry Units.
B. Mortar bed and pointing mortar.
1.02 RELATED SECTIONS
A. Section 07900—Joint Sealers: Perimeter caulking and sealant tooled joints.
1.03 REFERENCES
A. ASTM C 270—Standard Specification for Mortar for Unit Masonry, 1999b.
1.04 SUBMITTALS
A. See Section 01300—Submittals.
B. Product Data: Provide data for glass units and accessories.
C. Samples: Submit two glass units illustrating color, design, and face pattern.
x D. Manufacturer's Installation Instructions: Indicate special procedures, positioning of
reinforcement, perimeter conditions requiring special attention.
1.05 QUALIFICATIONS
A. Manufacturer Qualifications: Company specializing in manufacturing products specified in this
section, with not less than three years of documented experience.
B. Installer Qualifications: Company specializing in performing the work of this section with
minimum five years of documented experience.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Accept glass units on site on pallets; inspect for damage.
1.07 ENVIRONMENTAL REQUIREMENTS
A. Maintain materials and surrounding air temperature to minimum 40 degrees F prior to, during,
and 48 hours after completion of masonry work.
B. Maintain materials and surrounding air temperature to maximum 90 degrees F prior to, during
and 48 hours after completion of masonry work.
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CDM00507—Rolling Hills WTP— High Service Pump Station
2.00 PRODUCTS
2.01 MANUFACTURERS
A. Glass Units.
1. Weck Glass Blocks
2. Pittsburgh Corning Corporation
3. Substitutions: Refer to Section 01600-Product Requirements.
2.02 GLASS UNITS �.
A. Hollow Glass Units: Permanently seal hollow unit by heat fusing joint, with joint key to assist
mortar bond.
1. Nominal Size: 12 x 12 x 4 inch.
2. Color: Clear Glass.
3. Insulation Value: U value of 0.51 BTU/sq ft/h/degree F.
4. Compressive Strength: 400-600 psi.
5. Visible Light Transmittance: 75 percent
6. Shading Coefficient: 0.65.
7. Acoustic Sound Loss: 37 decibels.
8. Pattern: X-Rib, Argus or Equivalent.
2.03 ACCESSORIES
A. Panel Reinforcing:two parallel 9-gauge wires either 1 5/8 inch or 2 inch on center with
electrically butt-welded cross-wires spaced at regular intervals, galvanized after welding.
B. Panel Anchors: 20 gauge perforated steel strips 24 inches long by 1 3/4 inches wide, hot-
dipped galvanized after perforation.
C. Expansion Strips: made of polyethylene foam with a thickness of 3/8 inch.
D. Asphalt Emulsion: a water-based asphalt emulsion.
E. Sealant: non-staining, waterproof mastic.
F. Backer Rod: polyethylene foam, neoprene,fibrous glass or equivalent as approved by the
sealant manufacturer.
2.04 MORTAR MATERIALS
A. Mortar: Type S in accordance with ASTM C270. Mortar shall be one part Portland Cement,
1/2 part lime, and sand equal to 2 1/4 to 3 times the amount of cementious material (cement
plus lime), all measures by volume. For exterior glass block panels, an integral type
waterproofer should be added to the mortar mix. No antifreeze compounds or accelerators
are allowed.
1. Portland Cement:Type 1 in accordance with ASTM C150. If a waterproof Portland
Cement is used, the integral type water-proofer shall be omitted. Masonry Cement is not
to be used.
2. Lime:Type S, in accordance with ASTM C270. Shall be a pressure-hydrate dolomitic
lime, provided that not less than 92% of all the active ingredients are completely hydrated.
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3. Sand: A clean, white quartzite or silica type,free of iron-compounds, for thin joints, in
accordance with ASTM C144, not less than 100% passing a No.8 sieve.
4. Integral Type Water Repellent: Stearate type.Add hydrocide powder to dry mortar mix.
Do not add powder to wet mortar mix.
5. External Type Waterproofer:Waterbased silane sealer type. Remove excess sealer from
glass surfaces soon after application.
3.00 EXECUTION
3.01 EXAMINATION
A. Verify that openings are ready to receive work.
3.02 PREPARATION
A. Clean glass units of substances that my impair bond with mortar or sealant.
B. Establish and protect lines, levels, and coursing.
C. Protect elements surrounding the work of this section from damage and disfigurement.
3.03 INSTALLATION
A. Erect glass units and accessories in accordance with manufacturer's instructions.
B. Coat surface under units with asphalt emulsion as a bond breaker, and allow to dry
for minimum 2 of hours.
C. Provide full mortar joints: Furrowing is not permitted. Remove excess mortar.
D. Maintain uniform joint width of 1/4 inch.
E. Place panel reinforcement at every second horizontal joint in full mortar bed and at
first course above and below openings within the glass unit panel.
F. Lap reinforcement joints 6 inches. Discontinue reinforcement at expansion joints.
G. Isolate panel from adjacent construction on sides and top with expansion strips
concealed within perimeter trim. Keep expansion joint voids clear of mortar.
H. To accommodate pointing mortar, rake out joints 5/8 to 3/4 inch.
I. Fill joints with pointing mortar. Pack into voids. Neatly tool surface to a concave
profile.
J. Remove excess mortar.
3.04 TOLERANCES
A. Variation from Joint Width: Plus 1/8 inch and minus 0 inches.
B. Maximum Variation from Plane of Unit to Adjacent Unit: 1/32 inch.
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1
C. Maximum Variation of Panel from Plane: 1/8 inch.
3.05 CLEANING
A. Remove surplus mortar from the faces of the glass block at the time joints are struck or
tooled. Mortar should be removed while it is still plastic using a clean, wet sponge or a scrub
brush having a stiff bristle.
B. Do not use harsh cleaners, acids, abrasives or alkaline materials while cleaning glass block.
Never use a wire brush to remove mortar from glass block surfaces.
C. Final mortar removal is accomplished with a clean, wet sponge or cloth. Rinse sponge or cloth
frequently in clean water to remove abrasive particles that could scratch glass surfaces. Allow
any remaining film on the block to dry to a powder.
D. After all organic sealants, caulking, etc., have been applied, remove excess caulking
materials with commercial solvents and follow with normal wash and rinse.Be careful not to
damage caulking by over generous application of strong solvents.
E. Final cleaning of glass block panels is accomplished after they are completely installed.Wait
until panels are not exposed to direct sunlight. Start at the top of the panel and wash with
generous amounts of clean water. Dry all water from the glass block surface. Change cloth
frequently to eliminate dried mortar particles or aggregate that could scratch the glass.To
remove the dry powder from the glass surfaces, use a clean, dry, soft cloth. For stubborn or
hard to rmove powder or stains, the use of an extra fine steel wool is suggested.Try this first
in an unobtrusive area.
3.06 PROTECTION OF FINISHED WORK
A. Maintain protective boards of exposed external corners. Provide protection without damaging
completed work.
END OF SECTION
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DIVISION 5
METALS
05210 STEEL BAR JOISTS
1.00 GENERAL
1.01 WORK INCLUDED
Furnish labor, materials, equipment and incidentals necessary to install steel joists, bridging and
accessories.
1.02 QUALITY ASSURANCE
Joist designations for Series K short span joists and LH or LK series long span joists are the Steel
Joist Institute's designation number, as listed in the"Standard Specifications and Load Tables."
Joists shall conform to the following specifications and shall be capable of carrying the minimum
loads listed in the load tables.
1.03 SUBMITTALS
Submittals shall be in accordance with Section 01300, SUBMITTALS and shall include:
A. Shop drawings showing the size of steel joist, bridging members, connections, bearing details
and extensions.
1.04 STANDARDS
All applicable provisions of the following references and standards shall hereby be made a part of
this section as if written in its entirety.
A. American Institute of Steel construction (AISC)Specifications:
AISC Standard Specifications for Open Web Steel Joists
B. Steel Joist Institute (SJI)Specifications:
SJI Steel Joist Institute's Specifications and Load Tables, latest edition.
1.05 DELIVERY AND STORAGE
A. Deliver joists at appropriate times to best expedite the construction and cause no delays.
Make no deliveries until provisions have been made for storage prior to erection.
B. Store steel joists in upright position, held off of grade by wood supports, and anchored to
prevent falling.
1.06 JOB CONDITIONS
Inspect joists upon delivery. Reject damaged joists. Any joist which has one or more chord
members bent or crimped will be rejected by the Engineer.
2.00 PRODUCTS
2.01 MATERIALS
A. STEEL: Hot rolled or cold formed steel, having a yield strength of 36,000 psi or 50,000 psi.as
used as a basis for the design stresses prescribed in Section 4 of SJI Specifications. The
design of chord sections for K-Series joist shall be based on a yield strength of 50,000 psi.
K-Series joists shall be constructed of one of several steels recognized by the Steel Joists
Institute, conforming to the requirements of AISC "Standard Specifications for Open Web
I Steel Joints", and ASTM A-370.
rr
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Steel Bar Joist 05210-1
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B. WELDING ELECTRODES: E70
C. SHOP PAINT: Red oxide primer meeting Fed. Spec. TT-P-636.
2.02 FABRICATIONS
A. Joists shall be fabricated in accordance with the Standard Specifications of the Steel Joist
Institute and shall conform to the SJI design requirements.
B. Joists shall have the minimum bearing areas as specked by the standard specifications. In
no case shall the bearing lengths be less than 4-1/2"when bearing on masonry, or 2-1/2"
when'bearing on steel.
C. Joists shall be constructed with extended bottom chords where required for suspended ceiling
support, and extended top chords where required. Long span joists shall be fabricated with a
tapered top chord.
D. Unless noted otherwise, series K joists shall have 2-1/2"deep seats. Long span joists shall
have 5"deep seats.
3.00 EXECUTION
3.01 INSTALLATION
A. Lift joists to the structure and distribute to avoid overloading any part of the structure. Space
joists to proper dimension. Anchor joist seats and install bridging before any superimposed
loads are applied.
B. Fasten steel joists into place with fillet welds on each side of bearing plates at beams or weld
plates. Provide standard masonry anchors for joists bearing into masonry. Tack weld steel
joist to bearing members and install bridging. After bridging has been installed, complete
anchorage by welding joist seats.
C. Furnish and install continuous bridging to result in completely rigid members. Series K joists
shall have horizontal bridging unless other wise noted on the drawings. Long series joists and
joists noted on the drawings shall have rigid cross bridging. Horizontal ridging shall consist of
two(2)continuous horizontal steel members, one attached to the top chord and the other
attached to the bottom chord. Bridging members shall have an I/r ratio not exceeding 300.
Cross bracing shall consist of steel angles having a I/r ratio not exceeding 200. Angles shall
be placed back to back and may be bolted or welded to steel plates attached to top and
bottom chords of joist. In no case shall the number of rows of bridging be less than that
specked in the SJI Specifications.
D. Where concentrated loads are applied to either chord of steel joist, provide a 1-1/2"x 1-1/2"x
1/4"steel angle field welded between flanges of top and bottom chords, located at point where
load is applied.
E. Where columns are not framed in two directions with structural steel members, provide a steel
joist centered on the column on either side, and bolted either to the flange of the longitudinal
steel member or to seat brackets welded to the column. Anchor with two(2) 1/2"diameter
bolts each joist.
END OF SECTION
Steel Bar Joist 05210-2
CDM00507—Rolling Hills WTP—High Service Pump Station
05300 METAL DECK
1.00 GENERAL
1.01 WORK INCLUDED
Furnish labor, materials, equipment, and incidentals necessary to install metal decks, complete
with accessories and related components.
1.02 QUALITY ASSURANCE
A. DESIGN CRITERIA
Roof deck shall meet the following minimum design conditions based on (3)three span
conditions with load applied to roof deck only:
Span As noted on plans
Deflection L/240 (maximum)
LL 25 psf
DL Actual weight of material
1.03 SUBMITTALS
Submittals shall be in accordance with Section 01300, SUBMITTALS and shall include product
data sheets giving physical properties and specifications.
1.04 STANDARDS
The applicable provisions of the following standards shall apply as if written here in their entirety:
A. Steel Deck Institute(SDI)specification:
SDI Design Manual for Composite Decks, Form Decks and Roof Decks and
Cellular Metal Floor Deck with Electrical Distribution.
B. American Institute of Steel Construction (AISC)specification:
AISC Specifications for the Design of Cold-Formed Structural Steel Members.
C. American Society of Testing and Materials (ASTM)specification:
ASTM A446 Specification for Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip
Process, Structural, (Physical)Quality
ASTM A526 Specification for Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip
Process, Commercial Quality
ASTM A611 Specification for Steel, Sheet, Carbon, Cold-Rolled, Structural Quality
D. American Welding Society(AWS)code:
AWS D1.1 Structural Welding Code-Steel
1.05 DELIVERY AND STORAGE
A. Deliver at appropriate times to best expedite construction and cause no delays. Delivery shall
not be made until provisions have been made for proper storage prior to erection.
B. Store decking above grade on wood blocks in neat stacks and weighted to prevent wind
damage.
Metal Deck 05300-1
CDM00507— Rolling Hills WTP— High Service Pump Station
2.00 PRODUCTS
2.01 MATERIALS
A. ROOF DECKS
1. Type"B", wide-rib style galvanized steel metal deck fabricated of ASTM A446, Grade A
hot-dipped galvanized structural quality steel sheet, having a minimum yield strength of
33,000 psi and length as necessary to span across a minimum of three(3)adjacent roof
supports. Galvanized steel shall conform to ASTM A525 or Fed. Spec. QQ-S-775(d).
Deck shall have the following minimum properties: MIP
Rib Width Type B, 2-1/2"
Depth 1-1/2"
Pitch 6" maximum
Gauge 20
Weight 2.14 psf
Moment of Inertia(l) 0.212 in°
Section Modulus (Sp) 0.234 in3
Section of Modulus (Sn) 0.267 in3
B. WELD WASHERS: Heavy gauge steel designed to conform to deck configuration for welds.
Weld washers are not required for steel deck of.028" or greater.
C. SHOP PAINT: Standard rust-inhibitive primer, as recommended by the deck manufacturer.
D. ACCESSORIES: Furnish steel ridge and valley plates at ridge and valley of pitched roofs,
steel cants at parapets or other vertical surfaces, and drain sumps at roof drains, 20 gauge
closures and pour strips (non-piercing hanger tabs). Y
E. SELF-DRILLING FASTENERS: Cadmium-plated carbons steel or stainless steel metal
screws with chisel tips, hardened.
3.00 EXECUTION
3.01 PREPARATION
Erect structural steel and steel joist with bridging installed and complete supporting walls before
steel deck is installed.
3.02 INSTALLATION
A. Lift decking bundles to the structure and spread out to prevent overloading any part of the
structure. Layout sheets so that ribs are perpendicular to the bearing supports, and span no
less than three(3)adjacent supports. Starting at the low side, lap sheets in single fashion on
roofs having a slope of 1/4"or more in 12". Lap ends a minimum of 2"over a supporting
member. At sides, the first rib shall overlap the corresponding corrugation (approximately 1").
B. Fasten deck to supporting members by means of arc welding. Weld through two(2)
thicknesses of deck to bearing below. Unless otherwise noted on plan, weld end joints at 12"
centers, and fasten side laps together at 24"centers by means of arc welds or pneumatically
driven#10 x 3/4"self-drilling fasteners.
C. Cut deck to fit to all roof configurations and to provide openings through the roof, as required. '
Metal Deck 05300-2
CDM00507—Rolling Hills WTP—High Service Pump Station
D. At roof top HVAC units, cut deck occurring inside roof curbs only where duct penetrations
occur. Openings shall be 2"greater than duct dimensions. Edges of deck shall bear on a
support angle, or overhang a support by no more than 4".
E. Provide metal closures at open ends of steel decks at cementitious deck. Provide pour strips
at any location where decks do not form a complete closure for cementitious deck, resulting in
a loss of concrete around gaps in the deck system. Lap accessories over metal deck and
tack-weld in place.
F. Provide sumps at each roof drain centered at the roof drain location when indicated on
drawings. Sumps shall be 14 gauge steel with 3" bearing around sump. Place bottom of
sump level and approximately 1-1/2" below roof deck surface. Opening in center of sump
shall match drain diameter. Provide steel angle supports between adjacent structural purlins.
If not otherwise noted, supports shall be a minimum of 3"x 4"x 3/8" steel angles.
3.03 BRACING AND SHORING
Provide bracing or shoring necessary for construction loads imposed on the deck during
construction. Decking of any type having a span over U-6"shall be supported at midpoint until
roofing operations are complete.
3.04 FIELD QUALITY CONTROL
Check each attachment. Welds which burned through metal surfaces without anchoring to the
deck shall be re-welded. Laps shall seat properly.
END OF SECTION
Metal Deck 05300-3
CDM00507 —Rolling Hills WTP—High Service Pump Station
05500 MISCELLANEOUS METALS
1.00 GENERAL
1.01 WORK INCLUDED
f Furnish labor, materials, equipment and incidentals necessary to fabricate and install
miscellaneous metals and other ornamental or specialty work. Furnish hangers, support, and
brackets necessary to fasten other work.
1.02 QUALITY ASSURANCE
�r Field welding shall be performed by experienced operators, qualified in conformance with
F1� "Standard Qualifications Procedure"of the AWS "Structural Welding Code".
1.03 SUBMITTALS
Submittals shall be in accordance with Section 01300, SUBMITTALS and shall include:
A. Shop drawings showing fabricated items.
B. Product data sheets for manufactured components
1.04 REFERENCES AND STANDARDS
A. The applicable provisions of the following standards shall apply as if written here in their
entirety:
B. Federal Specifications (Fed Spec):
FF-B-561 D Bolt, (Screw) Lag
FF-P-575C Bolt, Hexagon and Square
FF-B-588C Bolt,Toggle, and Expansion Sleeve, Screw
FF-S-85 Screws, Cap, Slotted and Hexagon-Head
FF-S-92 Screws, Machine: Slotted, Cross-Recessed or Hexagon Head
FF-N-1 05B Nails, Brads, Staples and Spikes, Wire, cut and Wrought
FF-N-836D Nuts, Square, Hexagon, Cap, Slotted, Castle Knurled, Welding and
Single Ball Seat
FF-P-395 Power Actuated Drive Pins
FF-S-111 Screw, Wood
FF-S-325 Shield, Expansion: Nail, Expansion; and Nail, Drive Screw(Devices,
Anchoring, Masonry)
FF-W-84 Washers, Lock(Spring)
RR-G-661 Gratings, Metal
TT-P-645 Primer, Paint, Zinc Chromate, Alkyd Type
TT-V-51 Varnish;Asphalt
C. The Aluminum Association (AA) publications:
SAA-46 Standards for Architectural Aluminum
DAF-45 Designation System for Aluminum Finishes
ABH-21 Aluminum Brazing Handbook
ADS-1 Aluminum Standards and Data
D. American Society for Testing and Materials (ASTM) publications:
ASTM A36 Specification for Structural Steel
ASTM A53 Specification for Welded and Seamless Steel Pipe
ASTM A120 Specification for Black and Hot-Dipped Zinc Coated Welded and
Seamless Steel Pipe for Ordinary Uses
Miscellaneous Metals 05500-1
CDM00507—Rolling Hills WTP—High Service Pump Station
I
ASTM A123 Specification for Zinc(Hot-Galvanized)Coatings on Products
Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates,
Bars, and Strip
ASTM A153 Specification for Zinc Coating(Hot Dip) on Iron and Steel Hardware
ASTM A325 Specification for High Strength Bolts for Structural Steel Joints
ASTM A354 Specification for Quenched and Tempered Alloy Steel Bolts and
Studs with Suitable Nuts
ASTM A490 Specifications for Quenched and Tempered Alloy Steel Bolts and
Studs with Suitable Nuts
ASTM A525 Specification for General Requirements for Steel Sheet, Zinc-Coated
(Galvanized)by the Hot-Dip Process
ASTM 8308 Specification for Aluminum Alloy Standard Structural Shapes, Rolled
or Extruded
E. American National Standards Institute(ANSI) publication:
ANSI A14.3 Safety Code for Fixed Ladders
F. American Welding Society (AWS) standard:
AWS D1.1 Structural Welding Code-Steel
AWS D1.2 Structural Welding Code-Aluminum
AWS D1.3 Structural Welding Code-Sheet Steel -
G. Steel Structures Painting Council (SSPC) publications:
Steel Structures Painting Manual, Volume 2
H. National Association of Architectural Metal Manufacturers Association(NAAMA) publications:
AMP 500 Metal Finishes Manual
AMP 504 Finishes for Carbon Steel and Iron "Stair Manual"
1.05 DELIVERY AND STORAGE
Ship expansion joints to site in protective coverings. All aluminum which will be exposed to view
shall have stripable protective coverings applied at the factory and removed after erection.
1.06 JOB CONDITIONS
i
A. Contractor shall verify dimensions and take field measurements necessary to establish size
and connections prior to fabrication. Provide any anchors, brackets, supports, braces,
connections and fasteners necessary to assemble the various components and anchor into
position into the structure.
B. Each component shall be of adequate size and strength necessary to fulfill its function.
Failure of any part of the assembly is cause to reject the entire component. Component shall
be assembled in a neat and substantial manner. Joints exposed to the weather shall be
formed in a manner to exclude water.
C. Provide miscellaneous plates, brackets,frames, anchors and other steel fabrications as i
indicated on the drawings or required to make connections to components furnished under
other sections of the specifications. Provide brackets for elevators and rails, precast concrete
panels, and frames for mechanical equipment.
Miscellaneous Metals 05500-2
CDM00507—Rolling Hills WTP—High Service Pump Station
2.00 PRODUCTS
2.01 MATERIALS
A. STRUCTURAL STEEL: ASTM A36 having a minimum yield strength of not less than 36,000
psi.
B. MISCELLANEOUS STEEL: Rolled shapes complying with ASTM A36; plates and bars
complying with ASTM A284.
C. GENERAL PURPOSE CAST STEEL: Conforming to ASTM A27, Grade 65-35.
D. STEEL FORGING: General purpose, conforming to ASTM A668, Class C or F.
E. CAST IRON: Soft, gray iron, conforming to ASTM A48, Class 30, has 30,000 psi tensile
strength.
F. GALVANIZING: Hot dipped, conforming to ASTM A123 and A386.
G. WELDING ELECTRODES: Appropriate for the intended usage. Electrodes for arc welding
shall be series E70.
H. ALUMINUM: Appropriate for the intended usage. Alloys shall comply with the following:
ALLOYE USAGE
6061 Extruded or rolled structural shapes
6063 Extrusions, general (Pipe rails)
3003 Sheet, tube or pipe
5005 General purpose sheet
5056 Nails and Rivets
2024 Screws, bolts and nuts
I. STAINLESS STEEL: Appropriate for the intended usage, complies with AISI Type 316.
Finish shall be No. 4, Polished unless otherwise noted.
J. FASTENERS: Appropriate for the intended usage. Fasteners used with galvanized steel
shall be zinc coated, fasteners used on non-ferrous metal shall be bronze or brass.
Fasteners shall include:
1. Steel Bolts-Low carbon steel complying with ASTM A307 or A325.
2. Nails and Spikes - Fasteners complying with Fed. Spec. IV. FF-P-636.
3. Self Drilling Fasteners (SDF)-Corrosive resistant, hex-headed drill pointed, size as
appropriate.
4. Power Activated Fasteners (PAF)-Tempered A-151 steel with a minimum tensile
strength of 270,000 psi, complying with Fed. Spec. -P3958, Ramset, Hilti, or approved
equal.
5. Sleeve Bolts- Molly "Parasleeve"or Ramset"Dynabolt".
6. Concrete Expansion Bolts-Hilti Stainless Steel"Kwik Bolt II" unless otherwise noted on
plan.
Miscellaneous Metals 05500-3
CDM00507—Rolling Hills WTP—High Service Pump Station