Architectural Specifications Addendum No. 2i
WILSON - SHAVER
Architects -Engineers
Salina, Kansas
ADDENDUM No. 2 14 April 1967
Job No. 1528 - 65-86
City, County, Board of Education Administrative Office Building
Salina, Kansas
To: All Prospective Bidders, Plan Rooms and Reporting Offices
The contract documents for construction of the City, County, Board of
Education Administrative Office Building, Salina, Kansas, dated March
1967, and amended by Addendum No. 1 dated 10 April 1967, are hereby
further amended in the following particulars only all other terms and
conditions remaining unchanged.
I. Combined Proposal.
Page CP -4 of combined proposal for construction of Salina Public
Library and City, County, Board of Education Administrative Office
Building is hereby superseded and replaced by revised page CP -4 dated
14 April 1967.
II. Special Conditions.
a. Mechanical Work - Storm Drains Pape SC -2 Subparagraph 2b., the
following is hereby added at end of original subparagraph.
"and storm drain lines included in Mechanical Work shall include those
serving as collectors of roof drainage and terminating in an existing
manhole on Ash Street."
III. Technical Specifications.
(1) In line 10 of subparagraph a. Fixed and Single Hung Windows the
word "mill" is hereby deleted and the words "anodized 204 R1" sub-
stituted therefor.
(2) At end of second sentence of subparagraph b. Vertically Pivoted
(Reversible) Windows the following is hereby added "with anodized
204 R1 finish".
b. Storm Drains - Mechanical Work Page 21-1, Paragraph 1.
Following sentence is hereby added at end of original paragraph. "Storm
drain lines ticluded under this section are those serving as collectors
of roof drainage and terminating in an existing manhole in Ash Street."
Last two sentences of subparagraph are hereby deleted and the following
substituted therefor.
"Bidders shall base their proposals on furnishing and installing a
Carrier Model 30HS unit, and may submit alternate proposals on Airtemp
Model HRW, Trane Model CG, or other approved equal unit. Unit shall be
complete with a factory fabricated and installed sound cabinet and re-
mote condenser. Each compressor shall be connected with a separate
refrigerant circuit to the chiller and condenser."
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C
-2 -
Addendum No, 2
JOB NO. 1528 - 65-86
14 April 1967
d. Blowers Page 22-7, Subparagraph lla.
Following subparagraph is hereby added:
"a. Vibration Supports. Each blower and motor shall be mounted on a
spring mounted structural steel base with built-in motor slide rails,
with 3" static deflection. Support shall be Korfund type "P", or
equal."
Eighth and ninth sentences of paragraph beginning in eleventh line are
hereby revised to read as follows:
"Liner shall be slipped into preformed round ducts with all joints
coated with black mastic, Foster 31-95, and pushed firmly together.
Elbows, tees, and fittings shall be lined with mitered sections of
liner or elbows, tees, and fittings may be factory prefabricated
double -walled internally insulated with perforated metal liner by
United Sheet Metal Company, as specified in Paragraph 21, Ductwork."
f. Storm Drains - General Construction, Page 26-1 Paragraph 1,
Following is hereby added at end of original paragraph "Storm drain
line included under this section is as defined under Part I - General
Construction Work - Alternate G-8".
IV. Drawings.
a. Added Leter Sized Drawings Sheets 1 and 2 dated April 12, 1967,
hereby supersede and replace in part original drawings for items as
designated.
b. Chiller Schedule Sheet M-7.
E.W.T. shown as "55.0 degrees F" is hereby changed to "54.2 degree F."
This Addendum is hereby a part of the contract documents to the
same extent as though contained in the original documents and all
itemized listings thereof.
Each bidder shall acknowledge receipt of this Addendum in the
space provided on the Proposal Form.
WILSON -SHAVER, ARCHITECTS -/ENGINEERS
Earl A. Graves
EAG/djv
Attachments: Revised Combined Proposal Blank -- Page CP -4
Added Drawings -- Addendum No. Two, 2 Sheets
2of2
Alternate No. G-8. For omission of construction of storm drain line and
drainage structures, including drain inlet complete with frame and grates
and storm drain manhole under service drive, to construction limits indicated,
deduct from the Base Proposal the following sum:
Written)
Dollars ($
Alternate No. G-9. For construction of Terrazzo Flooring on entire first floor
area east of elevator lobby (slab on fill) in. lieu of vinyl asbestos flooring as
scheduled and including all necessary construction revisions required to effect
this change, Add to Base Proposal the following sum:
(Written)
Dollars ($
PART I - ALTERNATE PROPOSALS
SALINA PUBLIC LIBRARY
Alternate No. G-1. For furnishing and installing granite from producers other
than the Cold Spring Granite Company, add to or deduct from the Base Proposal
the following sums:
Granite Producer Names of Granite Add Deduct
Alternate No. G-2. For furnishing and installing window walls and windows from
manufacturers other than Alenco Aluminum Products, add to or deduct from the
Base Proposal the following sums:
Manufacturer Series No. Add Deduct
Alternate No. G-3. For furnishing and installing vertical wood trim on column
and wall corners, and random vertical wood strips on the west wall of Room 21
add to the Base Proposal the following sum:
a. For walnut:
Written
Dollars ($ )
b. For birch:
Written
Dollars ($ )
CP -4
(Revised 14 April 67)
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Excavation shall be to elevations and dimensions indicated. Excavation
'for footings may be cut to accurate sizes and the side forms omitted, if
concrete is poured without earth cave-ins. Excavation for foundation walls
shall be of sufficient width to permit erection and removal of conventional
double forms and shall be widened as required for installation of founda-
tion drain lines where required. Excavation or fills for floor slabs shall
be made or constructed to subgrade elevation (a minimum of 4 -inches below
the bottom of floor slabs to accommodate base course).
6. Earth Fill and Backfill Within the Limits of New Construction shall be
select, clean, moist earth, obtained from excavation for the building or
from borrow, placed in uniform layers, properly moistened to approximate
optimum moisture requirements and thoroughly compacted to 87 to 92 per cent
of maximum density as determined by AASHO Test T 99-57. Fills and backfills
to be hand tamped shall be placed in layers not to exceed four inches in
depth. Fills and backfills to be rolled with power equipment shall be
placed in uniform layers not to exceed six inches in depth.
7. Backfill Outside Building Limits. Backfill of excavations outside the
limits of the building shall consist of suitable material, moistened and
tamped or otherwise compacted to a density not less than that of adjacent
undisturbed earth and such that no further settlement or shrinkage will
occur.
8. Base Course under floor slabs shall be placed to minimum thickness as
indicated on the drawings and shall consist of clean, washed sand or gravel
having a minimum dry and rodded weight of 108 pounds per cubic foot and
containing not more than eight per cent by weight of particles passing the
No. 200 sieve or approved crushed stone material having a percentage of
wear not to exceed 50 as determined by ASTM Standard C 131-64T. Material
shall be compacted to maximum density by use of standard manufacture com-
paction equipment consisting of a variable speed power unit attached to a
vibratory plate. The vibrator may be of single or multiple type and shall
provide sufficient unit pressure to obtain maximum compaction. The top
surface of base course under floor slabs shall provide a smooth even surface.
Prior to placing concrete over base course, the surface of the base course
shall be covered with 1.5 -pound asphalt saturated felt or polyethylene
sheeting of not less than 0.004 -inch thickness.
9. Drainage Fill for installation around foundation drain lines shall be
clean gravel or crushed stone uniformly graded from 1 -1/2 -inch to 1/4 -inch
size with a maximum of eight per cent passing the 1/4 -inch screen. Drainage !,
shall be placed around foundation drain lines to full width and depth
indicated.
10. Foundation Drain Lines. At the Contractor's option, foundation drain fl
collection lines may be constructed of standard strength, plain end clay
tile in 12 -inch lengths conforming to ASTM Standard C4-62, standard strength)
perforated clay tile conforming to ASTM Standard C 211-61T or perforated
asbestos -cement under drain pipe conforming to ASTM Standard C508 -64T for ,
2-2
J
•
Type III. Fittings shall be of corresponding weight and quality. One-
eighth bends shall be used for changes in direction and wye fittings shall
be used at intersections. Lines shall be laid and firmly bedded to true
grades and alinement with continuous fall in the direction of flow. Plain
end tile shall be laid with 1/2 -inch open joints and top and sides of
joint shall be covered with 15 pound asphalt saturated felt. Perforated
drain pipe shall be laid with perforations at bottom. To insure drainage,
before backfilling all lines shall be tested with water, any obstructions
found removed, and the system again tested until satisfactory. Trenches
containing collection lines shall be filled with graded crushed stone or
gravel conforming to requirements for "Drainage Fill" specified herein-
before. Top of foundation drain trenches to be covered with earth backfill
shall be covered with one thickness of 15 pound asphalt saturated felt.
11. Grading. All ruts, holes and depressions caused by construction
activities shall be filled and graded to match adjacent surfaces. During
construction, the Contractor shall control grading in the vicinity of
the building so the ground surface is properly pitched to prevent water
from running into excavated areas. Water entering excavated areas shall
be removed, excavation dried out and subgrade recompacted to its proper
bearing capacity. A 25 -foot strip around the perimeter of the building
shall be graded to provide positive drainage away from the building.
12. Subgrade Preparation for Drive and Walks. After excavating outside
neat lines of concrete to allow for installation of forms, filling and
rough grading have been completed, the subgrade shall be fine graded,
moistened and compacted to a smooth uniform surface free from clods,
lumps and loose, yielding material, and at proper elevation to provide
full thickness of concrete. In cut sections, no special compaction will
be required other than to prepare the surface. In fill sections and areas
where necessary to remove obstructions and unstable or unsuitable subgrade
material, the fill or backfill material placed in the subgrade shall be
compacted to 87 to 92 per cent of maximum density as specified for back-
fills within building limits.
2-3
SECTION 3 - CONCRETE WORK
1, General. Concrete shall consist of cement, coarse aggregate, fine
aggregate, approved admixture when entrained air is required, and water;
proportioned and mixed to produce a plastic workable mixture suitable to
specific conditions of placement and in accordance with the following
specifications. All reinforcement and embedded items shown and detailed,
and embedded items furnished and located by other trades, shall be in-
stalled and secured in place by ties, nails or supports prior to placing
concrete. All requirements for prestressed concrete are contained in the
paragraph entitled "Prestressed Concrete".
2. Strength of Concrete. Concrete shall have an average minimum compres-
sive strength of 4,000 pounds per square inch at the end of 28 days.
Strength of concrete shall be determined in accordance with ASTM Standard
C 31-65 for preparation of test specimens, and C 39-64 for compressive
strength. Operating mixes shall be adjusted if 7 -day strength falls below
2,800 psi for 4,000 psi concrete. Water -cement ratios and cement contents
shall fall within specified ranges. Concrete made from high early cement
shall have a 7 -day strength not less than specified minimum 28 -day strength
for standard Portland cement concrete,
3. Sampling and Testing. All materials are subject to testing and in-
spection prior to incorporation; all samples and test specimens shall be
truly representative of material proposed to be furnished. The Contractor
shall furnish and provide all samples and test specimens required and shall
bear all expenses in connection with laboratory tests.
a. Strength Tests. Contractor shall prepare test cylinders as re-
quested as the work progresses, .Test cylinders shall be made and cured
in accordance with ASTM C31 and shall be tested in accordance with ASTM
C39 by an approved testing laboratory at the expense of the Contractor.
A maximum of three test cylinders will be required for each pour of 5 to
50 yards and clearly identified as to location in structure where concrete
represented by test cylinders was placed. One cylinder from each group
shall be tested at.7 days and one at 28 days. Remaining cylinder shall be
tested if results of 7 or 28 day test is below required strength. To be
considered satisfactory, 7 day cylinder shall test 70 per cent of required
• 28 -day strength. Testing laboratory shall furnish 5 copies of test results
to Architect -Engineer without delay. If requested, test results shall be
submitted on forms supplied by the Architect -Engineer and test result forms
shall be fully filled out and complete when submitted. Tests for air con-
tent in air entrained concrete shall be performed in accordance with ASTM
C231 (pressure method).
4. Portland Cement shall be an approved brand of standard Portland cement,
ASTM Standard C 150-65, Type I. or Type II, or when so authorized, high early
strength portland cement, Type III. Use of special cements or those con-
taining interground admixtures will not be permitted. All concrete exposed
to view shall be made with cement of the same type and brand. Bulk cement
shall be used direct from cars. Package cement shall be stored in a dry,
,I
weathertight, properly ventilated building; each shipment identified and ;!
arranged for easy access and inspection; turned and restacked to prevent it
sack setting if not immediately used.
3-1
5. Aggregates. Coarse and fine aggregates shall be separately furnished
and stored. Pit run or naturally mixed aggregates will not be approved;
nor will mixing of aggregates from different sources or alternating batches
of different aggregates in one stockpile be permitted. Sufficiently in
advance of construction to permit standard gradations and proportions to
be determined, the Contractor shall submit, to a testing laboratory, samples
representative of each aggregate he proposes to use. Fineness modulus of
aggregate furnished for construction shall not vary from such established
standards by more than 0.2 plus or minus. Fineness modulus will be computed
for each sieve analysis made, determined by adding respective cumulative
percentages of material coarser than sieve in a U.S. standard series and
dividing by 100. The series for fine aggregates shall consist of Nos. 4,
• 8, 16, 30, 50 and 100; for coarse aggregates and total aggregates, 1 -1/2 -
inch, 3/4 -inch and 3/8 -inch sieves shall be added to this series.
a. Deleterious Substances in aggregates shall not exceed the following
percentages by weight when tested under the designated ASTM Method.
*Note: May be increased to 1.5 per cent if crusher dust.
b. Coarse Aggregate shall be clean, hard, durable, uncoated fragments
of crushed rock or gravel, reasonably free from thin or flat particles;
having a loss ratio value of not less than 0.90 when tested for soundness
by freezing and thawing in accordance with Section Y15 of the Standard
Specifications for State Road and Bridge Construction of the State Highway
Commission of Kansas, 1960 Edition; and having not more than 50 per cent
wear under Los Angeles Abrasion Test, ASTM Standard C 131-64T. Aggregates
known to damage concrete by expanding when exposed to moisture will not be
approved. Coarse aggregate shall have a satisfactory record of use in
concrete for a period of at least five years; material from new pits or
outcrops shown to be extensions of acceptable deposits will be approved
if the material passes all other requirements.
(1) Gradation. Well graded, within the following limits when
tested under ASTM Standard C 136-63.
U.S. Standard Sieve Per Cent Retained
1 -inch
Coarse
Fine
0 - 5
Test
Material Passing No. 200 Sieve (wash)
1.0*
2.0
C
117-62T
Shale
0.5
1.0
C
123-64
Soft Friable Fragments
2.5
1.0
C
123-64
Sticks (wet weight)
0.1
Coal
0.5
1.0
C
123-64
Clay Lumps (on 3/8 -inch sieve)
0.3
0.5
C
142-64T
Combined Shale, Coal, Clay Lumps
and Soft Friable Fragments
3.0
3.0
*Note: May be increased to 1.5 per cent if crusher dust.
b. Coarse Aggregate shall be clean, hard, durable, uncoated fragments
of crushed rock or gravel, reasonably free from thin or flat particles;
having a loss ratio value of not less than 0.90 when tested for soundness
by freezing and thawing in accordance with Section Y15 of the Standard
Specifications for State Road and Bridge Construction of the State Highway
Commission of Kansas, 1960 Edition; and having not more than 50 per cent
wear under Los Angeles Abrasion Test, ASTM Standard C 131-64T. Aggregates
known to damage concrete by expanding when exposed to moisture will not be
approved. Coarse aggregate shall have a satisfactory record of use in
concrete for a period of at least five years; material from new pits or
outcrops shown to be extensions of acceptable deposits will be approved
if the material passes all other requirements.
(1) Gradation. Well graded, within the following limits when
tested under ASTM Standard C 136-63.
U.S. Standard Sieve Per Cent Retained
1 -inch
0
3/4 -inch
0 - 5
3/8 -inch
40 - 60
No. 8
95 - 100
3-2
c. Fine Aggregate shall be clean, durable siliceous or calcareous
particles, free from adherent coatings, and having a mortar strength not
less than 100 per cent of standard Ottawa sand, ASTM Standard C 87-63T.
(1) Organic Impurities. Aggregates subjected to colorimetric
test for organic impurities, AASHO Test T 21-60, and producing color
darker than standard, will be rejected unless passing the mortar strength
test.
(2) Gradation. Well graded, within the following limits when
tested under ASTM Standard C 136-63. Blending will be permitted if
necessary to meet the following gradation limits.
• U.S. Standard Sieve
Per Cent
Retained
3/8 -inch
0
No. 4
0
- 5
No, 16
20
- 40
No. 50
80
- 90
No. 100
95
- 100
d. Storage. Build free drainage stockpiles in horizontal layers to
avoid segregation. Protect from freezing or the inclusion of frost. Avoid
inclusion of foreign materials. If absorption of coarse aggregates (AASHO
Test T 85-60) be two per cent or more, maintain uniformly moist conditions
throughout stockpile by daily sprinkling.
6. Water shall be clean, clear, odorless and fit to drink. Test under
AASHO Test T 26-51, if of questionable quality.
7. Admixture. All concrete which will be exposed to the weather in the
finished work shall contain an air entraining agent; all other concrete may
contain an air entraining agent at the option of the Contractor. Admixture
shall be added at the mixer in strict accordance with the manufacturer's
recommendations. No reduction in the specified cement content will be
permitted due to claims of added strength resulting from addition of any
admixture. Air -entrained concrete shall have an air content of 4.5 per
cent, plus or minus 1.5 per cent, when tested in accordance with ASTM
• Standard C 231-62. Air entraining agent shall be Vinsol Resin, Darex AEA,
Protex AEA or approved equal agent conforming to the requirements of ASTM
Standard C 260-65T.
8. Proportioning. Concrete shall be proportioned within the following
limits; all materials being measured by weight, considering one sack of
cement as 94 pounds and one gallon of water as 8.33 pounds.
Minimum Maximum
Cement content, sacks per cubic yard concrete 5.5 6.25
Total water, gallons per sack cement 5.0 6.5
Coarse aggregate, per cent total aggregate 30 60
Fineness modulus, total aggregate 4.2 5.5
Entrained air per cent total batch weight 3 6
Slump, inches 1.5* 5
*Minimum slump is maximum for mass concrete and slabs.
3-3
9. Preliminary Mixes. The Contractor shall design preliminary mixes for
trial batches and shall mix trial batches and prepare test cylinders for
determination of 7 -day and 28 -day compressive strengths from such trial
batches as have other acceptable characteristics. Operating mixes shall
be based on information obtained from preliminary mixes.
10. Operating Mixes.
a. General. Batching and weighing devices shall provide positive
means of regulation and control and shall be accurate within 0.5 per cent
for aggregates and bulk cement; all such devices and methods of operation
shall be subject to inspection and approval. When packaged cement is used,
• batch weights shall be proportioned to use whole sacks of cement. When
batch trucks are used, each batch compartment shall be charged with all dry
ingredients for one batch.
b. Variations for Basic Mix. Exact proportions of basic mix may be
varied within specified range limits as required to obtain concrete of
specified strength and having other desired characteristics.
(1) Proportions of Aggregates. Batch weights of coarse and
fine aggregates shall be adjusted to use least amount of fine aggregate
which will produce workable concrete having proper slump. If impossible
to produce concrete of proper consistency, gradation of aggregates shall
be corrected or total batch weight of aggregate reduced. No additional
payment will be made for improvement of aggregate gradation, correction
of proportions, or additional cement required by reason of such adjustment.
(2) Corrections for Aggregate Moisture. Amount of water added
at mixer shall be adjusted for moisture contained on the surface of aggre-
gates and for absorptive qualities of the aggregates. Absorption of
aggregates shall be determined by AASHO Tests T 84-60 and T 85-60. Batch
weights of coarse and fine aggregates shall be adjusted to compensate for
moisture contained at time of use.
(3) Correction for Entrained Air. Air entraining agents shall
• be added only at the mixer and in such quantity that amount of air entrained
will be within specified limits. Should entrained air result in bulking of
concrete, proportion of aggregate coarser than No. 50 sieve shall be in-
creased by an amount equal to percentage of entrained air, fineness modulus
of total aggregate remaining within specified gradation percentages of other
sieve sizes to remain unchanged.
(4) Yield Test. Cement content of concrete shall be determined
by yield tests conducted under ASTM Standard C 138-63. If cement content
falls outside specified limits, batch weights shall be adjusted until con-
crete conforms to requirements.
11. Forms. Construct approved mortartight forms of suitable materials to
provide surfaces free from surface irregularities; true to lines, grades
and dimensions shown; rigid and properly braced to prevent movement or
3-4
distortion; internal ties so arranged that metal will not show or discolor
concrete surface. Provide camber at mid -spans to offset anticipated de-
flection in forms due to weight of fresh concrete. Provide a formed
chamfer at all corners exposed to view using approved tapered rubber or
plastic chamfer strips. Forms for rustications in concrete shall be
accurately constructed to produce uniform and evenly spaced rustications.
Design forms to permit proper installation of reinforcement; easy placement
and manipulation of concrete; and removal of forms without damaging concrete.
Apply an approved nonstaining form oil or sealer to plywood forms or form
lining for concrete exposed to view in the finished work; apply water or
nonstaining mineral oil to interior surfaces of forms for other concrete;
• obtain approval of forms prior to placing concrete. Where practicable,
concrete may be placed directly against undisturbed excavated surfaces
without use of outside forms if concrete as placed provides a minimum of
three inches outside cover over reinforcement. Before placing concrete,
forms shall be cleaned with water jets or compressed air and all trash and
debris shall be removed through access openings provided in forms. Form
ties for exposed work shall be an approved type that shall leave no metal
closer than 1 -1/2 -inches from the finished surface and no hole or depression
larger than 7/8 -inch in diameter. Form ties for walls below grade and in
locations not exposed in the finished work may be snap -type ties with not
less than 1 -inch breakback.
a. Ribbed Slab Forms. Ribbed slabs shall be constructed with removable
metal pans or approved fiberglass, waterproof fiberboard or waterproof card-
board pan forms. Pan units shall be closely and neatly fitted together and
shall be sufficiently tight to prevent loss of grout during pouring. Pan
units shall form a true, clean, smooth surface, free of honeycomb and rough
exposed aggregate area when forms are stripped. Ceilings to be left exposed
in the completed structure, shall be formed with well -fitting undamaged pans
and shall have projecting ridges dressed off flush; pitting and other sur-
face defects shall be pointed flush and rubbed with burlap.
12. Form Lining. Wood or metal forms used for exterior and interior con-
crete surfaces to be exposed to view in the finished work, including painted
and unpainted surfaces, shall be lined with smooth faced material furnished
• in standard length sheets not less than 48 inches wide where practicable.
a. Fiberboard Insulation Material. Not less than 3/16 -inch thick.
Not to be used on steel forms, nor reused on wood forms.
b. Plywood. Not less than 1/4 -inch thick. Not to be used on steel
forms. If in good condition, may be reused on wood forms.
c. Installation. Forms for areas four feet or less in width shall
be lined with a single width of material. Each sheet shall be matched to
fit abutting edges, with square corners and straight edges; joints shall
fit snugly without forcing. Fiberboard and plywood shall be secured to
backing with three -penny shingle nails, or similar nails having flat thin
heads, spaced along edges at not more than eight inches on center and on
12 -inch staggered centers over balance of sheet. All joints in lining
shall be sealed smooth with cold water putty, patching plaster, or similar
nonstaining material.
3-5
d. Plywood Form Sheathing. At the Contractor's option, forms for
exposed concrete may be constructed of 3/4 -inch plywood in lieu of metal
or wood backing and form lining as specified above. If plywood form
sheathing is used, studs shall be spaced not more than 16 -inch centers.
Installation shall be equal to that specified for form lining. Such
sheathing shall be maintained in good condition, oiled before initial
using, and sandpapered and oiled before each reusing.
13. Reinforcing Steel. Install all reinforcement shown, including rods,
fabric or structural shapes. Furnish shop drawings, lists and bending
diagrams. Remove rust, scale, grease or any coating which might impair
bond with concrete. Support reinforcing steel to obtain coverage and
• minimum spacing and provide splice lengths as required by American Concrete
Institute Manual of Standard Practice. Supports shall be galvanized or
shall have plastic feet where located in soffits or faces exposed to the
weather or in slabs to receive plaster. Reinforcing steel shall conform
to the following ASTM Standards.
Welded Wire Fabric A 185-64
Deformed Rods A 61-65 or A 432-65 (A 15-65, A 16-65
or A 160-65 may be used for column
ties or beam stirrups)
Deformation of Rods A 305-65
14. Embedded Items. Before placing concrete, remove coatings of oil,
rust, scale or other foreign matter. Kerf and thoroughly soak wood strips
used to form rustications, grooves, key joints and bevels. Slots for
masonry anchors shall be dovetail type, formed of not lighter than 24 gage
galvanized sheet steel, and shall be furnished with felt or fiber fillers.
Slots shall be installed, vertically, in all concrete walls and columns
faced with masonry (spaced 16 inches on center horizontally); in concrete
walls and columns where masonry walls abut the concrete surfaces; and else-
where as indicated. Slots shall not be installed in concrete beams. Strips
for rustication shall be fastened to forms in such manner that forms can
be removed without disturbing rustication strips and strips shall be left
in concrete until thoroughly dry (at least 14 days).
15. Mixing and Placing,
• a. Equipment. Provide one or more approved batch type mixing plants
with rated individual capacity of at least one sack cement; equipped with
adequate facilities for accurate measurement and control of all materials
and for readily changing the proportions of the mix; and designed to permit
all operations to be easily inspected at all times.
b. Ready -Mixed Concrete. At the Contractor's option, ready -mixed
concrete may be used provided all other requirements are complied with
and the Architect -Engineer is permitted free access to the mixing plant.
3-6
L. Mixing. Operate mixer at speed and volume capacity recommended
by manufacturer. Allow mixer to revolve at uniform speed for at least 12
revolutions after charging and for the following minimum time interval:
1/2 cubic yard or smaller, one minute; more than 1/2 cubic yard, 1-1/2
minutes. Avoid overmixing to point where additional water is required.
d. Conveying. Using methods which prevent segregation or loss of
ingredients, convey concrete from mixer to final position as rapidly as
practicable. Use chutes only when necessary, and only when the slope is
such that the concrete slides but does not flow. Use tremies or elephant
trunks where concrete is to be placed under water or where vertical drops
greater than eight feet are necessary.
• e. Placement. Place concrete as soon as possible after mixing and
in any case before initial set occurs. In General, place concrete on
clean, damp surfaces, the temperature of which shall be 40 degrees F or
above. Earth subgrade shall be approved undisturbed earth or properly
consolidated material, free from running water and soft mud. Sand sub -
grade or crushed stone base course shall be completely confined,
thoroughly dry; under floor slabs, they shall be covered with waterproof
sheathing paper or polyethylene sheeting installed with all joints lapped
and sealed. Concrete shall be deposited in final position without re-
handling or flowing; worked into all corners and angles of forms and
around reinforcement and embedded items; and spaded and vibrated to maxi-
mum subsidence without segregating, applying vibration directly to concrete,
not to forms or reinforcement. Maximum depth of horizontal, layers when
placing concrete shall not be more than that which prevents segregation
or formation of visible seams. Pour supporting walls and columns to the
underside of concrete beams and slabs at least eight hours prior to placing
the superimposed work.
16. Construction Joints shall be located where shown or where approved by
the Architect -Engineer. Construction joints in walls, beams and slabs
shall be made by means of tight bulkheads at right angles to wall, beam
or slab. Provisions shall be made for joining future work at all con-
struction joints. Immediately after concrete is placed, projecting steel
shall be cleaned and, before final set, horizontal surfaces shall be broomed
or scraped clean of all laitance and scum where practicable. Before de-
positing new concrete, the surface of the hardened concrete shall be broomed,
roughened slightly, wetted and coated with neat cement paste or grout. New
concrete shall be carefully rodded into grooves or recesses, around bars,
plates and embedded items.
17. Expansion Joints shall be installed as indicated and shall extend
entirely through the slab or between structural members. Exposed concrete
slab edges shall be finished with an edging tool. Joint filler shall be
nonextruding material conforming to ASTM Standard D 1751-65 or D 1752-60T.
Joint between end of bridge and building shall be sealed with polyvinyl
chloride multiple rib strips, with center bulb, not less than 3/16 -inch
thick and six inches wide, W. R. Meadows, Inc., Type 6DS, or approved equal.
3-7
Waterstop material shall extend an equal distance each way from joint; shall
be parallel to face of slab; and shall be secured rigidly in position by
wiring to adjacent reinforcing steel at not more than 18 inches on center
prior to placing concrete. Splices and intersections in waterstops shall
be made by field fusing and welding as recommended by the waterstop manu-
facturer to form a continuous watertight joint seal.
a. Joint Sealing. Material shall be.cold applied, single component
type conforming to requirements of Federal Specification SS -S -158a and
similar and approved equal to "Presstite No. 67" or "Servicised Zero-Lastic
Code 2377". Joints shall be prepared and sealing material shall be pressure
machine applied in accordance with the sealing material manufacturers
recommendations.
18. Finishing. Formed concrete surfaces not exposed to sight or weather
need not be finished other than removal of lips, fins and ridges. Other
surfaces shall be finished as follows:
a. Exposed Formed Surfaces. After removal of forms, remove all
ridges, lips and evidence of form joints; ream, chip and fill with
nonshrink grout all honeycombs, voids and holes, including those re-
sulting from removal of form rods and ties. Nonshrink grout shall be
recessed and surface finished with mortar to match adjacent concrete
as hereinafter specified. Remedy local bulging by tooling and rubbing.
b. Lift Surfaces. Manipulation of concrete adjacent to the surface
of any lift shall be the minimum necessary to produce not only the degree
of consolidation desired in the surface layer of concrete, but also a
surface with the desired degree of roughness for bond with the next lift.
Surface vibration or excessive surface working, including screeding of
any kind, will not be permitted.
c. Trowel Finish. Floor slabs and interior stairs shall be struck
off to accurately placed screeds spaced not over eight feet apart and
tamped to force coarse aggregate away from surface. Concrete shall be
screeded with straightedges and floated to a true and even surface, level
or sloped to drain as shown. Excess water shall be drawn from surface
with float; dusting with dry cement to absorb surface water will not be
permitted. While concrete is still green but sufficiently hard to bear
a man's weight without a deep imprint, concrete shall be floated to a
smooth surface with no exposed aggregate and troweled to a burnished
impervious finish. Edges, including those at joints, shall be finished
with an edger or jointer.
(1) Sealed Concrete. Concrete floors to remain exposed in
completed construction and scheduled as "sealed concrete" shall receive
one coat "Cem-Seal" as manufactured by Hillyard Chemical Co., or approved
equal coating. Coating shall be applied in strict accordance with manu-
facturers recommendations.
d. Float Finish. Roofs, exterior platforms and stairs, tops of
walls and similar surfaces shall be finished as specified for trowel finish
except that final troweling may be omitted. Exterior platforms and stairs
shall be finish brushed uniformly to obtain nonslip characteristics.
19. Curing. Concrete surfaces
and at a temperature between 50
at least seven days following i
as directed to compensate for t
concrete falls below 50 degrees
shall be subject to removal and
the following alternate methods
shall be maintained in a moist condition
and 100 degrees F by adequate curing for
aitial set. Curing period shall be extended
Lme during which surface temperature of
F. Concrete damaged by improper curing
replacement as directed. Use of any of
of curing shall not relieve the Contractor
of his responsibility to obtain acceptable concrete having required strength
and surface finish.
a. Water Curing. Surface maintained continuously wet by sprinkling
or by complete inundation.
b. Earth or Sand Covering. 2 -inch covering maintained moist by water
curing as above.
L. Waterproof Paper Covering. ASTM Standard C 171-63. Concrete
permitted to harden sufficiently to avoid marring surface. Thoroughly
sprinkled immediately prior to placing paper. Edges of paper lapped at
least 12 -inches, and secured in place to prevent opening of laps during
curing period.
d. Polyethylene Sheeting. Surfaces'shall be covered with white or
translucent polyethylene sheeting not less than 0.004 inch in thickness.
In the event that a continuous sheet is not used to cover the entire
surface, edges and ends shall be lapped a minimum of four inches and
sealed with approved adhesive tape.
e. Forms Left in Place during any portion of the specified curing
period shall be sprinkled and maintained moist only as required to prevent
concrete from rapid drying.
Of. Membrane Curing. Exterior slabs may be cured by use of approved
type commercial curing compound,
20. Frost Protection. Concrete shall not be mixed or placed at ambient
temperatures of 40 degrees F and less without adequate frost protection.
Forms, reinforcing steel and subgrade shall be free from latent ice or
frost. Aggregate or water, or both, shall be heated as required to
permit placing of mixture at concrete temperatures ranging from 50 to 100
degrees F. If use of calcium chloride is approved, it shall be added
completely dissolved in a portion of the mixing water and not more than
two pounds per sack of cement shall be used. After placing, concrete
shall be protected by suitable covering or heated enclosure to maintain
the concrete temperatures within the above range during the entire curing
period. If frost protection methods fulfill all requirements for curing,
specified curing procedures may be omitted.
M