HomeMy WebLinkAbout018-92 Kraft General Foods Addition - Stonewall District - Backfile (3)0 GENERAL FOODS USA
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LIST OF SPECIFICATIONS
DIVISION 2 - SITEWORK
CP3 LS 1
Section 02205 - Excavation, Filling and Grading
Section 02206 - Asphalt Paving
Section 02209 - Railroad Siding
Section 02210 - Topsoil and Seeding
Section 02222 - Excavating and Backfilling for Underground
Pipe
Section 02268A - Fire Water System
Section 02730A - Sanitary Sewerage
DIVISION 3 - CONCRETE
Section 03301 - Concrete Work
DIVISION 15 - PROCESS MECHANICAL
Section 15413 - Storm Sewerage
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11901 September 24, 1992
GENERAL FOODS USA
TECHNICAL SPECIFICATIONS
SECTION 02205 - EXCAVATION, FILLING AND GRADING
Replace "Owner" with "Engineer" in all sections
CP3 TS 1
Percent compaction to read 97% where 95% is specified, and
93% where 90% is specified.
Delete Section A, Subsection 2 in its entirety.
Add in Section A, Subsection 2 -- "Section 02222 EXCAVATING
AND BACKFILLING FOR UNDERGROUND PIPE".
Delete in Section A, Subsection 3 -- "Shown on Drawings
Report" and replace with "is available with the engineer
and".
Replace Section B, Subsection 2.b "soil consultant's" with
"engineer's".
• Delete Section C, Subsection 2.b and replace with "Granular
fill required under slab -on -grade and under foundations
shall consist of No. 57 aggregate as specified in Section
203 - Coarse Aggregate in Virginia Department of
Transportation - Road and Bridges Specifications".
Delete from satisfactory soil materials Section C,
Subsection 2.c "A-2-5" and replace with "A-411.
Delete from Unsatisfactory soil materials Section C,
Subsection 2.d "A-4" and replace with "A-2-511.
Replace "Soil Engineer" with "Engineer" where referenced.
Delete Section D, Subsection 2.f.
Delete in Section D, Subsection 3.f "with suitable
compacted earth fill" and replace with "granular fill
specified in Section C, Subsection 2.b.
Delete Section D, Subsection 3.h. and Section D, Subsection
4.d.
Delete Section D, Subsection 4.g and replace with "Use of
explosives shall not be permitted".
• Delete Section D, Subsection 7.
11901 September 24, 1992
• GENERAL FOODS USA CP3 TS 2
SECTION 02206 - ASPHALT PAVING
Replace "Owner" with "Engineer" in all sections.
Delete Section A, Subsection 2.b.
Replace Section C, Subsection 2.b with:
The base course shall be coarse aggregate consisting of
VDOT Size No. 21B crushed stone gravel to a total compacted
thickness of as herein before described, constructed in
layers on the approved subgrade to lines and grades shown
on Drawings.
Delete Section D, Sub section 6.a.
Delete Section D, Subsection 7.
Section D, Subsection 6.b -- add "Paving stripping paint
shall be an Alkyd Resin Base conforming to Fed. Spec. TT-P-
115c.
• SECTION 02209 - RAILROAD SIDING
Replace "Owner" with "Engineer" in all sections.
I•
Section C, Subsection 2.a to read:
a. Ballast:
(1) Sub -ballast will conform to the following grading
requirements:
Screen Size Percent by Weight Passing
GA Base
Crusher Run
1 1/2"
100%
100%
3/4"
60-100%
No.
10
30-55%
15-45%
No.
60
8-35%
-0-
No.
200
5-20%
5-12%
(2) Ballast shall be clean crushed stone or crushed
air cooled blast furnace slag, composed of hard,
strong and durable particles, free from injurious
amounts of deleterrous substance and conforming to
the requirements of CSXT "Specifications for Ballast".
Ballast shall be Area size No. 5 or V.D.O.T. course
aggregate size No. 56.
11901 September 24, 1992
is
11
GENERAL FOODS USA CP3 TS 3
Section C, Subsection 2.c -- Second sentence, the word
"sheel" should be changed to "wheel".
Delete Section C, Subsections f., g. h and i.
Delete Section D, Subsection 2.a.
SECTION 02210 - TOPSOIL AND SEEDING
Replace "Owner" with "Engineer".
Delete Section A, Subsection 4 -- "Section 02211 -
"Landscaping".
SECTION 02222 - EXCAVATING AND BACKFILLING FOR UNDERGROUND PIPE
Replace "Owner" with "Engineer" in all sections.
Delete Section A, Subsection a & b. Add "Section 15413 -
STORM SEWERS.
Add in Section A. 3 -- c. "Section 02205 - EXCAVATION,
FILLING AND GRADING".
Delete Section B, Subsections 1.2 and 3. Replace with
"Perform excavation work in compliance with applicable
requirements of authorities having jurisdiction".
Section C, Subsection 2.a -- change "burrow material" to
"borrow material".
Add at the end of Section C, Subsection 2.a "Backfill
material shall meet the requirements of satisfactory soil
materials specified in Section 02205 - EXCAVATION, FILLING
AND GRADING".
Delete Section D, Subsection 2.h.
Add to Section D, Subsection 2.i.(2) "Approved material
shall consist of well -graded crushed stone, crushed gravel
or well graded gravel meeting the requirements of ASTM C-33
Gradation 67. 3/4" to No. 4.
SECTION 02268A - FIRE WATER SYSTEM
SECTION 02730A - SANITARY SEWERAGE
11901
September 24, 1992
• GENERAL FOODS USA CP3 TS 4
SECTION 03301 - CONCRETE WORK
Section C, Subsection 2.d.(1) -- Remove "ASTM A 615 Grade
40 deformed, itnermediate grade billet steel unless".
Section D, Subsection 3.b -- Change to read:
"...minimum lap of spliced bars, see ACI 318, Section 12.14
thru 12.17."
Section D, Subsection 10.b.(2) --Change to read:
11(2) Min. compressive strength - 4000 psi."
SECTION 15413 - STORM SEWERAGE
Replace "Owner" with "Engineer" in all sections.
Section B, Subsection 1. Change to read:
"Firm with at least 2 years of successful installation
experience on projects with storm sewerage work similar to
that required for the project.
Section C, Subsection 1.e.2) - Change to read:
• "Available manufacturers - subject to compliance with
requirements, manufactures offering plastic line markers
which may be incorporated in the work include, but not
limited to, the following:
(a) Allen Systems Inc.
(b) Seton Name Plate Corporatio
Section D, Subsection l.a - Delete 1) "Cast -Iron Soil Pipe
•
11901 September 24, 1992
•
SECTION 02205
PROJECT NO.
DATE:
PAGE 1 OF 10
DIVISION 2 - SITEWORK
SECTION 02205
EXCAVATION. FILLING AND GRADING
A. SCOPE OF WORK
1. RELATED DOCUMENTS
The General Conditions with Addenda, Supplementary General
Conditions, General Specification Requirements and Contract
Drawings are a part of this Section.
2. RELATED WORK SPECIFIED ELSEWHERE
Section 02201 - "Demolition"
3. SUBSURFACE SOIL DATA
Borings and subsurface data shown on drawings and/or in the
Soil Consultant's Report shall be for general information only
and variations therefrom shall not affect the terms of the
contract. Data are made available for the convenience of
Contractor. Owner does not guarantee the accuracy of borings
and subsurface data or of the interpretation thereon.
Bidders are expected to examine the site and the record of
investigations and then decide for themselves the character of
materials to be encountered.
4. SITE CONDITION. UTILITIES AND ACCESS
Copies of general site drawings are furnished for the
Contractor's information. Variations existing from the
drawings, whether exposed, concealed, or buried, shall not
affect the terms of the contract. Owner does not guarantee
accuracy of the information contained thereon.
B. CODES AND STANDARDS
• 1. CODES
_ a. Comply with applicable requirements of the local Building
Code, the laws, -of the State, and all applicable
regulations. In instances of disagreement in these laws,
the strictest requirements shall govern.
h. ANST A10.1 - "Safety Code for Bui]dinu Construction.
� 0
SECTION 02205
PROJECT NO.
DATE:
PAGE 2 OF 10
2. STANDARDS
a. ASTM Standards applicable to materials and procedures.
b. Refer to Soil Consultant's Report, when attached, for
recommendations and guidance.
C. AASHO-T99 - "Standard Method of Test for the Compacting
and Density of Soil" and other applicable AASHO
procedures for grading and testing soils.
d. Comply with applicable rules and regulations of utility
companies regarding services within the limits of work.
e. ANSI A10.1 "Safety Code for Building Construction."
C. MATERIALS
1. HANDLING AND STORAGE
• Stockpile topsoil and other reusable materials in separate
areas designated or approved by the Soil Engineer and the
Owner.
2. MATERIALS
a. Fill or backfill material shall be free of loam,
vegetation, roots, debris subject to termite attack, rot
or corrosion and all other deleterious material. In all
cases quality of material shall be subject to Owner's
inspection and approval.
b. Maximum particle size shall be 411, 70% must pass a 3/4"
sieve and of this portion, no more than 45% shall pass
the No. 100 sieve and no more than 12% shall pass the No.
200 sieve.
C. Satisfactory soil materials for fill and backfill are
defined as those complying with AASHO M145, soil
classification Groups A-1, A-2-4, A-2-5 and A-3.
d. Unsatisfactory soil materials for fill and backfill are
defined as those described in AASHO M145 for soil
classification Groups A-2-6, A-2-7, A-4, A-5, A-6 and
• A-7; also, peat and other highly organic soils.
D. EXECUTION OF WORK
9 r_VVrDBT. VrnTTTDFMTWMP
Adequately protect active utilities shown on drawings
from damage. Immediately notify Owner if active
utilities not shown on drawings are encountered;
adequately protect, support or relocate as directed by
Owner.
Report to Owner any inactive and/or abandoned u-
encountered in excavating and grading operations;
plug or cap as directed by Owner.
Dewaterinu•
Perform earthwork in a manner to prevent surface water
and subsurface or ground water from flowing into
excavations, and to prevent water from flooding project
site and surrounding area.
Do not allow water to accumulate in excavations. Remove
water using methods which will prevent softening of
foundation bottoms, undercutting footings, and soil
changes detrimental to stability of subgrades and
foundations. Provide and maintain pumps, sumps, suction
and discharge lines, and other dewatering system
components necessary to convey water away from
excavations.
Convey water removed from excavation and rain
collecting or run-off areas. Provide and
temporary drainage ditches and other diversions
excavation limits for each structure. Do not us
excavations as temporary drainage ditches.
Protect all buildings, lawns, fences, shrubs, tj
(tops, trunks and roots), walks, roads and other i
that is to remain in place, from damage, Wl
excavating, filling, or grading is required within
branch spread of trees to remain, perform work
directed by Owner.
Remove underground obstructions as indicated
(minimum of 6" below depth of excavation a
finished grades.)
carefully all bench marks and monuments;
or destroyed, replace as directed.
SITE CLEARING GRUBBING, ROUGH GRADING AND REMOVAL OF TOPSOIL
Clear area within grading limits on the drawings of
fences, trees (except those to remain or be relocated),
logs, stumps, brush, vegetation, rubbish, and other
perishable or objectional matter. Grub roots at least
18" below subgrade.
SECTION 02205
PROJECT NO.
• DATE:
PAGE 4 OF 10
irregular surface changes from all areas within the site
as shown on drawings including excavated and filled
sections and adjacent transition areas. Do not leave
finished subgrade surface more than 2" above or below the
established grade with due allowance for topsoil and
pavement depths.
C. Strip topsoil to its entire depth (min. depth 6" or to
such greater depth as directed by Owner or Soil Engineer)
from the areas that require change in contours and that
will be occupied by roads, walks, etc. Store topsoil
where directed by Owner. First scrape clean all brush,
weeds, heavy growths of grass, roots, etc. in areas to be
stripped. Clear topsoil of subsoil, debris, clay lumps,
etc., and stones larger than 2" in diameter. Remove
stones and debris from the site.
This stripped material is not suitable for engineered
fill.
d. Unless otherwise indicated on drawings, the subgrade
shall be evenly sloped to provide drainage away from
building walls in all directions at a grade not less than
1/4" per foot.
e. All ditches, swales and gutters shall be finished to
drain readily.
f. Pre-existing building foundations and abandoned
subterranean septic tanks and leach field, shall be
completely removed from the site. The resulting
depressions shall be properly reconstructed and
backfilled to the complete satisfaction of the Soil
Engineer. Refer to specification Section 02201 -
Demolition.
3. GENERAL EXCAVATION
a. Do not begin excavation until adjacent buildings, roads,
walks, and other structures have been properly
underpinned, shored and braced as necessary.
b. Make excavations sufficiently wide to permit construction
and inspection of foundations and stripping of forms.
Slope banks at a safe angle or shore to make them secure.
Remove all shoring when no longer required as backfilling
progresses, but only when banks are safe against caving
• or collapse. Provide minimum requirements for trench
shoring and bracing to comply with ANSI A10.1 and OSHA
�. Standards.
C. Make trench sides sharp and true where concrete for walls
or footings are to be placed without forms as
specifically noted on the drawings or approved by the
Owner.
SECTION 02205
PROJECT NO.
DATE:
• PAGE 5 OF 10
d. Concrete shall not be placed on frozen ground. Do not
excavate to the full depth indicated when freezing
temperatures are expected unless the footings or slabs
can be placed immediately after completing the
excavation. Protect the excavations completely from
frost if concrete placing is delayed.
e. Excavate foundations to depths indicated on the drawings.
If suitable bearing is not found at these levels,
excavate to depths approved by Owner. All foundation
excavations shall be approved by the Owner before any
concrete is to be placed.
f. Where excavation is made below the depth required through
fault or negligence of the contractor, the cost of
backfilling to required grade (with suitable compacted
earth fill or 1:4:8 lean concrete as authorized by the
Owner) shall be borne by the Contractor. Contractor
shall also bear cost of (1) recompacting soil at
foundation bearing level loosened or disturbed by the
Contractor's construction operations and (2) backfill
required where removal of unsatisfactory soil materials
Is is due to fault or negligence of Contractor.
g. Should additional or less excavation than shown or
required by the drawings be ordered by the Owner, payment
or credit shall be in accordance with unit prices
stipulated in the contract.
h. For pile foundations, stop excavation from 4" to 6" above
the bottom of the pilecap before piles are placed. After
piles have been completed, remove loose and displaced
material, and excavate to final grade, leaving a solid
base to receive concrete pilecaps.
i. Removal of Unsatisfactory Soil Materials:
Excavate unsatisfactory soil materials encountered that
extend below required foundation or subgrade elevations,
to additional depth directed by the Owner.
Such additional excavation, provided it is not due to
fault or negligence of Contractor, will be measured by
Owner and paid for by Owner as a change in the work.
Where removal of unsatisfactory soil materials is due to
fault or negligence of Contractor in his performance of
• shoring and bracing, dewatering, material shortage, site
drainage, or other specified requirements, excavate
resulting unsatisfactory soil material and replace with
satisfactory soil material at no additional cost.
4. ROCK EXCAVATION
a. If rock, as herein defined, is encountered within the
SECTION 02205
PROJECT NO.
• DATE:
PAGE 6 OF 10
limits of excavation, its excavation will be paid for in
accordance with unit prices for different types of rock
as stipulated in the contract. When rock is encountered,
immediately notify the Owner; do not proceed further
until instructions are given and measurements made to
establish volume of rock excavation.
b. Rock is defined as stone or hard shale in original ledge,
boulders over 1/2 cu.yd. in volume, masonry or concrete
that cannot be broken and removed by normal job equipment
(power shovel 1/2 yd. capacity, scoops, bulldozers),
without the use of explosives or drills. This
classification does not include materials such as loose
rock, concrete or other materials that can be removed by
means other than drilling and blasting or drilling and
wedging, but which, for reasons of economy in excavating,
the contractor prefers to remove by drilling and
blasting.
C. Strip rock for measurement before excavating; no rock
excavated or loosened before measurement, will be paid
for as rock. Measurement and payment, therefore, will be
• by the number of cubic yards required to bring the
excavation to the required surface or grade shown on the
drawings. The Owner may adjust the grades should
excessive rock be encountered. In making rock
excavations, 18" will be allowed outside the wall lines
of buildings or outside of concrete work for which forms
are required; where tile footing drains.are required on
outside of walls two feet will be allowed beyond the
exterior wall lines.
d. Where concrete or masonry will be placed on rock
surfaces, level off or shelf the surfaces to a slope not
exceeding one inch per foot.
e. Payment for rock excavation, as defined above, will be at
the agreed unit price per cubic yard. (Computations of
ledge rock excavated will be made to a vertical plane
from the lowest point rock excavation is required.)
f. Remove rock encountered to a minimum of 6" below the
bottom of pipes and trenches, and 12" below finished
grades in areas to be topsoiled and seeded.
g. Explosives: Execute all work involving explosives using
experienced powderman or persons who are licensed or
• otherwise authorized to use explosives. Store, handle
and use explosives in accordance with local regulations,
ANSI A10.1 and OSHA Standards. Damage caused by use of
explosives shall• be the full responsibility of the
Contractor and shall be corrected at the Contractor's
expense.
5. F_ILL_AND BACKFILL
SECTION 02205
PROJECT NO.
DATE:
• PAGE 7 OF 10
a. General
(1) Coordinate filling work with piling, foundation,
and other work in progress or complete on the site,
to avoid interference, delay, or damaged work.
(2) Do not deposit any fill or backfill until the
subgrade has been approved by the Owner. Do not
place on a subgrade that is muddy, frozen or
contains frost or ice.
(3) Owner will take field density tests at his expense,
to determine the compaction of each layer of fill.
Do not place additional fill until each layer has
been approved by the Owner's Soil Engineer. Where
tests indicate that the fill does not conform to
the compaction density specified, remove and
replace fill with conforming material without
additional cost to the Owner.
(4) Do not place stones larger than 2" in maximum
dimension in the upper 6" of fill and not larger
• than 6" in maximum dimension in any fill material.
(5) Shore or brace all structures likely to be
disturbed or endangered by the compacting. Use
hand compacting equipment if machine compacting
cannot be used or does not produce the desired
compaction.
(6) Bring finished compacted areas to a reasonably true
and even plane at the required elevations. Obtain
approval of the Owner prior to further construction
operations thereon.
(7) All fill and backf ill shall be spread evenly in
horizontal layers and each layer compacted as
hereinafter specified. If necessary, the soil
shall be moistened or allowed to dry out to the
correct moisture content before compaction.
Spraying with water, aerating, or mixing shall be
performed as necessary to ensure optimum and
uniform distribution of moisture.
(8) All percentage maximum densities for compacting
refer to the maximum dry density of the same
material at optimum moisture content and per
• Specification AASHO T-99.
(9) Where gravel or crushed rock fill is shown on the
drawing, it shall be compacted with a 10 ton
minimum power roller.
(10) All sandy fill imported or from on -site excavations
shall be proof -rolled and deep compacted using a
•
n
U
SECTION 02205
PROJECT NO.
DATE:
PAGE 8 OF 10
heavy vibratory steel roller such as the Vibro-Plus
CH-43 Compactor.
b. Backfill Aaainst Buildings & Structures
(1) Unless proper braces and shores are provided,
backfill simultaneously on both sides of foundation
walls so that the levels of fill are never more
than 1 foot apart vertically until final grade is
attained on the lower side. Place and compact
backfill in a manner to avoid damage to
waterproofing and other work in place.
(2) Place backfill in layers not more than 8" thick,
thoroughly compacting each layer by rolling or
pneumatic tamping.
(3) Bring finished subgrade to elevations indicated and
slope to drain water away from buildings indicated.
Maintain required elevations in areas where
settlement occurs.
C. Fill & Backfill Under Slabs. Pavements and Railroad
Sidings and forSite Grading in Areas Allocated for Future
Construction
(1) Scarify subgrade and recompact to 95% maximum
density as follows:
(a) 12 Inches under railroad siding, and all
pavements.
(b) 10 Inches under general building floor slab
areas, and areas allocated for future
construction.
(2) Place backfill in layers of not more than 8"
uncompacted thickness, and compact to 95% maximum
density.
(3) For gravel or crushed rock fill under slabs (where
specified) place minimum 6" thick layer. Scarify
any original subgrade surface to a depth of 10" and
recompact to 95% maximum density prior to placing
gravel fill.
(4) Do not use fill containing humus or more than 15%
• of clay or loam in fill under surfaced areas or
under railroad siding.
d. Fill For Site Grading (Areas not allocated for future
construction.)
(1) Scarify the surface of the subgrade to a depth of
611 and compact to 90% maximum densitv.
LJ
•
SECTION 02205
PROJECT NO.
DATE:
PAGE 9 OF 10
(2) Place fill in layers 8" thick maximum and compact
to 90% maximum density.
6. DISPOSAL OF SURPLUS MATERIALS
Remove surplus excavation material and unsuitable backf ill
material from the site. The location of dump and length of
haul to be the Contractor's responsibility. Remove felled
trees, brush, roots, and similar combustible material from the
site. In rural areas where governmental authorities permit
burning, the Contractor shall request Owner's written permi-
ssion to do so with his proposal.
7. FIRE ROAD
Install fire road where shown on drawings constructed as
follows:
a. Prepare subgrade by scarifying and recompacting as per
5.c.(1)a.
b. 6 Inch thick base course of 1?" crushed stone compacted
in two 3" layers with a ten ton smooth wheeled roller
until maximum compaction is obtained.
C. 12 Inch thick surface course of 3/4" crushed stone and
screenings compacted with a ten ton roller until no
weaving occurs and material is thoroughly compacted.
8. PAVEMENT SUBBASE COURSE
a. General
Subbase course consists of placement of subbase material,
in layers of specified thickness, over compacted subgrade
to support a pavement base course.
b. Material
Consisting of naturally or artificially graded mixture of
natural or crushed gravel, crushed stone, crushed slag,
natural or crushed sand that will readily compact to the
required density, complying with AASHO M147, Grade A,
unless otherwise specified or shown.
C. Grade Control
During construction, maintain lines and grades including
crown and cross -slope of subbase course.
d. Shoulders
Place shoulders along edges of subbase course to prevent
lateral movement. Construct shoulder of pavement subbase
material. placed in such cruantity to compact to thickness
SECTION 02205
PROJECT NO.
• DATE:
PAGE 10 OF 10
of each subbase course layer. Compact and roll at least
a 12" width of shoulder simultaneously with compacting
and rolling of each layer of subbase course.
e. Placing
Place subbase course material on prepared subgrade in
layers of uniform thickness, conforming to indicated
cross-section and thickness. Maintain optimum moisture
content for compacting subbase material during placement
operations.
When a compacted subbase course is shown to be 6" thick
or less, place material in a single layer. When shown to
be more than 6" thick, place material in equal layers,
except no single layer more than 6" or less than 3" in
thickness when compacted.
E. TESTS, GUARANTEES, ACCEPTANCE
• 1. Ten days prior to starting construction of fills and
backfills, Contractor shall submit samples of off -site
material (if necessary for fills) for laboratory testing by
the Owner.
2. Owner will inspect work area, areas not accepted shall be
corrected immediately.
3. The Owner will take field density tests at his expense; any
work not conforming to compaction specified will be rejected.
Ordinarily field density tests will be taken on every 2,000
sq.ft. of subgrade and each compacted fill layer under
building slabs, paved areas and railroad beds but in no case
less than 3 tests for each case.
4. Contractor shall notify Owner at least 24 hours before
starting each phase of fill and compaction, and in sufficient
time to permit Owner's Soil Engineer to prepare for required
testing.
•
l
SECTION 02206
PROJECT NO.GF 9150/SC 11901
DATE: September 24, 1992
• PAGE 1 OF 5
C
DIVISION 2 - SITEWORK
SECTION 02206
ASPHALT PAVING
1. RELATED DOCUMENTS
A. SCOPE OF WORK
The General Conditions with Addenda, Supplementary General
Conditions, General Specification Requirements and Contract
Drawings are a part of this Section.
2. RELATED WORK SPECIFIED ELSEWHERE
a. Excavation and Backfill in Section 02205.
b. Concrete Paving and Walks in Section 02207.
B. CODES AND STANDARDS
1. Applicable State, County and Municipal Highway Codes and
Specifications.
2. Applicable ASHO and ASTM Specifications.
3. A.I. SS-1 - Asphalt Institute "Specifications and Construction
Methods for Asphalt Concrete."
4. A.I. SS-2 - Asphalt Institute "Specifications for Asphalt
Cements and Liquid Asphalts.".
C. MATERIALS
1. HANDLING AND STORAGE
Store all materials in a manner to exclude contamination.
0 2. MATERIALS
a. General: All material shall comply with applicable state,
county, and municipal codes and specifications for
heavy-duty (truck roads) and light -duty (auto traffic and
parking areas) type pavements. Their standards shall
apply unless stricter provisions are given herein.
� 0
SECTION 02206
PROJECT NO. GF9150/SC 11901
DATE: September 24, 1992
PAGE 2 OF 5
b. Base Course Aggregate: Sound, angular crushed stone,
crushed gravel, or crushed slag, sand, stone, or slag
screenings.
C. Surface Course Aggregate:
(1) Crushed Stone, crushed gravel, crushed slag, and
sharp -edged natural sand, as required.
(2) Maximum loss of fine aggregate, when tested in
accordance with ASTM C 88 or AASHO T 104 after 5
cycles in a sodium sulfate solution, shall not be
more than 12%.
(3) Maximum percentage of wear of coarse aggregate when
tested in accordance with ASTM C 131 or AASHO T 96
shall not be more than 40%.
d. Mineral Filler: Limestone dust, Portland cement or other
suitable inert material complying with the requirements
of ASTM D 242 or AASHO M 17 as applicable.
e. Asphalt Cement: Comply with A. I. SS-2; Penetration Grade
60-70.
f. Prime Coat: Cut -back asphalt type complying with the
requirements for liquid asphalts as specified in A.I.
SS-2; Grade MC-70.
g. Tack Coat: Asphalt base uniformly emulsified with water
and emulsifying or stabilizing agent complying with the
requirements for emulsified asphalts as specified in A. I.
SS-2; Grade SS-lh.
D. EXECUTION OF WORK
1. GENERAL•
a. The design, preparation, placing and compaction of the
asphalt - aggregate mixtures shall comply with applicable
state, county and municipal codes and specifications for
heavy-duty and light -duty type pavements. Their
standards shall apply unless stricter provisions are
given herein.
• b. Do not install paving until Owner approves compacted
subgrade.
c. The compacted thickness of the asphalt concrete paving is
given on the drawings.
d. Provide job -mix formulas for each asphalt -aggregate
SECTION 02206
PROJECT NO.GF 9150/SC 11901
DATE: September 24, 1992
• PAGE 3 OF 5
mixture. Establish gradation of aggregate, percentage of
asphalt cement and temperature at which the asphalt
concrete is to be produced. Submit this data for Owner's
approval before using.
2. SURFACE PREPARATION
a. Remove all loose material from compacted subgrade surface
immediately before applying prime coat.
b. Apply prime and tack coats only when ambient temperature
is above 50OF and when temperature has not been below
350F for 12 hours immediately prior to application. Do
not apply when base is wet or contains an excess of
moisture.
C. Apply prime coat at the rate of 0.20 to 0.50 gallons per
sq.yd. over compacted sub -base. Cure and dry as long as
necessary to attain penetration and evaporation of
volatile but in no case less than 48 hrs.
d. Apply tack coat at the rate of 0.05 to 0.15 gallons per
sq.yd. to contact surfaces of previously constructed
asphalt or concrete and to surfaces abutting or
projecting into asphalt concrete paving.
3. PREPARING ASPHALT - AGGREGATE MIXTURE
a. Add asphalt cement binder to aggregate at a temperature
between 2750F and 375°F.
b. Dry aggregates and deliver to the mixer at a temperature
between 250OF and 375°F.
C. Do not heat asphalt cement above 300OF at the time of
introduction into the mixer.
d. Mix aggregate and asphalt cement to achieve 90-95% of
coated particles for base mixture and 85-90% of coated
particles for surface mixture.
e. Deliver mixture from mixing plant in a manner to protect
from weather and to prevent loss of heat.
4. PLACING ASPHALT - AGGREGATE MIXTURE
a. Place surface course only when atmospheric temperature is
above 40OF and when base is dry. Base course may be
• placed when air temperature is above 30OF and rising.
b. Spread mixture at a minimum temperature of 225°F.
C. Place in strips not less than 10 feet wide.
d. Place each course to require grade, cross-section and
I•
SECTION 02206
PROJECT NO.GF 9150/SC 11901
DATE: September 24, 1992
PAGE 4 OF 5
compacted thickness.
e. Offset longitudinal and transverse joints. Provide an
even, vertical surface for the full course thickness.
f. Compact with 10 ton rollers, followed by a second and a
finished rolling with pneumatic -tired rollers until the
required density is attained.
g. Remove and replace mixtures in defective areas.
h. After final rolling, do not permit vehicular traffic on
the paving until it has cooled and hardened, and in no
case sooner than 6 hrs.
5. FOG SEAL
a. Clean surface of dirt and loose material immediately
before applying fog seal.
b. Apply asphalt emulsion between 70OF and 130OF and at a
rate of 0.05 to 0.20 gal. per sq.yd.
• 6. MISCELLANEOUS
a. Provide asphalt concrete curbs as indicated on drawings.
b. Provide painted striping as indicated on drawings or as
directed by Owner.
7. PAVING RAILROAD TRACKS INSIDE BUILDINGS
Provide where shown on drawings. Sheet asphalt to be 1/2"
compacted thickness on a 1-1/2" thick asphalt concrete binder
course.
E. TESTS, GUARANTEES, ACCEPTANCE
1. MATERIAL CERTIFICATES
Provide 2 copies of materials cesrtificates signed by the
material producer and the Contractor, certifying that each
material item complies with, or exceeds, specified
requirements.
• 2. TESTING
a. General:
(1) Owner will provide for material testing and
inspection service for quality control testing during
paving operations.
SECTION 02206
PROJECT NO.GF 9150/SC 11901
DATE: September 24, 1992
• PAGE 5 OF 5
(2) Owner has the option of making tests indicated in
applicable state, county and municipal codes and
specifications to check for conformity with those
codes and specifications.
b. Surface Smoothness: When testing with a 10 foot straight
edge, the wearing course surface shall be free of ripples
and true to within 3/16".
C. Thickness & Density:
(1) Perform one test for each 500 sq.yds. but not less
than one test per day unless otherwise directed by
Owner. Take not less than 3" diameter specimens.
Repair holes from test specimens.
(2) Compacted thickness shall be within 1/4" of that
specified.
(3) Density of in -place material shall be at least 97%
of the recorded density of a laboratory specimen
made of the same asphalt concrete mixture, when
• subjected to 50 blows of the standard Marshall
Hammer on each side of the specimen.
n
U
SECTION 02209
PROJECT NO.GF 9150/SC 11901
DATE: September 17, 1992
• PAGE 1 OF 3
I•
DIVISION 2 - SITEWORK
SECTION 02209
RAILROAD SIDING
A. SCOPE OF WORK
1. RELATED DOCUMENTS
The General Conditions with Addenda, Supplementary General
Conditions, General Specification Requirements and Contract
Drawings are a part of this Section.
2. RELATED WORK SPECIFIED ELSEWHERE
a. Section 02205 - "Excavation, Filling and Grading".
b. Section 02206 - "Asphalt Paving".
B. CODES AND STANDARDS
1. American Railroad Engineer's Association (A.R.E.A.) Manual.
2. Comply with applicable codes, standards and regulations of the
appropriate Commerce Commission.
C. MATERIALS
1. GENERAL REQUIREMENTS
Conform to AREA and applicable railroad standards and
regulations.
2. MATERIALS
I a. Ballast: Crushed stone or gravel, maximum size less than
22"; minimum size greater than 1/211.
• b. Cross Ties and other wood at crossings: Creosote -
treated (10 lb. per cu.ft.) oak. Pre -adze with splice
holes pre -bored.
C. Rails: Size specified on drawings. Free from physical
defects, flat spots, sheel burns and excessive head flow;
reasonably straight with fairly smooth surfaces. Minimum
10
SECTION 02209
PROJECT NO.GF 9150/SC 11901
DATE: September 17, 1992
PAGE 2 OF 3
length 27'-0.
d. Track Spikes: 5/8" x 6" cut spikes.
e. Splice bars, track bolts, nut locks, tie plates,
crossovers, etc., shall be new. Size, shape and drilling
to suit rail and codes.
f. Bumping Post and Wheel Stops: As shown on drawings.
g. Drainage Facilities: As shown on drawings.
h. Turnouts with accessories: As indicated on drawings.
i. Derails: Hinged derails suitable for weight of rail with
target stand. Include provision for activating a
normally open 110 volt switch for signal service suitable
for outdoor installation.
D. EXECUTION OF WORK
1. GENERAL REQUIREMENTS
Conform to AREA and applicable railroad standard and
regulations.
2. LAYING TRACK
a. All culverts or other drainage facilities under tracks
shall be placed before track laying is begun.
b. Place ballast to bring track to grade. Place jacks for
raising track close enough to prevent bending the rail or
straining joints.
C. Lay rails with staggered joints.
d. Set tie plates with shoulders in full contact with the
rail.
e. Secure splice bars in place with the full number of
bolts, nuts and nutlocks.
f. Fully spike rails promptly after laying. On tangents,
use 2 spikes to the rail on each tie; on curves use 3
• spikes. Stagger spikes to avoid splitting ties.
E. TESTS, GUARANTEES, ACCEPTANCE
� 0
I*
•
SECTION 02209
PROJECT NO.GF 9150/SC 11901
DATE: September 17, 1992
PAGE 3 OF 3
1. All surplus material and trash shall be cleared and removed
from the site.
2. After the track has been put into service and before
acceptance of the work, all bolts shall be checked and
tightened as required.
3. Two months after the track has been accepted, the Contractor
shall perform necessary resurfacing adjustments without cost
to the Owner to leave the track in alignment and on grade.
SECTION 02210
PROJECT NO. 9150/11901
DATE: September 23, 1992
• PAGE 1 OF 4
DIVISION 2 - SITEWORK
SECTION 02210
TOPSOIL & SEEDING
1. RELATED DOCUMENTS
A. SCOPE OF WORK
The General Conditions with Addenda, Supplementary General
Conditions, General Specification Requirements and Contract
Drawings are a part of this Section.
2. GENERAL REQUIREMENTS
Provide all labor, materials, equipment and services; and
perform all operations required for complete topsoil, seeding
and related work as shown on the drawings or specified herein.
10 3. WORK INCLUDED
Fine grading, topsoil, lime, fertilizer and seeding.
4. RELATED WORK SPECIFIED ELSEWHERE
Section 02205 - "Excavation & Backfill"
Section 02211 - "Landscaping"
B. CODES AND STANDARDS
1. U. S. Department of Agriculture; "Rules and Regulations Under
the Federal Seed Act."
C. MATERIALS
1. HANDLING AND STORAGE
• a. Seed which has become moldy, wet or otherwise damaged in
transit or storage will not be accepted.
b. Do not deliver topsoil in a frozen or muddy condition.
2. MATERIALS
SECTION 02210
PROJECT NO. 9150/11901
DATE: September 23, 1992
• PAGE 2 OF 4
a. Seed (see drawings for primary and secondary lawn areas) .
(1) Exact seed mixture - as recommended in writing by a
qualified agronomist for local soil and climatic
conditions.
(2) Provide all seed in unbroken containers labeled and
dated as per U. S. Department of Agriculture "Rules
and Regulations Under the Federal Seed Act" in
effect at the date of purchase.
(3) Primary lawn areas - 60% Kentucky Bluegrass, 85%
purity; 40% Red Fescue, 97% purity; or owner
approved equivalent (as recommended above) to suit
local and climatic conditions.
(4) Secondary lawn areas - 100% Perennial Rye. For dry
regions use a prairie grass such as Wheatgrass,
Buffalo grass or equivalent to suit local soil and
climatic conditions.
b. Agricultural Lime - Ground limestone containing not less
• than 85% of total carbonates and of size such that 90%
will pass a No. 20 sieve and 50% will pass a No. 100
sieve.
C. Fertilizer - Formulated according to local soil
conditions and practice. Deliver in unbroken containers
with name of material, manufacturer, net weight, and
analysis of each container. Approved commercial
fertilizer may be used. Minimum formulation - 5%
nitrogen, 10% phosphorous, 5% potash.
d. Water - Potable and free from oils, acids, alkalia, and
salt which may inhibit grass growth.
e. Topsoil - Natural fertile agricultural soil with an
acidity range of ph 5.0 to ph 7.0 containing not less
than 6% organic matter capable of sustaining vigorous
plant growth, uniform in composition throughout, without
admixture of subsoil, free of stones, lumps, plants or
their roots, sticks, and other extraneous matter. Screen
all topsoil to pass a 1/2" mesh.
D. EXECUTION OF WORK
• 1. GENERAL REQUIREMENTS
a. Do all seeding in the spring or fall except as otherwise
authorized in writing by the Owner.
b. Immediately before seeding, restore the ground, as
SECTION 02210
PROJECT NO. 9150/11901
DATE: September 23, 1992
• PAGE 3 OF 4
necessary to a loose friable condition to a depth of not
less than 2" by rototilling, discing, or other approved
method. Clear the surface of debris and all stones 1" or
more in greatest dimension.
2. SPREADING AND FINE GRADING TOPSOIL (PRIMARY LAWN AREASh
a. Subsoil - remove stones, rubbish, debris; rake and loosen
subsoil to 3" depth and obtain Owner's approval.
b. Topsoil - deposit, rake and compact to finished grades.
Minimum depth of topsoil 611.
C. Maintain finished grades, correct for any settlement or
erosion.
3. SOIL PREPARATION FOR GRASSED AREA (ALL LAWN AREAS)
a. The soil preparation specified herein applies to all
grassed areas and includes those areas outside the limit
of grading that are damaged during construction.
is commercial
Thoroughly and evenly mix agricultural limestone and
commercial fertilizer together as required or apply
separately in the same proportion.
Apply this mixture or the separate materials to the lawn
area by mechanical distributor and thoroughly and evenly
incorporate with the topsoil to a depth of 3" by discing,
rototilling, or other approved method. Incorporate this
mixture with the soil by hand in areas inaccessible to
power equipment. Adjacent to existing trees, adjust
depth to avoid disturbing the roots.
C. After incorporation of limestone and fertilizer in the
topsoil, fine grade the seed bed to remove all ridges and
depressions and clear the surface of debris and all
stones 1" or more in greatest dimension. Seed
immediately thereafter, provided the seed bed is in good,
friable condition and is not wet.
d. Do not pass heavy objects except lawn rollers or
mechanical seeders over the prepared areas following fine
grading and surface clearing.
4. SEEDING OF GRASSED AREAS
Sow grass seed with an approved mechanical seeder at the rate
• of six (6) pounds per 1000 sq.ft. on primary lawn areas and
four (4) pounds per 1000 sq.ft. on secondary lawn areas. Sow
one-half the quantity in one direction, followed immediately
by the remainder at right angles to the first operation. Seed
only on calm days when wind does not exceed f ive ( 5 ) miles per
hour. Cultipacker or approved similar equipment may be used
to cover the seed and to firm the seed bed in one operation.
SECTION 02210
PROJECT NO. 9150/11901
DATE: September 23, 1992
• PAGE 4 OF 4
In areas inaccessible to cultipacker, rake the seeded ground
lightly with bamboo rakes and roll with a water ballast
roller.
Take extreme care during seeding and raking to insure that no
change shall occur in the finished grade and do not rake seed
from one spot to another.
5. PROTECTION AND MAINTENANCE OF GRASSED AREAS
a. Protect and maintain all seeded areas until acceptance.
If work is accepted in several portions at different
dates, terminate maintenance for each portion only when
it is accepted.
b. Maintenance includes all necessary watering, weeding,
mowing and rolling, repairing and reseeding areas where
erosion or settlement occurs and areas where the catch of
grass is unsatisfactory; also, repairs and maintenance of
any temporary protection fences, barriers and signs and
all other incidental work. Mow all grassed areas at
least three (3) times before inspection for acceptance.
• The first mowing of lawns, by hand mowers; knives shall
be set higher than for established lawns.
E. TESTS, GUARANTEES, ACCEPTANCE
INSPECTION
Owner will inspect work area. Areas will not be accepted unless a
good uniform strand of grass is established free of weed patches or
thin spots. All other defects noted by Owner shall be corrected
prior to acceptance.
0
DIVISION 1 - SECTION 02222
PROJECT NO. GF 9150/SC11901
DATE: September 14, 1992
PAGE: 1 OF 4
SECTION 02222
EXCAVATING AND BACKFILLING FOR UNDERGROUND PIPE
A. SCOPE OF WORK
1. SCOPE
This work includes all earthwork, both excavating and
backfilling, necessary to install under ground piping systems.
2. RELATED DOCUMENTS
The General Conditions with Addenda, Supplementary General
Conditions, General Specification Requirements and Contract
Drawings are part of this Specification.
• 3. RELATED SPECIFICATIONS
a. Section 15110 - Domestic Water and Drainage Piping
b. Section 15500 - Fire Extinguishing Systems.
B. CODES AND STANDARDS
1. Factory Mutual Engineering Corporation, "Handbook of
Industrial Loss Prevention", Second Edition, Chapter 15,
Underground Fire Service Mains.
2. AWWA C-600-64, "Standard for Installation of Cast -Iron Water
Mains".
3. AWWA R-612, "Trench Excavation and Backfilling".
C. MATERIALS
• 1. HANDLING AND STORAGE
• DIVISION 1 - SECTION 02222
PROJECT NO. GF 9150/SC11901
DATE: September 14, 1992
PAGE: 2 OF 4
Store Equipment and materials neatly and orderly in areas
approved by Owner where they do not interfere with other
activity.
2. MATERIALS
a. Backfill for trenches shall be free of clay, rock or
gravel larger than 2 inches in any dimension, debris,
waste, frozen materials, vegetable matter, and other
deleterious matter. Excavated or burrow material must
have Owner's approval for use as fill material.
D. EXECUTION OF WORK
1. All pressure and leak tests on underground piping system will
be completed prior to backfilling of trenches.
• 2. EARTH WORK
a. Locate existing utilities by careful hand excavation.
Provide protection from damage during construction
operations. Should uncharted or incorrectly charted
utilities be encountered during excavation, consult the
Owner immediately for direction before proceeding.
Cooperate with Owner, and public or- private utility
companies to keep existing utilities in operation.
Repair damaged utilities to satisfaction of utility
Owner.
b. Barricade open excavations and post warning lights for
protection of people. Operate warning lights from dusk
to dawn.
C. Provide necessary bracing and shoring to prevent movement
or settlement of existing improvements or new
constructions adjacent or near trench.
d. Place excavated material where it does not interfere with
other activity. Slope sides of excavations over 5 feet
deep to angle of repose of excavated material; otherwise,
shore and brace with proper materials in good serviceable
condition. Remove shoring and bracing in stages as
• backfilling progresses to prevent caving of banks.
e. Excavate trenches in manner to prevent surface water and
• DIVISION 1 - SECTION 02222
PROJECT NO. GF 9150/SC11901
DATE: September 14, 1992
PAGE: 3 OF 4
subsurface of ground water from flowing into excavations.
f. Dispose of excavated material not suitable for backfill
material to satisfaction of Owner.
g. Tunnelling, blasting, and puddling is not permissible.
h. Excavate to proper widths and depths to provide solid
undisturbed beds for pipes. Make trenches wide enough to
provide room for installation, assembly, and inspection
but not so wide to cause unnecessary excavating and
backfilling. Make trenches 24 to 30 inches wider than
pipe diameter for pipe up to 24 inches in diameter. Make
trenches 30 to 36 inches wider than pipe over 24 inches
in diameter.
i. Backfilling
(1) For backfill of trenches under future pavement and
• floor slabs, place Owner approved fill material in
horizontal layers not to exceed 6 inches, and
compact each layer to 95% of optimum density.
(2) For backfill of trenches in other areas, that will
not be paved or otherwise covered, place Owner
approved fill material in layers not to exceed 12
inches and compact each layer to Owner's approved
density.
(3) Maintain and check piping alignment and grades
throughout backfill.
(4) Compact fill material using suitable soil
compacting equipment for the materials being
compacted and for the work locations.
(5) Fill and tamp all voids under pipe to provide full
barrel support.
j. Restore surface to original condition after backfilling.
E. TESTS, ACCEPTANCE, GUARANTEES
0
� 0
1. TESTS
Owner may perform compaction
concern at Owner's expense to
tests on backfilled material.
2. ACCEPTANCE
DIVISION 1 - SECTION 02222
PROJECT NO. GF 9150/SC11901
DATE: September 14, 1992
PAGE: 4 OF 4
tests or engage independent
perform compaction or density
The Owner will inspect all work for final acceptance. The
Contractor will repair any defects and repeat any testing and
cleaning necessary before final acceptance.
3. GUARANTEES
The Contractor will guarantee the installation against
defective material and workmanship for 12 months after final
acceptance.
•
SECTION 02668A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
• PAGE 1 OF 6
DIVISION 2 - SITEWORK
SECTION 02668A
FIRE WATER SYSTEM
1. SCOPE
A. SCOPE OF WORK
a. Furnish and install fire water piping from existing fire
mains to termination points 5' outside buildings. The work
includes, but is not necessarily limited to, the following:
1) Piping and fittings.
2) Excavating for water piping.
3) Backfilling for water piping.
4) Disposal of surplus excavated materials.
5) Installing fire hydrants and post indicators.
6) Thrust blocks.
• 2. RELATED SPECIFICATIONS
a. Excavation and Backfilling for Water Piping - Section
02222, Excavating and Backfilling for Underground Pipe.
b. Disposal of Surplus Excavated Materials - Section 02222,
Excavating and Backfilling for Underground Pipe.
•
B. CODES AND STANDARDS
1. INSTALLER'S QUALIFICATIONS - Firm with at least 2 years of
successful installation experience on projects with fire water
work similar to that required for the project.
2. STANDARDS
a. NFPA Compliance - Install fire water systems in accordance
with NFPA 24 "Standard for the Installation of Private Fire
Service Mains and Their Appurtenances".
b. Local Fire Department/Marshal Regulations - Comply with
governing regulations pertaining to hydrants, including
hose unit threading and similar matching of connections.
NA11901\SPECS\02888A.SPC
•
SECTION 02668A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
PAGE 2 OF 6
C. FM/UL Compliance - Provide fire hydrants that comply with
FM/UL 246 "Hydrants for Fire -Protection Service", and are
listed by UL.
C. MATERIALS
1. PIPES AND PIPE FITTINGS
a. General - Provide piping materials and factory -fabricated
piping products of sizes, types, pressure ratings,
temperature ratings, and capacities as indicated. Where
not indicated, provide proper selection as determined by
Installer to comply with installation requirements.
Provide materials and products complying with NFPA 24 where
applicable. Provide sizes and types matching piping and
equipment connections; provide fittings of materials which
match pipe materials used in fire water piping systems.
Where more than one type of materials or products are
indicated, selection is Installer's option.
1) Piping - Provide pipes of one of the following
materials, of weight/class indicated. Provide pipe
fittings and accessories of same material and
weight/class as pipes, with joining method as
indicated.
b. Ductile -Iron Pipe - AWWA C151, Class 52, with cement -mortar
lining complying with AWWA C104; Class 150.
1) Fittings - Ductile -iron complying with AWWA C110,
cement lined, with rubber gaskets conforming to AWWA
C111.
C. Polyvinyl Chloride Pipe - AWWA C900, Class 150; bell and
spigot with rubber sealing ring.
1) Fittings - Ductile -iron. complying with AWWA C110,
cement lined, with rubber gaskets conforming to AWWA
C111.
d. Gate Valves - Gate valves shall conform to AWWA C500, FM/UL
listed, 175 psi working pressure for 12" and smaller.
Provide threaded, flanged, hub, or other end configurations
to suit size of valve and piping connection. Provide
inside screw type for use with indicator post, iron body,
bronze mounted, non -rising stem, solid wedge disc.
N:\11801\SPECS\0268BA.SPC
•
•
SECTION 02668A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
PAGE 3 OF 6
e. Indicator Posts - Provide indicator posts, FM/UL listed,
designed for use with underground gate valves to provide
aboveground means for operating valves and indicating
position of valves. Provide telescopic barrel type with
indicating target, intended for use with gate valves 411
through 1411, with operating wrench.
f. Fire Hydrants
1) General - Provide cast-iron body fire hydrants, AWWA
C502 compression type, FM/UL approved, opening against
pressure and closing with pressure, base valve design,
150 psi working pressure, with 1/411 gage tapping and
bronze plug in standpipe.
2) Features - Provide the following features:
a) Size: 4-1/211 valve opening
b) Direction to Open Hydrant: Left
c) Size and Shape of Operating and Cap Nuts:
Pentagon 1-1/211 point to flat
d) Hose Nozzles: Two, 2-1/211 National Standard
Thread, cap and chain
e) Pumper Nozzles: One, 4-1/211 National Standard
Thread, cap and chain
f) Depth of Trench: 4'-011 minimum cover
g) Connection to Main: 611 mechanical joint
g. Accessories
1) Anchorages - Provide anchorages for tees, wyes,
crosses, plugs, caps, bends, valves, and hydrants.
After installation, apply full coat of asphalt or other
acceptable corrosion -retarding material to surfaces of
ferrous anchorages.
a)
Clamps, Straps,
and Washers: Steel, ASTM A506
b)
Rods: Steel, ASTM A575
c)
Rod Couplings:
Malleable -iron, ASTM A197
d)
Bolts: Steel,
ASTM A307
e)
Cast -Iron Washers: Gray -iron, ASTM A126
f)
Thrust Blocks:
Concrete, 2500 psi
h. Identification
1) Underground -Type Plastic Line Marker - Manufacturer's
standard permanent, bright -colored, continuous -printed
plastic tape, metallic lined for plastic pipe, intended
N:\11601\SPECS\02666A.SPC
SECTION 02668A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
• PAGE 4 OF 6
for direct -burial service; not less than 6" wide x 4
mils thick. Provide blue tape with black printing
reading "CAUTION WATER LINE BURIED BELOW".
a) Available Manufacturers - Subject to compliance
with requirements, manufacturers offering
identification markers which may be incorporated
in the work include, but are not limited to, the
following:
(1) Allen Systems, Inc.
(2) Seton Name Plate Corp.
D. EXECUTION OF WORK
1. INSTALLATION OF PIPE
a. Ductile -Iron Pipe - Install in accordance with Ductile Iron
Pipe Research Association "Guide for the Installation of
Ductile Iron Pipe".
b. Polyvinyl Chloride Pipe - Install in accordance with
manufacturer's installation instructions.
C. Depth of Cover - Provide minimum depth of cover over
underground piping in accordance with NFPA 24, Figure
A-8-11, "Recommended Depth of Cover Above Top of
Underground Yard Mains".
d. Polyethylene Wrap - Tightly wrap all ferrous pipe and
fittings, in contact with earth, with 8 mil polyethylene
sheeting or tube.
2. INSTALLATION OF VALVES
a. General - Install valves as indicated. Provide post
indicator for control valves.
b. Control Valves - Install post indicator valve at each
connection into building; locate 40' from building outside
wall, or as indicated.
C. Shutoff Valves - Install shutoff valve ahead of each
hydrant.
3. INSTALLATION OF HYDRANTS
a. General - Install fire hydrants in accordance with AWWA
is M17, "Installation, Operation, and Maintenance of Fire
Hydrants".
N A 11801 \S P EC%02868A. S PC
SECTION 02668A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
• PAGE 5 OF 6
b. Location - Install fire hydrants minimum of 401-011 from
building outside wall, or as indicated.
4. INSTALLATION OF IDENTIFICATION
a. General - During backfilling of underground fire water
piping systems, install continuous underground -type plastic
line marker, located directly over buried line at 611 to 811
below finished grade.
5. ADJUSTING AND CLEANING
a. Flushing - Flush underground mains and lead-in connections
to sprinkler risers before connection is made to
sprinklers, standpipes, or other fire protection system
piping.
1) Flush at flow rate not less than that indicated in NFPA
24, or at hydraulically calculated water demand rate of
the system, whichever is greater.
_ E. TEST, GUARANTEES AND ACCEPTANCE
• 1. FIELD QUALITY CONTROL
•
a. Piping Tests - Conduct piping tests before joints are
covered, and after thrust blocks have sufficiently
hardened. Fill pipeline with water 24 hours prior to
testing, and apply test pressure to stabilize system.
b. Hydrostatic Tests - Test at not less than 200 psi for 2
hours, or at 50 psi above maximum static pressure if it is
greater than 150 psi.
1) Test fails if leakage exceeds 2 quarts per hour per 100
gaskets or joints irrespective of pipe diameter.
2) Increase pressure in 50 psi increments and inspect each
joint between increments. Hold at test pressure for 1
hour; decrease to 0 psi. Slowly increase again to test
pressure and hold for one more hour.
c. Operating Tests - Open and close all valves and hydrants
under system water pressure. Check dry barrel hydrants for
proper drainage.
NA11601\SPECS\02888A.SPC
I•
4
SECTION 02668A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
PAGE 6 OF 6
2. COMPACTION AND SOIL TEST
a. Sverdrup may arrange for and pay for a soil testing
laboratory to make soil density and moisture content tests
on back -filled and completed areas.
b. Field density tests to determine compaction of fill and
subgrades may be taken on areas and lifts as deemed
necessary by Sverdrup Corporation.
C. Cost of removal, recompaction and subsequent density tests
of lifts or completed areas which do not meet specification
requirements shall be born by the Subcontractor.
N:\11901 \SPECS\02%8A.SPC
SECTION 02730A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
• PAGE 1 OF 6
DIVISION 2 - SITEWORK
SECTION 02730A
SANITARY SEWERAGE
1. SCOPE
A. SCOPE OF WORK
a. Furnish and install building sanitary drain piping from
sewer pipe to termination points 5' outside building. The
work includes, but is not necessarily limited to, the
following:
1) Sanitary drainage piping, fittings and accessories.
2) Excavating subsoil for sewer piping.
3) Backfilling subsoil for sewer piping.
4) Disposal of surplus excavated materials.
5) Cleanout sewers.
2. RELATED SPECIFICATIONS
is a. Concrete for Structures - Section 03300 "Cast -in -Place
Concrete".
b. Excavating and Backfilling for Sewer Piping - Section
02222, Excavating and Backfilling for Underground Pipe.
C. Disposal of surplus excavated materials - Section 02222,
Excavating and Backfilling for Underground Pipe.
d. Storm Sewerage System - Section 15413, Storm Sewerage.
e. Interior building systems including drain, waste and vent
piping - Division 15.
B. CODES AND STANDARDS
1. INSTALLER'S QUALIFICATIONS
a. Firm with at least 2 years of successful installation
experience on projects with sanitary sewer work similar to
that required for the project.
2. STANDARDS
• a. ASTM A74-82; Cast Iron Soil Pipe and Fittings.
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SECTION 02730A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
• PAGE 2 OF 6
b. ASTM C891-83; Practice for Installation of Underground
Precast Concrete Utility Structures.
C. ASTM D1557-78; Test Methods for Moisture -Density Relations
of Soils and Soil -Aggregate Mixtures Using 10-lb Rammer and
18-in. Drop.
d. ASTM D4253-83; Test Methods for Maximum Index Density of
Soils Using A Vibratory Table.
e. ANSI A21.11 - Rubber Gasket Joints for Cast Iron and
Ductile -Iron Pressure Pipe and Fittings.
3. REGULATORY REQUIREMENTS
a. Plumbing Code Compliance - Comply with applicable portions
of local plumbing code pertaining to selection and
installation of sanitary sewerage system's materials and
products.
b. Environmental Compliance - Comply with applicable portions
of local environmental agency regulations pertaining to
• sanitary sewerage systems.
C. MATERIALS
1. PIPE AND PIPE FITTINGS
a. Provide pipes of one of the following materials, of
weight/class indicated. Provide pipe fittings and
accessories of same material and weight/class as pipes,
with joining method as indicated.
b. Cast Iron Soil Pipe - ASTM A74; extra heavy weight; bell
and spigot end joints, unless otherwise indicated.
1) Cast Iron Pipe Joint Device - ANSI. A21.11, rubber
gasket joint device.
C. Fittings - Same material as pipe, molded or formed to suit
pipe size and end design, in required tees, bends elbows,
cleanouts, reducers, traps and other configurations
required.
d. Cleanouts - Provide as indicated, pipe extension to grade
with ferrule and countersunk cleanout plug. Provide round
cast-iron access frame over cleanout, with heavy-duty,
secured, scoriated cover with lifting device.
•
NA11901\SPECS\02730A.SPC
SECTION 02730A
PROJECT NO. GF
DATE: 09/16/92
• PAGE 3 OF 6
e. Identification
9150/SC 11901
1) Underground -Type Plastic Line Markers - Manufacturer's
standard permanent, bright -colored, continuous -printed
plastic tape, metallic lined for plastic pipe, intended
for direct -burial service; not less than 6" wide x 4
mils thick. Provide green tape with black printing
reading "CAUTION SEWER LINE BURIED BELOW".
a) Available Manufacturers - Subject to compliance
with requirements, manufacturers offering plastic
line markers which may be incorporated in the work
include, but are not limited to, the following:
(1) Allen Systems, Inc.
(2) Seton Name Plate Corp.
1. INSTALLATION
D. EXECUTION OF WORK
a. General - Install piping in accordance with governing
• authorities having jurisdiction, except where more
stringent requirements are indicated, or specified, as
follows:
1) Cast -Iron Soil Pipe - Install in accordance with
applicable provisions of CISPI "Cast Iron Soil Pipe &
Fittings Handbook".
b. Verify that trench cut is ready to receive work, and
excavations, dimensions and elevations are as indicated on
Drawings.
C. Inspect piping before installation to detect apparent
defects. Mark defective materials with white paint and
promptly remove from site.
d. Prior to installation, clean interior of all pipelines to
remove dirt, chips, oil, rust and other foreign matter.
e. Lay piping beginning at low point of system, true to grades
and alignment indicated, with unbroken continuity of
invert.
1) Place bell ends or groove ends of piping facing
upstream.
2) Install gaskets in accordance with manufacturer's
• recommendations for use of lubricants, cements, and
other special installation requirements.
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SECTION 02730A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
PAGE 4 OF 6
f. Place pipe on minimum 4 inch deep bed of bedding material
specified.
g. Lay pipe to slope gradients noted on drawings.
h. Piping not installed at invert elevations indicated on the
Drawings, shall be removed and relaid at Contractor's
expense.
i. Joint Adaptors - Make joints between different types of
pipe with standard manufactured adapters and fittings
intended for that purpose.
j. Interior Inspection - Inspect piping to determine whether
line displacement or other damage has occurred.
1) Make inspections after lines between manholes, or
manhole locations, have been installed and
approximately 2' of backfill is in place, and again at
completion of project.
2) If inspection indicates poor alignment, debris,
displaced pipe, infiltration or other defects, correct
such defects, and reinspect.
2. CLEANING PIPING
a. Clear interior of piping of dirt and other superfluous
material as work progresses. Maintain swab or drag in line
and pull past each joint as it is completed.
b. In large, accessible piping, brushes and brooms may be used
for cleaning.
C. Place plugs in ends of uncompleted piping at end of day or
whenever work stops.
d. Flush lines between manholes if required to remove
collected debris.
3. INSTALLATION OF IDENTIFICATION
a. General - During backfilling of sanitary sewerage systems,
install continuous underground -type plastic line marker,
located directly over buried line at 611 to 811 below
finished grade.
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SECTION 02730A
PROJECT NO. GF
DATE: 09/16/92
PAGE 5 OF 6
9150/SC 11901
E. TESTS, GUARANTEES AND ACCEPTANCE
1. FIELD QUALITY CONTROL
a. All work shall be tested as required by ordinance and as
specified herein. Tests shall be witnessed by Sverdrup
Corporation or other authorized representative of Kraft
and, where applicable, by State and municipal inspectors.
Test results shall be attested by witnesses.
b. Subcontractor shall be responsible for giving Sverdrup
Corporation adequate notice in advance of making tests in
order that the tests may be witnessed. All final tests
shall be made in the presence of Sverdrup Corporation and
be subject to their approval. Remedy defects disclosed by
tests, immediately, to assure system is in proper and
satisfactory operating condition.
C. During test periods, do not transfer test pressure to any
tank, shell or other equipment that may be connected to the
line under test.
d. All piping and connections of this project shall be tested
prior to placing of backfill or concealment. Leaks shall
be made tight by rebuilding the piping system. Each test
shall be continued or repeated until the lines under test
are proved tight, to the satisfaction of the appropriate
parties.
e. Sewerage systems shall be tested prior to connection of any
fixture. The system shall be tested in accordance with
local authorities having jurisdiction.
f. Where local code, weather or other conditions prohibit the
use of water for testing, air or inert gas may be used, at
the same internal pressures that would be obtained from a
101 head of water.
2. COMPACTION AND SOIL TESTS
a. Sverdrup may arrange for and pay for a soil testing
laboratory to make soil density and moisture content tests
on backfilled and completed areas.
b. Field density tests to determine
subgrades may be taken on areas
necessary by Sverdrup Corporation.
compaction of fill and
and lifts as deemed
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SECTION 02730A
PROJECT NO. GF 9150/SC 11901
DATE: 09/16/92
• PAGE 6 OF 6
C. Cost of removal, recompaction and subsequent density tests
of lifts or completed areas which do not meet specification
requirements shall be born by the Subcontractor.
•
•
NA11901\SPECS\02730A.SPC
SECTION 03301
PROJECT NO.GF 9150/SC11901
DATE:September 24, 1992
• PAGE 1 OF 22
DIVISION 3 - CONCRETE
SECTION 03301
CONCRETE WORK
A. SCOPE OF WORK
1. RELATED DOCUMENTS
The General Conditions with Addenda, Supplementary General
Conditions, General Specification Requirements and Contract
Drawings are a part of this Section.
2. RELATED WORK SPECIFIED ELSEWHERE
a. Precast Concrete Work in Section
b. Furnishing of Anchor Bolts (Section ) and accessories of
other trades.
B. CODES AND STANDARDS
1. Design, mix, place, control and test reinforced concrete
construction in accordance with latest ACI Standards 301, 302,
318. All provisions therein, including ASTM and AWS standards
and recommendations listed in Section 3.8 of ACI Standard 318,
shall apply unless stricter provisions are given herein.
2. ACI 301 "Specifications for Structural Concrete for
Buildings."
3. ACI 302 "Recommended Practice for Concrete Floor and Slab
Construction."
4. ACI 306 "Recommended Practice for Cold Weather Concreting."
5. ACI 315 "Manual of Standard Practice for Detailing Reinforced
Concrete Structures."
6.
ACI
318
"Building Code Requirements for Reinforced Concrete."
•
7.
ACI
347
"Recommended Practice for Concrete Formwork."
8. ACI 605 "Recommended Practice for Hot Weather Concreting."
9. ACI 605 "Recommended Practice for Selecting Proportions for
Concrete."
SECTION 03301
PROJECT NO.GF9150/SC11901
DATE:September 24, 1992
• PAGE 2 OF 22
10. ACI 614 "Recommended Practice for Measuring, Mixing and
Placint Concrete."
11. Observe all Federal and State Occupational Safety and Health
requirements, all applicable provisions of the local, state,
and Federal codes and laws governing the work.
C. MATERIALS
1. HANDLING AND STORAGE
Store cement on platforms off ground with adequate protection
against the elements. Handle and store aggregates separately
in a manner to prevent intrusion of foreign material. Protect
all reinforcement until used. Use no frozen materials or any
hardened cement. Remove all spoiled or contaminated materials
from the site immediately.
2. MATERIALS
a. Cement:
(1) Portland Cement: ASTM C 150, Type I or Type II.
Use Type I unless otherwise noted.
(2) Air -entraining Portland Cement: ASTM C 175, Type
LA.
(3) Do not use Type III cement or admixtures for high
early strength concrete unless approved by the
Owner in writing.
b. Aggregate:
(1) Fine Aggregate: clean sand, ASTM C 33. Free from
loam, clay, lumps or other deleterious substances.
(2) Coarse Aggregate: durable crushed stone or washed
gravel, ASTM C 33. Use aggregate not larger than
1/5 of narrowest dimension between forms and not
larger than 3/4 of minimum clear spacing between
reinforcing bars. For concrete having an exterior
surface exposed, grade from 1?" to No. 4 per Table
II of ASTM C 33.
(3) Abrasive Aggregate: ALUNDUM type c.f. fine by
is Norton Co., for non-skid floors.
(4) Provide aggregates from a single source for all
exposed aggregate finish.
C. Water: potable, clean, fresh, free from oil, acid,
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SECTION 03301
PROJECT NO.GF9150/SC11901
DATE:September 24, 1992
PAGE 3 OF 22
organic matter or other injurious substances. Applies to
water used for washing aggregates, mixing and curing.
d. Metal Reinforcement:
(1) Reinforcing bars: ASTM A 615 Grade 40 deformed,
intermediate grade billet steel unless ASTM A 615
Grade 60 is specified on drawings.
(2) Welded wire fabric: ASTM A 185.
(3) Reinforcement shall be clean, free from loose rust,
scale or other bond reducing coatings.
e. Metal Accessories; spacers, chairs, ties and other
devices necessary for properly placing, spacing,
supporting and fastening reinforcement in place, as per
CRSI "Manual of Standard Practice for Reinforced Concrete
Construction." For metal accessories exposed in finished
concrete surfaces, use plastic coated type by Superior
Concrete Accessories, Inc., or a stainless steel type.
f. Admixtures:
(1) Do not use admixtures which have not been
incorporated and tested in the accepted design
mixes.
(2) Air Entraining Agent: ASTM C 260, MB-VR, by The
Master Builders Co. Use with Type I Portland
Cement where air entrained concrete is called for
and Type IA air -entraining cement is not available.
(3) Water reducing Agent: ASTM C 494, Pozzolith by The
Master Builders Co.
(4) Calcium Chloride: Do not use in concrete unless
approved in writing by Owner.
g. Shrinkage Resistant Grout: Embeco pre -mixed grout by The
Master Builders Co.
h. Concrete Curing Materials:
(1) Absorptive cover: Burlap cloth weighing about 9
oz. per sq.yd. complying with AASHO M 182, class 3
or provide cotton mats complying with ASTM C 440.
• (2) Moisture - retaining cover: Water proof paper ASTM
C 171 or polyethylene sheeting AASHO M 171, min.
.004 inches thickness.
h. (3) Membrane - forming curing compound: Liquid type
complying with ASTM C 309 and approved by Owner.
Approved: Masterseal by The Master Buildings Co.
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
• PAGE 4 OF 22
applied at the rate of 450 square feet per gallon.
i. Waterstops: Polyvinylchloride (PVC) plastic water stop
- 6" wide and a minimum of 3/32" thick, with ribbed
construction. Approved: Servicised Durajoint, No. 4A,
by Grace Construction Materials Co. or as noted on
drawings.
j. Floor Hardener: "Lapidolith" manufactured by Sonneborn
Building Products, Inc. or approved equal.
k. Joint Sealing Compound (for floors on grade): 1/4" deep
PRC Rub- bercalk 220 sealant unless otherwise noted on
drawings.
1. Premoulded Expansion Joint Filler: (for floors on grade)
Dow Corp. Styrofoam, or rigid closed cell urethane board
stock, 1/2" minimum thickness and extend full depth of
joint unless otherwise noted on drawings.
M. Epoxy Bonding Agent: "SIKADUR HI -MOD" manufactured by
Sika Chemical.
n. Bonding Admixture: "SIKA LATEX" manufactured by Sika
Chemical.
3. MATERIALS FOR FORMS
a. Provide smooth finish, moisture resistant, plastic coated
plywood forms, or metal forms of a type that will produce
smooth surfaces equal to that of the plywood, for all
interior and exterior vertical and overhead concrete
surfaces that will be exposed as finished work. All
plywood shall comply with U.S. Product Standard PS-1 "B-B
High Density Overlaid Concrete Form" Class I.
b. Provide adjustable form ties, free of devices which will
leave a hole or depression larger than 7/8" in diameter
back of exposed surface of concrete and such that when
forms are removed, no metal shall be within 12" of the
finished surface. Do not use wire ties.
C. Form oil shall be non -staining and approved by the Owner.
D. EXECUTION OF WORK
• 1. GENERAL REQUIREMENTS
a. Coordinate all work so that no interference with other
trades results, and that all inserts furnished under
other Divisions of the Specifications are placed prior to
placing concrete.
SECTION 03301
PROJECT NO.GF9150/SC11901
DATE:September 24, 1992
• PAGE 5 OF 22
b. Use all proprietary products in strict conformance with
manufacturer's standard printed instructions.
C. Grout under all base plates with shrinkage -resistant
grout. Clean concrete, masonry and steel bearing
surfaces for proper bonding of grout.
2. FORMS
a. Construct forms plumb and straight and sufficiently tight
to prevent leakage. Brace securely and shore forms to
prevent displacement and deflection and to safely support
construction loads so that finished concrete members
shall be true and conform to desired lines, planes and
elevations. Comply with tolerances in ACI 347.
b. Provide for a 1" chamfer or bevel at all external corners
of forms for exposed concrete beams, girders, columns and
pilasters except as noted on drawings.
C. Coat bolts and rods used for temporary internal ties with
grease. Arrange so that when forms are removed, no metal
is
shall be within 12" of the finished surface.
d. Where soil conditions permit excavation to accurate sizes
without bracing, side forms for footings may be omitted
(with approval of the Owner). Line the sides of the
excavation with waterproof paper, or 0.006" thick
polyethylene film. Excessive over -pour will not be
permitted.
e. Treat all metal and plywood forms (except plastic coated)
with an approved form oil. Surplus oil on form surfaces
and any oil on reinforcement shall be removed. Wood
boards forms (for unexposed surfaces only) shall be
soaked with clean water prior to placing concrete. Do
not oil any forms where a plaster or stucco finish is to
be subsequently applied.
f. Place reinforcement and inserts in formwork as outlined
in Sections 3 and 4.
g. Remove forms only at a time and manner to insure complete
safety of the structure. Remove forms as per ACI 318,
Section 702, unless otherwise specified on drawings.
Submit schedule to Owner for prior approval.
h. Do not spall or damage concrete surfaces during removal
of forms.
i. Remove all forms except those in entirely inaccessible
spaces which may remain with approval of Owner.
3. PLACING REINFORCEMENT
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
• PAGE 6 OF 22
a. Place reinforcement accurately; securely fasten and
support to prevent displacement before or during placing
of concrete.
b. Clean, bend, space, place and protect reinforcement as
per ACI 318 and ACI 315. Provide standard splices by
lapping ends, placing bars in contact, and tightly wire
tieing. For minimum lap of spliced bars, see ACI 318,
Section 7.6.
C. Welded Wire Fabric edge and end laps shall not be less
than the spacing of the cross wires plus 211, and not less
than 6".
d. Splicing of reinforcement at points of maximum tension is
prohibited.
4. INSERTS AND FASTENING DEVICES IN OTHER DIVISIONS
Set and build into the work inserts, hangers, metal ties,
anchors, pipe sleeves, flashing reglets, bolts, angle guards,
stair nosing, dowels, thimbles, slots, nailing strips,
• blocking, grounds, and other fastening devices required for
attachment of work in other Divisions. Use setting drawings,
diagrams, instructions and directions provided by suppliers of
the items to be attached to.
5. STRENGTH, PROPORTIONING AND DESIGN OF MIXES
a. Refer to structural drawings for strength of concrete
which is based on minimum compression strength at
twenty-eight (28) days.
b. Prepare design mixes for each type of concrete shown and
specified. Use an independent testing facility approved
by the Owner for preparing and reporting proposed mix
designs. The testing facility shall not be the same as
used for quality control testing.
C. Proportion design mixes by weight for each class of
concrete required, complying with ACI 613 and report the
following data:
(1) Complete identification of aggregate source of
supply.
(2) Tests of aggregates for compliance with specified
requirements.
(3) Scale weight of each aggregate.
• (4) Absorbed water in each aggregate.
(5) Brand, type and composition of cement.
(6) Brand, type and amount of each admixture.
(7) Amounts of water used in trial mixes.
(8) Proportions of each material per cu. yd.
(9) Gross weight and yield per cu. yd. of trial
mixtures.
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
• PAGE 7 OF 22
(10) Measured slump.
(11) Measured air content.
(12) Compressive strength developed at 7 days and 28
days, from not less than 3 test cylinders cast for
each 7 and 28 day test, and for each design mix.
d. Submit written reports to the Owner of each design mix
for each type and class of concrete, at least 15 calendar
days prior to the start of the specified work. Include
in each report the project identification name and
number, date of report, name of contractor, name of
concrete testing service, concrete class, source of con-
crete aggregates, manufacturer and brand name of
manufactured materials, the precise proportions of the
concrete mix, the properties specified herein for the
type and class of concrete, and the test results for each
property specified for the design mix.
e. Design the concrete mixes so that the compressive
strength of laboratory -cured cylinders, for each required
strength, will be at least 15% greater than the minimum
specified compressive strength; and so that not more than
1 test, of any 10 consecutive tests for strength, will
have a value less than 90% of the required strength.
f. The criteria specified herein are maximums or minimums,
and shall not be construed to pre -determine fixed
quantities of materials in the mix design, or to preclude
change of an accepted mix design at any time. Mix design
adjustments may be required by the Contractor when
characteristics of materials, job conditions, weather,
test results, or other circumstances warrant; at no
additional cost to the Owner and as accepted by the
Owner. Laboratory test data for revised mix designs and
strength results must be submitted to and approved by the
Owner before using in the work.
g. For concrete exposed to the weather, do not use more than
6 gallons of water per bag of cement, including the free
moisture in the aggregate. For any other concrete,
unless hereafter otherwise specified, this maximum water
cement ratio shall be 62 gallons of water per bag of
cement.
h. Unless hereafter otherwise specified, concrete shall
contain sufficient cement per cubic yard of concrete to
attain the design strength per 5e. above.
• 6. CONCRETE MIXING
a. General:
Concrete may be mixed at batch plants or it may be
transit -mixed as specified herein. Batch plants must
comply with the requirements of ACI 614, with sufficient
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
PAGE 8 OF 22
capacity to produce concrete of the qualities specified
in quantities required to meet the construction schedule.
All plant facilities are subject to the acceptance of the
Owner.
b. Job Site Mixing:
(1) Mix all materials for concrete in an acceptable
drum type batch machine mixer. For mixers of one
cu. yd., or smaller capacity, continue mixing at
least 12 minutes, but not more than 5 minutesafter
all ingredients are in the mixer, before any part
of the batch is released. For mixers of capacity
larger than one cu.yd., increase the minimum 12
minutes of mixing time by 15 seconds for each
additional cu.yd., or fraction thereof. Do not
exceed the catalog rating or nameplate capacity for
the total volume of materials used per batch.
Equip the mixer with automatic controls, or
semi -automatic controls if acceptable, for
proportioning materials and the proper measured
quantities. Do not exceed 45 minutes total elapsed
• time between intermingling of damp aggregates and
cement to the discharge of the completed mix and do
not add water to the mix after initial mixing is
completed and slump test taken.
(2) Provide a batch ticket for each batch discharged
and used in the work, indicating the project
identification name and number, date, mix type, mix
time, quantity and amount of water introduced, and
slump.
C. Ready -mix Concrete:
Comply with the requirements of ASTM C 94, and as herein
specified, provided the quantity and rate of delivery
will permit unrestricted progress of the work in
accordance with the placement schedule. Do not add water
or start mixing until the truck arrives at the job site.
During hot weather, or under conditions contributing to
rapid setting of concrete, a shorter mixing time than
specified in ASTM C 94 may be required. Any change in
mixing procedures, must be approved by the Owner before
implementation.
7. CONCRETE PLACEMENT
• a. General:
(1) Place concrete in compliance with the practices and
recommendations of ACI 614, and as herein
specified.
(2) Do not place concrete until foundations, forms,
SECTION 03301
PROJECT NO. GF9150/SC11901
DATE:September 24, 1992
• PAGE 9 OF 22
reinforcing steel, pipes, sleeves, inserts, etc.
have been inspected and approved by Owner.
(3) Compact concrete with approved vibrators and spade
to remove all air and voids. Do not use vibrators
to transport concrete inside of forms.
(4) Free fall of concrete during placing shall not
exceed 410".
b. Concrete, when deposited, shall have a temperature not
below 50OF and not above 85°F. In freezing weather
suitable means shall be provided for maintaining the
concrete at a temperature not lower than 70OF for 3 days,
or 50OF for 5 days after placing. Cooling of the
concrete to outside temperature shall not be at a rate
faster than 10 each hour for the first day and 20 each
hour thereafter until the outside temperature is reached.
The methods of heating the materials and protecting the
concrete shall be approved by the Owner. The maximum
temperature of concrete produced with heated aggregates,
heated water, or both, shall not exceed 90OF at any time
• during its production or transportation.
C. Follow methods and recommended practice as described in
ACI Standard 306 for cold weather concreting and ACI
Standard 605 for hot weather concreting.
d. Do not mix salt, chemicals or other foreign materials
with the concrete for the purpose of preventing freezing.
e. Admixtures intended to accelerate the hardening of the
concrete or to produce higher than normal strength at
early periods will not be permitted unless prior written
approval is obtained from the Owner.
f. Records shall be kept by the Contractor to show the date
of placements, the mix used and the air temperature at
time of concreting for the various portions of the work.
These records shall be available to Owner when
requested.
g. Prepare for bonding of fresh concrete to new concrete
that has set but not fully cured by application of neat
cement grout or a commercial bonding agent to the
roughened, cleaned and dampened (not saturated) surface
of the set concrete immediately before placing fresh
concrete.
0 8. CONCRETE CURING AND PROTECTION
a. General:
(1) Protect freshly placed concrete from premature
drying and excessive cold or hot temperature, and
SECTION 03301
PROJECT NO.GF9150/SC11901
DATE:September 24, 1992
• PAGE 10 OF 22
maintain without drying at a relatively constant
temperature for the period of time necessary for
hydration of the cement and proper hardening of the
concrete.
(2) Start initial curing as soon as free water has
disappeared from the concrete surface after placing
and finishing. Weather permitting, keep
continuously moist for not less than 72 hours.
(3) Begin final curing procedures immediately following
initial curing and before the concrete has dried.
Continue final curing for at least 168 cumulative
hours (not necessarily consecutive) during which
the concrete has been exposed to air temperatures
above 50°F. Avoid rapid drying at the end of the
final curing period.
b. Temperature of Concrete During Curing:
(1) When the atmospheric temperature is 40OF and below,
maintain the concrete temperature at not less than
• 550F continuously throughout the curing period.
When necessary, make arrangements before concrete
placing for heating, covering, insulation or
housing as required to maintain the specified
temperature and moisture conditions continuously
for the concrete curing period. Provide cold
weather protection complying with the requirements
of ACI 306.
(2) When the atmospheric temperature is 80OF and above,
or during other climatic conditions which will
cause too rapid drying of the concrete, make
arrangements before the start of concrete placing
for the installation of wind breaks or shading, and
for fog spraying, wet sprinkling, or
moisture -retaining covering. Protect the concrete
continuously for the concrete curing period.
Provide hot weather protections complying with the
requirements of ACI 605.
(3) Maintain concrete temperature as uniformly as
possible, and protect from rapid atmospheric
temperature changes. Avoid temperature changes in
concrete which exceed 50F in any one hour and 50OF
in any 24-hour period.
• C. Curing Methods:
(1) Perform curing of concrete by: moist curing,
moisture -retaining cover curing, membrane curing,
and by combinations thereof, as herein specified.
(2) Provide moisture curing by any of the following
SECTION 03301
PROJECT NO.GF9150/SC11901
DATE:September 24, 1992
• PAGE 11 OF 22
methods:
(a) Keeping the surface of the concrete
continuously wet by covering with water.
(b) Continuous water -fog spray.
(c) Covering the Concrete surface with the
specified absorptive cover, thoroughly
saturating the cover with water, and keeping
the absorptive cover continuously wet. Place
absorptivecover so as to provide coverage of
the concrete surfaces and edges, with a 4" lap
over adjacent absorptive covers.
(3) Provide moisture -cover curing as follows:
Cover the concrete surfaces with the specified
moisture- retaining cover for curing concrete,
placed in the widest practicable width with sides
and ends lapped at least 3" and sealed by
water -proof tape or adhesive. Immediately repair
any holes or tears during the curing period using
cover material and waterproof tape.
• (4) Provide membrane curing as follows:
(a) Apply the specified membrane -forming curing
compound to damp concrete surfaces as soon as
the water film has disappeared. Apply
uniformly in a 2-coat continuous operations by
power spray equipment in accordance with the
manufacturer's directions. Recoat areas which
are subjected to heavy rainfall within 3 hours
after initial application. Maintain the
continuity of the coating and repair damage
to the coat during the entire curing period.
(b) Do not use membrane curing compounds on
surfaces which are to be covered with a
coating material applied directly to the
concrete or with a covering material bonded to
the concrete, such as other concrete, liquid
floor hardener, waterproofing, dampproofing,
membrane roofing, flooring, painting, and
other coatings and finish materials unless
otherwise acceptable to the Owner.
d. Protection from Mechanical Injury:
• During the curing period, protect concrete from damaging
mechanical disturbances including load stresses, heavy
shock, excessive vibration, and from damage caused by
rain or flowing water. Protect all finished concrete
surfaces from damage by subsequent construction
operations.
SECTION 03301
PROJECT NO.GF 9150/SC11901
DATE:September 24, 1992
• PAGE 12 OF 22
9. JOINTS
a. Construction Joints:
(1) Locate and install, where not shown on drawings so
as not to impair the strength and appearance of the
structure.
(2) Submit joint schedule to Owner for approval.
(3) Run reinforcement continuous through joints.
(4) Make joints in grade beams and walls not more than
60' in any horizontal direction.
(5) Provide key ways at least 12" deep in all
construction joints in walls and slabs.
(6) No horizontal joints are permitted except at top of
footings, top of slabs on ground and at the
underside of the deepest beam or girder framing
into a column or pier.
• b. Isolation and Control Joints:
(1) Provide in walls and floor slabs as indicated on
drawings. Use joint filler and sealer material as
specified.
(2) Sawed control joints shall be cut the day after the
slab Is finished in hot weather or within 2 or 3
days afterwards in cold weather.
C. Waterstops:
Provide waterstops in construction joints as shown on the
drawings. Install waterstops to form a continuous
diaphragm in each joint. Make provisions to support and
protect waterstops during the progress of the work.
Fabricate field joints in waterstops in accordance with
manufacturer's printed instructions. Protect water -stop
material from damage where it protrudes from any joint.
10. FLOOR SLABS ON GRADE
a. Subgrade: To be true to proper elevation within 1/211.
Wet down sub -grade 12 to 24 hours before slab on ground
is placed.
• b. Concrete Composition:
(1) Materials, etc. as given in previous sections
unless herein modified.
(2) Min. compressive strength - 3000 psi.
•
•
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
PAGE 13 OF 22
(3) Max. water content - 52 gallons of water per bag of
cement.
(4) Min. cement content - 52 bags per cubic yard of
concrete.
(5) Max. slump - 32" at placement.
(6) Do not use retarders or other admixtures (except
water reducing agents) without prior written
approval of Owner.
(7) Grading of Aggregates:
Fine Coarse
A1t.A Alt.B
Pass.
3/8"
Sieve
100%
Pass.
2"
Sieve
100%
Pass.
No.
4
Sieve
95-100%
Pass.
12"
Sieve
95-100%
Pass.
No.
8
Sieve
80-
95%
Pass.
1"
Sieve
-
Pass.
No.
16
Sieve
50-
85%
Pass.
3/4"
Sieve
35-70%
Pass.
No.
30
Sieve
25-
60%
Pass.
3/8"
Sieve
10-30%
Pass.
No.
50
Sieve
15-
30%
Pass.
No. 4
Sieve
0- 5%
Pass.
No.
100
Sieve
2-
10%
Pass.
No. 8
Sieve
-
100%
90-100%
20- 55%
0- 10%
0- 5%
(8) Air -Entrainment: (for exterior slabs only) Air
content 5% ± 1 % or 6 % ± 1 % for 12" and 3 / 4 " max.
size aggregates respectively.
C. Joints: Provide joints as called for on drawings and/or
Section 9. Keep bulkheads in place until concrete is
hard.
11. FLOOR SLAB FINISHES (As called for on drawings or in
Schedules)
a. Steel Trowel Finish
(1) Distribute concrete by shovels and consolidate by
vibration or other suitable means which will
prevent segregation. Bring concrete to correct
level with a straight edge and strike off.
Smooth the surface with bull floats or darbies
before any free water has bled to the surface.
(2) Power float when the water sheen has disappeared
and/or mix has stiffened sufficiently that the
• weight of a man standing on it leaves only a slight
imprint on the surface.
(3) Begin machine troweling as soon as little or no
cement paste clings to the blades or when the
moisture film brought up by power floating has
evaporated. Machine troweling shall be continued
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
• PAGE 14 OF 22
(minimum of two trowelings) until the surface is
dense, smooth and free of all minor blemishes.
(4) Hand trowel with downward pressure to remove the
minor imperfections left by troweling machines and
to bring the surface to a dense, smooth polished
finish. Final hand troweling shall be continued
until a ringing sound is heard as the trowel passes
over the surface. There shall be a minimum of
three hand trowelings - but limit trowelings so
that fine particles and water are not forced to top
of surface.
(5) Sprinkling of dry cement or a mixture of dry cement
and sand on the surface of the. fresh concrete to
absorb water or to stiffen the mix shall not be
permitted.
(6) Protect and cure as per Section 8 except that water
curing should continue for a minimum of 10 days and
at least 14 days in cold weather below 70°F.
(7) Keep a temperature of not less than 50OF for the
•
entire curing period.
(8) Curing should be started as soon after finishing as
possible but not later than the following morning.
(9) After curing has been completed, the floor shall be
exposed to air for at least 48 hours prior to
allowing any traffic on the floor. Only light
traffic shall be allowed on the floor for the next
8 days.
(10) Hardener: For interior floors only, apply an Owner
approved chemical floor hardener at least 10 days
after final troweling, strictly according to
manufacturer's standard instructions.
b. Heavy -Duty Monolithic Floor Finish - (Mineral Aggregate
Hardener)
(1) As far as practicable install after heavy
construction is complete and the building is
enclosed.
( 2 ) Prepare slab up to finishing operation and finish
the same as given in ll.a. (1) above except as
• hereinafter specified.
(3) Mineral Aggregate Hardener material:
(a) Shall be packaged, factory graded, crushed,
natural fine to medium grained igneous
traprock, such as diabase, basalt or black
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
• PAGE 15 OF 22
granite; well -graded in size from particles
retained on a No. 4 sieve to particles passing
a 3/8" sieve.
(b) Specific gravity shall be not less than 2.6
and shall have a maximum abrasion loss of 20%
after 500 revolutions, C grading on Los
Angeles Rattler Test (ASTM C 131).
(c) The stone shall be angular, free from flat or
elongated pieces.
(4) Mixing and placement:
(a) Thoroughly wet aggregate and then thoroughly
mix with one volume of Type II Portland Cement
to 2 to 22 volumes of stone until the stone is
completely covered with cement paste.
(b) Spread the mixture on the screeded slab
surface at the rate of 12 to 2 lb. (of stone
itself) per square foot of surface. First
spread uniformly about 2/3 of the required
material. After this material is adequately
embedded or blended into the surface by power
floating, the remaining 1/3 of the material
shall be applied at right angles and embedded.
(c) Power float, machine and hand trowel and cure
as per Section ll.a. above.
(5) A Kalman Monorock Monolithic floor slab furnished
and installed by the Kalman Floor Company is an
acceptable substitute.
C. Heavy Duty Deferred Topping Finish
(1) As far as practicable install after heavy
construction is complete and the building is
enclosed.
(2) Base slab:
(a) Strike -off surface to a level not more than 1"
or less than 3/4" below required finish
elevation. In no case shall the base slab be
reduced in thickness below that specified on
the plans or in the specifications.
• (b) Wire broom surface when initially set. Make a
second brooming (and third if necessary) until
the laitance clinging.to the coarse aggregate
will brush off and show clean stone. The
partially exposed aggregate must not be loose.
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
• PAGE 16 OF 22
(c) The base slab shall be free of mortar,
concrete paint, oil, grease, mud, clay or
other foreign material.
(d) Saturate for 24 hours before topping is to be
placed.
(e) Set screeds in place accurately in pads of
concrete.
(f) Immediately before placing topping (not over
15 minutes) remove excess free water and apply
a scrubin coat of cement grout of creamy
consistency worked into the slab with wire
brooms.
(3) Deferred Topping Material:
(a) Coarse Aggregate: Fine to medium grained
igneous traprock such as diabase, basalt or
black granite, well graded in size from
particles retained on a No. 4 sieve to
particles passing a 2" sieve. Specific
gravity shall not be less than 2/6 and shall
have maximum abrasion loss of 20% after 500
revolutions per ASTM C 131.
(b) Fine Aggregate: Well -graded, clean sharp sand
passing a No. 4 sieve with not greater than
20% passing a No. 50 sieve and not greater
than 5% passing a No. 100 sieve. Maximum
absorption of sand shall be 1%.'
(c) Portland Cement: ASTM C 150 Type II.
(4) Topping Mix:
(a) Water content: Not more than 32 gallons water
per sack of cement, including the moisture in
the aggregates.
(b) Slump - zero inches.
(c) Mix in proportion of about 1 part cement, 1
part fine aggregate and 2 parts of coarse
aggregate by volume. This nominal mix may be
slightly varied but in no case shall the
volume of coarse material be less than 12
• times the volume of fine.
(d) Mix ingredients for at least 3 minutes,
counting from the time all the solid materials
are in the mixing drum.
(5) Placing Topping:
SECTION 03301
PROJECT NO.GF9150/SC11901
DATE:September 24, 1992
• PAGE 17 OF 22
(a) At the time of placing the difference in
temperature between the topping mixture and
the base slab shall not exceed 10°F.
(b) Spread as the mixture is discharged from
buggies - do not dump in one pile.
(c) At corners and joints, puddle the mixture to
release entrapped air.
(6) Compacting and Finishing:
(a) After striking off the topping to the
established grade, consolidate by rolling and
tamping.
(b) Power float, machine and hand trowel, and cure
as per Section ll.a. above.
(7) A Kalman Absorption Process Floor Topping furnished
and installed by Kalman Company is an acceptable
substitute.
• (8) Compressive strength of topping after 28 days shall
have a minimum average of 10,000 psi when tested on
2" diameter cores. The amount of test cores taken
and location shall be determined by the resident
engineer. If tests indicate the floor does not
meet with the specification requirements, the
contractor will not be compensated for taking of
cores and filling of holes, and will be required to
remove and replace the topping where deficient, at
his expense.
(9) The General Contractor shall guarantee the topping
shall adhere to the slab, remain hard and sound,
and be free from disintegration for a period of
three (3) years after completion of work. Upon
notice, the contractor shall make promptly, at his
expense, all repairs and/or replacements necessary
due to failure of the finish during the period.
12. OTHER FLATWORK FINISHES
a. Nonslip Aggregate Finish: Apply on all ramps, concrete
stair treads and other areas as indicated on drawings.
Use fine ALUNDUM aggregate. Prepare aggregate by soaking
in clear water and drain off any surplus. Finish surface
as per 11.a. (1) above. Sprinkle on non -slip aggregate
heavily' and uniformly at the rate of 25 lbs. per 100
sq.ft. and lightly trowel -tamp into the surface.
b. Scratch Finish: Apply to slab surfaces to receive
concrete floor fill or mortar setting beds for tile or
brick and other bonded applied epoxy, polyester, or
SECTION 03301
PROJECT NO. GF 9150/SC11901
DATE:September 24, 1992
• PAGE 18 OF 22
cementitious finish flooring material. After leveling
the slab to a tolerance not exceeding 1/4" in 2 feet,
roughen the surface before the final set with stiff
brushes, brooms or rakes.
C. Float Finish: Apply to slab surfaces to receive trowel
finish or to be covered with waterproofing or roofing.
After leveling the slab to a tolerance not exceeding 1/4"
in 10 feet, refloat the surface with power driven floats
to a uniform, smooth granular texture.
d. Smooth Trowel Finish: Apply to slab surfaces to be
exposed to view, unless other finish is shown, and to
slab surfaces that are to be covered with resilient
flooring, paint, or other thin film finish coating
system. After floating, apply a power -driven trowel
followed by two hand troweling operations to produce a
surface plane tolerance not exceeding 1/8" in 10 feet.
Fill and/or grind -smooth surface defects which would
"telegraph" through the applied floor covering system.
13. CONCRETE WALKS AND CURBS
• a. Place concrete walks of one -course construction,
thickness specified on drawings or a minimum of 4" thick
and made of 3,000 psi concrete.
b. Installation same as for Floor Slabs On Grade (Section
10). Finish with a transverse.brooming after floating.
C. Provide 1/2" expansion joints with asphalt impregnated
premoulded filler not more than 30' apart and also at
junctions with curbs, building, and other fixed
structures. Tool control joints about 610" apart.
d. Make steps in connection with walks of same finish as
walks. Round all edges including those at expansion and
control joints.
14. CONCRETE FOR PAVEMENTS
a. General:
(1) Materials, placement, etc. as given in previous
Sections unless herein modified.
(2) Concrete for pavement shall attain a minimum 28 day
compressive strength of 3,750 psi.
• (3) Use air entrained concrete with the air content 6%
minimum (±1%) of the volume of the concrete.
(4) Add a densifier (Pozzolith) to the concrete at the
rate of 1/4 pound per sack of cement at the mixer.
SECTION 03301
PROJECT NO.GF 9150/SC11901
DATE:September 24, 1992
• PAGE 19 OF 22
(5) Use the minimum amount of water necessary for
proper placing. Total water including the moisture
in the aggregate shall not exceed 4 gallons per
sack of cement if floating is done by machine and
not exceed 5 gallons per sack of cement if floating
is done by hand. The concrete shall be of the
driest consis- tency possible to work with a sawing
motion of the strikeoff board or straight -edge.
b. Finishing:
For final finishing, broom the surface with an approved
steel or fiber broom. The corrugations thus produced
shall be uniform in character and width and not more than
1/8" deep. Brooming shall not be done until concrete has
partially set and brooming can only be done with
considerable effort.
C. Curing:
Keep surface moist for at least 10 days at temperatures
not less than 50°F. Do not use liquid membrane type
• curing.
d. Apply two coats of Linseed Anti-Spalling Compound 28 days
after placing pavement:
(1) 1st coat: .025 gal. per sq. yd.
2nd coat: .015 gal. per sq. yd.
(2) Apply second coat after first coat is completely
dry. Method of application shall be as recommended
by the National Flaxseed Processor's Association,
Chicago, Illinois.
15. CONCRETE FOUNDATIONS FOR MECHANICAL EQUIPMENT
Concrete pads required under boilers, fans, etc., shall be of
same type as specified for floor slabs and shall have a smooth
integral finish. Set bolts, anchors, piping, etc., in
concrete as required by manufacturer of equipment used. If
information is not shown on structural drawings, see
mechanical drawings and details for size, design and location
of equipment requiring concrete pads. Top edges of all pads
to have a 3/4" chamfer.
16. CLEANING, PATCHING AND FINISHING EXPOSED CONCRETE SURFACES
• a. Notify Owner after removing forms and prior to cleaning
or patching concrete. Patch while concrete is still
"green." Do not patch in freezing weather without
artificial protection and heating.
b. Remove all efflorescence, stains, oil, grease or any
unsightly accumulation of foreign materials visible on
SECTION 03301
PROJECT NO.GF 9150/SC11901
DATE:September 24, 1992
• PAGE 20 OF 22
the exposed exterior or interior surfaces of the finished
concrete. Remove oil and grease with detergents,
scrubbing and thoroughly washing with water.
C. After first wetting thoroughly, fill solid with patching
mortar the tie holes left by withdrawal of rods and the
holes left by removal of ends of ties. Use a device to
force the mortar through the wall in order to insure
complete filling of holes.
d. Patch all pour joints, voids, stone pockets, honeycombing
or other defective areas after carefully removing all
fins and other projections by rubbing with carborundum
bricks to a smooth even surface.
e. Chip away defective areas to a depth of not less than one
inch with edges perpendicular to the surfaces.
f. Where bonding agent is required, for patches greater than
1" deep, use Sika "Colma Fix" to bond patching mortar to
hardened concrete. Patching mortar shall be applied
immediately or while "Colma Fix" is still tacky.
• g. Mix patching mortar for deep fills of the same material
and proportions as used for the concrete, omitting coarse
aggregate. Blend white and standard Portland cement so
that, when dry, the patching mortar will match the color
of the surrounding concrete. Use only as much water as
required for handling and placing. For shallow fills
(not requiring "Colma Fix") mix patching mortar as above
and add "Sika Latex" admixture in accordance with
manufacturer's recommendation.
•
h. Thoroughly compact patching mortar in place and screed
off so that patch is slightly higher than the surrounding
surface; allow to set one to two hours and finish to
match adjoining surface. Keep patched areas continuously
wet for 72 hours.
i. After repair and patching of defective areas, give
exposed interior and exterior formed concrete surfaces a
grout finish, consisting of one part Portland Cement to
one part of fine aggregate passing a No. 30 mesh by
volume, mixed with only enough water to produce a consis-
tency of thick paint or thin putty, depending upon
whether a rough brush finish or smooth trowelled finish
is desired.
E. TESTS, GUARANTEES, ACCEPTANCE
1. MANUFACTURER'S CERTIFICATES
SECTION 03301
PROJECT NO.GF9150/SC11901
DATE:September 24, 1992
PAGE 21 OF 22
Submit manufacturer's certificates covering quality and
grading of aggregates, cement and admixtures before commencing
work.
2. CONCRETE CONTROL TESTS
a. Testing Laboratory: The contractor shall employ, at his
own expense, a testing laboratory accepted by the Owner
to perform material evaluation tests and to design
concrete mixes. The Owner will retain the services of a
separate testing laboratory and pay all costs to take
samples of the concrete as installed and make tests. The
contractor shall cooperate by furnishing materials for
testing and space for storage as necessary.
b. Compressive Strength Tests:
(1) Prepare samples and make tests according to ASTM C
172, C 31 and C 39. The number of tests to be made
shall satisfy all the requirements of the following
table:
Item Min.No. Min.No. of Specimens
of Tests* (at 7 days)(at 28 days)
Each Class of Concrete 5 6 9
Each 100 cu.yds. of concrete 2 3 3
Each day of concreting 2 3 3
Each 5000 sq.ft. of floor 2 3 3
* 3 specimens
for each test.
(2) Compressive strength tests will be considered
satisfactory if the average of any group of 5
consecutive compressive strength tests which may be
selected, is in each instance equal to or greater
than the 28-day design compressive strength of the
type of class of concrete; or if not more than one
compressive strength test in 10 have a value less
than 90% of the 28-day design compressive strength.
If the compressive strength tests fail to meet the
minimum requirements specified, the concrete
represented by such tests will be considered
deficient in strength and subject to additional
testing as hereinafter specified.
C. Slump Tests: Maintain a uniform consistency within
• limits shown in the following table unless otherwise
stated in this Division. Make slump tests per ASTM C
143. Make one test for each concrete load at point of
discharge and one for each set of compressive strength
test specimens.
•
0
L1
SECTION 03301
PROJECT NO.'GF9150/SC11901
DATE:September 24, 1992
PAGE 22 OF 22
Parts of Construction
Foundation wall and footings
Slabs, beam and reinforced walls
Building columns
Slump
Max. Min.
411 211
511 211
511 2 n
d. Air Entrainment Tests: Make at least two tests,
conforming to ASTM C 138 or ASTM C 173, at the place of
deposit, for each day's placing, and when a change in the
consistency of the concrete mix occurs the opinion of the
Owner.
e. Core Tests: Owner may require cores taken out of work as
built and tested per ASTM C 42 when cylinder tests
indicated strengths below those specified. Owner will
bear cost of coring and testing if the tests indicate
concrete is of specified strength. If the core tests
indicate strength of fifteen percent (15%) or more below
those specified, contractor shall bear cost of coring and
testing and of removing all unsatisfactory concrete from
the work and replacing it with sound concrete of the
specified strength.
3. CONCRETE TOPPING
Provide a guarantee that topping will adhere to slab, remain
hard and sound, and be free from defects or delamination for
a period of three (3) years after completion of work. Upon
notice, make promptly all repairs and/or replacements
necessary due to failure of the topping during this period
without additional cost to the Owner.
4. GENERAL
Owner will inspect all work in this Division. Any work which
does not conform to the specified requirements, including
strength, tolerances and finishes, shall be corrected as
directed by the Owner at the Contractor's expense. The
Contractor shall also be responsible for the cost of cor-
rections to any other work affected by or resulting from
corrections to the concrete work.
SECTION 15413
PROJECT NO. GF 9150/SC 11901
DATE: 09/14/92
PAGE 1 OF 7
DIVISION 15 - MECHANICAL
SECTION 15413
STORM SEWERAGE
RELATED DOCUMENTS
A. SCOPE OF WORK
The General Conditions with .Addenda, Supplementary General
Conditions, General Specification requirements, and Contract
Drawings are a part of this Section.
DESCRIPTION OF WORK
Furnish and install building storm drain piping for storm
drainage. The work includes, but is not necessarily limited
to, the following:
Storm drainage piping, inlets,.and manholes.
RELATED WORK SPECIFIED ELSEWHERE
Section 02205 - Excavation, Filling, and Grading.
Section 02222 - Excavating and Backfilling for Underground
Pipe.
B. CODES AND STANDARDS
INSTALLER QUALIFICATIONS
Minimum of two years experience.
STANDARDS
ASTM C76-85a - Reinforced Concrete Culvert, Storm Drain and
Sewer Pipe.
ASTM C443-85a - Joints for Circular Concrete Sewer
Culvert Pipe, Using Rubber Gaskets.
ASTM C478-85a - Specification
Concrete Manhole Sections.
Reinforced
ASTM C891-83 - Practice for Installation of Underground
Precast Concrete Utility Structures.
SECTION 15413
PROJECT NO. GF 9150/SC 11901
• DATE: 09/14/92
PAGE 2 OF 7
e. ASTM C923-84 - Specification for Resilient Connectors
Between Reinforced Concrete Manhole Structures and Pipes.
f. ASTM D2729-85 - Poly(inyl Chloride) (PVC) Sewer Pipe and
Fittings.
g. ASTM D4253-83 - Test Methods for Maximum Index Density of
Soils Using A Vibratory Table.
3. REGULATORY REQUIREMENTS
a. Plumbing Code Compliance - Comply with applicable portions
of local plumbing code pertaining to selection and
installation of storm sewerage system's materials and
products.
b. Environmental Compliance - Comply with applicable portions
of local environmental agency regulations pertaining to
storm sewerage systems.
C. MATERIALS
• 1. MATERIALS
Provide pipes of. one of the following materials, of weight/
class indicated. Provide pipe fittings and accessories of same
material and weight/class as pipes, with jointing method as
indicated.
a. Reinforced Concrete Pipe - ASTM C76, Class III; with Wall
Type B; mesh reinforcement; bell and spigot end joints,
unless otherwise indicated.
1) Reinforced Concrete Pipe Joint Device - ASTM C443,
rubber compression gasket joint.
b. Polyvinyl Chloride (PVC) Sewer Pipe - ASTM D3033, Type PSP,
SDR 35; or ASTM D3034, Type PSM, SDR 35.
1) Fittings -
a) PVC, ASTM D3033 or ASTM D3034, solvent cement
joints complying with ASTM D2855 using solvent
cement complying with ASTM D2564.
C. Storm Sewer Manholes -
• 1) Provide precast reinforced concrete storm sewer
manholes as indicated, complying with ASTM C478;
nominal shaft diameter of 48 inches.
C
SECTION 15413
PROJECT NO. GF 9150/SC 11901
DATE: 09/14/92
PAGE 3 OF 7
2) Top - Precast concrete, eccentric cone.
3) Base - Precast concrete, with base riser section and
separate base slab, or base riser section with integral
floor, as indicated.
4) Steps - Ductile -iron or aluminum, integrally cast into
manhole sidewalls.
5) Frame and Cover — Ductile -iron, 26" diameter cover,
heavy-duty, indented top design, with lettering cast
into top reading "Storm Sewer".
6) Pipe Connectors - Resilient, complying with ASTM C923.
d. Inlets -
1) General - Provide precast reinforced concrete catch
basins or cast in place as indicated.
2) Steps - Ductile -iron or aluminum, integrally cast into
catch basin sidewalls.
• 3) Frame and Grate - Ductile -iron, as indicated on the
drawings.
4) Pipe Connectors - Resilient, complying with ASTM C923.
e. Identification -
1) Underground -Type Plastic Line Marker - Manufacturer's
standard permanent, bright -colored, continuous -printed
plastic tape, metallic lined for plastic pipe, intended
for direct -burial service; not less than 6" wide x 4
mils thick. Provide green tape with black printing
reading "Caution - Sewer Line Buried Below".
2) Manufacturer's Qualifications - Subject to compliance
with requirements, acceptable manufacturers include:
a) Allen Systems Inc.
b) Emed Co., Inc.
c) Seton Name Plate Corp.
•
SECTION 15413
PROJECT NO. GF 9150/SC 11901
• DATE: 09/14/92
PAGE 4 OF 7
D. EXECUTION OF WORK
1. INSTALLATION
a. General - Install piping in accordance with governing
authorities having jurisdiction, except where more
stringent requirements are indicated, or specified, as
follows:
1) Cast -Iron Soil Pipe - Install in accordance with
applicable provisions of CISPI "Cast Iron Soil Pipe &
Fittings Handbook".
2) Plastic Pipe - Install in accordance with
manufacturer's installation recommendations, and in
accordance with ASTM D2321 and ASTM D2774.
3) Concrete Pipe - Install in accordance with applicable
provisions of ACPA "Concrete Pipe Installation Manual".
b. Inspect piping before installation to detect apparent
defects. Mark defective materials with white paint and
• promptly remove from site:
C. Prior to installation, clean interior of all pipelines to
remove dirt, chips, oil, rust and other foreign matter.
d. Lay piping beginning at low point of system, true to grades
and alignment indicated, with unbroken continuity of
invert.
1) Place bell ends or groove ends of piping facing
upstream.
2) Install gaskets in accordance with manufacturer's
recommendations for use of lubricants, cements, and
other special installation requirements.
e. Place pipe on minimum 4 inch deep bed of bedding material
specified.
f. Lay pipe to slope gradients noted on drawings.
g. Piping not installed at invert elevations indicated on the
Drawings, shall be removed and relaid at Contractor's
expense.
• h. Interior Inspection - Inspect piping to determine whether
line displacement or other damage has occurred.
SECTION 15413
PROJECT NO. GF 9150/SC 11901
• DATE: 09/14/92
PAGE 5 OF 7
1) Make inspections after lines between manholes, or
manhole locations, have been installed and
approximately 2' of backfill is in place, and again at
completion of project.
2) If inspection indicates poor alignment, debris,
displaced pipe, infiltration or other defects, correct
such defects, and reinspect.
2. CLEANING PIPING
a. Clear interior of piping of dirt and other superfluous
material as work progresses. Maintain swab or drag in line
and pull past each joint as it is completed.
b. In large, accessible piping, brushes and brooms may be used
for cleaning.
C. Place plugs in ends of uncompleted piping at end of day or
whenever work stops.
d. Flush lines between manholes if required to remove
• collected debris.
3. INSTALLATION OF IDENTIFICATION
a. During backfill ing/topsoiling of storm sewerage systems,
install continuous underground -type plastic line marker,
located directly over buried line at 6" to 8" below
finished grade.
4. INSTALLATION - INLETS AND MANHOLES
a. Form bottom of excavation clean and smooth to correct
elevation.
b. Place precast concrete sections as indicated. Install in
accordance with ASTM C891.
1) Provide rubber joint gasket complying with ASTM C443 at
joints of sections.
C. Establish elevations and pipe inverts for inlets and
outlets, as indicated on the Drawings.
d. Where manholes occur in pavements, set tops of frames and
covers flush with finish surface. Elsewhere, set tops 3"
• above finish surface, unless otherwise indicated.
SECTION 15413
PROJECT NO. GF 9150/SC 11901
• DATE: 09/14/92
PAGE 6 OF 7
E. TESTS, GUARANTEES, ACCEPTANCE
1. FIELD QUALITY CONTROL
a. All work shall be tested as required by ordinance and as
specified herein. Tests shall be witnessed by the Engineer
or other authorized representative of Kraft and, where
applicable, by State and municipal inspectors. Test
results shall be attested by witnesses.
b. Contractor shall be responsible for giving the Engineer
adequate notice in advance of making tests in order that
the tests may be witnessed. All final tests shall be made
in the presence of the Engineer and be subject to their
approval. Remedy defects disclosed by tests, immediately,
to assure system is in proper and satisfactory operating
condition.
C. During test periods, do not transfer test pressure to any
tank, shell or other equipment that may be connected to the
line under test.
d. All piping and connections of this project shall be tested
prior to placing of backfill or concealment. Leaks shall
be made tight by rebuilding the piping system. Each test
shall be continued or repeated until the lines under test
are proved tight, to the satisfaction of the appropriate
parties.
e. Sewerage systems shall be tested with water prior to
connection of any fixture. The system shall be tested by
filling with water to the top of a vertical section of pipe
not less than 10' high, temporarily connected to the
highest point of the system being tested. Water level
shall remain constant for at least 4 hours.
f. Where local code, weather or other conditions prohibit the
use of water for testing, air or inert gas may be used, at
the same internal pressures that would be obtained from a
10' head of water.
g. Compaction and Soil Tests -
1) The Engineer may arrange for and pay for a soil testing
laboratory to make soil density and moisture content
tests on backfilled and completed areas.
• 2) Field density tests to determine compaction of fill and
subgrades may be taken on areas and lifts as deemed
necessary by the Engineer.
SECTION 15413
PROJECT NO. GF 9150/SC 11901
• DATE: 09/14/92
PAGE 7 OF 7
3) Cost of removal, recompaction and subsequent density
tests of lifts or completed areas which do not meet
specification requirements shall be born by the
Contractor.
C:
•
GF USA BEVERAGES
WINCHESTER, VIRGINIA
BLOCKBUSTER EXPANSION
DRAINAGE COMPUTATIONS
FOR
STORM SEWER
.7
Sverdrup Corporation
801 N. llth Street
St. Louis, Missouri 63101
•
eENSE)
�i
�SSIONAL ENG\y,
I*(
0
SVERDRUP
Joe -KC, P. -11 ell) 6 -1
COMPUTATIONS FOR
SHEET NO. OF
DATE
a Y A CHKD
Co
'77
T
a-4- q-r
5"Y'
lz ov
I
4- Y-
4 u
I T
72 y
OD
1:
PA.
U ir
Y 1
Dy6t?-
3 --j
y-
78
qG
-
7I
I
P3001-SEWER DESIGN AND ANALYSIS
Run of MICRO P3001.EXE QA MICRO VS VAX
Last Modified: 1986 By: G. Washburn, ISC STL
Design Specification Reference:
MICRO RELEASE 1.0 14:47 SEP 23,f92
COMMENTS FROM INPUT CHECK
STORM
STRUCTURES
G
KGF
M
KGF
EP
KGF
FE
KGF
CRITERIA
ALL
KGF
PIPE/SIZES
12.
15. 18.
ROUTE
1
1
1
2
1
3
1
4
2
1
2
2
1
4
1
5
1
6
3
1
1
6
1
7
1
8
ADD/CFS
1-1
1.74
1-2
1.86
1-3
1.58
1-4
1.67
2-1
2.17
3-1
6.36
PIPE/HOLD
1-1
12.
1-2
12.
1-3
12.
1-4
21.
1-5
21.
1-6
24.
1-7
24.
271
12.
2-2
12.
UPR/EL/HOLD
1-1
687.00
1-2
686.79
1-3
685.77
SVERDRUP CORPORATION PG 1
JOB NO. 11901
PROBLEM NO. 11901SW1.DAT KGF
BEV. PLANT STORM SEWERS BY 6�
12.
99.
6.
0. 0.
20.
3. 1.
12.
99.
39.
0. 0.
20.
3. 1.
12.
99.
6.
0. 6.
20.
3. 1.
12.
99.
6.
0. 0.
20.
3. 1.
.013
0.5
0.
82. 25.
3.
20. 0.
21.
24.
30.
36.
42.
48. 54.
G
1 1
G
1 1
G
1 1
G
EP
M
G
M
M
M
M
M
M
60. 66. 72. 84. 96.
2 1-1 689.50 70.
3 1-2 689.50 74.
4 1-3 689.50 70.
689.75
1 2 2
1 1 4
1 1 5
1 1 6
1 1 6
1 1 7
1 1 8
2-1 694.00 35.
2-2 696.50 85.
1-4 689.75 90.
1-5 689.00 485.
687.50
3-1 685.90 130.
1-6 687.50 148.
1-7 685.50 80.
682.00
•
LWR/EL/HOLD
1-4 684.80
1-5 683.56
1-6 681.14
1-7 680.40
2-1 693.00
2-2 689.00
3-1 682.00
1-1 686.79
1-2 685.77
1-3 684.80
1-4 683.56
1-5 681.14
3-1 681.14
1-6 680.40
1-7 680.00
2-1 692.00
2-2 684.80
END
COMMENTS FROM DATA EDIT
OUTFALL AT 1 8
NO VITAL ERRORS
DESIGN COMMENTS
RUN 1-1 - SLOPE LESS THAN MIN DUE TO CONTROLS
RUN 2-1 - PART FULL FLOW, UPR CLEARANCE LESS THAN MIN DUE TO CONTROLS
RUN 3-1 - SLOPE LESS THAN MIN DUE TO CONTROLS
COMMENTS ON ANALYSIS FROM OUTLET OF SYSTEM
FINAL HEAD BELOW NORMAL DEPTH - USE NORMAL DEPTH
RUN NO. 1-7 - LESS THAN CRITICAL SLOPE, FREE OUTLET
E SURE FACTOR (CLEAR/VEL HD) LESS THAN INPUT VALUE, NO CORRECTION MADE
RUN
RUN
NO.
NO.
3-1
3-1
- JCT PR S
- LESS THAN MIN CLEARANCE, NO CORRECTION MADE
RUN
NO.
2-1
- LESS
THAN MIN CLEARANCE, NO CORRECTION MADE
RUN
NO.
2-1
- LESS
THAN MIN CLEARANCE WITH ENERGY GRAD, NO ADJUSTMENT MADE
RUN
Mn
1-2
-SLOPE
GREATER THAN CRITICAL, OUTLET SUBMERGED, FULL FLOW
RUN NO. 1-2 - JCT PRESSURE FACTOR (CLEAR/VEL HD) LESS THAN INPUT VALUE, NO CORRECTION MADE
RUN NO. 1-2 - LESS THAN MIN CLEARANCE, NO CORRECTION MADE
RUN NO. 1-1 -'JCT PRESSURE FACTOR (CLEAR/VEL HD) LESS THAN INPUT VALUE, NO CORRECTION MADE
RUN NO. 1-1 - LESS THAN MIN CLEARANCE, NO CORRECTION MADE
L PAGE 1
r***************** FIRST INLET ON A LINE ***************************************
ID LINE STR. TYPE DESCRIPTION TO LINE STR. TYPE RUN
0 •
1 1 G 1 2 G 1-1
CONTROLS- PIPE SIZE UPPER FL LOWER FL
12 HOLD 687.00HOLD 686.79HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
1 1 G 689.50 689.50 687.00 2.50 2.50
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 1.74 1.74 1.94
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
12 70.00 687.00 686.79 0.0030 0.013 0.5
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUB CRIT 2.2 0.53 FULL 0.55
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.08 0.002 0.00 0.00 0.04 0.17 0.00 689.36 0.14
*******************************************************************************
ID LINE STR. TYPE DESCRIPTION TU LINE bTX. TXeZ 1-fUB
1 2 G 1 3 G 1-2
CONTROLS- PIPE SIZE UPPER FL LOWER FL
12 HOLD 686.79HOLD 685.77HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
1 2 G 689.50 689.50 686.79 2.71 2.71
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.53 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 1.86 3.60 4.16
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
12 74.00 686.79 685.77 0.0138 0.013 0.5
w
0
•
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUPER C. 4.6 0.27 FULL 0.81
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ********
HEAD SLOPE HW CFL JCT FRIC JUMP
0.33 0.010 0.00 0.00 0.16 0.76 0.00
W. SUR.
ELEV.
689.15
CLEAR
0.35
PAGE 2
*******************************************************************************
ID LINE STR. TYPE DESCRIPTION TO LINE STR. TYPE RUN
1 3 G 1 4 G 1-3
CONTROLS- PIPE SIZE UPPER FL LOWER FL
12 HOLD 685.77HOLD 684.80HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
1 3 G 689.50 689.50 685.77 3.73 3.73
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.21 0.73 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 1.58 5.18 4.17
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
12 70.00 685.77 684.80 0.0139 0.013 0.5
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUB CRIT 6.6 0.18 FULL 0.91
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.68 0.021 0.00 0.00 0.34 1.49 0.00 688.23 1.27
****************** FIRST INLET ON A LINE ***************************************
ID LINE STR TYPE DESCRIPTION TO LINE STR. TYPE RUN
2 1 EP 2 2 M 2-1
CONTROLS- PIPE SIZE UPPER FL LOWER FL
12 HOLD 693.00HOLD 692.00HOLD
•
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
2 1 EP 694.00 694.50 693.00 1.50 1.50
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 2.17 2.17 5.99
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
12 35.00 693.00 692.00 0.0286 0.013
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUPER C. 7.0 0.08 0.42 0.62
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.77 0.004 '0.94 0.00 0.00 0.00 0.00 693.94 0.06
PAGE 3
*******************************************************************************
ID LINE STR. TYPE DESCRIPTION Tu 1 zrr� nvl.
2 2 M 1 4 G 2-2
CONTROLS- PIPE ,SIZE UPPER FL LOWER FL
12 HOLD 689.00HOLD 684.80HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
2 2 M 696.50 696.50 689.00 7.50 7.50
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.08 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 0.00 2.17 7.88
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
12 85.00 689.00 684.80 0.0494 0.013
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUPER C. 8.6 0.16 0.36 0.62
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ********
HEAD SLOPE HW CFL JCT FRIC JUMP
1.15 0.004 0.00 0.90 0.00 0.00 0.00
W. SUR. CLEAR
ELEV.
689.90 6.60
ID LINE STR. TYPE DESCRIPTION TO LINE STR. TYPE RUN
1 4 G 1 5 M 1-4
CONTROLS- PIPE SIZE UPPER FL LOWER FL
21 HOLD 684.80HOLD 683.56HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
1 4 G 689.75 689.75 684.80 4.95 4.95
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.18 0.91 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 1.67 9.02 18.55
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
21 90400 684.80 683.56 0.0138 0.013
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUPER C. 7.7 0.20 0.86 1.11
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.92 0.003 0.00 1.60 0.00 0.00 0.00 686.40 3.35
PAGE 4
ID LINE STR. TYPE DESCRIPTION TO LINE STR. TYPE RUN
1 5 M 1 6 M 1-5
CONTROLS- PIPE SIZE UPPER FL LOWER FL
21 HOLD 683.56HOLD 681.14HOLD
STRUCTURE- TOP STR,EL TOP D EL INVERT EL DEPTH D D+TRAP
1 5 M 689.00 689.00 683.56 5.44 5.44
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
• i •
PERV IMP INC TOTAL C
0.00 0.00 0.00 0.00 0.00
INC TOTAL
0.00 0.00
INC TOTAL INT
0.20 1.10 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 0.00 9.02 11.16
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
21 485.00 683.56 681.14 0.0050 0.013 0.5
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUB CRIT 3.8 2.16 FULL 1.11
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.22 0.003 0.00 0.00 0.11 1.58 0.00 685.12 3.88
***************** FIRST INLET ON A LINE ***************************************
ID LINE STR. TYPE DESCRIPTION TO LINE STR. TYPE RUN
3 1 M 1 6 M 3-1
CONTROLS- PIPE SIZE UPPER FL LOWER FL
NONE 682.00HOLD 681.14HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
3 1 M 685.90 685.90 682.00 3.90 3.90
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 6.36 6.36 5.23
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
15 130.00 682.00 681.14 0.0066 0.013 0.5
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUB CRIT 5.2 0.42 FULL 1.01
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.42 0.010 0.00 0.00 0.21 1.27 0.00 684.91 0.99
L PAGE 5
•
ID LINE STR. TYPE DESCRIPTION Tu D"li[. tirL "WLI
1 6 M 1 7 M 1-6
-_ONTROLS- PIPE SIZE UPPER FL LOWER FL
24 HOLD 681.14HOLD 680.40HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
1 6 M 687.50 687.50 681.14 6.36 6.36
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.16 3.26 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
-1.00 0.00 0.00 15.38 15.96
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
24 148.00 681.14 680.40 0.0050 0.013 0.5
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUB CRIT 4.9 0.50 FULL 1.41
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.37 0.005 0.00 0.00 0.19 0.69 0.00 683.43 4.07
*******************************************************************************
ID LINE STR. TYPE DESCRIPTION TO LINE STR. TYPE RUN
1 7 M 1 8 M 1-7
CONTROLS- PIPE SIZE UPPER FL LOWER FL
24 HOLD _680.40HOLD 680.00HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
1 7 M 685.50 685.50 680.40 5.10 5.10
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 3.76 0.00
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
1.00 0.00 0.00 15.38 15.96
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N JCT PRES FACT
24 80.00 680.40 680.00 0.0050 0.013
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
SUB CRIT 5.8 0.27 1.57 1.41
ANALYSIS VELOCITY FRICTION ******** HEAD LOSS ******** W. SUR. CLEAR
HEAD SLOPE HW CFL JCT FRIC JUMP ELEV.
0.52 0.005 0.00 0.00 0.00 0.00 0.00 682.56 2.94
PAGE 6
*******************************************************************************
ID LINE STR. TYPE DESCRIPTION TO LINE STR. TYPE RUN
1 8 M
CONTROLS- PIPE SIZE UPPER FL LOWER FL
680.00HOLD
STRUCTURE- TOP STR EL TOP D EL INVERT EL DEPTH D D+TRAP
1 8 M 682.00 682.00 680.00 2.00 2.00
DRAINAGE- ******* AREA -ACRES ******** AVG *** AXC *** *** TIME *** RAIN
PERV IMP INC TOTAL C INC TOTAL INC TOTAL INT
DISCHARGE- INT MULT FACT COMPUTED Q + ADD Q TOTAL Q Q FULL
PIPE- SIZE LENGTH UPPER FL LOWER FL SLOPE N
FLOW- SLOPE VEL FL TIME FL DEPTH CRIT DEPTH
JCT PRES FACT
ANALYSIS VELOCITY FRICTION
******** HEAD LOSS ********
W. SUR.
CLEAR
HEAD SLOPE
HW CFL JCT FRIC JUMP
ELEV.
681.57
2.94
HYDRAULIC SCAN SHEET
RUN **** FROM **** *****
TO ***** UPPER FL LOWER FL
SLOPE PIPE
FL DEPTH CLEAR VEL Q
1-1 1 1 G 1
2 G 687.00H 686.79H
0.0030 12H
FULL 0.14 2.22 1.74
•
1-2
1
2
G
1 3
1-3
1
3
G
1 4
2-1
2
1
EP
2 2
2-2
2
2
M
1 4
1-4
1
4
G
1 5
1-5
1
5
M
1 6
3-1
3
1
M
1 6
1-6
1
6
M
1 7
1-7
1
7
M
1 8
•
G
686.79H
685.77H
0.0138
G
685.77H
684.80H
0.0139
M
693.00H
692.00H
0.0286
G
689.00H
684.80H
0.0494
M
684.80H
683.56H
0.0138
M
683.56H
681.14H
0.0050
M
682.00H
681.14H
0.0066
M
681.14H
680.40H
0.0050
M
680.40H
680.00H
0.0050
12H
12H
12H
12H
21H
21H
15
24H
24H
FULL
0.35
FULL
1.27
0.42
0.06
0.36
6.60
0.86
3.35
FULL
3.88
FULL
0.99
FULL
4.07
1.57
2.94
4.58
3.60
6.60
5.18
7.05
2.17
8.61
2.17
7.68
9.02
3.75
9.02
5.18
6.36
4.90
15.38
5.80
15.38
END OF JOB
EXPANSION Y-O
SOIL" D STURBANCE LINE-1 1 ,, 14
LJ
Lj
Xcl,1� A 280.33' '
\�Vl i WALL 1 C
SPILL PAD 8 1 C MANHOLE m
�� :; ; ,' �;•, �'� x�h '�' �� I 14x30 DUMPSTER PAD
_ TOP 687.50 I 12 "RCI?,STUB � s , � �
_ I 1 SEE DETA IL DWG. C-8 1
INV-68 .50 I ,
' --- - --= ----- 00 O 1
_ __ ____ O' I I COL. LINE o `?
I, 1 r,,; --- i - -T l -- _ �� I I i �,0 1
% 1 , o - ,
/y l 1 �.5 z
L I
`ram '• '' 1 _____ ____,_` 1 I 11 I 1
off: I
•� - - -
---------- • �, 1 ; Top (0 90 ��
' 1 ' I '----' ' 1 1 -- - --
/- c, 1 '�' ',------- CURB G.,
_• 1 '� L '
6 for
-- O O
- rr,ir ♦♦♦� r� , / �� - N 1 ; 1 -------- I p ♦♦__-____--___•_
6gA 90'-30" RCP -- '
---r SET BAC- L I Es I -- ' I I CLASS
ROOF DRAIN
-y , ' 1 1 .`
---- -r' - - ,'� �T �- -I -----_-- R00 DRAIN ----- --- -- - _ __-___- --- ------------- -,- - - - - - - -- -
' - FL 678.50
78.00 -- -
'------------ra'�rzo'xrs
--------
�1.- I R I PRAP _-- _ _
_ __ _ _ -- ----------------_---
In • ' ' 211� i-__-___=====r=====______ -____- _______________ = I,r� ---___ -_- _ --_- -- _-_ 5'x10'xl8" CLA I
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