HomeMy WebLinkAbout109445 CONNELL RESOURCES INC - CONTRACT - PURCHASE ORDER - 9120343CONTRACT DOCUMENTS FOR THE
Utilities Improvements for
the BRT
City of
Fort Collins
utility
Services
January 2012
Fort Collins
11"'� utiory
Services
Stantec
Connell Resources, Inc. Fort Collins Utilities Stantec Consulting Services, Inc.
7785 Highland Meadows Parkway 700 Wood Street 2950 East Harmony Road
Fort Collins CO 80528 Fort Collins CO 80521 Fort Collins CO 80525
• IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts, each one of which shall
be deemed an original, this 17th day of January 2012.
IN PRE NCE r'
(Corporate Seal)
IN PRESENCE OF:
IN PRESEN OF:
Witness
(Surety Seal)
9
ncip 1 Connell Resources, Inc.
Title 7785Highland Meadows Parkway, Suite 100
Fort Collins, CO 80528
Address
Other Partners
Surety Travelers Casualty and Surety
Compa of Amen"
By: ,-
Attomey-in-Fact[Darlene ings
By: One Tower Square, Hartford, CT 06183
Address
NOTE: Date of Bond must not be prior to date of Agreement. If CONTRACTOR is Partnership, all
partners should execute Bond.
. Utilities BRT
January 201012
11 61%1
Performance Bond
•
B. Excavation
1. Unclassified: All excess suitable material excavated from the project site
and not used for embankment shall be removed from the project site and
become the property of the CONTRACTOR. Where material encountered
within the limit of the work is considered unsuitable for embankment (fills) on
any portion of this project work, such material shall be excavated as directed
by the ENGINEER and replaced with suitable fill material. All unsuitable
excavated material from excavation consisting of any type of debris (surface
or buried), excavated rock, bedrock or rocks larger than 6 inches in diameter
and boulders shall be hauled from the project site and disposed of. Debris is
defined as "anything that is not earth which exists at the job site".
2. Muck: Where excavation to the finished grade section results in a subgrade
or slopes of unsuitable soil, the ENGINEER may require the CONTRACTOR
to remove the unsuitable materials and backfill to the finished graded section
with approved material. Disposal of the material shall be at the
CONTRACTOR's expense.
Good surface drainage shall be provided around all permanent cuts to direct
surface runoff away from the cut face.
3. Rock: Unless otherwise specified, rock shall be excavated to a minimum
depth of 0.5 feet below subgrade within the limits of the pipe installation, and
the excavation shall be backfilled with material shown on the Drawings or as
designated by the ENGINEER. Disposal of material and replacement with
suitable approved material shall be at the CONTRACTOR's expense.
C. Embankment Construction: Embankment construction shall consist of constructing
all fill areas, including preparation of the areas upon which they are to be placed, and
the placing and compacting of embankment material in holes, pits and other
depressions within the project area. Only approved materials shall be used in the
construction of embankments and backfills.
Utilities BRT
January 2012
Approved materials shall consist of clean on -site cohesive soils or approved
imported soils. On -site cohesive soils are suitable for use as compacted fill provided
the following recommendations are met:
Excavation and Embankment will only be paid when a significant change in grade is
required, as determined by the ENGINEER. Minor cuts and fills will be considered
incidental to the work, and will not be paid for separately under this section.
Percent Finer by Weight
Gradation (ASTM C136)
'/2-Inch 100
3/8-Inch 70 — 100
No. 4 Sieve 50 — 100
No. 200 Sieve 60 (min)
02315-3
Excavation and Embankment
• Liquid Limit 35 (max)
. • Plasticity Index 20 (max)
• In -Situ Coefficient of Permeability 1x10-6 cm/sec
On -site cohesive soils or imported soils should be placed and compacted in
horizontal lifts, using equipment and procedures that will produce recommended
moisture contents and densities throughout the lift and embankment height. On -site
or imported cohesive soils should be compacted within a moisture content range of
2% below, to 2% above optimum moisture content and compacted to 95% of the
Maximum Standard Proctor Density (ASTM D698).
When embankment is to be placed and compacted on hillsides, or when new
embankment is to be compacted against existing embankments, or when
embankment is built 1/2 width at a time, the slopes that are steeper than 4:1 when
measured longitudinally or at right angles to the adjacent ground shall be
continuously benched over those areas where it is required as the work is brought up
in layers. Benching shall be well keyed and where practical a minimum of 8 feet.
Each horizontal cut shall begin at the intersection of the original ground and the
vertical sides of the previous cuts. Material thus cut out shall be recompacted along
with the new embankment material at the CONTRACTOR's expense.
The ground surface underlying all fills shall be carefully prepared by removing all
organic matter, scarification to a depth of 8 inches and recompacting to 95% of the
Maximum Standard Proctor Density (ASTM D698) at optimum moisture content + or
- 2% prior to fill placement.
• Embankment material shall be placed in horizontal layers not exceeding 8 inches
(loose measurement) and shall be compacted to 95% of the Maximum Standard
Proctor Density (ASTM D698) at optimum moisture content + or - 2%. Effective
spreading equipment shall be used on each lift to obtain uniform thickness prior to
compacting. As the compaction of each layer progresses, continuous leveling and
manipulating will be required to assure uniform density.
For embankments which serve as berms, the downstream portion shall be "keyed"
into the subsurface soils a minimum of 3 feet to enhance the stability of the slope.
Materials which are removed from excavations beneath the water table may be over
the optimum moisture content and will require that they be dried out prior to reusing
them.
Cross hauling or other action as appropriate will be ordered when necessary to
insure that the best available material is placed in critical areas of embankments,
including the top 2 feet of all embankments. No additional payment will be made for
cross hauling ordered by the ENGINEER.
Frozen materials shall not be used in construction of embankments.
During the construction of the channels, the channel bottom shall be maintained in
such condition that it will be well drained at all times.
Utilities BRT Excavation and Embankment
January 2012 02315-4
Excavation or Embankment (Fill), and Structural Backfill work either completed or in
• a stage of completion that is either eroded or washed away or becomes unstable due
to either rains, snow, snow melt, channel flows or lack of proper water control shall
be either removed and replaced, recompacted or reshaped as directed by the
ENGINEER and in accordance with the Drawings and Specifications at the
CONTRACTOR's sole expense. Removed unsuitable materials shall be hauled
away and disposed of at the CONTRACTOR's expense. Placing of replacement
materials for removed unsuitable materials shall be purchased, placed and
compacted at the CONTRACTOR' expense.
D. Proof rolling with a heavy rubber tired roller will be required, if designated on the
Drawings or when ordered by the ENGINEER. Proof rolling shall be done after
specified compaction has been obtained. Areas found to be weak and those areas
which failed shall be ripped, scarified, wetted if necessary, and recompacted to the
requirements for density and moisture at the CONTRACTOR's expense.
Proof rolling shall be done with equipment and in a manner acceptable to the
ENGINEER. Proof rolling as shown on the Drawings or as ordered by the
ENGINEER shall not be measured and paid for separately, but shall be included in
the unit prices bid for the work.
3.02 EXCAVATION AND BACKFILL FOR STRUCTURES
A. Poor foundation material for any of the work shall be removed, by the
CONTRACTOR, as directed by the ENGINEER.
The CONTRACTOR is cautioned that construction equipment may cause the natural
soils to pump or deform while performing excavation work inside and on footings,
structural floor slabs, or other structure foundation areas.
Foundation materials which are: a) saturated by either surface or subsurface flows
due to the lack of adequate water control or dewatering work by the CONTRACTOR;
b) frozen for any reason; or, c) that are disturbed by the CONTRACTOR's work or
caused to become unacceptable for foundation material purposes by means of the
CONTRACTOR's equipment, manpower, or methods of work shall be removed and
replaced by the CONTRACTOR at his expense.
Dewatering should not be conducted by pumping from inside footing, structural floor
slab, or other structure foundation limits. This may decrease the supporting capacity
of the soils.
Care should be taken when excavating the foundations to avoid disturbing the
supporting materials. Excavation by either hand or careful backhoe soil removal,
may be required in excavating the last few inches of material to obtain the subgrade
of any item of the concrete work.
Any over -excavated subgrades that are due to the CONTRACTOR's actions, shall
be brought back to subgrade elevations by the CONTRACTOR and at his expense in
the following manner:
Utilities BRT Excavation and Embankment
January 2012 02315-5
Utilities BRT
January 2012
1. For over -excavations of 2 inches or less, either: Backfill and compact with an
approved granular materials; backfill with 1/2 inch crushed rock; or fill with
concrete at the time of the appurtenant structure concrete pour.
2. For over -excavations greater than 2 inches, backfill and compact with an
approved granular material.
All granular footings, structural floor slabs, or other structure areas shall be
compacted with a vibratory plate compactor prior to placement of concrete,
reinforcing, or bedding materials.
Backfill, and fill within 2 feet of and adjacent to all structures and for full height of the
walls, shall be selected non -swelling material. It shall be granular, well graded, and
free from stones larger than 3 inches. Material may be job excavated, but selectivity
will be required as determined by the ENGINEER. Refer to the Drawings for job
specific requirements. Stockpiled material, other than topsoil from the excavation
shall be used for backfilling unless an impervious structural backfill is specified. The
backfill material shall consist of either clean on -site granular materials free of stones
larger than 3 inches in diameter with no more than 20% passing the No. 200 sieve,
or equivalent imported materials. All backfill around the structures shall be
consolidated by mechanical tamping. The material shall be placed in 8-inch loose
lifts within a range of 2% above to 2% below the optimum moisture content and
compacted to 95% of Maximum Standard Proctor Density (ASTM D698) for cohesive
soils, or to 70% relative density for pervious material as determined by the relative
density of cohesionless soils test, ASTM D4253.
When specified on the Drawings or as required by the ENGINEER, Class I structural
backfill shall meet the following gradation requirements:
% by Weight Passing
Sieve Size Square Mesh Sieves
2-Inch
100
No. 4
30 - 100
No. 50
10 — 60
No. 200
5 — 20
In addition, this material shall have a liquid limit not exceeding 35 and a plasticity
index of not over 6.
Impervious structural backfill, where shown or specified, shall consist of material
having 100% finer than 2 inches in diameter and a minimum of 30% passing a No.
200 U.S. Standard Sieve. The material shall be placed in 6-inch loose lifts within a
range of 2% above to 2% below the optimum moisture content and compacted to
95% of Maximum Standard Proctor Density for cohesive soils as determined by
ASTM D698.
END OF SECTION
02315-6
Excavation and Embankment
SECTION 02321
• CONTROLLED LOW STRENGTH MATERIAL BACKFILL
(FLO-FILL)
PART1 GENERAL
1.01 SECTION INCLUDES
A. The CONTRACTOR shall furnish and place controlled low strength material (CLSM)
backfill where shown in the Drawings.
1.02 RELATED WORK
A. Section 02240 - Water Control and Dewatering
B. Section 02225 - Trenching, Bedding and Backfill
1.03 REFERENCES
A. ASTM C 33 - Concrete Aggregates
B. ASTM C 94 - Specification for Ready -Mixed Concrete
C. ASTM C 143 - Test Method for Slump of Hydraulic Cement Concrete
• D. ASTM C 150 - Portland Cement
E. ASTM C 494 - Chemical Admixtures for Concrete
F. ASTM C 618 - Fly Ash in Portland Cement Concrete
G. ASTM D 4832 - Standard Test Method for Preparation and Testing of Soil -Cement
Slurry Test Cylinders
H. ASTM PS 28 - Provisional Standard Test Method for Flow Consistency of Controlled
Low Strength Material
I. ASTM PS 29 - Provisional Standard Test Method for Unit Weight, Yield and Air
Content (Gravimetric) of Controlled Low Strength Material
J. ASTM PS 30 - Provisional Standard Practice for Sampling Freshly Mixed Controlled
Low Strength Material
K. ASTM PS 31 - Provisional Standard Test Method for Ball Drop on Controlled Low
Strength Material to Determine Suitability for Load Application
1.04 SUBMITTALS:
A. A minimum of two days prior to starting CLSM work, CLSM mix design shall be
• submitted for review and approval. No changes shall be made in the amounts or
Utilities BRT Controlled Low Strength Material Backfill
January 2012 02321-1
sources of the approved mix ingredients without the approval of the ENGINEER.
• Product inspection and field testing of the approved mix may be made by, or on -
behalf of, the OWNER.
PART2 PRODUCTS
2.01 MATERIALS
2.02 General: The CLSM shall consist of a mixture of sand, coarse aggregate, cement and
water. Fly ash and approved admixtures may be used to obtain the required properties of
the mix. The mix shall have good workability and flowability with self -compacting and self -
leveling characteristics. Proportions of the mix shall be as given in the following table:
CLSM Mix Proportions
Component
Amount
Cement
42 Ibs
Fine Aggregate
1,845lbs
Coarse Aggregate
1,700 Ibs
Water
235 Ibs
B. Cement: All cement used shall be Type II Portland cement, which shall conform to
the requirements of ASTM C 150.
C. Fly Ash: Fly ash may be either Class C or Class F. The fly ash shall conform to
ASTM C 618.
0 D. Aggregates:
1. Fine Aggregate: All fine aggregate shall conform to the grading and quality
requirements of ASTM C 33.
2. Coarse Aggregate: Coarse aggregate shall conform to the grading and
quality requirements of ASTM C 33 for size No. 57 or No. 67.
E. Water: The batch mixing water and mixer washout water shall conform to the
requirements of ASTM C 94. The Water:Cement ratio shall be 5.6:1.
F. Admixtures: Chemical admixtures that do not contain calcium chloride and conform
to ASTM C 494 for concrete may be used in the CLSM mix. All chemical admixtures
shall be compatible with the cement and all other admixtures in the batch.
G. CLSM Properties:
1. Strength: CLSM shall have a maximum 28 day compressive strength of 60
psi when molded and cured as in conformance with ASTM D 4832.
2. Air -Entrainment: All CLSM shall be air entrained to a total air content of 4 — 8
3. Slump: The minimum slump shall be seven inches and the maximum slump
shall be nine inches as when tested in accordance with ASTM PS 28.
Utilities BRT Controlled Low Strength Material Backfill
January 2012 02321-2
4. Aggregate: Fine aggregate shall be between 50% and 60% by volume of the
. total aggregates in the CLSM mix.
5. Consistency: The consistency of the CLSM slurry shall be such that the
material flows easily into all openings and the area to be filled. When
trenches are on a steep slope, a stiffer mix of slurry may be required to
prevent CSLM from flowing down the trench. When a stiffer mix is used,
vibration shall be performed to ensure that the CLSM slurry completely fills all
spaces between the pipe and the lower portion of the trench.
0
PART 3 EXECUTION
3.01 PLACEMENT
A. CLSM shall be used as an alternative to backfill, as directed by the ENGINEER, but
may not be used as a substitute for bedding material.
Rodding, mechanical vibration and compaction of CLSM shall be performed to assist
in consolidating the CLSM.
CLSM shall be placed as closely behind pipe laying operations as possible.
When required to prevent uplift, the CLSM shall be placed in two stages as required,
allowing sufficient time for the initial set of the first stage before the remainder is
placed. CLSM shall be deposited as nearly as practical in its final position and in no
way disturb the pipe trench or cause foreign material to become mixed with the
CLSM.
Soil backfill shall not be placed until the CLSM has reached the initial set. If backfill
is not to be placed over the CLSM within 8 hours, a 6-inch cover of moist earth shall
be placed over the CLSM surface.
If the air temperature is 500 F or less, the moist earth cover should be at least 18-
inches thick. CLSM shall not be placed when the air temperature is below 400 F
unless the air temperature is 35' F or more and the temperature is rising.
CLSM shall not be placed, if, in the judgment of the ENGINEER, weather conditions
are unsuitable.
CLSM shall not be placed when the trench bottom or walls are frozen or contain
frozen materials.
END OF SECTION
Utilities BRT Controlled Low Strength Material Backfill
January 2012 02321-3
•
•
•
SECTION 02375
RIPRAP, BEDDING, AND FEATURE BOULDERS
PART1 GENERAL
1.01 SECTION INCLUDES
A. The work of this section shall include excavation, grading and installation of all
riprap, bedding, and boulders placed at the locations shown on the Drawings. The
materials to be used for the construction of such structures shall be as specified
herein.
1.02 RELATED SECTIONS
A. Section 02240 — Water Control and Dewatering
B. Section 02315 — Excavation and Embankment
C. Section 02225 - Trenching, Bedding and Backfill
1.03 SUBMITTALS
A. The CONTRACTOR shall cooperate with the ENGINEER in obtaining and providing
samples of all specified materials. The CONTRACTOR shall submit certified
laboratory test certificates for all items required in this section.
PART2 PRODUCTS
2.01 MATERIALS
A. Riprap used shall be the type designated on the Drawings and shall conform to the
following:
Riprap Designation
% Smaller Than
Intermediate Rock
d50
Given Size By Weight
Dimension (Inches)
(Inches)
Type VL
70 - 100
12
6
50- 70
9
35 - 50
6
2- 10
2
Type L
70 - 100
15
9
50- 70
12
35 - 50
9
2- 10
3
Type M
70 - 100
21
12
50- 70
18
35 - 50
12
2- 10
4
Utilities BRT
January 2012
02375-1
Riprap, Bedding, and Features Boulders
Type H 70 - 100
30 18
50- 70
24
35 - 50
18
2- 10
6
Type VH 70 - 100
42 24
50- 70
33
35 - 50
24
2- 10
9
* d50 = Mean Particle Size
1. The riprap designation and total thickness of riprap shall be as shown on the
Drawings. The maximum stone size shall not be larger than the thickness of
the riprap.
2. The specific gravity of the riprap shall be 2.5 or greater.
3. Neither width nor thickness of a single stone of riprap shall be less than 1/3 of
its length.
4. Broken concrete or asphalt pavement shall not be acceptable for use in the
work. Rounded riprap (river rock) is not acceptable unless specifically
designated on the Drawings.
5. The color of the riprap shall be gray with gray/blue hues and approved by the
• ENGINEER prior to delivery to the project site. Color shall be consistent on
the entire project and shall match the color of rock to be used for all other
portions of the work.
6. Minimum density for acceptable riprap shall be 165 pounds per cubic foot.
The specific gravity shall be according to the bulk -saturated, surface -dry
basis, AASHTO T85.
7. The riprap shall have a percentage loss of not more than 40 percent after 500
revolutions when tested in the Los Angeles machine in accordance with
AASHTO Test T96.
8. The riprap shall have a percentage loss of not more than 10 percent after 5
cycles when tested in accordance with AASHTO Test T104 for ledge rock
using sodium sulfate.
9. The riprap shall have a percentage loss of not more than 10 percent after 12
cycles of freezing and thawing when tested in accordance with AASHTO Test
T103 for ledge rock, procedure A.
10. Rock shall be free of calcite intrusions.
11. Each load of riprap shall be reasonably well graded from the smallest to the
largest size specified. Stones smaller than the 2-10 percent size will not be
permitted in an amount exceeding 10 percent by weight of each load.
Utilities BRT Riprap, Bedding, and Features Boulders
January 2012 02375-2
Control of gradation will be by visual inspection. However in the event the
• ENGINEER determines the riprap to be unacceptable, the ENGINEER will pick 2
random truck loads to be dumped and checked for gradation. Mechanical equipment
and labor needed to assist in checking gradation shall be provided by the
CONTRACTOR at no additional cost.
B. Bedding:
Gradation for Granular Bedding
U.S. Standard Percent by Weight
Passing
Sieve Size Type I
3 Inch
1 '/z Inch
% Inch
3/8 Inch
No. 4
No. 16
No. 50
No. 100
No. 200
100
95 - 100
45 - 80
10 - 30
2- 10
0- 2
Square Mesh Sieves
Type II
90 -100
20 - 90
0- 20
0- 3
Granular bedding designation and total thickness of bedding shall be as shown on
the Drawings. Granular bedding shall meet the same requirements for specific
gravity, absorption, abrasion, sodium sulfate soundness, and freeze -thaw durability
as required for riprap and specified above.
C. Geotextile Fabric:
Where soil conditions dictate, geotextile fabric shall be placed directly on excavated
slopes, channel beds, etc. prior to the placement of any riprap bedding or riprap.
The extent and location of geotextile placement will be shown on the Drawings.
Geotextile fabric shall be Trevira S1135 or approved equal under all rock drop
structures and Trevira S1120 or approved equal under all riprap.
D. Feature Boulders:
Feature boulders shall meet the same material requirements as riprap unless
designated otherwise on the drawings. The shape of the boulders shall be as
designated on the Drawings. Feature Boulders shall have a minimum dimension of 4
feet, or as shown on the Drawings.
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. Channel slopes, bottoms, or other areas that are to be protected with riprap shall be
• free of brush, trees, stumps, and other objectionable material and be graded to a
Utilities BRT
January 2012
Riprap, Bedding, and Features Boulders
02375-3
• SECTION 00615
PAYMENT BOND
Bond No. 105695865
KNOW ALL MEN BY THESE PRESENTS: that
(Firm) Connell Resources. Inc.
(Address) 7785 Highland Meadows Pkwv, St 100, Fort Collins. CO 80528
(an Individual), (a Partnership), (a Corporation), hereinafter referred to as the "Principal' and
(Firm) Travelers Casualty and Surety Company of America
(Address) One Tower Square, Hartford. CT 06183
hereinafter referred to as "the Surety", are held and firmly bound unto the City of Fort Collins, 300
Laporte Ave.. Fort Collins. Colorado 80522 a (Municipal Corporation) hereinafter referred to as "the
OWNER", in the penal sum of Forty Thousand Nine Hundred Dollars and Zero Cents, ($40,900.00). in
lawful money of the United States, for the payment of which sum well and truly to be made, we bind
ourselves, successors and assigns, jointly and severally, firmly by these presents.
THE CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a certain
Agreement with the OWNER, dated January 12, 2012, a copy of which is hereto attached and made a
• part hereof for the performance of The City of Fort Collins project, Utilities BRT Phase 2.
NOW, THEREFORE, if the Principal shall make payment to all persons, firms, subcontractors, and
corporations furnishing materials for or performing labor in the prosecution of the Work provided for in
such Agreement and any authorized extension or modification thereof, including all amounts due for
materials, lubricants, repairs on machinery, equipment and tools, consumed, rented or used in
connection with the construction of such Work, and all Insurance premiums on said Work, and for all
labor, performed in such Work whether by subcontractor or otherwise, then this obligation shall be void;
otherwise to remain in full force and effect.
PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees that no
change, extension of time, alteraticn or addition to the terms of the Agreement or to the Work to be
performed thereunder or the Specifications accompanying the same shall in any way affect its
obligation on this bond; and it does hereby waive notice of any such change, extension of time,
alteration or addition to the terms of the Agreement or to the Work or to the Specifications.
PROVIDED, FURTHER, that no final settlement between the OWNER and the CONTRACTOR shall
abridge the right of any beneficiary hereunder, whose claim may be unsatisfied.
PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in the State
of Colorado and be acceptable to the OWNER.
IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts, each one of which shall
be deemed an original, this 17th day of January , 2012.
• Utilities BRT Performance Bond
January 2012
00615-1
smooth compacted surface. The CONTRACTOR shall excavate areas to receive
• riprap to the subgrade for granular bedding. The subgrade for bedding materials
shall be stable. If unsuitable materials are encountered, they shall be removed and
replaced as Muck Excavation in accordance with Section 02315 of the
Specifications. Unsuitable materials shall be disposed of from the site by the
CONTRACTOR at his expense. After an acceptable subgrade for granular bedding
material is established, the bedding shall be immediately placed and leveled to the
subgrade elevation. Immediately following this, the riprap shall be placed. If bedding
material is disturbed for any reason, it shall be replaced and graded at the
CONTRACTOR's expense. In -place bedding materials shall not be contaminated
with soils, debris or vegetation before the riprap is placed. If contaminated, the
bedding material shall be removed and replaced at the CONTRACTOR's expense.
3.02 PLACEMENT
A. Following acceptable placement of geotextile fabric, granular bedding, riprap
placement shall commence as follows:
Machine Placed Riprap: Riprap shall be placed on the prepared slope or
channel bottom areas in a manner which will produce a reasonably well -
graded mass of stone with the minimum practicable percentage of voids.
Riprap shall be machine placed, unless otherwise stipulated in the Drawings
or Specifications.
When riprap is placed on slopes, placement shall commence at the bottom of
the slopes working up the slope. Place the riprap in a stepped fashion with
• the bottom of the uphill riprap below the top of the downhill riprap by half of
the height of the riprap minimum.
The entire mass of riprap shall be placed on either channel slopes or bottoms
so as to be in conformance with the required gradation mixtures and to lines,
grades, and thickness shown on the Drawings. Riprap shall be placed to its
full course thickness at one operation and in such a manner as to avoid
displacing the underlying bedding material. Placing of riprap in layers, or by
dumping into chutes, or by similar methods shall not be permitted.
All material going into riprap protection for channel slopes or bottoms shall be
so placed and distributed that there will be no large accumulations of either
the larger or smaller sizes of stone. Some hand placement may be required
to achieve this distribution.
It is the intent of these Specifications to produce a fairly compact riprap
protection in which all sizes of material are placed in their proper proportions.
Unless otherwise authorized by the ENGINEER, the riprap protection shall be
placed in conjunction with the construction of embankments or channel
bottoms with only sufficient delay in construction of the riprap protection, as
may be necessary, to allow for proper construction of the portion of the
embankment and channel bottom which is to be protected. The
CONTRACTOR shall maintain the riprap protection until accepted. Any
material displaced for any reason shall be replaced to the lines and grades
0 shown on the Drawings at no additional cost to the OWNER. If the bedding
Utilities BRT Riprap, Bedding, and Features Boulders
January 2012 02375-4
0
materials are removed or disturbed, such material shall be replaced prior to
replacing the displaced riprap.
2. Hand Placed Riprap: Hand placed riprap shall be performed during machine
placement of riprap and shall conform to all the requirements of Section
02375 PART 2 above. Hand placed riprap shall also be required when the
depth of riprap is less than 2 times the nominal stone size, or when required
by the Drawings or Specifications.
After the riprap has been placed, hand placing or rearranging of individual
stones by mechanical equipment shall be required to the extent necessary to
secure a flat uniform surface and the specified depth of riprap, to the lines
and grades as shown on the Drawings.
3. Soil Replacement In and Over Riprap: Where riprap is designated to be
buried, place onsite excavated material that is free from trash and organic
matter in riprap voids by washing and rodding. Prevent excessive washing of
material into stream. When voids are filled and the surface accepted by the
ENGINEER, place a nominal 6 inches of soil over the area, or as designated
on the Drawings. Fine grade, seed, and mulch per the Specifications.
4. Rejection of Work and Materials: The ENGINEER shall reject placed riprap
which does not conform to this Section and the CONTRACTOR shall
immediately remove and relay the riprap to conform with said sections.
Riprap shall be rejected, which is either delivered to the job site or placed,
that does not conform to this Section. Rejected riprap shall be removed from
the project site by the CONTRACTOR and at his expense.
5. Feature Boulders, unless identified as energy dissipation boulders, serve as
an aesthetic function and as such shall be placed and rotated into final
position as directed by the ENGINEER in order to achieve the desired result.
6. Geotextile fabric shall be installed according to the manufacturer's
specifications. Material proposed for use shall be submitted and approved by
the ENGINEER prior to installation.
END OF SECTION
Utilities BRT Riprap, Bedding, and Features Boulders
January 2012 02375-5
SECTION 02510
•ASPHALT PAVING
PART 1 -GENERAL
1.01 DESCRIPTION
A. Hot Bituminous Pavement
This shall consist of constructing one or more courses of HBP Grading S & SG over
existing pavement or subgrade surfaces previously prepared by the Contractor. This
section covers paving of all new and existing asphalt surfaces. Existing pavement is to
be replaced with similar material as herein set forth.
B. Asphalt Patching
HBP Grading S & SG shall be used in locations as directed by the Engineer. These
quantities will be restricted to small areas which require hand placement methods or
conventional paving equipment cannot be utilized.
1.02 RELATED SECTIONS
Section 02225 - Trenching, Bedding, and Backfilling
Section 02710 — Aggregate Base Course
1.03 QUALITY ASSURANCE
. A. Test samples will be taken in the field by the Owner's independent testing service. Mix
designs and material samples are to be submitted for review at least 4 weeks prior to
material placement. All sampling and testing shall be done in accordance with the latest
methods of AASHTO; unless otherwise specified.
B. All work shall be performed in accordance with the "Larimer County Urban Area Street
Standards'.
PART 2 - MATERIALS
2.01 MIX DESIGN
A. The mix designs shall be prepared by an independent laboratory acceptable to the
Engineer and shall be submitted by the Contractor to The engineer for approval a
minimum one (1) month prior to the beginning of paving for this project. Designs shall be
in accordance with the most recent set of SUPERPAVE specifications available.
B. Reclaimed materials will not be allowed in Hot Bituminous Pavement, except a maximum
of 20% reclaimed material will be allowed for HBP Grading SG.
C. The Contractor shall construct the work such that all roadway pavement placed prior to
the time paving operations end for the year shall be completed to the full thickness
required by the plans. The Contractor's progress schedule shall show the methods to be
• used to comply with this requirement.
Utilities BRT Asphalt Paving
January 2012 02510-1
• D. The design mix for Grading S, SX and SG shall conform to the following:
Property Test Method Grading S Grading SG Grading SX
Air Voids, percent at: CPL 5115
N (initial)
>11.0
>11.0
>11.0
N (design)
3.0 — 5.0
3.0 — 5.0
3.0-5.0
N (maximum)
>2.0
>2.0
>2.0
Lab Compaction (revolutions): CPL 5115
N (initial) (a)
8
8
(a)
N (maximum) (b)
100
100
(b)
N (design) (a)
158
158
(a)
Stability, minimum (a) (for information)
CPL 5106
42
42 (a)
Aggregate retained on the 4.75 mm CP 45
60
60
60
(No. 4) Sieve with at least two
mechanically induced fractured
faces, % minimum
Accelerated Moisture Susceptibility CPL 5109
80
80
80
Tensile Strength Ratio (Lottman), Method B
Minimum
Minimum Dry Split Tensile Strength, CPL 5109
205 (30)
205 (30)
205(30)
kPa (psi) Method B
Grade of Asphalt Cement Top Layer
PG 64-22
FG6422
PG 64-22
Grade of Asphalt Cement Layers
PG 64-22
PG 64-22
PG6422
• Below Top
Voids in the Mineral Aggregate CP 48
14.0
12.0
(a)
(VMA) % minimum (a)
Voids Filled with Asphalt Al MS-2
65 — 75
65 — 75
(a)
(VFA) % (a)
(a) Current CDOT Design Criteria
(b) Residential 50, Collector 75 and Arterial 100
Note: AIMS-2 = Asphalt Institute Manual Series 2
Note: the current version of CPL 5115 is available from the CDOT Region Materials
Engineer.
Note: Mixes with gradations having less than 40% passing the 4.75 mm (No. 4) sieve
shall be approached with caution because of constructability problems.
2.02 CDOT SUBSECTION 403.03 IS REVISED TO INCLUDE THE FOLLOWING:
A. Regardless of the delivery temperature, the mixture shall not be placed for use on the
roadway at a temperature lower than 225 degrees F.
Emulsified Asphalt for tack coat shall be Grade CSS-1 h. The tack coat shall consist of a
1:1 dilution (one (1) part emulsified asphalt to one (1) part water). The application rate
for tack coat shall be approximately 0.1 gallons per square yard.
The existing pavement shall be broomed and cleaned to be free of dirt, water, vegetation
• Utilities BRT Asphalt Paving
January 2012 02510-2
and other deleterious matter immediately prior to commencing the paving operation.
• Edges of the area to be patched shall be saw cut vertically, and perpendicular or parallel
to the roadway, as directed by the Engineer. Tack coat shall be placed against clean,
vertical edges on all sides of the area to be patched.
Hot Bituminous Pavement Grading S and SX shall be placed in equal lifts not exceeding
three (3) inches. The minimum lift thickness for Grading SX shall be one (1) inch and
Grading S shall be one and one half (1'/:) inches. HBP Grading SG shall be placed in
equal lifts not exceeding four (4) inches and the minimum lift thickness shall be three (3)
inches. Overlaying layers of HBP shall not be placed until the lower layer has cooled
sufficiently to provide a stable material which will support the equipment without rutting,
shoving or moving in any manner. Tack coat shall be placed between all lifts.
Hot Bituminous Pavement Grading SX, SG and S will be measured by the ton and paid
for at the Contract Unit Price for Asphalt Patching or Hot Bituminous Pavement.
Pavement cutting, excavation, subgrade preparation, haul and disposal, bituminous
materials, aggregate, asphalt cement, asphalt recycling agent, additives, hydrated lime
and all other work necessary to complete each HBP item will not be paid for separately
but shall be included in the unit price bid.
Load slips shall be consecutively numbered for each day and shall include batch time.
2.03 PAVING PLANT REQUIREMENTS
A. General Requirements
• 1. Uniformity
The plants shall be so designed, coordinated and operated as to produce a
mixture within the job mix tolerances as covered in paragraph 2.04C under
"Preparation and Composition of the Mixture".
•
2. Equipment for Preparation of Asphalt
Tanks for storage of asphalt shall be capable of heating the material, under
effective and positive control at all times, to temperature requirements set forth in
the specifications. Heating shall be accomplished by steam coils, electricity or
other means such that no flame shall come in contact with the heating tank. A
circulating system for the asphalt shall be provided of adequate size to ensure
the proper and continuous circulation between storage tank and mixer during the
entire operating period. All pipelines and fittings shall be steam jacketed or
otherwise properly insulated to prevent heat loss. Storage tank capacity shall be
sufficient for at least one day's run.
Dryer
A rotary dryer of any satisfactory design for drying and heating the mineral
aggregates shall be provided. The dryer shall be capable of drying and heating
the mineral aggregate to the temperature requirements set forth in the
specifications.
Utilities BRT Asphalt Paving
January 2012 02510-3
4. Screens
• Plant screens, capable of screening all aggregates to the size required for
proportioning, and having normal capacities slightly in excess of the full capacity
of the mixer, shall be provided. The mesh of the screens shall be approved by
the Engineer before paving operations.
5. Bins
The plant shall include a minimum of three (3) dry aggregate storage bins with
the total capacity of not less than three (3) times the dead load capacity of the
mixer. Each bin shall be provided with an overflow pipe that shall be of such size
and at such locations as to prevent any backing up of material into other bins.
Each bin shall have a suitable convenient means for sampling. The sampling
openings shall be subject to the approval of the Engineer.
6. Thermometric Equipment
An armored thermometer reading from 200 degrees F to 500 degrees F shall be
fixed in the asphalt feed line at a suitable location from the discharge valve at the
mixer unit. The plant shall be further equipped with an approved dial scale
mercury actuated thermometer, an electric pyrometer, or other approved
thermometric instrument so placed at the discharge chute of the dryer as to
register automatically or indicate the temperature of the heated aggregate.
7. Dust Collectors
• When plants are located in any vicinity where dust may be objectionable orwhen
dust interferes with the efficient operation of the plant, proper housing, mixer
covers and/or dust collecting systems shall be installed. Provision shall be made
to waste the material so collected or to return it uniformly to the mixture as the
Engineer may direct.
8. Safety Equipment
Adequate and safe stairways to the mixer platform and guarded ladders to other
plant units shall be placed at all points required for accessibility to all plant
operations. All gears, pulleys, chains, sprockets and other dangerous moving
parts shall be thoroughly guarded and protected. Ample and unobstructed
passage shall be maintained at all times in and around the truck loading space.
This space shall be kept free from drippings from the mixing platform.
B. Special Requirements of Batch Plants
Plant Scale
Scales for any weight box or hopper may be either of the beam or springless dial
type and shall be a standard make and design, sensitive to one-half (1/2) of one
percent of the maximum load that may be required. When of the beam type,
there shall be a separate beam with telltale indicator for each size aggregate and
a tare beam for balancing the hopper.
• Utilities BRT Asphalt Paving
January 2012 02510-4
2. Control of Mixing Time
The plant shall be equipped with an approved means to govern the time of
mixing and to maintain it.
3. Weight Box or Hopper
The equipment shall include a means for accurately weighing each bin size to
hold a full batch without hand raking or running over. The weight box or hopper
shall be supported on fulcrums and knife edges so constructed that they will not
be easily thrown out of alignment or adjustment. Gates on both bins and hopper
shall be so constructed as to prevent leakage when they are closed.
4. Asphalt Bucket
The asphalt bucket which is used for weighing the asphalt cement shall have
sufficient capacity to hold not less than ten percent (10%) of the weight of
aggregate required for one batch. It shall be steam jacketed or equipped with
properly insulated electric heating units and shall be suspended on dial scales or
beam scales equipped with a telltale indicator so that the tare weight of asphalt
cement can be measured accurately to within two percent (2%) above or below
the weight required. The bucket shall be so arranged that it will deliver the
molten asphalt cement in a thin uniform sheet or in multiple streams the full width
of the mixer.
5. Mixer Unit
• The plant shall include a batch mixer of an approved twin pugmill type or rotary
drum type, and shall be capable of producing a uniform mixture within thejob mix
tolerances fixed by these specifications. It shall have a batch capacity of not less
than two thousand pounds.
If of the pugmill type, worn or improper pugmill paddles will not be permitted. A
mechanical batch counter shall be installed and shall be so designed as to
register upon only the actuation of the asphalt bucket release and to preclude the
register of any material through the operation of pulling bins.
C. Special Requirements for Continuous Mixing Plants
Gradation Control Unit
The plant shall include a means for accurately proportioning each bin size of
aggregate either by weighing or by volumetric measurement. When gradation
control is by volume, the unit shall have an accurately controlled individual gate
to form an orifice for volumetrically measuring the material drawn from each
respective bin compartment. Indicators shall be provided on each gate to show
the gate opening in inches.
2. Weight Calibration of Aggregate Feed
10 The plant shall include a means for calibration of gate openings by means of
Utilities BRT Asphalt Paving
January 2012 02510-5
weight test samples. The materials fed out of the bins through individual orifices
shall be by-passed to a suitable test box, each compartment material confined in
is a separate box section. The plant shall be equipped to handle conveniently such
test samples weighing up to 800 pounds and to weigh them on accurate scales.
3. Synchronization of Aggregate and Asphalt Feed
Satisfactory means shall be provided to afford positive interlocking control
between the flow of aggregate from the bins and the flow of asphalt from the
meter or other proportioning sources. This control shall be accomplished by
interlocking mechanical means or any positive method under the control of the
Engineer.
4. Mixer Unit for Continuous Method
The plant shall include a continuous mixer of an approved twin pugmill type, and
shall be capable of producing a uniform mixture within the job mix tolerance fixed
by these specifications. The paddles shall be of a type adjustable for angular
position on the shafts and reversible to retard the flow of the mix. The mixer
shall carry a manufacturer's plate giving the net volumetric contents of the mixer
at the several heights inscribed on a permanent gauge and also giving the rate of
feed of aggregate per minute at plant operating speed.
Unless otherwise required, determination of mixing time shall be by weight
methods under the following formula. The weights shall be determined for the
job by tests made by the Engineer.
Mixing time in seconds = Pugmill dead capacity in pounds
Pugmill output in pounds/second
The mixing time shall be approved by the Engineer.
2.04 PREPARATION OF MATERIAL
A. Preparation of Asphalt Cement
The asphalt cement shall be heated at the paving plant to a temperature not exceeding
325 degrees F. The penetration of the asphalt cement shall be maintained within the
limits of penetration specified throughout the period of use.
B. Preparation of Mineral Aggregates
The mineral aggregate shall be dried and heated at the paving plant so that when
delivered to the mixer, they shall be at as low a temperature as is consistent with proper
mixing and laying, and in no case to exceed 350F. They may be fed simultaneously into
the same drier but in all cases, immediately after heating, they shall be screened into
three or more bins. The screen sizes shall be approved by the Engineer prior to the start
of construction.
C. Preparation and Composition of the Mixture
Each size of hot aggregate, the mineral filler and the asphalt cement shall be measured
• Utilities BRT Asphalt Paving
January 2012 02510-6
10
separately and accurately to the proportions in which they are to be mixed. After the hot
aggregate and mineral filler have been charged into the mixer and thoroughly mixed as
directed by the Engineer, the asphalt cement shall be added and the mixing continued
for a period of at least twenty seconds or longer if necessary to produce a homogeneous
mixture, in which all particles of the mineral aggregates are coated uniformly.
D. Paving Plant Inspection
For the verification of weights or proportions and character of materials and
determination of temperatures used in the preparation of the mixture, the Engineer or his
authorized representative shall have access at any time to all parts of the paving plant.
PART 3 - EXECUTION
3.01 SURFACE PREPARATION
A. All pavement cuts shall be made in straight lines using saw cut. Initial pavement cuts
may be made using wheel cut or other suitable method. When laying out the asphalt
trench patch, saw cutting of the existing asphalt will not be permitted within the wheel
path of a travel lane.
B. Prior to placing the prime coat, the base course shall be thoroughly cleaned. Loose
material shall be removed from the existing surface as directed by the Engineer.
3.02 PRIME COAT
A. All previously prepared bases or existing surfaces shall be primed with a cationic
emulsified asphalt in accordance with the requirements of these specifications, and at
the locations that are shown on the plans or as directed by the Engineer. The prime coat
shall be placed by means of an approved pressure distributor. Before application, the
asphaltic oil shall be heated as directed by the Engineer. However, it shall not be heated
to more than 180 degrees F. In general, the rate of application shall be from 0.25 to
0.35 gallons per square yard as directed by the Engineer. The prime coat shall be
carefully applied, particularly around curbs and sidewalks. If excessive amounts of curb,
sidewalks, or other structures are sprayed with asphaltic oil, they shall be cleaned as
directed by the Engineer at the Contractor's expense. All vertical contact faces shall be
primed by painting with cationic emulsified asphaltic oil.
3.03 ASPHALTIC CONCRETE SURFACE
A. Transportation of Mixture
The mixture shall be transported from the paving plant to the work in vehicles equipped
with tight metal compartments previously cleaned of all foreign materials. When directed
by the Engineer, the compartments shall be sufficiently insulated and each load shall be
covered with canvas or other suitable materials of sufficient size to protect it from weather
conditions. The inside surface of all vehicle compartments used for hauling mixture must
be lightly lubricated with a thin oil or soap solution just before loading, but excess
lubricant will not be permitted. No load shall be sent out so late in the day, as to interfere
Utilities BRT Asphalt Paving
January 2012 02510-7
with spreading and compacting the mixture during daylight unless artificial light,
satisfactory to the Engineer, is provided.
40 B. General Conditions
The mixture shall be laid only when the base is dry and only when weather conditions are
suitable. The mixture shall be laid only when atmospheric temperatures are above 40F
and rising and when no frost exists in the subgrade. Any material laid shall be rolled with
pneumatic rollers in addition to the specified rolling, as directed by the Engineer.
C. Placing Asphalt Mixture
If traffic is allowed to use the prepared subgrade or sub -base, the subgrade or sub -base
shall be checked and corrected as needed immediately ahead of placing bituminous
materials. Prior to placement of the bituminous surface, the base shall be cleaned of all
dirt or other foreign matter. When the new pavement abuts the old pavement, the
Contractor shall cut the old pavement as directed by the Engineer and paint the edge of
the pavement with a tack coat.
PLACEMENT TEMPERATURE LIMITATIONS
Top Layer of
The Completed Pavement
Min. Placement Air Temp.
Layers Below the Top
Layer of Completed Pavement
Min. Placement Air Temp.
Compacted Mix Temp.
Mix Temp.
Compacted Mix Temp.
Mix Temp
Thickness Over 234 F
200-234 F
Thickness
Over 234 F
200-234 F
Under 1" 60 degrees F
70 degrees F
Under 2"
40 degrees F
50 degrees F
1" — 2 W 50 degrees F
55 degrees F
2" — 3"
30 degrees F
40 degrees F
Over 2'/" 40 degrees F
45 degrees F
3'/d" —4"
25 degrees F
30 degrees F
Over 4"
20 degrees F
20 degrees F
Utilities BRT
January 2012
The asphaltic pavement shall be placed only when the base is stable and weather
conditions are suitable. The asphaltic pavement shall have a density of ninety-five
percent (95%) of a representative laboratory compacted specimen by the Hveem method
as tested in accordance with ASTM Method 2950-62 and ASTM D 2726-83.
While the surface is being compacted and finished, the Contractor shall carefully trim the
outside edges of the pavement to the proper alignment.
Unless otherwise permitted by the Engineer, the mixture shall be spread by means of a
mechanical self -powered paver, capable of spreading the mixture true to the line, grade
and crown set by the Engineer.
Pavers shall be equipped with hoppers and distributing screws of the reversing type to
place the mixture evenly in front of adjustable screeds. The mixture shall be dumped in
the center of the hoppers, and care exercised to avoid overloading and spilling over of the
mixture upon the base. Pavers shall operate when laying mixtures at such speed
between ten feet and twenty feet per minute as may be decided by the Engineer.
Asphalt Paving
02510-8
171
•
(Corporate Seal)
IN PRESENCE OF:
IN PRESENC OF:p
�
Witness
(Surety Seal)
rinelp Connell Resources, Inc.
Title 7785 Highland Meado s Parkway, Suite 100
Fort Collins, CO 80528
Address
Other Partners
0
Travelers Casualty and Surety
Surety Company of America
/�
By: l 4yj6A!;;�
Attomey-in-Fad Darlene nngs�l
By: One Tower Square, Hartford, CT 06183
Address
NOTE: Date of Bond must not be prior to date of Agreement If CONTRACTOR is Partnership, all
partners should execute Bond.
Utilities BRT
January 2012
Performance Bond
Pavers shall be equipped with a quick and efficient steering device and shall have
• forward and reverse speeds of not less than one hundred feet per minute.
Unless operating on fixed side forms, pavers shall employ mechanical devices such as
equalizing runners, straightedge runners, evener arms or other compensating devices to
adjust the grade and confine the edges of the mixture to true lines without the use of
stationary side forms. The pavers shall be capable to spreading the mixtures, without
segregation, in thickness of from one-half inch to three inches, to a maximum width of
ten feet in increments of one foot or less and to a minimum width of eight feet. They
shall be equipped with blending orjoint leveling devices for smoothing and adjusting all
longitudinal joints between adjacent strips of courses of the same thickness.
When asphaltic concrete pavement thickness in excess of two inches are called for, they
shall be laid in separate courses of not less than one inch nor more than two inches or
as directed by the Engineer.
The term "screed" includes a "strike -off' device operating by cutting, crawling, or other
practical action which is effective on the mixture at a workable temperature without
tearing, shoving, or gouging and which produces a finished surface of the evenness and
texture specified. The screed shall be adjustable as to level and shall have an indicating
level attached. Longitudinal and transverse joints shall be made in a careful manner.
Well bonded and sealed joints are required. If necessary to obtain this result, joints shall
be painted with cationic emulsified asphaltic cement.
In making the joint along any adjoining edges such as curb, gutter or an adjoining
pavement and after the hot mixture is placed by the finished machine, just enough of the
hot material shall be carried back to fill any space left open. This joint shall be properly
"set" up with the back of rake at proper height and level to receive the maximum
compression under rolling. The work of "setting up" this joint shall be performed always
by competent workmen, who are capable of making correct, clean and neat joints.
Immediately after any course is screeded, and before roller compaction is started, the
surface shall be checked, any inequalities adjusted, all fat, sandy accumulation from the
screed removed by a rake or hoe, a grade along the outside edge shall also be
corrected by the addition or removal of mixture before the edge is rolled.
In narrow, deep or irregular sections, intersections, turnouts or driveways where it is
impractical to spread and finish the mixtures by machine methods, the contractor may
use approved spreading equipment or acceptable hand methods as directed by the
Engineer.
When the mixture is to be spread out by hand, upon arrival on the work it shall be
dumped upon a steel dump board outside the area on which it is to be spread.
Immediately thereafter it shall be distributed into place by means of hot shovels and
spread with hot rakes in a loose layer of uniform density and correct depth. Tines of the
rakes shall not be less than one-half (1/2) inch longer than the loose depth of the mixture
and spaces between tines shall not be less than the maximum diameter of aggregate
particle except that in no case should the spaces be less than one (1) inch. Loads shall
not be dumped any faster than can be properly handled by the shovelers.
0 The shovelers shall not
Utilities BRT Asphalt Paving
January 2012 02510-9
distribute the dumped load faster than it can be properly handled by the rakers.
The rakers will not be permitted to stand in the hot mixture while raking it, except where
necessary to correct errors in the first raking. The raking must be carefully and skillfully
done in such a manner that after the first passage of the roller over the raked mixture, a
minimum amount of back patching will be required.
Placing mixtures shall be as continuous as possible and the roller shall pass over the
unprotected edge of the freshly laid mixture only when the laying of this course is to be
discontinued for such intervals of time as to permit the mixture to become chilled.
D. Joints
Joints between old and new pavements, or between successive days work, shall be
carefully made in such a manner as to insure a thorough and continuous bond between
the old and new surfaces. The edge of the previously laid course shall be cut back to its
full depth so as to expose a fresh surface, after which the hot surface mixture shall be
placed in contact with it and raked to a proper depth and grade. Hot smoothers or
tampers shall be carefully used in such a manner as to heat up the old pavement
sufficiently (without burning it) to insure a proper bond. Before placing mixture against
them, all contact surfaces of curbs, gutters, headers, manholes, etc. shall be painted
with a thin uniform coating of cationic emulsified asphaltic cement.
E. Compaction of the Mixture
After spreading, the mixture shall be thoroughly and uniformly compressed by a power -
driven roller or rollers, weighing not less than eight (8) tons, as soon after being spread
as it will bear the roller without undue displacement. Delays in rolling freshly spread
mixture will not be tolerated. Rolling shall start longitudinally at the sides and proceed
toward the center of the pavement overlapping on successive trips by at least one-half
(1/2) the width of a rear wheel. Alternate trips of the roller shall be of slightly different
lengths. The pavement shall then be subject to diagonal rolling crossing the lines of the
first. If the width of the pavement permits, it shall, in addition, be rolled at right angles to
the centerline.
The speed of the roller shall not exceed three miles per hour and shall, at all times, be
slow enough to avoid displacements of the hot mixture, and any displacement occurring
as a result of reversing the direction of the roller, or from any other cause, shall at once
be corrected by the use of rakes and of fresh mixture where required. Rolling shall
proceed continuously until all roller marks are eliminated and no further compression is
possible. To prevent adhesion of the mixture to the roller, the wheels shall be kept
properly moistened, but excess water or oil will not be permitted.
The rollers shall be in good condition, capable of reversing without back -lash and shall
weigh not less than two hundred (200) pounds to the inch of tread. They shall be
operated by competent and experienced rollermen, and must be kept in continuous
operation as nearly as practicable in such a manner that all parts of the pavements shall
receive substantially equal compression.
Along curbs, headers, manholes and similar structures, and all places not accessible to
the roller, thorough compactions must be secured by means of hot tampers and at all
Utilities BRT Asphalt Paving
January 2012 02510-10
9
0
contacts of this character, the joints between these structures and the surface mixture
must be effectively sealed.
The course, after final compaction, shall conform to the following requirements:
It shall be smooth and true to the established crown and grade. It shall have the
average thickness specified and shall at no point vary more than one -quarter
inch from the thickness shown on the typical cross-section in the Contract
Drawings. Any low or defective places shall immediately be remedied by cutting
out the course at such spots and replacing it with fresh, hot mixture which shall
be immediately compacted to conform to the surrounding area and shall be free
from depressions exceeding one-fourth inch as measured with a ten foot
straightedge paralleling the centerline of the roadway.
2. After final compaction, the finished surface course shall at no point have a
density less than 95 percent of the maximum density possible to be obtained in a
voidless pavement composed of the same materials in like proportions. Density
shall be determined from specimens cut from the finished pavement as directed
by the Engineer.
3.04 ASPHALT PATCHING
Grading SG shall be placed in the bottom of the patches and shall be left one and one-half (1 '/2)
to two (2) inches below the existing street surface to allow the patch to be "topped" with a
surface course material. The "topping" material shall be Hot Bituminous Pavement Grading SX
for residential streets and Grading S for arterials and collectors.
3.05 TEMPORARY ASPHALT COLD -PATCH
In the event Contractor cannot install hot bituminous pavement, forwhatever reason, pursuant to
the requirements of these documents, he shall install a temporary asphalt cold patch pursuant to
said requirement and subsequently remove said cold patch and replace with hot bituminous
pavement at the earliest possible date.
A. Place suitably prepared base course.
B. Minimum thickness: 2 inches on 6-1/2 inches of aggregate base course.
C. Contractor is responsible for maintaining cold -patch.
3.06 MANHOLE FRAMES AND VALVE BOXES
A. Prior to placing the final lift of pavement, manhole frames and water valve vaults shall be
raised to final grade.
B. Foreign matter which is introduced into manholes and valve boxes shall be removed
immediately to provide free access to the facilities.
C. Valve vaults and manhole rings shall be straight and properly aligned. Adjustments are
to be made with concrete rings and mortar only.
Utilities BRT Asphalt Paving
January 2012 02510-11
Utilities BRT
January 2012
Valve boxes shall be inspected by placing a valve key on the operating nut to
assure a proper alignment.
END OF SECTION
02510-12
Asphalt Paving
•
SECTION 02600
PIPED UTILITY MATERIALS
PART 1-GENERAL
1.01 DESCRIPTION
This section, and the following related sections, cover all work required to furnish and install
the pipe utility materials. The piped utility materials include manholes, pipe and fittings and
line valves.
1.02 RELATED SECTIONS
Section 02605 - Manhole Structures
Section 02640 - Valves and Cocks
Section 02675 - Disinfection of Water Systems
PART 2 - MATERIALS
All products shall conform to the applicable requirements of Sections 02605, 02610 and
02640.
PART 3 - EXECUTION
Installation, testing and disinfection shall be accomplished in accordance with the above
• related sections.
END OF SECTION
• Utilities BRT Piped Utility Materials
January 2012 02600-1
•
11
•
SECTION 02605
MANHOLES AND VAULTS
PART 1-GENERAL
This section covers the furnishing and placement of all manholes and vaults for line valves
and air release valves as detailed in the Contract Drawings.
PART 2-PRODUCTS
2.01 CAST -IN -PLACE (Not Permitted)
2.02 PRECAST CONCRETE SECTIONS
Precast concrete sections shall be produced using Type II cement and fabricated in
accordance with ASTM C-478.
2.03 MANHOLE FRAMES AND COVERS
Manhole frames and covers shall be minimum 400lb. cast iron, 24-inch I.D. (clear opening),
as manufactured by Neenah, Deeter Foundry, Castings, Inc., J Mark Corp, or approved
equal. The cover shall fit the ring in accordance with the manufacturer's dimensions.
Manhole covers shall have a concealed pick hole, and shall have the word "WATER" cast
into the cover. Covers with more than one lifting hole will not be accepted.
Frost proof covers, if required, shall be grey iron conforming to ASTM A48-83 Class 35B,
and shall have a minimum clear opening of 22".
2.04 MANHOLE STEPS
Manhole steps shall be either aluminum or polypropylene, and shall be cast into the manhole
wall at the same time the manhole section is cast. The manhole steps shall be
approximately 9 inches wide by 13 inches long, shall weigh approximately 2 pounds and
shall be no more than 28 inches from the top of the manhole nor more than 18 inches from
the floor of the manhole and shall be spaced no more than 12 inches apart.
2.05 JOINTS
A. Mortar
Mortar used in jointing precast sections shall be composed of one part Portland
cement and not more than three nor less than two parts of fine aggregate. Portland
cement shall meet the requirements of ASTM C150, Type B. Hydrated lime or
masonry cement shall not be used. Fine aggregate shall consist of well graded
natural sand having clean, hard, durable, uncoated grains, free from organic matter,
soft or flaky fragments or other deleterious substances. The fine aggregate shall be
thoroughly washed and shall be uniformly graded form coarse to fine with a minimum
of 95% passing a #4 sieve and a maximum of 7% passing a #100 sieve. All mortar
shall be fresh for the work at hand. Mortar that has begun to set shall not be used.
Utilities BRT Manholes and Vaults
January 2012 02605-1
• B. Sealants
The Contractor shall have the option of using preformed plastic gaskets in
conjunction with mortar. Gaskets shall meet the requirements of ASTM C443 or
AASHTO M198. Acceptable gaskets are:
"Ram-Nek", K.T. Snyder
2. "Rub'r-Nek", K.T. Snyder
3. "Kent Seal", Hamilton Kent Manufacturing Co.
2.06 INSULATION
A. Ridged board insulation shall be minimum 1" thick closed -cell insulation board
suitable for use in contact with soil or water.
B. Sprayed foam insulation shall be minimum 1" thick closed -cell insulation suitable for
use in contact with soil or water.
PART 3 - EXECUTION
3.01 PRECAST CONCRETE SECTIONS
A. A continuous mastic joint material of at least one and one half inch (1-1/2") in
• thickness shall be applied to the precast base bearing seat. The first precast section
shall be carefully lowered onto the base so that the mastic joint material shall be
forced out from under the section evenly on all sides. A non -shrink grout shall be
applied along the inside of the vault at thejoint between the first precast section and
the monolithic base.
The first precast section shall be thoroughly cleaned. A continuous mastic joint
material of at least one and one half inch (1-1 /2") in thickness shall be applied to the
precast section bearing seat. The second precast section shall be carefully lowered
onto the first precast section so that the masticjoint material shall be forced out from
under the section evenly on all sides. Each succeeding precast section shall be
jointed in a similar manner.
3.02 INSTALLATION
A. Set each manhole riser section plumb. Use sections of various heights to bring ring
and cover to grade. Join manhole sections using mortar or preformed flexible plastic
gaskets. The last barrel section prior to placement of the eccentric cone or the flat
top slab shall be the manufacturer's shortest, but in no case less than 24 inches in
height. All joint surfaces shall be clean, dry and warm during installation. Where
mortarjoints are used, set each section in a one -inch minimum full bed of mortar. If
flexible gaskets are used, prime entire joint on both barrel sections, as
recommended by manufacturer of gasket, prior to placement of gasket material.
• Utilities BRT
January 2012
Install ring and covers on one or a maximum of two precast adjusting rings of varying
02606-2
Manholes and Vaults
. heights, not to exceed 4 inches in height each. The total allowable height of
adjusting rings and the ring and cover shall be as shown on the drawings. Set rings
in a full bed of mortar and encase in mortar around the entire perimeter. Unless
otherwise indicated, set the top of the rings such that no part of the ring or cover will
project above a point 1/4 inch below the finish surface of pavement in paved areas
subject to cleaning by snowplows.
At air valve and access manhole locations the concrete manhole barrel sections and
flat lid shall be insulated with rigid insulation on the exterior or sprayed foam
insulation on the interior, to a minimum depth of 4 feet below ground level.
Fill all lifting holes and other imperfections with mortar. Neatly point inside of joints
no matter what joint material is used.
3.03 FIELD QUALITY CONTROL
A. Each valve vault manhole shall be watertight. Inspect each manhole for and repair
all visible leaks and damp spots.
0 END OF SECTION
0
Utilities BRT Manholes and Vaults
January 2012 02605-3
0
0
E
SECTION 02610
REINFORCED CONCRETE PIPE
PART1 GENERAL
1.01 SECTION INCLUDES
A. This section includes construction of reinforced concrete pipe for storm drainage,
including appurtenances.
1.02 RELATED SECTIONS
A. Section 02240 — Water Control and Dewatering
B. Section 0225 — Trenching, Bedding and Backfill.
1.03 SUBMITTALS
A. The CONTRACTOR shall cooperate with the ENGINEER in obtaining and providing
samples of all specified materials. The CONTRACTOR shall submit certified
laboratory test certificates for all items required in this section.
1.04 QUALITY CONTROL
A. All pipe shall be inspected by the ENGINEER prior to installation.
All pipe which does not meet the requirements of Part 2 of this section will be
rejected and replaced at the CONTRACTOR's expense.
PART2 PRODUCTS
2.01 MATERIALS
A. The CONTRACTOR shall install storm sewer pipe of the type, diameter, load class,
wall thickness and protective coating that is shown on the Drawings. All pipe and
appurtenances used shall conform to the following requirements:
B. Precast Concrete Pipe
1. General: Precast concrete pipe which does not conform to the applicable
ASTM Standard Specifications listed below or to any other requirement
specified herein will not be approved for the storm sewer installations.
2. Allowable ASTM Specifications: All material, manufacturing operations,
testing, inspection, and making of concrete pipe shall conform to the
requirements of the appropriate allowable ASTM Standard Specifications,
latest revision thereof, listed below:
ASTM C-14 - Concrete Sewer, Storm Drain, and Culvert Pipe
Utilities BRT Reinforced Concrete Pipe
January 2012 02610-1
ASTM C-76 - Reinforced Concrete Culvert, Storm Drain and Sewer Pipe
ASTM C-361 - Reinforced Concrete Low -Head Pressure Pipe
3. Diameter of Pipe: The diameter indicated on the Drawings shall mean the
inside diameter of the pipe.
4. Wall Thickness and Class of Pipe: The wall thickness and reinforcing steel,
if any, shall comply with the appropriate ASTM Specification and the class
of pipe designated on the Drawings. No elliptical reinforcing will be allowed
in any circular pipe.
5. Fittings and Specials: Details of all fittings and specials shall be furnished
for approval by the Engineer. Fittings and specials shall be made up of pipe
segments having the same structural qualities as the adjoining pipe and
shall have the interior treated the same as the pipe.
6. Lifting Holes: Lifting holes will be allowed for storm sewer pipe provided,
however, only two lifting holes per pipe length will be allowed and all pipe
shall be installed such that the lifting holes are in the crown of the pipe. All
lifting holes shall be properly grouted with cement mortar immediately after
the pipe is installed prior to commencement of any backfilling.
7. Cement: Unless otherwise required by the ENGINEER, or specified
otherwise on the Drawings, Type II Modified Portland Cement complying
with the requirements of ASTM Designation C-150 will normally be
acceptable in the manufacture of concrete pipe.
8. Acceptance: In addition to any deficiencies not covered by the applicable
ASTM Specifications, concrete pipe which has any of the following visual
defects will not be accepted:
a. Porous spots on either the inside or the outside surface of a pipe
having an area of more than 10 square inches and a depth of more
than 1/2 inch.
b. Pipe which has been patched to repair porous spots, cracks, or
other defects, when such patching was not approved by the
ENGINEER.
C. Exposure of the reinforcement when such exposure would indicate
that the reinforcement is misplaced.
d. Pipe that has been damaged during shipment or handling even
previously approved before shipment.
e. Concrete pipe, at delivery to the job site, will be at least 5 days (120
hours) old.
Utilities BRT Reinforced Concrete Pipe
January 2012 02610-2
WARNING: THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER
.A� POWER OF ATTORNEY
TRAVELERSFarmington Casualty Company St. Paul Mercury Insurance Company
Fidelity and Guaranty Insurance Company Travelers Casualty and Surety Company
• Fidelity and Guaranty Insurance Underwriters, Inc. Travelers Casualty and Surety Company of America
St. Paul Fire and Marine Insurance Company United States Fidelity and Guaranty Company
St. Paul Guardian Insurance Company
Attorney -In Fact No. 223049
Certificate No. 0 0 4 5 t" 7 ®6 "
KNOW ALL MEN BY THESE PRESENTS: That St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company and St. Paul Mercury Insurance
Company are corporations duly organized under the laws of the State of Minnesota, that Farmington Casualty Company, Travelers Casualty and Surety Company, and
Travelers Casualty and Surety Company of America are corporations duly organized under the laws of the State of Connecticut, that United States Fidelity and Guaranty
Company is a corporation duly organized under the laws of the State of Maryland, that Fidelity and Guaranty Insurance Company is a corporation duly organized under
the laws of the State of Iowa, and that Fidelity and Guaranty Insurance Underwriters, Inc., is a corporation duly organized under the laws of the State of Wisconsin
(herein collectively called the "Companies"), and that the Companies do hereby make, constitute and appoint
Darlene Krings, William C. Bensler, Kelly T. Urwiller, Diane F. Clementson, Anthony P. Stimac, Royal R. Lovell, Jennifer Winter, Russell D. Lear,
Katherine E. Dill, Brandi J. Tetley, and K'Anne E. Vogel
of the City of Greeley , State of Colorado , their true and lawful Attomey(s)-in-Fact,
each in their separate capacity if more than one is named above, to sign, execute, seal and acknowledge any and all bonds, recognizances, conditional undertakings and
other writings obligatory in the nature thereof on behalf of the Companies in their business o`,guaranteeing the fidelity of persons, guaranteeing the performance of
contracts and executing or guaranteeing bonds and undertakings required or pe n tted'in any�acnons or -proceedings allowed by law.
WITNESS WH REOF, the Comp shave caused this instrumentto�be signed'and theif corporate seals to be hereto affixed, this
Ne tern er 5 1 c \\y ,y �y
ay of p ��5' 1 <n 1 \� _fit
Farmington Casualty
Fidelity and Guaranty}Instrance\Coiiipany4- ,j
Fidelitv and Guaranty Insurance Underwriters, Inc.
St. Paul Fire and Marine Insurance Company
St. Paul Guardian Insurance Company
St. Paul Mercury Insurance Company
Travelers Casualty and Surety Company
Travelers Casualty and Surety Company of America
United States Fidelity and Guaranty Company
GRSUa '� f\RE6 1M INf I +1ry5U
IZry4?.d;Y0N5rf.L'�o
.;
e
State of Connecticut
City of Hartford ss.
By:
Georg V Thompson, enior ice President
9th September 2011
On this the day of ,before me personally appeared George W. Thompson, who acknowledged
himself to be the Senior Vice President of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters,
Inc.. St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety
Company. Travelers Casualty and Surety Company of America, and United States Fidelity and Guaranty Company, and that he, as such, being authorized so to do,
executed the foregoing instrument for the purposes therein contained by signing on behalf of the corporations by himself as a duly authorized officer.
p,TlT
�Witness Whereof, I hereunto set my hand and official seal. �
y Commission expires the 30th day of June, 2016. nj0u9U�s*
`A &A�k C .
Marie C. Tetreault, Notary Public
58440-6-11Printed in U.S.A.
f. Acceptance of the pipe at point of delivery will not relieve the
• CONTRACTOR of full responsibility for any defects in materials due
to workmanship.
9. Marking: The following shall be clearly marked on both the interior and
exterior surface of the pipe:
a. ASTM Specifications
b. Class and Size
C. Date of Manufacturer
d. Name or Trademark of Manufacturer
10. Joints: The joint design for concrete pipe shall be bell and spigot or tongue
and groove. The bell or tongue shall be grooved to properly contain and
seat the rubber gasket. The joint assemblies shall be accurately formed so
that when each pipe section is forced together in the trench the assembled
pipe shall form a continuous watertight conduit with smooth and uniform
interior surface, and shall provide for slight movement of any piece of the
pipeline due to expansion, contraction, settlement or lateral displacement.
The gasket shall be the sole element of the joint providing water tightness.
The ends of the pipe shall be in planes at right angles to the longitudinal
centerline of the pipe, except where bevel -end pipe is required. The ends
shall be furnished to regular smooth surfaces.
All joints and jointing material shall conform to the following minimum
requirements. Jointing material used shall be indicated on the Drawings.
a. Rubber Gasketed Joints: Rubber gasket joints for tongue and
groove or bell and spigot pipe shall consist of an O-ring rubber
gasket or other approved gasket configuration and shall conform to
the requirements of the appropriate ASTM Specification of the pipe
designated. Unless otherwise approved by the ENGINEER, the
standard joint configuration shall be similar and equal to the Bureau
of Reclamation's "R-4" joint designation.
Gaskets: Gaskets may be either natural rubber or neoprene
conforming to ASTM Designation C-443. All gaskets shall be stored
in a cool place, preferably at a temperature of less than 70 degrees
Fahrenheit (F.), and in no case shall the gaskets be stored in the
open, or exposed to the direct rays of the sun. No gaskets that
show signs of deterioration, such as surface cracking or checking,
shall be installed in a pipe joint. The neoprene gaskets used when
the air temperature is 10F or lower, shall be warmed to temperature
of 60F for a period of 30 minutes before being placed on the pipe.
b. Mortared Joints: Mortared joints shall only be used in special
circumstances and only where specifically authorized by the
ENGINEER. It is the intent of these Specifications to limit the use of
Utilities BRT Reinforced Concrete Pipe
January 2012 02610-3
mortared joints to the minimum extent possible except where
• unusual field conditions require deviation from the jointing material
specified.
C. Flexible Plastic Joint Sealing Compound: Flexible plastic joint
Sealing compounds shall not be used.
e. Shop Drawings: Unless otherwise specified, the CONTRACTOR
shall submit to the ENGINEER for approval shop drawings showing
the exact dimension of the joints including the permissible tolerances
for each size of pipe being furnished and the size, type and locations
of gasket materials. Approval of the joint detail drawings will not
relieve the CONTRACTOR of any responsibilities to meet all of the
requirements of these Specifications, or of the responsibility for
correctness of the CONTRACTOR's details.
f. Acceptable Joint for Concrete Storm Installations: Except where a
specified type of pipe joint or jointing material is noted on the
Drawings, joints and jointing material for concrete sewer installations
shall be Bell & Spigot w/B.O.R.Type R-4 Joint (ASTM C-361) or Bell
& Spigot w/B.O.R. Type R-2 Joint. In addition to the gasket
requirements, if the average joint gap in 36-inch diameter pipe or
larger pipe exceeds '/.-inch, the void shall be filled and troweled
smooth with an approved non-metallic, non -shrink grout conforming
to ASTM C-827 or flexible plastic sealant conforming to Federal
Specification SS-S-00210 so to provide a smooth interior surface at
40 the joint.
For pipe sizes 18-, 24-, 27-, 30-, and 36-inch in diameter, the
reinforcement in the bell and spigot shall conform to ASTM C-76 for
the class of pipe specified or to ASTM C-361 for a minimum
pressure head of 25 foot, whichever is greater.
0
11. Protective Coatings: Normally, no additional exterior or interior protective
coatings will be required for concrete pipe. However, whenever adverse
corrosive conditions warrant additional interior protection, those pipe
segments will be noted on the Drawings.
PART 3 EXECUTION
3.01 SURFACE PREPARATION
A. Within Easements, Cultivated, Landscaped, or Agricultural Area: All vegetation,
such as brush, sod, heavy growth of grass or weeds, decayed vegetable matter,
rubbish and other unsuitable material within the area of excavation and trenchside
storage shall be stripped and disposed of in accordance with the requirements of
Section 02230.
Topsoil shall be removed from the area to be excavated and stockpiled, or, the
CONTRACTOR may elect to import topsoil to replace that lost during excavation.
Utilities BRT Reinforced Concrete Pipe
January 2012 02610-4
Topsoil shall be removed to a depth of 8 inches or the full depth of the topsoil,
• whichever is less.
B. Within Unpaved Roadway Areas: The CONTRACTOR shall strip the cover material
from graveled roadways or other developed, but unpaved traffic surfaces to the full
depth of the existing surfacing. The surfacing shall be stockpiled to the extent that it
is acceptable and useable for restoration purposes.
C. Within Paved Areas: The removal of pavement, sidewalks, driveways, or curb and
gutter shall be performed in a neat and workmanlike manner.
Pavement, sidewalks, driveways, or curb and gutter shall be cut with a power saw,
pavement breaker, or other approved method of scoring, to a minimum depth of 2",
prior to breaking or excavation. The pavement shall be cut vertically, in straight
lines and avoiding acute angles.
Any overbreak, separation, or other damage to the existing bituminous or concrete
outside the designated cut lines shall be replaced at the CONTRACTOR's expense.
Excavated paving materials shall be removed from the job site and shall not be
used as fill or backfill.
3.02 DEWATERING
A. All pipe trenches and excavation for structures and appurtenances shall be kept
free of water during pipe laying and other related work. The method of dewatering
shall provide for a dry foundation at the final grades of excavation in accordance
with Section 02240. Water shall be disposed of in a manner that does not
inconvenience the public or result in a menace to public health. Pipe trenches shall
contain enough backfill to prevent pipe flotation before dewatering is discontinued.
Dewatering shall continue until such time as it is safe to allow the water to rise in the
excavation.
3.03 LAYING, ALIGNING, AND JOINING PIPE
A. Storm sewer pipe shall be installed in accordance with the manufacturer's
recommendations for installing the type of pipe used, unless otherwise shown on
the Drawings.
Proper equipment, implements, tools and facilities shall be provided and used by
the CONTRACTOR for safe and convenient installation of the type of pipe being
installed.
B. Responsibility for Material: The CONTRACTOR shall be responsible for all
materials intended for the work that are delivered to the construction -site and
accepted by him. Payment shall not be made for materials found to be defective or
damaged in handling after delivery and acceptance. Defective or damaged
materials shall be removed and replaced with acceptable materials at the
CONTRACTOR's expense.
The CONTRACTOR shall be responsible for the safe and proper storage of such
materials.
Utilities BRT Reinforced Concrete Pipe
January 2012 02610-5
C. Handling: Pipe and accessories furnished by the CONTRACTOR shall be
• delivered to, unloaded and distributed at the site by the CONTRACTOR. Pipe and
accessories furnished by the Contracting Agency shall be unloaded and distributed
at the site by the CONTRACTOR. Each pipe shall be unloaded adjacent to or near
the intended laying location.
0
Pipe fittings, specials, valves and appurtenances shall be unloaded and stored in a
manner that precludes shock or damage. Such materials shall not be dropped.
Pipe shall be handled so as to prevent damage to the pipe ends or to any coating or
lining. Pipe shall not be skidded or rolled against adjacent pipe. Damaged coatings
or lining shall be repaired by the CONTRACTOR, at his expense in accordance with
the recommendations of the manufacturer and in a manner satisfactory to the
ENGINEER. Physical damage to the pipe or accessory shall be repaired by the
CONTRACTOR at his expense, and in a manner satisfactory to the ENGINEER.
D. Laying Pipe: The pipe and pipe coatings shall be inspected for damage or defects
before being placed in the trench. Damaged or defective pipe shall not be installed.
Pipe lines shall be laid to the grades and alignment shown on the Drawings.
Variation from the prescribed grade and alignment shall not exceed 0.10 feet, and
the rate of departure from, or return to, the established grade or alignment shall be
not more than 1 inch in 10 feet, unless approved by the ENGINEER. No deviation
from grade shall cause a depression in the sewer invert that could retain fluids or
solids.
Pipe fittings shall be laid so as to form a close concentric joint with the adjoining
pipe to avoid sudden off -sets of the flowline. Pipe sections shall be joined together
in accordance with the manufacturer's recommendations.
Pipe fittings and appurtenances shall be carefully lowered into the trench with
suitable tools or equipment to prevent damage to the pipe and protective coatings
and linings. Pipe and accessory materials shall not be dropped or dumped into the
trench.
Obstructions not shown on the Drawings may be encountered during the progress
of the work. Should such an obstruction require an alteration to the pipe alignment
or grade, the ENGINEER shall have authority to order a deviation from the
Drawings, or the ENGINEER may arrange for the removal, relocation, or
reconstruction of any structures which obstruct the pipeline.
Precautions shall be taken to prevent foreign material from entering the pipe before
or while it is being placed in the line. During laying operations, no debris, tools,
clothing or other materials shall be placed in the pipe. The open ends of pipe shall
be closed with a watertight plug, or with other devices approved by the ENGINEER,
at times when pipe laying is not in progress.
Joints of precast concrete boxes and precast concrete pipe shall be grouted in
accordance with the manufacturer's recommendations.
Utilities BRT Reinforced Concrete Pipe
January 2012 02610-6
11
3.04 BEDDING AND BACKFILLING
A. Select bedding and backfill material may be required and shall be so shown on the
Drawings. Select bedding materials shall conform to the designated gradation
requirements in Section 02225.
Bedding material shall be placed under and around all pipe as shown on the
Drawings. Bedding shall be placed in a manner that will minimize separation or
change in its uniform gradation. Bedding shall be distributed in 6 inch maximum
layers over the full width of the trench and simultaneously on both sides of the pipe.
Special care shall be taken to assure full compaction under the haunches and joints
of the pipe.
Backfill compaction shall not be attained by inundation or jetting unless approved in
writing by the ENGINEER. Backfill material shall be uniformly compacted the full
depth of the trench.
3.05 SURFACE RESTORATION
All streets, alleys, driveways, sidewalks, curbs or other surfaces broken, cut or damaged by
the CONTRACTOR shall be replaced in kind or as shown on the Drawings.
3.07 CONCRETE CUTOFF COLLARS
Concrete shall meet the requirements of Section 03310.
3.08 CLEAN UP
All rubbish, unused materials and other non-native materials shall be removed from the
job site. All excess excavation shall be disposed of as specified, and the right-of-way
shall be left in a state of order and cleanliness.
END OF SECTION
Utilities BRT Reinforced Concrete Pipe
January 2012 02610-7
SECTION 02612
• STEEL PIPE AND FITTINGS
PART 1-GENERAL
1.01 WORK INCLUDED:
A. This section covers the furnishing and installation of steel pipe and fittings and steel
casing pipe and appurtenances.
1.02 RELATED WORK:
A. General Conditions and Division 1 - General Requirements
B. Section 02225 - Trenching, Bedding and Backfill
C. Section 02675 — Disinfection of Water Systems
D. Section 02676 - Hydrostatic Testing
PART 2 - MATERIALS
2.01 STEEL PIPE AND FITTINGS
A. Specifications
• Pipe shall be designed, manufactured, tested, inspected and marked in accordance
with the provisions of this Specification and A.W.W.A. Standard C-200, "Steel Water
Pipe 6 Inches and Larger," except as herein modified.
B. Steel Requirements and Wall Thickness
Pipe is to be fabricated from steel sheets conforming to ASTM A-570, Grade 30, 33,36
or 40, plates conforming to ASTM A-283 Grade C or D or ASTM A-572 Grade 42, or
the pipe is to meet the requirements of ASTM A-53 Grade B or ASTM A-139 Grade A,
B or C. Minimum yield strength of the steel is to be 36,000 psi. All pipe diameters shall
be "minimum finished interior" diameter. All steel used in pipe fabrication shall have a
maximum carbon content of .25 percent, and shall have a minimum elongation of 22
percent in a 2 inch gauge length.
The minimum steel wall thickness shall be as shown on the Contract Drawings.
C. Exterior Coating
Pipe shall be coated and wrapped on the outside with 'Pre -fabricated Multilayer Cold
Applied Polyethylene Tape Coating" in accordance with A.W.W.A. Standard C-214.
The total thickness of the coating system shall be 80 mils consisting of: primer, 20 mil
inner layer for corrosion protection and two 30 mil outer layers for mechanical
protection.
• Utilities BRT Pipe and Fittings
January 2012 02612-1
Prior to shipment, the pipe will be visually inspected for damage to the coating. Any
• areas that appear to be damaged will be given an electrical holiday test of a minimum
of 6,000 volts with a 60 cycle current audio detector giving a maximum testing voltage
120 times per second. If the test indicates no holidays and the outer wrap is wrinkled
but not torn, no repairs are required. If the test indicates no holidays and the outer
wrap(s) is torn, the damaged layer or layers of the outer wrap shall be removed by
carefully cutting with a sharp razor -type utility knife. The area to be patched shall be
washed with Xylol taking care to wash at least 4" of undamaged tape where the hand
applied tape wrap will overlap. Cold applied tape (outer wrap) meeting the
requirements of A.W.W.A. C-209 and compatible with the tape wrapping system shall
then be applied for each layer of white tape that has been removed.
The exterior surface of all welded and O-ring joints shall be coated with Canusa KLA
heat shrink sleeve or approved equal. All flanged and flexible coupled joints shall be
coated Canusa Klox heat shrink sleeves or approved equal.
D. Interior Lining
Pipe and fittings shall be cement mortar lined in the shop in accordance with A.W.W.A.
C-205. Minimum cement mortar lining thickness for 36" and smaller diameters shall be
3/8". For 42" and larger diameter pipe, the lining thickness shall be 1/2". Cement
mortar lined pipe shall have an I.D. after lining not less than the specified nominal size.
E. Joint Design and Fabrication
• Pipe and fittings shall be furnished with O-ring or welded joints except at buried
butterfly locations where flanged joints per A.W.W.A. C-207 shall be furnished. O-ring
joints shall consist of a flared bell end and a grooved spigot end designed to retain the
"O-ring" rubber gasket. The spigot end groove may be rolled in or bar type. Bell and
spigot ends shall be sized by forcing over a sizing die or by expanding to stretch the
steel beyond its elastic limit so that the difference in diameter between outside of spigot
and inside of bell at normal engagement does not exceed .03" measured on
circumference with a diameter tape. The O-ring gasket shall have sufficient volume to
approximately fill the area of the groove and shall conform to A.W.W.A. C-200. The
joint shall be suitable for a safe working pressure equal to the class of pipe as
calculated by the formula P = 2tfs/D, where t = steel wall thickness, D = pipe diameter,
and fs = 50% of the yield strength of the steel. The joint shall operate satisfactorily with
a deflection, the tangent of which is not to exceed .75 /D where D is the outside
diameter of the pipe in inches or with a pull-out of 3/4".
Shop applied outside coating shall be continuous to the end of the pipe on the bell end
and shall be cut back on spigot end so that the coating extends at least'/" inside of the
bell end at normal engagement. Shop applied inside lining shall be continuous to the
end of the pipe on the spigot end and shall be cut back on the bell end to the point of
maximum engagement or further, as shown on the plans. Inside of the bell and outside
of the spigot shall be painted with one shop coat of primer, Polyken #927 or equal.
Mechanical couplings, where indicated on the drawing, shall be Dresser Style 38,
Utilities BRT Pipe and Fittings
January2012 02612-2
Rockwell Product No. 411, or approved equal. The middle ring shall be a minimum
• thickness of 1/4" or greater. Couplings shall have plain gaskets, Grade 27, and shall
be shop coated with Dresser Red "D" or primer compatible with the tape coat system.
Mechanical couplings shall be furnished complete with bonding wire and brazing
cartridges.
Tied joints where indicated on the drawings shall be field welded bell and spigot joints
designed for 250 psi pressure. Flanges shall meet the requirements of A.W.W.A.
Standard C-207. "Steel Pipe Flanges for Waterworks Service - Sizes 4 Inches through
144 Inches," and shall be Class D with 150 psi drilling. Insulated flanges shall have
bolt holes 3/16 inch greater than the bolt diameter.
F. Pipe Lengths
Pipe shall be furnished in nominal laying lengths not to exceed 45 feet, with special
lengths as required by plan and profile for location of elbows, tees, etc. Pipe fabricator
shall prepare a pipe laying diagram or laying schedule showing the location of each
piece by Mark Number.
G. Specials and Fittings
Fittings are to be fabricated in accordance with A.W.W.A. C-200 Section 4 including
non-destructive testing by dye penetrant of welds not previously tested in the straight
pipe. Fittings shall conform to the dimensions of A.W.W.A. C-208 or maybe fabricated
into standard pipe lengths. Elbows to 22 '/ degrees shall be two piece, 23 to 45
degrees shall be three piece, 46 to 67 1/2 degrees shall be four piece and 68 to 90
• degrees shall be five piece. All tees, laterals and outlets shall be reinforced in
accordance with A.S.M.E. Pressure Vessel Code, Section Vill Paragraph G-37 or
A.W.W.A. M-11 Section 19.4 and 19.5. All fittings shall be designed for 150 psi
working pressure and 100 psi surge pressure.
H. Strutting
Adequate strutting shall be provided on all pipe, specials and fittings so as to limit
handling and storage damage to the pipe coating and lining. The strutting shall remain
in place while each pipe is loaded, transported, unloaded, installed and backfilled at the
job site.
Submittals
The following submittals shall be required for review and acceptance by the engineer:
1. Standard joint detail
2. Restrained joint detail
3. Details for specials and fittings
4. Pipe laying schedule
5. Pipe barrel deflection calculations
J Warning Tape
• Utilities BRT Pipe and Fittings
January 2012 02612-3
1. Tape to read: CAUTION: BURIED WATER LINE BELOW
• 2. Colors: Blue background with black text
3. APWA & AASHTO compliant
4. Tape shall be 4 mil polyethylene or other non -degradable material
2.03 STEEL CASING PIPE AND APPURTENANCES
A. Casing Pipe
Steel casing pipe shall have a smooth wall and shall conform to A.S.T.M. Designation
A-39, Grade B structural with a minimum yield strength of 36,000 psi. Casing pipe
joints shall be beveled for field butt welding. Steel casing pipe minimum wall thickness
shall be as shown on the Contract Drawings and shall be fabricated in accordance with
AWWA C-200. The outside and inside surfaces of the steel casing shall be bare,
unless otherwise required by the Contract Documents.
B. Accessories
Casing Seals
Casing seals shall be high density butyl rubber with stainless steel strap, Model
W as manufactured by Pipeline Seal and Insulator Co., or equal.
2. Casing Spacers
Casing spacers shall be 12" wide, with a two piece stainless steel shell.
• Runners shall be constructed of high molecular weight polymer, Model CCS as
manufactured by Cascade Waterworks Manufacturing Co., or equal.
PART 3 - EXECUTION
3.01 STEEL PIPE INSTALLATION
A. Handling and Storage
The pipe shall be handled by use of wide slings and padded cradles of canvas, nylon
or other suitable material designed and constructed to prevent damage to the pipe
coating. The use of bare metal cables, chains, hooks or other equipment which might
injure the pipe coating will not be permitted. All other pipe handling equipment and
methods must be approved by the Engineer. Stockpiled steel pipe shall be supported
on sawdust and/or sand bags placed under the uncoated ends of the pipe. Bags shall
be of sufficient size to prevent contact of the pipe coating with the ground or any
obstruction. Rolling the pipe on coated surface will not be permitted.
B. Subgrade
No blocking of pipe will be permitted. Before the pipe is laid, the subgrade shall be
prepared by backfilling with clean uniformly graded sand so as to provide a uniform and
continuous bearing and support for the pipe at every point between bell holes, except
that it will be permissible to disturb or otherwise damage the subgrade surface over a
Utilities BRT Pipe and Fittings
January 2012 02612-4
surface over a maximum length of 18-inches near the middle of each length of pipe by
• the withdrawal of pipe slings or other lifting tackle.
C. O-Ring Joint
Immediately before joining two lengths of steel pipe, the inside of the bell end, the
outside of the spigot end and the rubber gasket shall be thoroughly cleaned to remove
oil, grit and other foreign matter. The rubber gasket shall then be stretched over the
spigot end and any tension relieved by inserting a dull instrument under the gasket and
making two complete revolutions around the joint.
A thin film of gasket lubricant shall be applied to the outer face of the spigot and gasket
only.
The spigot end of the pipe shall be placed in the bell end of the preceding pipe with
care to prevent the joint from contacting the ground. The joint shall be completed by
pushing the pipe home with a slow steady pressure, withoutjerky orjolting movements.
Whenever it is desirable to deflect O-ring joints in order to form a long radius curve, the
deflection shall not exceed eighty percent (80%) of the pipe manufacturer's
recommendations for maximum deflection.
O-ring joints shall be electrically bonded as shown on the contract drawings.
D. Field Welded Joints
• Butt strap on lap joints shall be fillet welded on the exterior with a fully circumferential
watertight fillet weld being at least equal in cross-section to the wall thickness of the
steel pipe and a "seal" weld for air testing of the joint. The weld shall be accomplished
by a certified welder having experience with joints of this type. The welder's
qualifications and all welds shall meet the requirements of AWWA C-206.
During welding the coating shall be protected by draping an 18" wide strip of heat
resistant material over the top half of the pipe on each side of the coating holdback to
avoid damage to the coating by hot weld splatter. No welding ground shall be made on
the coated part of the pipe.
E. Flexible Coupled Joint
When installing flexible steel couplings, care shall be taken that the connecting pipe
ends, couplings and gaskets are clean and free of all dirt and foreign matter with
special attention being given to the contact surfaces of the pipe, gaskets and
couplings. These couplings shall be assembled and installed in conformity with the
recommendations and instructions of the coupling manufacturer.
Wrenches used in bolting couplings shall be of a type and size recommended by the
coupling manufacturer. Coupling bolts shall be tightened so as to secure a uniform
annular space between the follower rings and the body of the pipe and all bolts
tightened approximately the same amount.
• Diametrically opposite nuts shall be tightened progressively and evenly. Final
Utilities BRT Pipe and Fittings
January 2012 02612-5
This Power of Attorney is granted under and by the authority of the following resolutions adopted by the Boards of Directors of Farmington Casualty Company, Fidelity
and Guaranty Insurance Company, Fidelity and Guaranty Insurance Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance
Company, St. Paul Mercury Insurance Company, Travelers Casualty and Surety Company, Travelers Casualty and Surety Company of America, and United States
Fidelity and Guaranty Company, which resolutions are now in full force and effect, reading as follows:
RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vi�
President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf
of the Company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the
Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any
of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her; and it is
FURTHER RESOLVED, that the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may
delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy
thereof is filed in the office of the Secretary; and it is
FURTHER RESOLVED, that any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking
shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice
President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the
Company's seal by a Secretary or Assistant Secretary; or (b) duly executed (under seal, if required) by one or more Attomeys-in-Fact and Agents pursuant to the power
prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority; and it is
FURTHER RESOLVED, that the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President,
any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any
certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds
and undertakings and other writings obligatory in the nature thereof, and any such Power of Attorney or certificate bearing such facsimile signature or facsimile seal
shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding on
the Company in the future with respect to any bond or understanding to which it is attached.
I, Kevin E. Hughes, the undersigned, Assistant Secretary, of Farmington Casualty Company, Fidelity and Guaranty Insurance Company, Fidelity and Guaranty Insurance
Underwriters, Inc., St. Paul Fire and Marine Insurance Company, St. Paul Guardian Insurance Company, St. Paul Mercury Insurance Company, Travelers Casualty and
Surety Company, Travelers Casualty and Surety Company of America, and United -States Fidehtyland Guaranty Company do hereby certify that the above and foregoing
is a true and correct copy of the Power of Attorney executed by said Companies�which,is imfull force and effect and has not been revoked.
�� T� v �17th January
Affixed 1�
IN TESTIMONY WHEREOF, I have hereunto set my hand and the,seals of said\Companies this day of , 20
�vp
. Kevin E. Hughes, Assistant Sec tary
(iR6UgE F\RE b \RM..I MfG qq 1MSUq Jp1.TY RNQ Vptiv(n,� r�
O ♦ P j,tpRFRRgjEy !' 0.YRR f' u 'R Y'Ri
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-S
To verify the authenticity of this Power of Attorney, call 1-800-421-3880 or contact us at www.Lravelersbond.com. Please refer to the Attomey-In-Fact number, the
above -named individuals and the details of the bond to which the power is attached.
•
WARNING:
tightening shall be done with a torque limiting wrench set for the torque recommended
• by the coupling manufacturer.
F. Flanged Joint
Before the joint is assembled, the flange faces shall be thoroughly cleaned of all foreign
material with a power wire brush. The gasket shall be centered and the connecting
flanges drawn up watertight without unnecessary stressing of the flanges. All bolts
shall be tightened in a progressive diametrically opposite sequence using torque
wrenches at settings recommended by the manufacturer (75 lb. min.). Only
compressed non -asbestos sheet gaskets with a rubber compound binder shall be
used. Where steel flanges are connected to ductile iron flanges, an insulating
connection shall be provided. Bonding jumpers shall be furnished per Paragraph 3.02-
C to bypass dissimilar materials.
G. Field Joints - Lining and Coating
Upon completion of the installation of the 0-ring and welded joints the interior annular
space of all field joints shall be grouted flush with cement mortar in the proportion of 2
parts sand to 1 part Portland cement for all steel pipe joints. Damaged lining shall be
removed and replaced. The steel surface shall be prepared to a near white finish prior
to replacement of the mortar.
The exterior surfaces of all O-ring and welded joints shall be coated with Canusa KLA
heat shrink sleeve or approved equal. All flanged and flexible coupled joints shall be
coated with Canusa Klox heat shrink sleeves as manufactured by Canusa pipeline
coatings or approved equal. The joint coating shall be furnished and installed in strict
• accordance with AWWA C-209 and the manufacturer's recommendations and as set
forth herein and on the contract drawings.
1. General
a. The pipeline contractor shall be responsible for the application of the
heat shrink sleeve and shall furnish all equipment and properly trained
and supervised labor and service required for installation. All
equipment and tools required for the application of the heat shrink
sleeve shall be subject to approval of the Engineer. The contractor
shall follow the manufacturer's application specifications and work in
harmony with pipeline coating's representative to alleviate any
difficulties during the application and installation of the heat shrink
sleeve coated pipe joints.
b. The contractor shall be responsible for verifying the integrity of the heat
shrink sleeve coated field joint. Damaged sleeves shall be repaired at
the contractor's expense. All sleeve repair material shall be supplied by
the contractor.
C. The contractor shall require the manufacturer to supply a service
person to assist and instruct the contractor and the coating inspector
with the proper application of the heat shrink sleeve. The application of
the heat shrink sleeve must meet with the approval of the
Utilities BRT Pipe and Fittings
January 2012 02612-6
manufacturer's representative.
• 2. Material Storage
a. All coating material shall be stored, handled, and transported in such a
manner as to prevent damage to individual carton containers. Cartons,
sleeves, or individual repair rolls removed from the storage pallets shall
not be dropped, rolled, or thrown in any manner as to damage the
coating material, cartons or sleeves shall not be handled with hooks,
ropes, cables, or any other mechanical devices that will damage the
coating materials.
b. All coating materials shall be stacked no higher than one (1) pallet high
or individual cartons no higher than twelve (12) high.
C. The heat shrink sleeve coating material shall be stored and/or
transported in a dry ventilated location. Storage temperature shall be a
minimum of 60 degrees F and not exceed 100 degrees F.
d. Individual cartons of heat shrink sleeves shall not contact bare ground
or bare warehouse floor. Tools or equipment shall not be stacked on
top of sleeves.
e. Coating materials that have been damaged or show sings of
deterioration shall be rejected.
fef. Primer shall be stored and disposed of in accordance with regulations
that govern hazardous material storage. Primer inventory shall rotate
on a first in - first out basis. Primer containers shall be marked with
receiving date.
g. Sleeve waste material, primer containers, stub rolls, empty cartons,
release liners, and related waste materials shall be disposed of on a
routine basis. Waste materials SHALL NOT be discarded along the
pipeline right-of-way or in the pipeline ditch.
3. Field Joint Preparation
a. The field joint pipe surface shall be free of mud, oil, grease, or any other
foreign material that will prevent the heat shrink sleeve from bonding to
the steel pipe surface. Visible oil and grease shall be removed with
suitable solvent, i.e., heptane or toluene. The steel surface shall be dry
prior to the application of the heat shrink sleeve. KEROSENE SHALL
NOT be used for cleaning the pipe joints.
b. All bare pipe surfaces shall be power wire brush cleaned to a ST2
surface finish. All burrs and weld slag shall be removed from the pipe
surface.
C. The pipe surface shall be dry and free of any dust particulates prior to
Utilities BRT Pipe and Fittings
January 2012 02612-7
the application of the heat shrink sleeve. There shall be no flash rust
• on the pipe surface prior to the application of the sleeve.
d. Mill applied primary coating system should be beveled at the cutback
area with a power wire brush. Abraded coating shall be removed from
the cutback area.
e. The steel pipe shall be preheated at the joint area, using a propane or
butane torch, to 140 degrees F to remove moisture and to assist the
adhesive flow and bonding of the sleeve adhesive. The pipe joint
surface shall not be covered with dew, frost, or rain moisture priorto the
application of the heat shrink sleeve.
For cold weather application, below 40 degrees F, the heat shrink
sleeve system (wrap around sleeve and closure) shall be stored in a
facility at a minimum ambient temperature of 60 degrees F and not to
exceed 100 degrees F.
The heat shrink sleeve shall be removed and transported from the
storage facility on a daily consumption basis and conveyed to the right-
of-way (ROW) in a heated and covered vehicle or sled. The heated
vehicle or sled shall be maintained at 60 degrees F to insure proper
sleeve body temperature prior to the heat shrink sleeve application. The
heat shrink sleeve system shall be stored in the heated vehicle or sled a
minimum of 12 hours prior to application and shall be removed directly
from the heated vehicle or sled immediately prior to application. The
heat shrink sleeve system SHALL NOT be applied if the coating body
temperature is below 60 degrees F.
g. The exterior annular space between the inside of the flared joint bell
and the outside of the spigot shall be filled with Polyken #939 mastic or
approved equal as shown on the drawings.
4. Heat Shrink Sleeve Installation
a. All steel O-ring and welded couplings and flanged joints shall be primed
in accordance with the manufacturer's recommendations prior to
placement of the heat shrink sleeve.
b. Primer or mastic shall be applied to the pipe steel surface with a brush
or paint roller to a wet thickness as specified by the manufacturer. The
primer shall not be diluted. Primer container shall remain covered when
not in use.
C. Primer or mastic shall cover the entire exposed steel surface and
overlap onto the mill applied primary coating system. The primer shall
overlap a minimum of two inches beyond the overall width of the heat
shrink sleeve (Example; a 24 inch wide sleeve shall have a minimum of
28 inches of primer coverage).
Utilities BRT Pipe and Fittings
January 2012 02612-8
d. The primer shall be dry pursuant to manufacturer's recommendation
• prior to the application of the heat shrink sleeve.
e. The release liner shall be peeled back a distance equal to the pipe
diameter from the beveled end of the heat shrink sleeve. The sleeve
shall be held vertically and perpendicular to the joint seam. The
beveled edge of the sleeve shall be centered on the weld seam at the
11 o'clock position on the opposite side of the pipe. The contractor
shall press and smooth the heat shrink sleeve edge onto the pipe and
plant applied coating system.
The heat shrink sleeve shall be applied under hand tension and shall
be tight around the weld bead and cutback stepoff area. The release
liner shall be used to wrap the sleeve around the pipe. The heat shrink
sleeve will follow the release liner around the pipe. Overlap the sleeve
onto itself by a minimum of two (2) inches and compress the overlap
area by hand. The applied heat shrink sleeve shall be free of wrinkles,
sags, and bagging. There shall be NO sleeve spacing at the bottom of
the joint pipe area with the sleeve.
SLEEVE CLOSURE: Follow the manufacturer's recommendations.
5. Heat shrinking the shrink Sleeve
The heat shrink sleeve shall be heat applied using the open flame method. No
more than three (3) field joints shall be pre -coated with the heat shrink sleeve
prior to heat shrinking the coating system.
6. Open Flame Method
Heat the closure and heat protection tape using a propane or butane torch.
Periodically remove the heat and firmly press the closure into place using heat
resistant gloves and/or heat resistant pressure roller. The protective closure
heat tape does not need to be removed. However, if removal is required, the
entire sleeve and pipe shall be completely cooled.
After the wrapping operation, the heat shrink sleeve shall be heated with a
propane or butane torch. The propane torch size shall be 200,000 BTU/hour.
Adjust the flame size to approximately 12 inches. The desired flame should be
a yellow -blue colored cone. The minimum distance between the flame and the
heat shrink sleeve is six (6) inches. The flame should spread on the sleeve to a
circle approximately six (6) inches in diameter.
Starting at the center of the shrink sleeve, heat the circumference of the joint
area using broad circumferential strokes. Continue heating the shrink sleeve,
moving from the center to the edge with broad circumferential strokes until
shrinkage is completed on one side of the sleeve. Repeat the procedure from
the center to the opposite side of the sleeve. Adhesive flow -out should occur at
both shrink sleeve ends. The propane flame shall not be left stationary on the
sleeve. For pipe diameters greater than twenty-four (24) inches, two propane
torches can be used to heat the sleeve simultaneously from opposite sides of
Utilities BRT Pipe and Fittings
January 2012 02612-9
simultaneously from opposite sides of the pipe. Flame heat shall not be applied
to the sleeve in a perpendicular or side to side manner to the sleeve.
is
Attention to detail should be placed on the circumferential weld, coating cutback
stepdown area, and the sleeve overlap areas to ensure conformability. This
can be facilitated by pressing the sleeve into place using hand pressure. Heat
resistant gloves are recommended.
The heat shrink sleeve shall be cooled to ambient temperature a minimum of
one (1) hour prior to handling and backfilling.
7. Heat Shrink Sleeve Repair
a. The heat shrink sleeve coated field joint shall be electrically inspected
by the Contractor for holidays.
b. Sleeve coated field joints that are damaged prior to backfilling shall be
repaired in accordance with the manufacturer's recommendations.
8. Backfill
a. The contractor shall allow the heat shrink sleeve and pipe joint to cool
approximately one (1) hour prior to backfilling.
b. Backfill material shall contain NO large or sharp stones that could
damage the sleeve during backfilling.
C. Perforated rockshield shall be used on backfill operations requiring the
utilization of rockshield protection.
G. Care of Coating and Repair
At all times during construction and installation of the pipeline, the Contractor shall use
every precaution to prevent damage to the protective coating on the pipe. No metal
tools or heavy objects shall be permitted to come into contact unnecessarily with the
finished coating. Workmen will be permitted to walk upon the coating only when
necessary, in which case they shall wear shoes with rubber or composition soles and
heels. Any damage to the pipe or the protective coating from any cause during the
installation of the pipeline and before final acceptance by the purchaser shall be
repaired as directed by the inspector and at the expense of the laying Contractor.
When the damaged area shows a holiday when tested, the white outer layers shall be
removed and the black inner wrap exposed. The exposed area and overlaps shall then
be primed with a light coat of primer. A patch of inner wrap of sufficient size to extend
4 inches from the holidays in all directions shall then be firmly pressed into place. The
patch shall then be holiday tested to determine that it is satisfactory. The outer layer of
white tape shall then be re -trimmed to expose the first wrap of white tape sufficiently to
allow a minimum lap of two inches in all directions. The exposed white tape shall then
be washed with Xylol and primed. Two layers of outer wrap with a minimum thickness
of 35 mils and conforming to A.W.W.A. C-209 shall then be applied.
Utilities BRT Pipe and Fittings
January 2012 02612-10
I*
i
then be applied.
Pipe shall be transported from the coating plant to the jobsite on padded bunks with
nylon tie -down straps or padded banding to adequately protect the pipe and coating.
H. Steel Pipe Installation - General
The installation of all steel pipe and fittings shall conform to A.W.W.A. Manual M-11,
"Steel Pipe - A Guide for Design and Installation."
3.03 STEEL CASING PIPE INSTALLATION
A. The casing shall be installed by boring and jacking and shall be constructed according
to the locations and grades as shown on the Contract Drawings.
B. The casing pipe shall be installed pursuant to all requirements of the governing agency
of the facility being crossed. The casing pipe shall not deviate from a straight line, at
any point along the alignment by more than 0.2 feet. The grade of the casing shall be
maintained within 0.2 feet and the casing alignment shall be maintained within 0.5 feet.
C. Carrier Pipe Installation
All carrier pipe joints within casing to be restrained. Join pipe in accordance
with the applicable pipe specification sections, including joint bonding if pipe
line is cathodically protected.
2. If carrier pipe is ductile iron, secure polyethylene wrap so casing spacers fit
over the wrap. Attach casing spacers no more than two feet from each end of
the casing pipe and at no greater than 10' intervals inside the casing pipe.
3. Fill the annular space between the casing and the carrier pipe with clean, dry
sand for the entire length of the casing.
4. Seal the ends of the casing pipe with casing seals.
3.04 PIPE INSTALLATION -GENERAL
A. Underground Interference
A reasonable attempt has been made to locate and identify the underground
interferences to be encountered. However, it shall be the responsibility of the
Contractor to verify the locations shown on the Drawings. It shall also be the
responsibility of the Contractor to locate any interference not shown on the Drawings.
The Contractor shall exercise care when working in order to protect all underground
interference and shall be fully responsible for any and all damage caused by his
operations.
B. Pipe Alignment and Grade
Utilities BRT Pipe and Fittings
January 2012 02612-11
In laying pipe, maximum tolerance is permitted to set line within +/-0.3 foot and grade
within +/-0.1 foot. Fittings, valves and hydrants shall be installed at the specified
10 locations and elevations, unless written permission to deviate is obtained from the
Engineer.
C.
17
C
F
When laying pipe in curves, the intent is to lay to the alignment. The pipe shall be kept
in alignment by deflecting joints, using short lengths or bends.
Any changes in alignment and grade must be authorized by the Engineer and shall be
accomplished by the installation of additional fittings, or "breaking" of joints.
Deviation from Alignment and Grade Occasioned by Other Structures
Whenever obstructions, not shown on the plans, interfere to such an extent that an
alteration in the plans is required, the Engineer shall have the authority to determine
the best method of correction. He may change the plans and order a deviation from
line and grade, or he may instruct the Owner to arrange with the Contractor to arrange
with the Owners of the structure for its removal, relocation or reconstruction, as best fits
the economic and field conditions.
Temporary Bulkhead
Whenever the pipe is left unattended, temporary plugs shall be installed at all
openings. Temporary plugs shall be watertight and of such design as to prevent
children, animals, or debris from entering the pipe. If water accumulates in the trench,
the plugs shall remain in place until the trench is dry.
Connection of Pipelines of Dissimilar Metals
Insulated couplings or insulated flange kits shall be used when joining pipes of
dissimilar metal either above or below grade.
Pipeline Marker or Detection Tape
Polyethylene warning tape shall be installed approximately 2 feet below the ground
surface, centered over all buried waterlines
END OF SECTION
Utilities BRT Pipe and Fittings
January 2012 02612-12
•
SECTION 02615
DUCTILE IRON PIPE AND FITTINGS
PART1 GENERAL
1.01 DESCRIPTION
A. This section covers ductile iron pipe and fittings for water line replacement.
B. Pipe shall be furnished complete with all fittings, flanges, specials and other
accessories.
1.02 QUALITY ASSURANCE
A. Manufacturer
1. All ductile iron pipe shall be supplied by one manufacturer.
1.03 SUBMITTALS
A. Certification: Submit manufacturer's certification that products meet the referenced
standards.
B. Shop drawings:
1. Submit complete Shop Drawings, and Operation and Maintenance Manuals.
Submit complete layout Drawings and details of connections for all piping in-
stalled within the limits of structures.
1.04 PRODUCT DELIVERY
A. Handling:
1. Use slings, pipe tongs or skids.
2. Do not drop pipe or fittings including dropping on cushions.
3. Do not skid or roll pipe into pipe already on the ground.
4. Do not damage coating or lining.
5. Do not use hooks.
6. Pipe shall not be handled in any manner which will cause damage.
B. Storage:
1. Store and use lubricants in a manner which will avoid contamination.
2. Store rubber gaskets in a cool, dark location away from grease, oil, and
ozone producing electric motors.
3. Do not exceed maximum stacking heights listed in AWWA C600, Tables 1
and 2.
Utilities BRT
January 2012
02615- 1
Ductile Iron Pipe and Fittings
PART 2 MATERIALS
• 2.01 DUCTILE IRON PIPE AND FITTINGS
A. Specifications
The pipe shall be designed, manufactured, tested, inspected and marked in
accordance with the provisions of this Specification and A.W.W.A. Standard C-151,
"American Standard for Ductile Iron Pipe, Centrifugally Cast in Metal Molds or
Sand -Lined Molds for Water or Other Liquids", except as herein modified.
B. Dimensions
Nominal pipe lengths shall be 18 feet or 20 feet, with shorter lengths provided as
required by Drawings, alignment and profile. Permissible variations in length,
diameter, weight, wall thickness and straightness shall comply with the allowable
tolerances specified in the applicable A.W.W.A. Standards. The minimum finished
inside diameter of the pipe, after lining is placed, shall be as set forth in the
applicable A.W.W.A. Standards.
C. Ductile Iron Pipe Diameter and Pressure Class
Pipe Size (inches) Pressure Class
3 through 12 350
• 14 through 20 250
24 200
30 through 42 150
D. Joint Design and Fabrication
The standard joints shall be push -on rubber gasket joints conforming to
A.W.W.A. Standard C-111. The joint shall be a single rubber gasket joint designed
to be assembled by the positioning of a continuous, molded rubber ring gasket in
an annular recess in the pipe or fitting socket and the forcing of the plain end of the
entering pipe into the socket, thereby compressing the gasket radially to the pipe to
form a positive seal. The joint shall be suitable for a minimum of 250 psi working
pressure.
The manufacturer shall furnish all joint materials including rubber gasket and joint
lubricant. The joint to be used where mechanically restrained joints are required
shall be American Cast Iron Pipe Company's "LOKFAST" joint, U.S. Pipe and
Foundry Company's "T.R. Flex" joint, Clow Corporation's "Super -Lock" joint, EBBA
Iron's "Megalug," Griffin Pipe Products Company's "Snap-Lok" joint, or approved
equal. The mechanical joint restraint shall be designed to resist thrusts resulting
from internal pressure acting at bulkheads, bends, valves and extending over the
distances as shown on the DRAWINGS. The joint restraint shall be designed for a
minimum working pressure of 250 psi. Although thrust blocks may also be
required, joint restraint is to be designed without consideration given to any support
derived from these blocks.
Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 2
Harness rods are to be utilized across closure assemblies in tied sections of the
• line. Rods are to be connected to the pipe by the use of mega lugs attached
behind bell and spigot joints. Following installation, the harness rods shall be
wrapped with a layer of protective tape conforming to A.W.W.A. C-209. Design
calculations for the harness rods, are to be submitted to the ENGINEER for
approval.
The push -on gasket joint and the harness joint designs shall be submitted to the
ENGINEER for approval.
E. Specials and Fittings
Unless otherwise shown on the Drawings, all specials and fittings shall conform to
the dimensions and requirements of A.W.W.A. Standard C-110. Fittings shall be
designed for 150 psi working pressure and shall have the same lining and coating
as the abutting pipe.
Specials and fittings that cannot be mechanically lined and coated shall be lined
and coated by hand, using the same materials as are used for the pipe and in
accordance with the applicable A.W.W.A. Standards. Coatings and linings applied
in this manner shall provide protection equal to that specified for the pipe. Areas of
lining and coating that have been damaged shall be repaired by hand application in
accordance with applicable A.W.W.A. Standards.
Moderate deflections and long radius curves may be made by means of bends or
• fittings, by deflecting straight pipe, by using short lengths of pipe, or by a
combination of any of these methods.
F. Cement -Mortar Lining
•
Interior surfaces of all pipe, fittings and specials shall be lined in the shop with
cement -mortar in accordance with A.W.W.A. Standard C-104. The cement shall
meet the requirements of "Standard Specifications for Type II Portland Cement",
ASTM Designation C-150. The sand shall conform to that prescribed in A.W.W.A.
C-104. The cement mortar shall contain not less than one part of cement to two
parts of dry sand.
Every precaution shall be taken to prevent damage to the lining. If lining is
damaged or found faulty, the unsatisfactory pipe shall be replaced.
G. Exterior Coating
The outside coating shall be a bituminous coating of either coal tar or asphalt base
approximately 1 (one) mil thick. The finished coating shall be continuous, smooth,
neither brittle when cold nor sticky when exposed to the sun, and shall be strongly
adhered to the pipe.
Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 3
Ll
SECTION 00630
CERTIFICATE OF INSURANCE
CONTRACTOR shall insert his own standard form for Certificate of Insurance.
Utilities BRT Certificate of Insurance
January 2012
00630-1
H. Polyethylene Encasement
• All ductile iron pipe and fittings shall be polyethylene encased. The polyethylene
encasement material shall be manufactured in accordance with
A.W.W.A. Standard C 105-93, 'Polyethylene Encasement for Ductile Iron Pipe
Systems" with the following additional requirements or exceptions.
Material - High density, cross -laminated polyethylene film. The raw material
used to manufacture polyethylene film shall be Type III, Class A, (natural
color) Grade P-33 in accordance with A.S.T.M. Standard Designation D-
1248-89.
Physicals - The polyethylene film shall meet the following test requirements:
Tensile Strength 5000 psi minimum
Elongation 100% minimum
Dielectric Strength 800 V/mil thickness minimum
Thickness 0.004" (4 mils) minimum with minus tolerance
not exceeding 10% of nominal thickness
PART 3 EXECUTION
3.01 DUCTILE IRON PIPE INSTALLATION
Is A. Handling
Ductile iron pipe and fittings shall be handled at all times by lifting with padded
cradles of canvas, leather or other suitable material so as to avoid shock or
damage. Pipe shall be so handled that the coating and lining will not be damaged.
If, however, any part of the coating or lining is damaged, the repair shall be made
by the CONTRACTOR at his expense in a manner satisfactory to the ENGINEER.
Pipe handling equipment is to be approved by the ENGINEER. The use of bare
metal cables, chains, or hooks, etc. will not be permitted.
Stockpiled ductile iron pipe shall be supported on wood blocks and/or sandbags
placed under the uncoated ends of the pipe. Bags shall be of sufficient size to
prevent contact of the pipe coating with the ground or any obstruction. Rolling the
pipe on coated surface will not be permitted. Adequate strutting shall be provided if
necessary to prevent damage to pipe lining and coating.
B. Subgrade
No blocking of pipe will be permitted. Before the pipe is laid, the subgrade shall be
prepared by backfilling with clean uniformly graded sand so as to provide a uniform
and continuous bearing and support for the pipe at every point between bell holes,
except that it will be permissible to disturb or otherwise damage the subgrade
surface over a maximum length of 18-inches near the middle of each length of pipe
•by the withdrawal of pipe slings or other lifting tackle. Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 4
• C. Joining Stab Joints
Immediately before joining two lengths of ductile iron pipe, the inside of the bell
end, the outside of the spigot end and the rubber gasket shall be thoroughly
cleaned to remove oil, grit, excess coating, and other foreign matter. The rubber
gasket shall be flexed inward and properly inserted in the gasket recess of the bell
socket. Caution shall be exercised to insure the correct type of gasket is used.
A thin film of gasket lubricant shall be applied to either the inside face of the gasket
or the spigot end of the pipe or both.
The spigot end of the pipe shall be placed in the socket with care to prevent the
joint from contacting the ground. The joint shall be completed by pushing the pipe
home with a slow steady pressure without jerky or jolting movements. Pipe
furnished without a depth mark shall be marked before assembly to assure
insertion to the full depth of the joint. The spigot end of field cut pipe lengths shall
be filed or ground to resemble the spigot end of such pipe as manufactured.
Whenever it is desirable to deflect stab joint pipe in order to form a long radius
curve, the deflection shall not exceed eighty percent (80%) of the pipe
manufacturer's recommendations for maximum deflection.
D. Joining Mechanical Joint Pipe
Before joining mechanical joint ductile iron fittings to the ductile iron pipe, the
outside of the spigot, the inside of the bell and the rubber gasket shall be
thoroughly cleaned to remove oil, grit, excess coating, and other foreign matter.
Normal practice is to lubricate the joint with a soap solution; however, in cold
weather the joint may be assembled dry if approved by the ENGINEER. Extreme
care shall be exercised in making the dry joint.
The ductile iron gland shall be slipped on the spigot end of the pipe with the lip
extension of the gland toward the socket, or bell end. The rubber gasket shall be
placed on the spigot end with the thick edge toward the gland.
The pipe shall be pushed forward until the spigot end fully penetrates the bell. The
gasket shall then be pressed into place in the bell evenly around the entire joint.
The gland shall be moved along the pipe into position for bolting, the bolts inserted,
and the nuts screwed finger tight, then tightened with a torque limiting wrench. The
torque for the various sizes of bolts shall be as follows:
• Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 5
Pipe Size
Bolt Size
Range of Torque
inches
inches
ft.( lbs.)
•
2-3
5/8
60
4-24
3/4
75-90
30-36
1
100-120
42-48
1 1 /4
120-150
Nuts spaced 180 degrees apart shall be tightened alternately in order to produce
an equal pressure on all parts of the gland.
Whenever it is desirable to deflect mechanical joint pipe in order to form a long
radius curve, the deflection shall not exceed eighty percent (80%) of the pipe
manufacturer's recommendations for maximum deflection.
E. Flexible Coupled Joint
When installing flexible steel couplings, care shall be taken that the connecting
pipe ends, couplings and gaskets are clean and free of all dirt and foreign matter
with special attention being given to the contact surfaces of the pipe, gaskets and
couplings. These couplings shall be assembled and installed in conformity with the
recommendations and instructions of the coupling manufacturer.
Wrenches used in bolting couplings shall be of a type and size recommended by
the coupling manufacturer. Coupling bolts shall be tightened so as to secure a
uniform annular space between the follower rings and the body of the pipe and all
bolts tightened approximately the same amount.
Diametrically opposite nuts shall be tightened progressively and evenly. Final
tightening shall be done with a torque limiting wrench set for the torque
recommended by the coupling manufacturer.
F. Flanged Joint
Before the joint is assembled, the flange faces shall be thoroughly cleaned of all
foreign material with a power wire brush. The gasket shall be centered and the
connecting flanges drawn up watertight without unnecessary stressing of the
flanges. All bolts shall be tightened in a progressive diametrically opposite
sequence using torque wrenches at settings recommended by the manufacturer
(75 lb. min.). Only compressed asbestos sheet gaskets with a rubber compound
binder shall be used. Where steel flanges are connected to ductile iron flanges, an
insulating connection shall be provided.
G. Polyethylene Wrap
Ductile iron pipe and fittings shall be polyethylene encased (cross -laminated
HDPE) in accordance with A.W.W.A. Standard C-105, "Polyethylene Encasement
for Ductile Iron Piping for Water and Other Liquids," and as detailed on the
Drawings.
•
Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 6
0
H. Cutting and Fitting
The CONTRACTOR shall make all pipe cuts required to conform to location, line
and grade. All cuts on ductile iron pipe shall be made by the use of pipe cutters or
pipe saws. All cuts shall be straight and true.
3.04 PIPE INSTALLATION -GENERAL
A. Underground Interference
A reasonable attempt has been made to locate and identify the underground
interferences to be encountered. However, it shall be the responsibility of the
CONTRACTOR to verify the locations shown on the Drawings. It shall also be the
responsibility of the CONTRACTOR to locate any interference not shown on the
Drawings. The CONTRACTOR shall exercise care when working in order to
protect all underground interference and shall be fully responsible for any and all
damage caused by his operations.
B. Pipe Alignment and Grade
In laying pipe, maximum tolerance is permitted to set line within +/-0.3 foot and
grade within +/-0.1 foot. Fittings, valves and hydrants shall be installed at the
specified locations and elevations, unless written permission to deviate is obtained
from the ENGINEER.
When laying pipe in curves, the intent is to lay to the alignment. The pipe shall be
kept in alignment by deflecting joints, using short lengths or bends.
Any changes in alignment and grade must be authorized by the ENGINEER and
shall be accomplished by the installation of additional fittings, or "breaking" of
joints.
C. Deviation from Alignment and Grade Occasioned by Other Structures
Whenever obstructions, not shown on the Drawings, interfere to such an extent
that an alteration in the Drawings is required, the ENGINEER shall have the
authority to determine the best method of correction. He may change the Drawings
and order a deviation from line and grade, or he may instruct the OWNER to
arrange with the CONTRACTOR to arrange with the owners of the structure for its
removal, relocation or reconstruction, as best fits the economic and field conditions.
D. Temporary Bulkhead
Whenever the pipe is left unattended, temporary plugs shall be installed at all
openings. Temporary plugs shall be watertight and of such design as to prevent
children, animals, or debris from entering the pipe. If water accumulates in the
trench, the plugs shall remain in place until the trench is dry.
Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 7
0
0
C. Connection of Pipelines of Dissimilar Metals
Insulated couplings or insulated flange kits shall be used when joining pipes of
dissimilar metal either above or below grade.
F. Pipeline Marker or Detection Tape
Polyethylene warning tape shall be installed approximately 2 feet below the ground
surface, centered over all buried waterlines
END OF SECTION
Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 8
E
to
PAGE INTENTIONALLY LEFT BLANK.
Utilities BRT Ductile Iron Pipe and Fittings
January 2012 02615- 9
0
•
SECTION 02621
PLASTIC PRESSURE PIPE
PART 1 -GENERAL
1.01 DESCRIPTION
This section covers the furnishing and installation of plastic pressure pipe and fittings.
1.02 QUALITY ASSURANCE
A. Standard:
1. AWWA C900: PVC Pressure Pipe and Fabricated Fitting, 4"- 12", For Water
Distribution
2. AWWA C905: PVC Pressure Pipe and Fabricated Fitting, 14"- 48", For Water
Transmission and Distribution
3. ASTM F477: Elastomeric Seals ( Gaskets) for Joining Plastic Pipe
4. ASTM D1784: Specification for Rigid PVC Compounds and CPVC Compounds
5. ASTM D3139: Joints for Plastic Pressure Pipes Using Flexible Elastomeric
Seals
B. Manufacturers:
2.
3.
4.
5.
6.
PART2-PRODUCTS
2.01 MATERIALS
Diamond Plastics Corporation
PW Eagle
J-M Manufacturing Company
CertainTeed
Underground Solutions, Inc
Or approved equal
A. PVC Pressure Pipe (4 inch through 12 inches).
1. Conformance: AWWA C-900, DR-18 Class 150.
2. O.D. Base: Cast Iron equivalent.
3. Pressure Class: Refer to drawings for minimum pressure class.
4. Pipe Joints:
a. Direct Bury: Bell ends with elastomeric gaskets. Solvent cement joints
are strictly prohibited.
b. Horizontal Directional Drilling:
i. Fusible C-900TM manufactured by Underground Solutions, Inc.
Utilities BRT
January 2012
ii. Low profile restrained joint pipe such as C900/RJ system
manufactured by CertainTeed or approved equal.
02621-1
Plastic Pressure Pipe
B. PVC Pressure Pipe (14 inch through 48 inches).
• 1. Conformance: AWWA C-905.
2. O.D. Base: Cast Iron equivalent.
3. Pressure Rating: Refer to drawings for minimum pressure class.
4. Joints: Bell ends with elastomeric gaskets. Solvent cement joints are strictly
prohibited.
5. Color of the pipe shall be blue to distinguish as potable water.
0
C. Mechanical Joint Restraints:
Ford Uni-Flange Block Buster Series 1300 Pipe Restraint or approved equal.
D. Fittings:
Ductile Iron fittings: Refer to Section 02615, Ductile Iron Pipe.
E. Seals:
For penetrations into Precast Concrete structures use two sets of Thunderline Link -Seal
units w/stainless steel hardware.
F. Tracer wire.
1. Tracer wire shall be a minimum 14 AWG direct bury, insulated solid copper wire
directly. The tracer wire shall be continuous (without splices) whenever possible.
When splices are required, a wire connector equal to 3M DBR-6 shall be used.
Splices shall be wrapped water -tight with one layer of filler tape followed by a
second layer of "Scotchwrap. "
2. Termination Box: Equal to a cathodic protection test station termination box.
G. Warning Tape
1. Tape to read: CAUTION: BURIED WATER LINE BELOW
2. Colors: Blue background with black text
3. APWA & AASHTO compliant
4. Tape shall be detectable 5 mil foil for plastic piping or other detectable non-
degradable material
H. Fittings: Ductile Iron.
1. Standard: AWWA C-104, C-110, C-111, or C-153.
2. Lining: Epoxy.
3. Coating: Epoxy.
4. Pressure rating: 250 psi.
5. Connections: mechanical joint unless specified otherwise indicated.
a. Tee -head bolts and nuts: high strength, low alloy steel "Cor Ten",
"Usalloy", or equal.
Utilities BRT Plastic Pressure Pipe
January 2012 02621-2
PART 3 - EXECUTION
• 3.01 INSPECTION
0
A. Examine the pipe and fittings for cracks, dents, abrasions or other flaws prior to
installation. Mark defective pipe and remove from the site.
3.02 INSTALLATION
A. Install pipe in accordance with Section 02646 — Water Service Lines and
Appurtenances.
B. Cutting the pipe.
1. Cut the pipe square with saws or pipe cutters designed specifically for the
material.
2. Bevel the end in accordance with the manufacturer's recommendations.
3. Locate a depth mark with a marker or crayon to assure the spigot end is
inserted to the recommended depth.
4. Remove burrs and wipe off all dust from the jointing surfaces.
C. Gasketed joints.
1. Remove all dirt and foreign material from the spigot, gasket an gasket groove.
2. Apply lubricant furnished by the pipe manufacturer.
3. Insert the spigot to the depth recommended by manufacturer.
4. Do not disturb previously completed joints during jointing operations.
D. Do not bend pipe on any radius. Joints may be deflected if manufacturer's written
literature allows, but bending of pipe is not allowed.
E. Joints of all pipe in the trench shall be completed before work is stopped. If water
accumulates in the trench, the plugs shall remain in place until the trench is dry.
Tracer wire.
1. Tape to top centerline pipe every 5 feet with tape such that wire remains in
place during embedding of pipe.
2. As an alternative to taping, spiral wrap tracer wire around pipeline in a
symmetric pattern. Taping is not required with this method of installation.
3. Secure tracer wire to fire hydrant be wrapping twice around riser to hydrant.
Terminate end of tracer wire in a pre -fabricated cathodic protection test station.
Two (2) feet of wire shall be coiled inside each box. See Drawing Exhibit 2-8 for
detail.
4. Wire may be spliced with plastic ties. Totally enclose in waterproof Permatex.
Double wrap in Protecto-Wrap.
5. Attach one pound sacrificial anodes to tracer wire every 500 feet.
6. Testing.
a. Pass current through wire and demonstrate that wire is capable of
locating the pipe.
b. If wire will not pass current, locate break in circuit and test until tracer
wire works in accordance with its intended use.
Utilities BRT Plastic Pressure Pipe
January 2012 02621-3
l J
171
G. Warning Tape
1. Place 18" above top of pipe and centered over pipe in backfill.
2. Tape shall run continuous with pipe.
3.03 TAPPING
1. Tapping of P.V.C. up to and including two (2) inch shall be done only with approved
tapping saddles.
2. Taps larger than two (2) inches in size shall be made only with approved tapping
saddles, sleeves and shall be stainless steel only.
Utilities BRT
January 2012
END OF SECTION
02621-4
Plastic Pressure Pipe
Client#- 14427
CONREI
I'
L
ACORD,. CERTIFICATE OF LIABILITY INSURANCE
DATEIMMIODN""
1/17/2012
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION 1S WAIVED, subject to
the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder in lieu of such endorsement(s).
PRODUCER
Flood & Peterson Ins., Inc.
P. O. Box 578
Greeley, CO 80632
970 356-0123
CONTACT
NAME: Nikki Mosbrucker
a°N o Ea:970-266.7123 aX, ad): 970-506.6823
'MDR^ESSnikki.mosbrucker@fpinsurance.com
AD:
PRODUCER IF full cert
CUSTOMER 10 #:
INSURER(S) AFFORDING COVERAGE
NAIL #
INSURED
Connell Resources, Inc.
7785 Highland Meadows Parkway
Fort Collins, CO 60528
INSURER A: Travelers Insurance Company
INSURER B Pinnacol Assurance
INSURER C :
INSURER D
INSURER E
INSURER F :
COVERAGES CERTIFICATE NUMBER: REVISION NUMBER:
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
INSR
LTR
TYPE OF INSURANCE
L
SUBRI
POLICY NUMBER
POLICY EFF
MM/DO/YYYYI
POLICY EXP
(MM1DD,TYYYl
LIMITS
A
GENERAL LIABILITY
X COMMERCIAL GENERAL LIABILITY
CLAIMS -MADE OCCUR
DTC04794N532-
IND11
0610112011
06/0112012
EACH OCCURRENCE
$1 00O 000
_15ANIAGM RENTED
PREMISES (Es occurrence)
$300000
MED EXP(Any one person)
$10,000
PERSONAL B ADV INJURY
$1,000,000
GENERAL AGGREGATE
$2,000,000
GEN'L AGGREGATE LIMIT APPLIES PER:
POLICY FX1 PRa F-1 LOC
PRODUCTS - COMPIOP AGG
52,000,000
$
Pk
AUTOMOBILE
1XXX
LIABILITY
ANY AUTO
ALLOWNEDAUTOSBODILY
SCHEDULED AUTOS
HIRED AUTOS
NON -OWNED AUTOS
Drive Other Car
DT8104794NS32-
TILII
6/01/2011
06/01/2012
COMBINED SINGLE LIMIT
(Ed a¢idenN
$ 0000000
BODILY INJURY(Par person)
$
INJURY(Per accident)
S
PROPERTY DAMAGE
(Pereaidenl)
$
$
Is
A
1(
UMBRELLA LIAR
EXCESS LIAB
X
OCCUR
CLAIMS -MADE
DTSMCUP4794-
N532TIL11
6/01/2011
06/01/201
EACH OCCURRENCE
$10000000
AGGREGATE
$10000 000
DEDUCTIBLE
RETENTION $
is
$
B
WORKERS COMPENSATION
AND EMPLOYERS' LIABILITY
ANY PROPRIETOWPARTNERIEXECUTIVEYIN n
OFFICERIMEMBER EXCLUDED?
(Mandatory in NH)
UDEna. describe under
SCRIPTIONOFOPERATIONS!n. w
NIA
4029651
6/0112011
06/01/201
X WC STATU DTH-
E.L. EACH ACCIDENT
$500,000
E.L. DISEASE - EA EMPLOYEE1
s500,000
E.L. DISEASE -POLICY LIMIT
$500,000
DESCRIPTION OF OPERATIONS / LOCATIONS I VEHICLES (Attach ACORD 101, Additional Remarks Schedule, It more space is required)
RE: CRI# 2121002 - BRT Utilities Improvements Ph. 2
The City, its officers, agents and employees are named as additional insured, but only as
(See Attached Descriptions)
City of Fort Collins
700 Wood St
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
ACCORDANCE WITH THE POLICY PROVISIONS,
Fort Collins, CO 80521
' AUTHORIZED REPRESENTATIVE
I
01988.2009 ACORD CORPORATION. All rights reserved.
ACORD 25 (2009/09) 1 of 2 The ACORD name and logo are registered marks of ACORD
#S668616/M615935 NIK
SECTION 02622
PLASTIC NON -PRESSURE PIPE
PART1 GENERAL
1.01 DESCRIPTION
A.This section covers plastic non -pressure sanitary sewer pipe and fittings to be furnished
complete with all jointing materials.
1.02 SUBMITTALS
A. Certification: Submit manufacturer's certification that products meet requirements
of referenced specifications.
B. Shop Drawings: Submit Shop Drawings and data showing details of joints, gasket
material and pipe length.
1.03 PRODUCT DELIVERY
A. Do not damage the pipe by impact, bending, compression or abrasion during
handling and storage.
• B. Store PVC sewer pipe on a flat surface which provides even support for the barrel
with bell ends overhanging.
C. Do not stack pipe higher than 5 feet.
D. Do not use pipe and fittings stored in direct sunlight for periods in excess of 18
months.
E. Use only nylon protected slings or hands to handle pipe. Do not use hooks or bare
cable.
PART 2-PRODUCTS
2.01 POLYVINYL CHLORIDE (PVC) PIPE
A. Pipe and fittings:
1. 4" through 15", ASTM D3034, type PSM, SDR 35.
2. 18" through 27", ASTM F679 (T1).
3. All pipe shall have the A.S.T.M. Specification, nominal diameter, and name
or trade mark of the manufacturer imprinted on the outside of the pipe.
4. Fittings shall be of the same material and class as the pipe to which it is
attached.
• 5. Plugs: P.V.C., size shall be the same as for the pipe. Plugs shall be air
Utilities BRT 02622-1 Plastic Non -Pressure Pipe
January 2012
• tight for testing of the lines.
B. Joints: ASTM F477 push -on. Joints: ASTM D3212, push -on with an O-ring rubber
gasket conforming to ASTM Designation D3034. Solvent cement joints are strictly
prohibited.
C. Pipe lengths: maximum pipe length shall be twenty (20) feet and no shorter than
twelve and one half (12 1/2) feet, except service tees and closure pieces.
D. Markings: All sizes of PVC pipe shall have the SDR rating, the A.S.T.M.
Specification, nominal diameter, and name or trademark of the manufacturer
imprinted on the outside of the pipe.
PART 3 - EXECUTION
3.01 INSPECTION
A. In addition to any deficiencies covered by ASTM D3034, PVC which has any of the
following visual defects will not be accepted.
1. Straight pipe, measured from the concave side, shall not deviate from
straight greater than 1/16 inch per foot of length.
2. Pipe which is sufficiently out -of -round to prohibit proper jointing.
3. Improperly formed bell and spigot ends.
4. Fractured, cracked, chipped, dented, abrasions or otherwise damaged
• pipe.
5. Pipe that has been damaged during shipment or handling. Acceptance of
the pipe at point of delivery will not relieve the Contractor of full
responsibility for any defects in material of the completed pipeline.
B. Mark rejected pipe and remove from the site.
3.02 INSTALLATION
A. Install pipe in accordance with Section 02722, Wastewater Collection System.
B. Cutting the pipe.
1. Cut pipe square with saw or pipe cutter designed specifically for the
material.
2. Bevel the end in accordance with the manufacturer's recommendations.
3. Insert the spigot to the reference mark, according to manufacturer's
recommendations.
4. Do not disturb previously installed joints during jointing operations.
3.03 FIELD QUALITY CONTROL
A. Pipe Deflection Tests
1. Test each reach of sewer pipe between manholes for vertical ring
Utilities BRT 02622-2 Plastic Non -Pressure Pipe
January 2012
L J
deflection after backfill has been completed.
2. Maximum allowable deflection is 5% of the base internal diameter.
3. Uncover all pipe sections exceeding the maximum allowable deflection and
replace the bedding and backfill to prevent excessive deflection.
4. Retest any repaired sections.
5. The maximum allowable deflection at the end of the Correction Period shall
be 7 1/2 % of the base internal diameter. Uncover and repair sections
exceeding the maximum allowable deflections.
a. Divert flows as necessary to perform test.
b. Perform tests in the presence of the Owner.
C. Log results of test by line reach between adjacent manholes.
i. Deliver 2 copies of logs to Owner at completion of all tests.
3. Mandrel outside diameters in inches are as follows:
7 1/2%
NOMINAL
5% DEFLECTION
DEFLECTION
PIPE SIZE
BASE I.D.
MANDREL
MANDREL
6
5.74
5.45
5.31
8
7.66
7.28
7.09
12
11.36
10.79
10.51
15
13.90
13.21
12.86
18
16.97
16.12
15.70
21
20.00
19.00
18.50
24
22.49
21.36
20.80
27
25.33
24.06
23.43
Utilities BRT
January 2012
Leakage tests
Reference Section 02722, Wastewater Collection Systems.
END OF SECTION
02622-3
Plastic Non -Pressure Pipe
SECTION 02640
• VALVES AND COCKS
PART 1 -GENERAL
1.01 DESCRIPTION:
This section covers the furnishing and installation of butterfly line valves, air release and
vacuum valves, gate valves and valve boxes.
1.02 RELATED SECTIONS
Section 02605 - Manholes and Vaults
Section 02612 - Pipe and Fittings
Section 03310 - Structural Concrete
Section 03210 - Reinforcing Steel
1.03 SUBMITTALS
Details of all valves shall be submitted to the Engineer for review and acceptance.
PART 2 - MATERIALS
2.01 BUTTERFLY VALVES
A. General
• Except as modified or supplemented herein, all butterfly valves supplied under this
specification shall be designed and manufactured in strict compliance with A.W.W.A.
Standard Specifications, Designation C504. Referenced section numbers in the
following paragraphs are those of A.W.W.A. C504.
B. Service
All valves shall be suitable for throttling service and/or frequent operation as well as
service involving long periods of inactivity. Valves shall be capable of operating
satisfactorily with flows in either direction.
C. Shutoff Pressure
The maximum static differential pressure across the valve will be 150 psi. At this rated
pressure the valve will be bubble tight for flows in either direction.
D. Class of Valves
All valves shall be Class 150B.
E. Valve Bodies
Valve body material shall conform to that shown in Section 3.1 of referenced
specification. Valves may be of either short or long body pattern.
is Utilities BRT Valves and Cocks
January 2012 02640-1
F. Valve Discs
• Valve discs shall conform to that shown in Section 3.4 of referenced specifications.
Valve disc shall seat at 90 degrees to the pipe axis.
G. Valve Seat
Rubber seats shall be applied to the body or the disc. The mating -seat surface, in
either case, shall be stainless steel or Monel in accordance with Section 2.2.4 and
2.2.5 respectively. Sprayed or plated mating -seat surface will not be accepted.
Rubber seats shall be of new natural or synthetic rubber and may be reinforced by the
manufacturer.
Rubber seats mounted in the groove of the valve body on valves 24-inch diameter and
smaller may be bonded to the body. Bonded seats must withstand a 75-pound pull in
accordance to the 90❑ stripping test procedure "Method B" of ASTM Designation D
429.
Rubber seats mounted in the valve body shall be full circle 360 degrees and shall be
retained in the valve body by mechanical means in such a manner that the seat is
adjustable in the field and replacement can be made without removing the valve from
the line. All hardware used in retaining the seat in the body shall conform to all the
requirements of Section 3.5 of referenced specifications. Valve shaft shall not
penetrate the rubber seat.
H. Valve shaft
• Valve shaft shall be either through or stub type and shall conform to all applicable
requirements of Section 3.3 of referenced specifications.
Shaft Seal
Where the valve shaft projects through the valve body for the operator connection, a
shaft seal designed for positive pressure within the valve shall be provided. The seal
shall be of one of the following types:
1. Self -compensating Vee-type packing
2. O-ring type contained in a corrosion resistant cartridge
Retention of the seals shall be designed to utilize the actuator case as a positioner of
the seal. Replacement of seals shall be done without removal of the valve shaft.
Valve Bearings
Valve bearings shall conform to all applicable requirements of Section 3.6 of
referenced specification. In addition, valves furnished with externally adjustable thrust
bearing shall have the external adjusting mechanism enclosed in a substantial
watertight housing.
K. Type of Valve Ends
All valves shall be furnished with flanged joint ends for steel pipe and mechanical joint
ends for ductile iron pipe unless otherwise shown on the plans.
Utilities BRT Valves and Cocks
January 2012 02640-2
• L. Valve Operator
Valves shall be furnished with manual operators designed and sized to develop output
torques required for Class 150B operating service (not Table 1-maximum operating
torques) and shall be sufficient to seat, unseat and rapidly hold the disc in any
intermediate position for the above conditions. The maximum velocity for operator
design shall be 15 feet per second. In addition, the operator shall be designed for
submerged service and to operate indefinitely in a full submerged condition.
Operator shall be equipped with a 2" square operating nut with shaft sealed or
gasketed to prevent contamination of the lubricants. Valve shall be opened with a
clockwise rotation of the nut.
A mechanical stop -limiting device (A.W.W.A. input shaft stop) shall be installed on the
input side of the operator to provide stop limits for both open and closed positions and
be designed to withstand an input torque of 300 foot-pounds at the operating nut.
All gearing of the manual operator will be totally enclosed and sealed for a lubricant
formulated for a temperature range of -10 degrees F to +150 degrees F. Manufacturer
shall fill the gear case with lubricant to 80% of full prior to shipment from the factory.
Primary gearing of operator shall be a self-locking worm gear of high tensile bronze
and a worm of hardened alloy steel with ground and polished threads.
• Primary gearing shall be supplemented by spur gear attachment to comply with the
following conditions of operation for all sizes of valves:
Minimum number of turns for complete opening or closing of valve disc shall
not be less than 40.
Maximum input torque required to fully open or close the valve for Class 150 B
conditions shall not exceed 150 foot-pounds when applied to the operating nut.
The diameter of the output shaft or spline of the operator shall be sized equal to or
greater than the turned -down section of the valve shaft as provided in Section 3.3 of
referenced specifications.
All operators shall have a valve position pointer installed. Pointer shall be removable
and attached by using cap screws.
M. Valve Bonnet
Valves shall be furnished with a separate cast iron or fabricated steel extension bonnet
with access openings (fitted with removable covers) to permit access to the stuffing box
for repacking. The extension bonnet shall be of sufficient length to extend the distance
between the valve centerline and operating nut an additional twenty-one inches over
the distance which could be considered standard. Minimum thickness of removable
cover shall be 14 gauge (.0747) and shall be attached to extension sleeve with a
minimum of four 1/4" diameter cap screws. Gasketing of this opening is not required.
• Utilities BRT Valves and Cocks
January 2012 02640-3
• N. Manufacture
All valves furnished shall be the latest standard product of a manufacturer regularly
engaged in the production of equipment of this nature for a period of at least five years.
Acceptable manufacturers are: American Darling, Clow, M & H, Mueller and Pratt.
O. Descriptive Data
The bidder shall submit with his bid three (3) copies of catalogs, shop drawings,
characteristic curves (CS - Coefficient of seating or unseating torque, C, - Coefficient of
dynamic torque, Cr - Coefficient of flow) and other literature necessary to describe the
equipment to be furnished in sufficient detail to enable determination of compliance
with specifications.
P. Proof -of -Design Test
The valve manufacturer shall test all valves according to Section 5 and shall furnish
three (3) certified copies of the reports on the leakage test Section 5.3 and the
Hydrostatic test Section 5.4 if required by the engineer.
Q. Affidavit of Compliance
The manufacturer of valves supplied under this specification shall furnish an affidavit of
compliance in accordance with Section 1.5 stating that all valves furnished comply with
all applicable provisions of A.W.W.A. C504 as modified or supplemented herein, if
required by the Engineer.
• R. Painting
All Surfaces of the valve shall be clean, dry and free from grease before painting. All
surfaces, exterior and interior, except the seating surfaces of flange faces shall be
evenly coated with a suitable primer to inhibit rust or black asphalt varnish in
accordance with Federal Specification TT-V51C for buried service; and two coats of
Zinc Chromate in accordance with Federal Specification Tt-P-645 for non -buried
service. Flange faces shall be shop coated with a rust preventive compound, Dearborn
Chemical "No-Ox-Id", Houghton 'Rust -Veto 344", or Rust-Oleu, "R-9". After above
painting is completed, a lubricant compatible with the rubber seal shall be applied to a
surface of this seal and the mating metal surface to prevent bonding of the two
surfaces during shipment and storage. Following application of the seal lubricant, the
valve disk shall be placed in the fully closed position for shipment.
2.02 CORPORATION STOPS
A. All corporation stops shall conform to AWWA C800-66.
1. All corporation stops shall be constructed of brass.
2. Corporation stop inlet threads for tapping saddles shall be "cc" type only.
3. Corporation stop inlet threads for tapped tees shall be IP type only.
4. All corporation stop outlets shall be IP type for air release and vacuum valves
and compression type for service lines.
5. Corporation stops shall be used for all taps which are 2-inches and smaller.
6. Corporation stops shall incorporate ball valves only.
Utilities BRT Valves and Cocks
January 2012 02640-4
a.
• 2.03 GATE VALVES
A. General
Plug valves will not be allowed.
All valves shall be manufactured in accordance with A. W.W.A. Standard C 500, "Gate
Valves - 3-Inch through 48-Inch - For Water and Other Liquids" with the following
additional requirements or exceptions.
B. Valve Description
Valves shall be as a resilient seat type and shall be manufactured in accordance with
AWWA-0509-87 with non -rising stem.
All gate valves shall have an epoxy coated interior.
C. Installation
Gate valves shall be installed vertically in buried horizontal water lines without gearing,
by-passes, rollers or tracks.
D. Service
All valves shall be suitable for frequent operation as well as service involving long
periods of inactivity. The operating pressure for all sizes shall be 200 psi.
E. Valve Stems
Valve stems shall be threaded so that valves shall open by turning to the right
(clockwise). Each valve shall be furnished with a 2-inch square wrench nut. The
wrench nut shall comply with Section 19 of referenced specifications with an arrow
showing direction of opening and the word "OPEN" cast on the nut. Diameter of stem
and number of turns to open valve shall conform to Table No. 3 of referenced
specifications. Stem seal shall consist of two O-Rings, designed to allow replacement
of the seal above the thrust collar with the valve under pressure in the full -open
position.
F. Bolting Material
Bolts and hex nuts used on bonnet of the valve shall be the manufacturer's standard,
either fabricated from a low -alloy steel for corrosion resistance or electro plated with
zinc or cadmium
The hot -dip process in accordance with A.S.T.M. Standard Designation A-153 is not
acceptable for the threaded portions of the bolts and nuts.
G. Gasket Material
The flat gaskets, either ring type or full faced type, required at the bonnet connections
shall be fabricated from compressed non -asbestos sheet with a rubber compound
binder. Use of a homogeneous rubber or vegetable fiber sheet for fabrication of
gaskets is not acceptable.
• H. Types of End Connections
Utilities BRT Valves and Cocks
January 2012 02640-5
• 1. Mechanical Joint
All components of this joint shall conform to the A.N.S.I. A 21.11 (A.W. W.A. Standard
C 11, 'Rubber -Gasket Joints for Cast -Iron and Ductile -Iron Pressure Pipe and
Fittings.") The tee -head bolts and hexagon nuts shall be fabricated from a high -
strength, low alloy steel known in the industry as "Cor-Ten", "Usalloy" or equal.
Accessories for the mechanical joint consisting of the gasket, gland and fasteners shall
be furnished and packaged separately from the valves. Each package shall be labeled
in such a manner as to provide for proper identification and the number of units per
package or bundle.
2. Flange Joint
Where insulated joints are required valves may be furnished with flange ends drilled to
accept the insulated sleeves or with flange adapters. Flanges and gaskets shall
comply with the requirements of Section 02610, Paragraph 2.01 F and 2.01 G.
Testing
Each valve after shop assembly shall be given the operation and hydrostatic test in
accordance with the reference specifications.
J. Painting
All surfaces of the valve shall be clean, dry and free from grease before painting. All
ferrous surfaces, exterior and interior, except the seating surfaces of flange faces shall
be evenly coated with a suitable primer to inhibit rust or black asphalt varnish in
• accordance with Federal Specification TT-51 e. Flange faces shall be shop coated with
a rust preventive compound, Dearborn Chemical "No-Ox-Id", Houghton 'Rust -Veto
344", or Rust-Oleum "R-9".
2.04 COMBINATION AIR RELEASE VALVES
A. Combination air release valves shall be designed to exhaust large volumes or air when
the system is filled with water and to allow large volumes of air to enter the pipeline
when the system is drained. The air and vacuum relief portion of the valve shall have a
discharge orifice area which is equal to or greater than the valve inlet. The valve shall
also be capable of venting small quantities of entrained air which typically accumulate
at high points in the pipeline during system operation. Entrained air shall be vented
under pressure by means of a small, independently controlled orifice. The combination
air release valve shall be designed for a minimum working pressure of 150 psi.
B. The combination air release valve body, cover and baffle shall be cast iron conforming
to ASTM A48 or ASTM A126. The valve float shall be stainless steel conforming to
ASTM A240. The float retainer, outlet orifice plug, float cushion retainer, restraining
screws and internal lock nuts and washers shall be stainless steel conforming to ASTM
A276. The float cushion and outlet orifice seat shall be synthetic Buna-N rubber
manufactured in compliance with ASTM SB800.
C. Acceptable Manufacturers
The combination air relief valves shall be series 200C as manufactured by Val-Matic
Utilities BRT Valves and Cocks
January 2012 02640-6
0
i
Valve and Mfg. Corporation, or APCO Series 140C as manufactured by the Valve and
Primer Corporation.
2.05 VALVE BOXES
A. General
The manufacturer of valve box components shall be experienced in their design and
construction, shall be regularly engaged in their manufacture and shall have produced
valve boxes which have given successful service for a period of at least five (5) years.
B. Material
Valve box parts shall be made of gray cast iron in compliance with the requirements of
ASTM A48 or ASTM A 126.
C. Approved Patterns
1. Valve boxes shall be Tyler 5 1/4 inch shaft, screw -type with the word "WATER"
cast into the lid.
2. Valve box bases for gate valves shall be Tyler 6860 series, #6 base.
3. Valve boxes for all main line valves shall be Tyler 6860 series.
PART 3 - EXECUTION
3.01 All valves shall be handled in such a manner as to prevent any injury or damage. All joints
shall be thoroughly cleaned before installation.
Valves shall be located as shown on the contract drawings. Any deviations from this shall be
at the discretion of the Engineer.
Valves shall be set and joined to pipe in the manner previously specified for cleaning, laying
and joining the appropriate joints as provided with the valves. Valves shall be set in such a
manner that the valve stems are plumb.
3.02 VALVE BOXES
A valve box shall be provided for every valve of size 12" and smaller or as shown on the
Contract Drawings. The valve box shall not transmit shock or stress to the valve and shall be
centered and plumb over the wrench nut of the valve, with the box cover set to the elevation
determined by the Engineer.
END OF SECTION
Utilities BRT
January2012 02640-7
Valves and Cocks
DESCRIPTIONS (Continued from Page 1)
respects liability arising out of work performed by the named insured (Excluding Workers' Compensation). A
41 giver of subrogation applies. -
AMS 25.3 (2009109) 2 of 2
#56666161M615935
SECTION 02642
. HARNESS RODS AND THRUST BLOCKS
PART 1-GENERAL
1.01 WORK INCLUDED
Furnish and install all harness rods and thrust blocks as shown on the Contract Drawings.
1.02 RELATED WORK
A. Section 02612 - Pipe and Fittings
B. Section 03310 - Structural Concrete
1.03 SUBMITTALS
A. In accordance with Division 1 section on submittals.
PART 2 - MATERIALS
2.01 HARNESS RODS
Rods shall be made from a chromium molybdenum alloy having a minimum tensile strength of
125,000 psi and be manufactured in compliance with the requirements of ASTM A 193 Grade
• B7, "Standard Specification for Alloy -Steel and Stainless Steel Bolting Materials for High
Temperature Service". Nuts shall be manufactured as required by ASTM A 307 "Standard
Specification for Carbon Steel Externally and Internally Threaded Standard Fasteners".
2.02 THRUST BLOCK CONCRETE
As per Section 03310.
PART 3 - EXECUTION
3.01 HARNESS RODS
A. General
Harness rods may be used as approved by the Engineer at bends and fittings where
alternate mechanical restraint cannot be used due to existing field conditions or where
harness rods are specifically required by the Contract Drawings. Rods shall be
manufactured from high strength low alloy steel, 'Cor-Ten' or approved equal.
Horizontal and vertical offsets and reducers shall be rodded across the joint on each
side of the fitting. All other fittings shall be rodded in accordance with the Contract
Drawings.
• Where harness rods are required inside of vaults or other structures, they shall be
Utilities BRT Harness Rods and Thrust Block
January 2012 02642-1
connected to flanged fittings by means of steel plate flange lugs as shown in the
• standard details of the Contract Drawings.
B. Installation
All fittings up to 16 inches in diameter which require harness rods shall be restrained
with 3/4 inch diameter high strength steel rods. All 18 and 20 inch fittings requiring
harness rods shall be restrained with 1 inch diameter high strength steel rods.
All fittings which require rodding shall be secured with 2 harness rods.
3.02 THRUST BLOCKS
A. General
Thrust blocks shall be constructed at all horizontal bends. A bond breaker shall be
placed between the pipe and the thrust block to aid in ease of future removal. For the
same reason if a large thrust block is to be poured, it shall be separated by a suitable
material into sections. The Contract Drawings show sizes and shapes of thrust blocks.
The bearing surface areas are the minimum areas to bear against the undisturbed
trench wall. If, in the opinion of the Engineer, the soil bearing capacity is not sufficient
to provide adequate restraint based on the minimum bearing areas shown on the
Contract Drawings, then the minimum bearing area shall be increased to the size that
will ensure adequate restraint. In every instance the thrust block shall bear against
undisturbed earth. When it is impossible, through over excavation or other causes, to
pour a thrust block against undisturbed earth, harness rods shall be required to anchor
the fittings to the main. Before placing concrete, all equipment for mixing and
• transporting the concrete shall be clean. All debris, water or ice shall be removed from
the place to be occupied by the concrete. Concrete shall not be placed in frozen
subgrade. Concrete shall be placed only in the presence of the Engineer unless
inspection has been waived prior to the placement.
B. Form Work for Thrust Blocks
All forming for concrete thrust blocks and anchors will be done by bulkheading around
the shape of the thrust block or anchor with burlap or reinforced paper sacks which
have been filled with sand or earth. Sacks shall be of a size easily handled by the
workmen when the sacks are full. Filled sacks used to form concrete blocks shall be
left in place in the trench.
If the main must be placed immediately into service, wood may be used to form up the
thrust block. The wood form shall be of such design as to support the thrust until the
concrete has set.
No horizontal struts or braces required for trench shoring shall remain in the concrete
thrust blocks. Prior to placing concrete, the forms and ditchbank shall be inspected
and approved by the Engineer.
C. Minimum Curing Time
Newly placed concrete shall be allowed to set, undisturbed for a minimum curing time
of 24 hours prior to pressurizing the pipeline.
Utilities BRT Harness Rods and Thrust Block
January 2012 02642-2
D. Compaction of Fill Over the Thrust Block
• Backfill may be placed over the thrust block once the surface has set sufficiently to
resist the weight of the backfill.
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END OF SECTION
Utilities BRT Harness Rods and Thrust Block
January 2012 02642-3
DIVISION 2
• SECTION 02643 - FLEXIBLE COUPLINGS AND FLANGE ADAPTORS
PART 1-GENERAL
1.01 WORK INCLUDED
Furnish and install all flexible couplings, flange adaptors, and insulating couplings as shown in
the Drawings. The coupling and adaptor materials shall be the same strength rating as the
pipe to be joined.
1.02 RELATED WORK
A. Section 09900 - Painting
1.03 SUBMITTALS
In accordance with Section 01345 and Section 02610.
PART 2 - MATERIALS
2.01 General
A. Flexible Couplings and Flange Adaptors
• Flexible couplings and flanged adapters shall be designed to relieve mechanical stress
in pipelines due to thermal expansion and contraction, differential settlement or
misalignment and mechanical vibration. Flexible couplings shall consist of a sleeve
which shall fit over the ends of the two pipe sections to be joined. The sleeve shall be
1 /4" minimum thickness and 10" minimum length. The coupling shall form a watertight
seal by compressing resilient wedge-shaped gaskets between the ends of the sleeve
and the pipe sections. The gaskets shall be compressed by 2 retainer rings bolted to
one another on the outside of the coupling sleeve. Flange adapters shall be equivalent
to flexible couplings except that one retainer ring and gasket shall be replaced with a
flanged connection on the coupling sleeve.
B. Insulating Couplings
Insulated couplings shall be used when joining pipes of dissimilar materials.
2.02 Acceptable Manufacturers
A. Flexible Couplings - Dresser Style 38, Rockwell Product No. 411 or equal.
B. Flange Adaptors (DI Pipe) - Rockwell Product No. 912, Dresser Style 127 or equal.
C. Flange Adaptors (Steel Pipe) - Rockwell Product No. 913, Dresser Style 128 or equal.
D. Transition Couplings - Dresser Style 162, Rockwell Product No. 413 or equal.
Utilities BRT Flexible Couplings and Flange Adaptors
January 2012 02643-1
E. Insulating Couplings - Dresser Style 39 or equal.
• 2.03 Sleeve and Flange Adaptor Bodies
Sleeves and flange adaptor bodies shall be fabricated from cast iron, malleable iron, or carbon
steel in conformance with one of the following Standards: ASTM A126, Grade 8; ASTMA47;
ASTM A53; ASTM A512.
Interior lining of all sleeve and flange adaptor bodies shall be liquid epoxy coated (Tnemec
Pota-Pox or approved equal, 16.0 dry film mils) in accordance with AWWA C210 or fusion -
bonded epoxy coated in accordance with AWWA C213.
Exterior coating shall be shop applied and consist of 3 to 5 mils undercoat and 4 to 6 mils finish
coat. Paint shall be Tnemec Hi -Build Epoxoline or approved equal.
2.04 Retainer Rings
Retainer rings shall be malleable iron, ductile iron, or high carbon steel conforming to one of
the following Standards: ASTM A47; ASTM A536; ASTM A715; AISI C1018.
2.05 Bolts
Bolts shall be 304 stainless steel roll threaded with plastic thread protection caps and 304
stainless steel nuts.
2.06 Gaskets
Gaskets shall be synthetic rubber.
PART 3 - EXECUTION
3.01 GENERAL
A. Install all flexible couplings, flange adaptors and insulating couplings in accordance
with the Manufacturers' recommendations.
B. Prior to installation, thoroughly remove all oil, scale, and dirt from the coupling or
adaptor and provide a clean seat for the gasket.
C. Wipe gasket clean prior to installation.
D. Tighten bolts progressively around the retainer ring until all bolts have a uniform
tightness. Final tightening shall be performed with a torque -limiting wrench to the
torque level recommended by the Manufacturer.
E. Install restraint rods, and rods with insulating kits where required with insulating
couplings, to provide restraint against pipe thrust.
END OF SECTION
Utilities BRT Flexible Couplings and Flange Adaptors
January 2012 02643-2
•
DIVISION 2
SECTION 02644 - TAPPING SLEEVES
PART 1-GENERAL
1.01 WORK INCLUDED
Furnish and install all tapping sleeves as either shown or implied on the Contract Drawings.
1.02 RELATED WORK
Section 02600 — Piped Utility Materials
PART 2 - MATERIALS
2.01 General
Tapping sleeves shall be used to tap into existing waterlines. The sleeves shall be designed
for a minimum working pressure of 150 psi.
P
2.02 Sleeve Body
The sleeve body shall be fabricated steel with epoxy lining and coating. The sleeve body shall
have a flanged outlet for the branch connection. The flange shall be in accordance with
AWWA C207 Class D, ASNI 150 lb. drilling. The sleeve body shall form a water tight seal at
the main line tap by means of a synthetic rubber gasket.
2.03 Nuts and Bolts
Nuts and bolts shall be stainless steel Type 304.
2.04 Gaskets
Gaskets shall be a resilient, synthetic rubber material subject to the manufacturer's
specification and formulated to resist oil, water, acids and alkalis and aliphatic hydro -carbons.
2.05 Acceptable Manufacturers
Tapping sleeves shall be Romac FTS 420 as manufactured by Romac Industries, Inc. or
approved equal.
PART 3 - EXECUTION
3.01 GENERAL
A. Install tapping sleeves in accordance with the Manufacturers' recommendations.
B. Prior to installation, thoroughly remove all oil, scale, and dirt from the saddle and
provide a clean seat for the gasket.
Utilities BRT
January 2012
02644-1
Tapping Sleeves
1J
0
A
C
Wipe gasket clean prior to installation.
Final nut tightening shall be performed with a torque -limiting wrench to the torque level
recommended by the Manufacturer.
END OF SECTION
Utilities BRT Tapping Sleeves
January 2012 02644-2
•
•
DIVISION 2
SECTION 02645 - HYDRANTS
PART 7 —GENERAL
1.01 WORK INCLUDED
The Contractor shall furnish all labor, materials, tools, equipment and perform all work
and services necessary for, or incidental to, the furnishing and installation, complete, of
all dry -barrel hydrants as shown on the Contract Drawings and as specified in
accordance with provisions of the Contract Documents, and completely coordinated with
the work of other trades.
1.02 RELATED WORK
A. Section 02612 — Pipe and Fittings
B. Section 02640 — Valves
1.03 SUBMITTALS
A. In accordance with Section 01345
B. Details of the fire hydrant shall be submitted to the Engineer for review and
acceptance.
1.04 ACCEPTABLE MANUFACTURERS
Subject to compliance with specifications, products of the following manufacturers are
accepted for use as approved by the Owner.
Manufacturer
Mueller Co.
Waterous Co.
PART 2 — MATERIALS
2.01 GENERAL
A-423
(5-% Super Centurion 250)
Pacer 250 with Weather-
Shieldnut (5-1/4")
Model No.
No options required
Shall include a bronze bushed
shoe providing bronze to bronze
seating for the main valve
All fire hydrants shall be designed and manufactured in strict compliance with AWWA
Standard C-502 entitled "A.W.W.A. Standard for Dry -Barrel Fire Hydrants".
• Utilities BRT
January 2012 02645-1
Hydrants
2.02 SERVICE
• All fire hydrants shall be designed for working pressure of 250 psi. and each factory
assembled unit shall be hydrostatically tested in accordance with Section 5.1. Shop
tests for the body and main valve will be subjected to a hydraulic pressure of 300 psi.
2.03 SIZE OF HYDRANT
Hydrants shall have a main valve opening size of five and one quarter (5-1/4) inches.
2.04 TYPE OF HYDRANT
Hydrants shall be a three-way type with two (2) hose nozzles and one (1) pumper nozzle
located on the same plane with the center line of the pumper nozzle, at least eighteen
(18) inches above ground line.
2.05 INLET CONNECTION
Hydrant shall be provided with a mechanical joint inlet to accommodate 6-inch diameter
ductile iron pipe complete with plain rubber gasket, gland, bolts and nuts all in
accordance with A.N.S.I. A 21.11.
The bolts and nuts shall be a high -strength low -alloy corrosion resistant steel, "Corten"
or equal, with a minimum yield of 50,000 psi conforming to A.S.T.M. Specification A 242.
All mechanical joint accessories shall be attached to hydrant for shipment.
• 2.06 MAIN VALVE ASSEMBLY
Main valve of the hydrant shall be 5-1/4-inch diameter compression type which closes
with the water pressure. Seat ring shall be bronze with a machined face and external
threads for threading into a bronze drain ring or a bronze bushed shoe to provide bronze
to bronze seating for the main valve, complete with O-rings for sealing.
Gasket for valve shall be a replaceable type fabricated of a resilient material with
threaded bottom plate or nut complete with seal to prevent leakage from the hydrant.
The valve assembly shall include one or more drain valves which will work automatically
with the main valve and drain the barrel when the main valve is in the closed position.
All drain tubes shall be bronze lined and sized large enough for the barrel to drain within
12 minutes when the barrel is sized for a five (5) foot trench depth.
All parts of the main valve assembly shall be so designed that removal of the assembly
from the barrel is accomplished without excavation in accordance with Section 3.2 of the
referenced specifications.
2.07 OPERATING SHAFT NUT
The operating nut shall be 7/8-inch square. Bushings in bonnet shall be so constructed
that it will prevent the operating nut from traveling during opening or closing operation;
• Utilities BRT Hydrants
January 2012 02645-2
also the bushing shall house a gasket or seal to prevent moisture or foreign material
• from entering the lubricant reservoir.
The hydrant shall open by turning the operating nut to the right in a clockwise direction
and shall have an arrow on top of the bonnet to designate the direction of opening.
2.08 PUMPER NOZZLE AND CAP
The pumper nozzle shall be 4-1/2-inch nominal diameter with four threads per inch NST;
threads shall be right-hand.
Nozzle cap shall be furnished with a synthetic rubber gasket installed in a retaining
groove and the dimensions and shape of the nozzle cap nut shall be the same as the
operating shaft nut as described in Paragraph 2.8 of the specifications.
Nozzle caps shall be furnished with security chains with one end of each securely
attached to the upper barrel section of the hydrant.
2.09 HOSE NOZZLES AND CAPS
The two hose nozzles shall be 2-1/2-inch nominal diameter with seven and one-half
threads per inch (2.5 — 7.5 N.H.). Threads shall be right hand and National Standard in
accordance with NFPA No. 194. Each hose nozzle shall include a nozzle cap with nut
and security chain.
2.10 NOZZLE ATTACHMENT
The hose and pumper nozzles shall be threaded and locked in place by a stainless steel
pin or screw. Sealing of the threaded connections shall be accomplished by the use of
O-ring gaskets.
2.11 COLOR
The upper exposed section of the hydrant above ground shall be given a prime coat of
synthetic red lead primer, Type IV-TFP-86a, followed by one shop coat of heavy duty
alkyd enamel paint conforming to the Owner's standards. Acceptable paint and
manufacturers: Diamond Vogel Nu -Cling; 100% acrylic latex enamel gloss Part
#MH3533 Safety Yellow.
The buried portion of the hydrant shall be given a bituminous coating in accordance with
Section 6-8.1 of A.W.W.A. C-106 Standards.
2.12 .CERTIFICATION
Manufacturer shall furnish proof stating that all hydrants furnished comply with all
applicable provisions of AWWA C-502 Standards as modified or supplemented herein.
A copy of the Certification shall be sent to the Engineer.
• Utilities BRT Hydrants
January 2012 02645-3
•
SECTION 00635
CERTIFICATE OF SUBSTANTIAL COMPLETION
TO: City of Fort Collins
(OWNER)
Date of Substantial Completion:
Project or Specified Part Shall Include:
PROJECT TITLE: Utilities BRT Phase 2
LOCATION: Fort Collins, Colorado
OWNER: City of Fort Collins
CONTRACTOR: Connell Resources, Inc.
CONTRACT DATE:
Work performed under this contract has been inspected by authorized representatives of the OWNER,
CONTRACTOR, and the ENGINEER and the project (or specified part of the project, as indicated
above) is hereby declared to be substantially completed on the above date.
A tentative list of items to be completed or corrected is appended hereto. This list may not be
exhaustive, and the failure to include an item on it does not alter the responsibility of the
CONTRACTOR to complete all the Work in accordance with the Contract Documents.
0
ENGINEER
Authorized Representative Date
The CONTRACTOR accepts the above Certificate of Substantial Completion and agrees to complete
and correct the items on the tentative list within the time indicated.
By:
CONTRACTOR Authorized Representative Date
The OWNER accepts the project or specified area of the project as substantially complete and will
assume full possession of the project or specified area of the project at 12:01 a.m., on The
responsibility for heat, utilities, security, and insurance under the Contract Documents shall be as set
forth under "Remarks" below.
CITY OF FORT COLLINS, COLORADO By:
OWNER Authorized Representative Date
REMARKS:
Utilities BRT
January 2012
Certificate of Substantial Completion
00635-1
PART 3 — EXECUTION
0 3.01 PRIOR TO INSTALLATION
Carefully clean hydrants of all foreign material and inspect hydrant's valves in open and
closed positions. Notify the Engineer and do not install the hydrant if it does not function
properly.
3.02 INSTALLATION
A. Installation practices shall conform to the manufacturer's recommendations.
B. Install hydrants as shown on the Contract Drawings and set plumb.
C. All underground valves shall be installed with cast iron valve boxes set over the
valve with no weight bearing on the valve or pipe. All under ground valves shall
be coated with bituminous material and encased in polyethylene.
3.03 TESTING
Hydrants shall be tested at the same time that the adjacent pipeline is tested. Joints
shall show no visible leakage under test. The Contractor shall repair joints that show
signs of leakage prior to final acceptance.
0 END OF SECTION
Utilities BRT Hydrants
January 2012 02645-4
•
•
SECTION 02646
WATER SERVICE LINES AND APPURTENANCES
PART GENERAL
1.01 DESCRIPTION
A. This section covers the materials and installation of curb stops and service lines.
1.02 PRODUCT DELIVERY, STORAGE AND HANDLING
A. The product shall be handled, stored, and protected in a manner which will prevent
damage to materials, coatings and finishes.
B. All material shall be kept clean and free from dirt.
1.03 MAINTENANCE AND CORRECTION
A. The Contractor shall maintain and repair all service lines, meter pits, and any
associated appurtenances, which leak, were installed incorrectly, or otherwise prove to
be defective, for a period of two (2) years after final completion and acceptance of the
work.
PART 2-PRODUCTS
2.01 COPPER SERVICE LINES
A. Copper pipe shall be used for % - inch service lines.
B. All copper services shall conform to the Appendix to AWWA C800.
1. The copper for copper services shall be Type K, only.
2.02 COUPLINGS FOR COPPER SERVICE LINES
A. All couplings shall use a compression connection.
B. Only one coupling per 100 feet of service line is allowed between new curb stops or
meter pits and existing service lines.
C. Acceptable couplings and their manufacturers are:
1. Mueller; #HC15403
2. Ford; #C44-"d"
a. "d" equals the diameter of the service.
3. A.Y. McDonald; #4758-22, or #4758T
4. No substitutions allowed.
Utilities BRT
January 2012
02646-1
Water Service Lines and Appurtenances
2.03 CURB STOP
• A. All curb stops shall be compression connections at both ends.
B. The top threads for all curb stops shall be Minneapolis type.
C. Curb stops shall be used for taps which are 2 — inches and smaller.
D. Acceptable % - inch curb stops and their manufactures are:
1. Mueller; #H-15155
2. Ford; #644-333M and # B41-444M
3. A.Y. McDonald; #6104-22, or #6104T
4. There will be no substitutions allowed.
2.04 VALVE BOXES FOR CURB STOPS
A. Minneapolis pattern shall be used for all curb stops.
B. Acceptable valve box and its manufacture is:
1. Mueller; #H-10302
2. There will be no substitutions allowed.
PART 3 - EXECUTION
• 3.01 GENERAL
A. The Contractor shall adjust stop boxes to final grade.
•
3.02 SERVICE LINES
A. All service lines shall be a minimum of 54 inches below the final grade.
B. Install a maximum of one coupling per copper service between the existing
service and the curb stop.
C. When backfilling the service trench, care shall be taken so that no stones
larger than 3" are resting against the service line.
D. Service trenches shall be subject to compaction specifications.
Reference Section 02225
E. Connection to existing service line shall be made only after newly installed service line
has been flushed and curb stop, meter pit and idler have been installed. Coordinate
time of connection with owner of property so length of shut down and impact on
owner's operation is minimized to greatest extent possible, but in no case longer than 2
hours.
Utilities BRT Water Service Lines and Appurtenances
January 2012 02646-2
•
•
3.03 CURB STOPS
A. The Contractor shall adjust the curb stop box to '/z - inch above final grade prior to
inspection.
B. Curb stop shall be fully extended and screwed onto the curb stop.
C. Curb stop shall be plumb, so that a shut-off key can be placed on the curb stop.
3.04 INSPECTION
Insure that the curb stop, and any couplings remain exposed until after the inspection
by the Owner.
3.05 ABANDONMENT
A. Curb Stop Boxes.
Utilities BRT
January 2012
1. Remove in their entirety all existing curb stop boxes encountered where new
curb stops are to be installed.
END OF SECTION
02646-3
Water Service Lines and Appurtenances
0
•
THIS PAGE INTENTIONALLY LEFT BLANK
Utilities BRT Water Service Lines and Appurtenances
January 2012 02646-4
SECTION 02675
• DISINFECTION OF WATER SYSTEMS
PART 1 —GENERAL
1.01 DESCRIPTION
This section covers disinfection of potable water systems. The Contractor is responsible
for disinfection.
1.02 SUBMITTALS
Certification: Label on container shall have proper precautionary information that
material is a strong oxidizing agent and that contact with heat, acids, organics or
combustible materials could cause fire.
1.03 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Storage shall be in a cold, dark, dry and secure area. Extreme care shall be
exercised in handling hypochlorites.
B. Standard: Forward to both AWWA B-300 and AWWA C-651.
PART 2 - MATERAILS
• 2.01 MATERIALS
A. Hypochlorites: References AWWA B-300.
PART 3 - EXECUTION
3.01 GENERAL
A. The Contractor shall properly disinfect all new waterlines and system
components prior to placing them in service, in accordance with AWWA C-651.
B. At least forty eight (48) hours in advance of each component of the disinfection
process, initial flushing, disinfection, final flush ing/dechlorination and
bacteriological testing, Contractor shall provide to the Owner a written plan and
corresponding diagrams describing where, when and the sequencing of each of
the components will occur.
C. The Contractor shall take appropriate measures during the construction of the
work so as to prevent contamination of all pipelines and system components at
all times. If in the opinion of the Owner and/or Engineer, contamination has
occurred all systems shall be flushed before disinfecting.
D. If in the opinion of the Owner or Engineer, dirt or debris has entered the system
that will not be removed by the flushing operation the interior of the pipe shall be
• cleaned by mechanical means and then shall be swabbed with a 1 percent
Utilities BRT 02675-1 Disinfection of Water Systems
January 2012
•
hypochlorite disinfection solution. Cleaning with the use of a pig, swab, or "go -
devil" should be undertaken only when such operation will not force mud or
debris into pipe joint spaces.
E. Care should be taken to prevent the disinfectant solution from flowing back into
existing pipelines in service. The Owner shall operate existing valves and shall
limit velocities to 2 fps.
If it is not possible to keep the pipe and fittings dry during installation, every effort
shall be made to assure that any of the water that may enter the pipe joint
spaces contains an available chlorine concentration of approximately 25 mg/I.
This may be accomplished by adding calcium hypochlorite granules to each
length of pipe before it is lowered into a wet trench.
G. If the main is flooded during construction, it shall be cleared of the flood water by
draining and flushing with potable water until clean. The section exposed to the
flood water shall then be filled with chlorinated potable water which at the end of
a 24-hour holding period will have a free chlorine residual of not less than 25mg/I.
The chlorinated water may then be drained or flushed from the main. After
construction is completed, the main shall be disinfected using the continuous
feed or slug method.
H. If permanent air vents are not available, the Contractor shall install corporation
stops at high points in the waterline, in order to evacuate air. After the water
main is filled, all corporation stops which were installed to facilitate evacuation of
air from the water main shall be removed and plugged with a brass plug.
3.02 PRELIMINARY FLUSHING
A. Flush pipelines in order to remove foreign material prior to chlorination.
B. Disposing of chlorinated water during flushing activities.
1. A reducing agent shall be applied to the water to be disposed to
thoroughly neutralize the chlorine residual remaining in the water. Where
necessary, federal, state, and local regulatory agencies should be
contacted to determine special provisions for the disposal of chlorinated
water.
2. Chlorine residual of water being disposed shall be reduced to a
concentration of less than 0.1 mg/I.
3. The treated water to be disposed shall have a pH of between 6.5 and 9
Standard Units (S.U.).
4. Chlorine residual of water being disposed shall be neutralized by treating
with one of the chemicals specified in Paragraph 3.04.6.4.
3.03 METHODS
A.
In general, apply chlorine using continuous feed method.
• 1. The tablet method may NOT be used.
Utilities BRT
January 2012
02675-2 Disinfection of Water Systems
•
•
B. Continuous Feed Method
1. The continuous feed method consists of injecting a chlorine solution in the
main after construction and filling the main with potable water chlorinated
so that after a 24-hour holding period in the main there will be a free
chlorine residual of not less than 10 mg/I.
2. Prior to being chlorinated, the main shall be filled to eliminate air pockets
and, if practical, shall be flushed to remove particulates.
3. Chlorinating the main
a. Water from the existing distribution system or other approved
source of supply shall be made to flow at a constant, measured
rate into the newly laid water main.
b. At a point prior to the potable water connection to the new main,
water entering the new main shall receive a dose of chlorine fed at
a constant rate such that the water will have not less than 25 mg/I
free chlorine. To assure that the proper concentration is provided,
the injected chlorine solution shall be metered and tested in
accordance with the procedures described in the current edition of
Standard Methods or AWWA M-12, Simplified Procedures for
water examination, or using appropriate chlorine test kits.
4. During the application of chlorine, valves shall be positioned so that the
strong chlorine solution in the main being treated will not flow into water
mains in active service. Chlorine application shall not cease until the
entire main is filled with heavily chlorinated water. The chlorinated water
shall be retained in the main for at least 24 hours, during which time all
new valves and hydrants in the section treated shall be operated in order
to disinfect the appurtenances. At the end of this 24-hour period, the
treated water in all portions of the main shall have a residual of not less
than 10 mg/I free chlorine.
5. The preferred equipment for applying liquid chlorine is a solution feed
vacuum operated chlorinator to mix the chlorine gas in solution water, in
combination with a booster pump for injecting the chlorine gas solution
water into the main to be disinfected. It is recommended that direct feed
chlorinators not be used. (A direct feed chlorinator is one which operates
solely from the pressure in the chlorine cylinder.) Hypochlorite solutions
may be applied to the water main with a gasoline or electrically powered
chemical feed pump designed for feeding chlorine solutions. Feed lines
shall be of such material and strength as to withstand safely the corrosion
caused by the concentrated chlorine solutions and the maximum pressure
that may be created by the pumps. All connections shall be checked for
tightness before the solution is applied to the main.
3.04 FINAL FLUSHING
A. Clearing the Main of Heavily Chlorinated Water
Utilities BRT
January 2012
After the applicable retention period, the heavily chlorinated water shall be
flushed from the main until chlorine measurements show that the concentration in
the water leaving the main is no higher than that generally prevailing in the
system, less than one (1) mg/I.
02675-3 Disinfection of Water Systems
J
•
•
B. Disposing of Heavily Chlorinated Water
1. A reducing agent shall be applied to the water to be disposed to
thoroughly neutralize the chlorine residual remaining in the water. Where
necessary, federal, state, and local regulatory agencies should be
contacted to determine special provisions for the disposal of heavily
chlorinated water.
2. Chlorine residual of water being disposed shall be reduced to a
concentration of less than 0.1 mg/I.
3. The treated water to be disposed shall have a pH of between 6.5 and 9
(S.U.).
4. Chlorine residual of water being disposed shall be neutralized by treating
with one of the following chemicals.
Pounds of chemicals required to neutralize various residual chlorine
concentrations in 100,000 gallons of water.
RESIDUAL CHLORINE
CONCENTRATION
m /I
SULFUR
DIOXIDE
SO2
SODIUM
BISULFATE
NaHSO3
SODIUM
SULFITE
Na2S03
SODIUM
THIOSULFATE
Na2S203
51-120
1
0.8
1.2
1.4
1.2
2
1.7
2.5
2.9
2.4
10
8.3
12.5
14.6
12.0
50
41.7
62.6
73.0
60.0
3.05 BACTERIALOGICAL TESTS
A. The Utility's Water Quality Lab shall collect samples from the pipeline after final
flushing, and prior to pressure testing and placing waterlines in service, to test for
bacterialogical quality to show the absence of coliform organisms.
Prior to collecting samples the Water Quality Lab shall be given a minimum of
24 hours advance notice.
B. The number and frequency of samples shall be determined by the Utility's Water
Quality Lab based on AWWA C-651.
3.06 REPETITION OF PROCEDURES
A. If the initial chlorine concentration at any testing location is less than 25
milligrams per liter the entire segment of waterline being chlorinated will be
rechlorinated using the continuous feed method.
Utilities BRT
January 2012
02675-4 Disinfection of Water Systems
•
B. If, after the 24-hour retention period, the residual chlorine concentration at any
testing location is less than 10 milligrams per liter the entire segment of waterline
being chlorinated shall be rechlorinated by the continuous feed method.
C. If the initial disinfection, or subsequent disinfections, fail to produce satisfactory
bacterialogical samples, the main shall be reflushed and resampled. If the
samples are still not satisfactory, the main shall be rechlorinated by the
continuous feed or the slug method of chlorination until satisfactory results are
obtained.
END OF SECTION
Utilities BRT 02675-5 Disinfection of Water Systems
January 2012
•
SECTION 00640
CERTIFICATE OF FINAL ACCEPTANCE
Gentlemen:
.2012
You are hereby notified that on the day of , 2012, the City of Fort
Collins, Colorado, has accepted the Work completed by Connell Resouces. Inc. for the City of Fort
Collins project, Utilities BRT Phase 2.
A check has been issued in the amount of $ as Final Payment for all Work done,
subject to the terms of the Contract Documents which are dated
In conformance with the Contract Documents for this project, your obligations and guarantees will
continue for the specified time from the following date:
Sincerely,
OWNER: City of Fort Collins
By:
Title
ATTEST:
By:
Title:
Utilities BRT
January 2012
Certificate of Final Acceptance
00640-1
•
•
SECTION 02676
DOMESTIC WATER SYSTEM HYDROSTATIC TESTING
PART 1 -GENERAL
1.01 DESCRIPTION
This section covers hydrostatic testing of domestic water system. The Contractor is
responsible for hydrostatic testing.
PART 2-PRODUCTS
Not Applicable
PART 3 - EXECUTION
3.01 GENERAL
A. After the pipeline has been disinfected and all chlorinated water has been purged,
dechlorinated, and all bacteriological testing completed and accepted, all pipe shall be
field pressure tested to 150 psi unless otherwise noted.
B. At least forty eight (48) hours in advance of testing, Contractorwill provide to the Owner
a written plan and corresponding diagrams for pressure testing the water line, including
where the test will occur, when it will occur and the sequence of segments to be tested.
C. The Engineer shall be notified 24 hours in advance of testing. All testing shall be made
in the presence of the Engineer.
D. The Contractor will furnish the calibrated meter and the pump for testing. The pipeline
shall be in a state of readiness for testing; all bulkheads, pumps, taps and
appurtenances necessary to fill the pipeline and maintain the required pressure shall
be in place. The pipeline shall be filled with potable water and the test pressure of 150
psi applied to the pipeline by means of a pump, equipped with a suitable pressure
regulator. When filling the pipeline, it shall be filled at a rate which will not cause any
surge nor will it exceed the rate at which the air can be released.
E. All air in the line shall be properly purged. Where blow -offs or hydrants are not
available or effective in purging air from the line, the Engineer shall require a tap to
purge the line. The location and size of tap shall be at the Engineer's discretion.
F. Testing through fire hydrants is not permitted.
G. The Owner is not responsible for water tightness of its valves on existing facilities. It
existing valves leak, the Owner will assist in reducing the influx of water, but the
Contractor must use methods at his own disposal to work with the resulting leakage,
including temporary plugging and blocking of the new water line for hydrostatic testing.
• Utilities BRT 02676-1 Hydrostatic Testing
January 2012
3.02 LEAKAGE
• A. While the test pressure is maintained, an examination shall be made of the
pipeline in general, and any leaks shall be repaired. Any pipe or fitting
found to be cracked shall be removed and replaced. Cutting and replacing
of pavement, excavating and backfilling are a necessary part of locating ad
repairing leaks discovered by pressure testing of pipe.
B. After all visible leaks have been stopped the full test pressure shall be
maintained for a minimum of 2 hours. The amount of leakage for each iBd
section of the pipeline shall be determined by the following formula for all types of
pipe.
L = SD (P)1/2 where: L = maximum allowable leakage in
133,200 gallons per hour
S = pipeline length to be tested in feet
D = nominal pipeline diameter in inches
P = average test pressure during the
leakage test in psi (gauge)
C. Leakage shall be defined as the quantity of water that must be supplied into
the pipeline test section to maintain pressure within 5 psi of 150 psi afterthe air
in the pipeline has been expelled and the pipe has been filled with water.
Leakage shall not be measured by a drop in pressure in a test secbonover
a period of time.
• D. If pressure test fails, contractor shall repair defects and retest until leakage
is less than minimum allowed.
E. All visible leaks shall be repaired regardless of maximum allowable
leakage.
END OF SECTION
Utilities BRT 02676-2 Hydrostatic Testing
• January 2012
11
•
•
DIVISION 2
SECTION 02677 - CONNECTIONS TO THE OWNER'S WATER SYSTEM
PART1-GENERAL
1.01 WORK INCLUDED
The work to be performed includes the connection of new pipelines to an existing water
pipeline which is part of the Owner's water system.
1.02 RELATED WORK
A. Section 02610 - Pipe and Fittings
B. Section 02640 - Valves and Cocks
PART 2 - NOT USED
PART 3 - EXECUTION
3.01 CONNECTIONS
Connections to the Owner's water system shall be completed in a neat and workmanlike
manner. An Inspector shall be present at all times during the construction of the
connection. The connection is subject to approval by the Inspector and the Engineer.
Under no circumstances shall a non -disinfected main, which cannot be isolated, be
connected to an existing disinfected main.
The Owner is not responsible for water tightness of its valves on existing facilities. If
existing valves leak, the Owner will assist in reducing the influx of water, but the Contractor
must use methods at his own disposal to work with the resulting leakage.
3.02 OPERATION OF VALVES
In connecting to the Owner's water system, it may be necessary to operate existing valves.
Valves on the Owner's system that must be operated to make a connection shall be
operated by the Owner's assigned representative only. The Engineer shall be given 48
hours notice by the Contractor for operation of valves and shall be present during their
operation, except in the case of emergencies.
Utilities BRT
January 2012
END OF SECTION
02677-1
Connections to the Owner's Water System
•
•
SECTION 02710
AGGREGATE BASE COURSE
PART1 GENERAL
1.01 SECTION INCLUDES
A. The worked to be performed includes the preparation of the aggregate base
course foundation; the production, stockpiling, hauling, placing and compacting
aggregate base course.
1.02 RELATED SECTIONS
A. Section 02240 — Water Control and Dewatering
B. Section 02315 — Excavation and Embankment
1.04 SUBMITTALS
A. The CONTRACTOR shall cooperate with the ENGINEER in obtaining and pro-
viding samples of all specified materials. The CONTRACTOR shall submit certi-
fied laboratory test certificates for all items required in this section.
PART2 PRODUCTS
2.01 MATERIALS
A. Aggregates: Aggregates for bases shall be crushed stone, crushed slag,
crushed gravel or natural gravel that conforms to the quality requirements of
AASHTO M 147 except that the requirements for the ratio for the minus No. 200
sieve fraction to the minus No. 40 sieve fraction shall not apply. The require-
ments for the Los Angeles wear test shall not apply to Class 1, 2 and 3. Aggre-
gates for bases shall meet the grading requirements as called out in the Draw-
ings. The liquid limit shall be as shown in the table and the plasticity index shall
be<_6.
• Utilities BRT Aggregate Base Course
January 2012 02710-1
•
•
B. Gradations:
Sieve
Percentage by Weight Passing Square Mesh Sieves
Designation
LL < 35
LL < 30
Class
Class
Class
Class
Class
Class
Class 7
1
2
3
4
5
6
4 inch
---
100
---
---
---
---
---
3 inch
---
95 -
---
---
---
---
---
100
2 1/2 inch
100
---
---
100
---
---
---
2 inch
95 -
---
---
100
---
---
---
100
1 1/2 inch
---
---
---
90 -
100
---
---
100
1 inch
---
---
---
---
95 -
---
100
100
3/4 inch
---
---
---
50 -
---
100
---
90
No. 4
30 -
---
---
30 -
30 -
30 -
---
65
50
70
65
No. 8
---
---
---
---
---
25 -
20 - 85
55
No.200
3-15
3-15
20
3-12
3-15
3-12
5-15
max.
Note: Class 3 materials shall consist of bank or pit run material.
2.02 EQUIPMENT
A. General: Equipment shall be capable of legally performing the work as de-
scribed in this Specification. Equipment that is inadequate to obtain the results
specified shall be replaced or supplemented as required to meet the require-
ments of this Specification. Any equipment that is used in an improper manner
may be cause for rejection of the work if in the opinion of the ENGINEER the
work fails to meet the requirements of this specification.
Equipment used for compaction shall be the rolling type, vibratory type, or com-
bination of both types, and shall be of sufficient capacity to meet the compaction
requirements herein.
PART 3 EXECUTION
3.01 PREPARATION OF FOUNDATION
A. The foundation shall be considered to be the finished earth subgrade, subbase
course, or base course, as the case may be, upon which any subbase, base or
surface course is to be constructed.
• Utilities BRT Aggregate Base Course
January 2012 02710-2
Preparation of foundation for construction of a subbase, base, or surface course shall
• consist of the work necessary to restore, correct, strengthen or prepare the foundation
to a condition suitable for applying and supporting the intended course.
For aggregate base course roads and parking areas, the top six -inches of topsoil shall
be stripped within the area to be aggregate surfaced. Following stripping of the topsoil,
the upper 12 inches of the subgrade shall be scarified and com- pacted to a minimum
of 95% of the Maximum Standard Proctor Density (ASTM D698). On -site material may
be used as accepted by the ENGINEER, for compacted fill for the aggregate base
course. Fill shall be placed within 2% of optimum moisture content and compacted to a
minimum of 95% of the Maximum Standard Proctor Density (ASTM D698).
Aggregate base course used as a foundation for pavements shall be placed on the sub -
grade within two percent of optimum moisture and compacted to a minimum of 95% of
the Maximum Standard Proctor Density (ASTM D698). The top six inches of topsoil
shall be stripped within the area to be aggregate surfaced. Following stripping of the
topsoil, the upper 12 inches of the subgrade shall be scarified and compacted to a
minimum of 95% of the Maximum Standard Proctor Density (ASTM D698). On -site ma-
terial may be used, as accepted by the ENGINEER, for compacted fill for the aggregate
base course. Fill shall be placed within 2% of optimum moisture content and compacted
to a minimum of 95% of the Maximum Standard Proctor Density (ASTM D698). Devia-
tions in aggregate base course under pavements of more than 1/4 inch in 10 feet,
measured with a 10-foot straight edge, shall be corrected prior to pavement construc-
tion.
. The foundation shall be prepared and constructed such that it will have a uniform den-
sity throughout. It shall be brought to the required alignment and cross section with
equipment and methods adapted for the purpose. Upon completion of the shaping and
compacting operations, the foundation shall be smooth, at the required density, and at
the proper elevation and contour to receive the aggregate base course.
After the specified compaction has been obtained, the subgrade under the curb, gutter,
sidewalk and pavement shall be proof -rolled with a heavily loaded rubber tire roller, fully
loaded water truck, or other approved equipment. Those areas which produce a rut
depth of over inch or which crack the subgrade after pumping and rebounding shall
be ripped, scarified, wetted or dried if necessary, and recompacted to the requirements
for density and moisture at the CONTRACTOR'S expense. Where unsuitable material
is encountered, the ENGINEER may require the CONTRACTOR to remove the unsuit-
able materials and backfill to the finished grade with approved material. The completed
subgrade shall be proof -rolled again after placement of approved material.
Unless otherwise provided, all holes, ruts and other depressions in the foundation shall
be filled with materials similar to those existing in the foundation. High places shall be
excavated and removed to the required lines, grade and section.
Base course material shall not be placed on a foundation that is soft, spongy, or one
that is covered by ice or snow. Base course shall not be placed on a dry or dusty foun-
dation where the existing condition would cause rapid dissipation of moisture from the
base course material and hinder or preclude its proper compaction. Dry foundations
shall have water applied and reworked and compacted as necesary.
Utilities BRT Aggregate Base Course
January 2012 02710-3
The ENGINEER shall direct the CONTRACTOR to make minor adjustments in
the finish grade from that shown in the Drawings as may be necessary or desir-
able to maintain the characteristics of a stabilized foundation by minimizing the
amount of cutting into or filling.
3.02 EARTH SUBGRADE
A. When the foundation is an earth subgrade it shall be prepared by removing all
vegetation, excavating and removing materials, filling depressions, scarifying,
shaping, smoothing and compacting to meet the required grade, section and
density. Stones over six inches in greatest dimension shall be removed.
3.03 PLACEMENT
A. The aggregate base course shall be constructed to the width and section shown
in the Drawings. If the required compacted depth of base coarse exceeds six
inches, the base shall be constructed in two or more layers of approximate equal
thickness. The maximum compacted thickness of any one layer shall not exceed
six inches.
Each layer shall be constructed as far in advance of the succeeding layer as the
ENGINEER may direct. The work shall, in general, proceed from the point on
the project nearest the point of supply of the aggregate in order that the hauling
equipment may travel over the previously placed material, and the hauling
• equipment shall be routed as uniformly as possible over all portions of the previ-
ously constructed courses or layers of the base course.
The material shall be deposited on the soil foundation, or previously placed layer
in a manner to minimize segregation and to facilitate spreading to a uniform layer
of the required section. In the event that blending of materials is necessary to
provide required gradation and properties of the material, and is done in the
roadway, the same shall be accomplished by mixing the aggregate and blending
material by means of blade graders, discs, harrows or other equipment to effect
a uniform distribution and gradation throughout the finished mixture. Excessive
mixing and grading that will cause segregation between the coarse and fine ma-
terials is prohibited.
3.04 COMPACTION
A. After a layer or course has been placed and spread to the required thickness,
width and contour, it shall be compacted. If the material is too dry to readily at-
tain the required density, it shall be uniformly moistened to the degree necessary
during compaction operations for proper compaction.
B. Compaction of each layer shall continue until the required density of Section 3.01
is reached. The surface of each layer shall be maintained during compaction
operations in such a manner that a uniform texture is produced and aggregates
firmly keyed.
• Utilities BRT Aggregate Base Course
January 2012 02710-4
All areas where proper compaction is not obtainable due to segregation of mate-
rials, excess fines, or other deficiencies in the aggregate, shall be reworked as
necessary or the material removed and replaced with aggregates that will meet
this specification.
The surface of each layer shall be kept true and smooth at all times.
3.05 MIXING
A. General: Unless otherwise specified, the CONTRACTOR shall mix the aggre-
gate by any one of the three following methods.
Stationary Plant Method:
Aggregate base course and water shall be mixed in an approved mixer.
After mixing the aggregate shall be transported to the project site while
it contains the proper moisture content and shall be placed on the road-
bed by means of an approved spreader.
2: Travel Plant Method:
After the material for each layer has been placed through an aggregate
spreader or windrow sizing device, it shall be uniformly mixed by a travel-
ing mixing plant.
3. Road Mix Method:
After material for each layer has been placed, the materials shall be
mixed while at an optimum moisture content by motor graders or other
approved equipment until the mixture is uniform throughout.
3.06 SHOULDER CONSTRUCTION
A. Shoulders shall be constructed with base course material to conform to the ele-
vation and section shown in the Drawings. No equipment shall be used which by
its design or through its manner of operation that will damage the pavement or
curbs. Insofar as practicable, the base course material shall be placed directly
on the shoulder area. Materials that are deposited outside the shoulder area, if
not contaminated, shall be recovered and placed within the required limits. The
CONTRACTOR will not be compensated for materials not recovered as deter-
mined by the ENGINEER.
Materials shall not be deposited on the pavement or surfacing during placing
unless specifically permitted by the ENGINEER.
The base course material as placed shall be spread and compacted to the re-
quired density in layers not exceeding six inches in compacted thickness. Any
material inadvertently placed on the pavement shall be broomed from the pave-
ment. The result shall not effect a change in the gradation of the shoulder mate-
rial.
END OF SECTION
IsUtilities BRT Aggregate Base Course
January 2012 02710-5
•
•
•
SECTION 02722
WASTEWATER COLLECTION SYSTEM
PART 1-GENERAL
1.01 DESCRIPTION
A. This section covers the installation and testing of sanitary sewer lines plus the
furnishing and installation of manhole materials, and other appurtenances.
1.02 QUALITY ASSURANCE
A. Lay pipe and set manhole inverts true to line and grade shown on Drawings.
Under no circumstances shall pipe be laid which results in a level invert, reverse
sloping invert, or a grade flatter than shown on the Drawings.
1.03 SUBMITTALS
A. Certification: Submit manufacturer's certification that products meet
requirements of referenced specifications.
B. Shop Drawings: Submit shop drawing on all materials specified.
1.04 JOB CONDITIONS
A. Use effective measures to prevent foreign material from entering the pipe.
B. Do not place debris, tools, clothing, or other materials in the pipe.
C. Close the open end of any pipe with a plug, or cap, to prevent the entry of
foreign material or water into the pipe.
D. Use effective measures to prevent the uplift or floating of the line prior to
completion of the backfilling operation.
PART 2-PRODUCTS
2.01 PIPE MATERIALS
A. Type.
1. PVC Non -Pressure Pipe: Reference Section 02622.
B. Stubouts.
Utilities BRT
January 2012
1. All stubouts shall meet the requirements of Section 02622.
02722-1
Wastewater Collection System
• 2.02 MANHOLE MATERIALS
A. Precast Bases (Sanitary Sewer)
1. Precast base and first barrel section monolithic, conformance ASTM
C478, Type II cement.
2. Shall meet HS 20-44 traffic loading specifications and 300 PSF
surcharge load.
3. Pipe penetration gaskets.
a. Kor-N-Seal, Dukor Company
b. PS-10, Press Seal Gasket Corp.
C. A-Lok, A-Lok Corp.
d. Lock Joint Flexible Manhole Sleeve, Interpace Corp.
e. Or approved equal.
4. Invert
a. Material: reference Section 03310 —Structural Concrete Type II.
b. Compressive Strength: 4000 psi at 28 days.
5. Reference Drawings for type of base required.
B. Cast -In -Place Bases
1. Shall meet the requirements of Section 03310 — Structural Concrete
Type II.
2. Pipe penetration gaskets.
a. Indiana Seal — Manhole Adapter
b., Standard "O"-ring gasket
C. Or approved equal.
3. Reference Drawings for type of base required.
C. Barrels, Cones, and Grade Rings
1. Material: Precast Concrete, ASTM C478.
2. Cement: Type II.
3. Manhole joints shall be made using male and female ends so that when
assembled they make a continuous, uniform, and watertight manhole.
D. Mortar
1. One part Portland Cement, ASTM C150, Type II.
2. Two parts sand, ASTM C144.
• 3. '/z part hydrated lime, ASTM C207, Type S.
Utilities BRT Wastewater Collection System
January2012 02722-2
SECTION 00500
AGREEMENT FORMS
00525
Work Order, Notice of Award, and Bid Schedule
00525-1
00530
Notice to Proceed
00530-1
00600
Bonds and Certificates
00600-1
00610
Performance Bond
00610-1 — 00610-2
00615
Payment Bond
00615-1 — 00615-2
00630
Certificate of Insurance
00630-1
00635
Certificate of Substantial Completion
00635-1
00640
Certificate of Final Acceptance
00640-1
00650
Lien Waiver Release (CONTRACTOR)
00650-1 — 00650-2
00651
Lien Waiver Release (SUBCONTRACTOR)
00651-1 — 00651-2
00660
Consent of Surety
00660-1
• 00670
Application for Exemption Certificate
00670-1 — 00670-2
CONDITIONS OF THE CONTRACT
00800
Supplementary Conditions
00800-1 — 00800-8
00900
Addenda, Modifications and Payment
00900
00950
Work Order Change Order
00950-1
00960
Application for Payment
00960-1 — 00960-4
*Utilities BRT Agreement Forms
January 2012 00500-1
u
SECTION 00650
• LIEN WAIVER RELEASE
(Contractor)
TO: City of Fort Collins, Colorado
(OWNER)
FROM: Connell Resources. Inc.
(CONTRACTOR)
PROJECT: Utilities BRT Phase 2
1. The CONTRACTOR acknowledges having received payment, except retainage from the
OWNER for all work, labor, skill and material furnished, delivered and performed by the
CONTRACTOR for the OWNER or for anyone in the construction, design, improvement,
alteration, addition or repair of the above described project.
2. In consideration of such payment and other good and valuable consideration, the receipt and
adequacy of which are hereby acknowledged, the CONTRACTOR voluntarily waives all rights,
claims and liens, including but not limited to, mechanic's liens, Miller Act claims (40 U.S.C.A.
270 a and b), stop notices, equitable liens and labor and material bond rights which the
CONTRACTOR may now or may afterward have, claim or assert for all and any work, labor,
skill or materials furnished, delivered or performed for the construction, design, improvement,
alteration, addition or repair of the above described project, against the OWNER or its officers,
• agents, employees or assigns, against any fund of or in the possession or control of the
OWNER, against the project or against all land and the buildings on and appurtenances to the
land improved by the project.
3. The CONTRACTOR affirms that all work, labor and materials, furnished, delivered or performed
to or for the construction, design, improvement, alteration, addition or repair of the project were
furnished, delivered or performed by the CONTRACTOR or its agents, employees, and
servants, or by and through the CONTRACTOR by various Subcontractors or materialmen or
their agents, employees and servants and further affirms the same have been paid in full and
have released in full any and all existing or possible future mechanic's liens or rights or claims
against the project or any funds in the OWNER'S possession or control concerning the project
or against the OWNER or its officers, agents, employees or assigns arising out of the project.
4. The CONTRACTOR agrees to defend and hold harmless the OWNER, the lender, if any, and
the Surety on the project against and from any claim hereinafter made by the CONTRACTOR'S
Subcontractors, materialmen, employees, servants, agents or assigns against the project or
against the OWNER or its officers, employees, agents or assigns arising out of the project for all
loss, damage and costs, including reasonable attorneys fees, incurred as a result of such
claims.
5. The parties acknowledge that the description of the project set forth above constitutes and
adequate description of the property and improvements to which this Lien Waiver Release
pertains. It is further acknowledged that this Lien Waiver Release is for the benefit of and may
be relied upon by the OWNER, the lender, if any, and Surety on any labor and material bonds
for the project.
Utilities BRT Lien Waiver Release (Contractor)
January 2021
00650-1
• E. Grout
1. Pre -mixed: Master Builders "Set Grout", Sika "Grout 212".
F. Ring and Cover
1. Standard
a. Nominal size: 24" in diameter.
b. Grey iron: ASTM A48, with asphalt varnish coat applied at
foundry.
C. Pattern: The word "SEWER" shall be cast in cover.
d. Bearing Surfaces: Machined, required for pavement and
pedestrian locations, knobby (type K) pattern.
e. Castings shall be free from holidays.
f. Heavy-duty traffic lid required in all locations.
g. Pick hole: Slotted.
h. Manufacturers
i. Deeter Foundry, Inc., Model 1258.
ii. Neenan R1706, w/type K cover pattern
iii. Or equal.
G. Polypropylene Steps
is 1. M.A. Industries, Model PS2-PF.
2. Or equal.
H. Pre -formed Plastic Gaskets
1. Rope type
2. Acceptable Manufacturers.
a. "Rub'r-Nek:, K.T. Snyder Co.
b. "Kent Seal", Hamilton -Kent Manufacturing Co.
C. GS #79, 44, or 4, General Sealants.
d. ConSeal, CS202.
e. Or equal.
f. "Ram-Nek" is not acceptable.
3. Two gaskets are required per joint for vacuum testing.
4. Manufacture's approved primer required on both surfaces of manhole
joints.
5. Diameter:
a. 1-1/2 inch for 48 inch manholes
b. 2 inch for 60 inch manholes and larger
• I. Warning signs
Utilities BRT Wastewater Collection System
January 2012 02722-3
• 1. The entrance to every manhole shall be fitted with a permanently affixed,
plastic warning sign located between the two top steps against the wall,
with the inscription "CAUTION - VENTILATE BEFORE ENTERING' in
clear, large lettering. The sign shall be attached to the concrete with 4
Type 316 stainless steel screws and anchors.
2. Sign supplier.
a. Seton Nameplate Corporation
b. W. H. Brady Company
C. Or equal.
J. Plugs and Caps
1. Plugs or stoppers consisting of a disk of concrete, at least nine -
sixteenths (9/16) of an inch thick, or P.V.C. plugs or stoppers shall
be furnished for all temporary or permanent stub -outs and all
unused branch pipes. The size of the stopper shall be determined
by the size of the pipe in which it is installed.
PART 3 - EXECUTION
3.01 PREPARATION
• A. Perform excavation in accordance with Section 02225, Trenching, Bedding, and
Backfill.
3.02 PIPE INSTALLATION
A. Pipe Laying
1. Begin pipe laying at the lowest point, unless otherwise approved by
Engineer, and install the pipe with the spigot ends pointing in the direction
of flow.
2. Lay pipe true to line and grade.
3. As each length of pipe is placed in the trench, complete the joint in
accordance with the applicable pipe material specification and adjust the
pipe to the correct line and grade. Make adjustments by scraping away
or filling pipe bedding under the body of the pipe, and not by wedging or
blocking up the bells.
4. Secure the pipe in place with the specified bedding tamped under and
around the pipe except at the joints. Do not use mechanical compacting
equipment in the zone above the horizontal centerline of the pipe and
below a plane 1 foot above the top of the pipe. Do not walk on small
diameter pipe or otherwise disturb pipe after the jointing has been
completed.
• B. Contractor shall arrange delivery of pipe and bedding material so as to only save
Utilities BRT Wastewater Collection System
January 2012 02722-4
• enough on the roads to complete the work. Large stockpiles of equipment and
material will not be permitted on the road right-of-ways.
C. Where shown on the Drawings a piece of pipe of the proper size shall be built
into the manhole where future laterals may be connected. This pipe shall be
sealed with a plug at its outer end and an invert shall be built into each manhole
for such lateral connections.
D. The physical connection to the existing sewer system shall be plugged until the
sewer has been completed to the satisfaction of the Engineer.
3.03 WATER LINE CROSSINGS
A. Where sewer lines cross water mains, and the sewer is above the water main or
less than 18 inches clear distance vertically below the water main, construct the
crossing using one length of pipe, PVC, at least 18 feet long centered over or
under the water main. Use flexible couplings when jointing two pipes of
dissimilar materials or two pipes with different outside diameters and encase in
concrete.
B. In lieu of the above, Contractor may, upon approval of the Engineer, encase the
sewer pipe with reinforced concrete at least 6 inches thick at all locations within
10 feet either side of the water line. Minimum reinforcement shall consist of a
No. 5 bar placed at each corner of section tied with No. 3 bars at 3-foot centers.
iC. Provide suitable backfill or other structural protection to preclude settling or
failure of the higher pipe.
D. The center of the sewer line pipe shall be centered under the waterline.
3.04 MANHOLE CONSTRUCTION
A. Construct manhole at locations indicated on the Drawings or otherwise
designated by Engineer to accommodate field conditions. Manhole size is
indicated on the Drawings.
B. Invert channels shall be smooth and conform to the details shown on the
Drawings. Changes in direction of flow shall be made with a smooth curve
having as large a radius as the manhole will permit. Terminate pipe flush with
interior manhole wall and construct transitions smooth and of proper radius for
uninterrupted flow. In no case shall the invert flow section through the manhole
be greater than that of the outgoing pipe. Finish invert prior to adding any riser
sections to the base. Construct top of bench to match highest pipe crown or as
shown on the Drawings.
C. Set each manhole riser section plumb. Use sections of various heights to bring
ring and cover to grade.
• D. Join manhole sections using preformed flexible plastic gaskets on both interior
Utilities BRT Wastewater Collection System
January 2012 02722-5
•
E
•
and exterior shiplaps unless otherwise noted on Drawings. All joint surfaces
shall be clean, dry, and warm during installation.
E. Fill all lifting holes and other imperfections with grout. Neatly grout the inside
and outside of all joints.
F. Install rings and covers above cone of the manhole. Set ring in a full bed of
mortar, and encase in mortar around the entire perimeter, except in pavement
areas.
G. Do not preheat pre -formed plastic gasket material with a direct flame. Preheat
the material by other means until it is pliable.
H. Attach warning signs to each manhole between the top two steps and against
the wall.
3.05 FIELD QUALITY CONTROL
A. Sewer shall meet the requirements of the following tests. Furnish all equipment,
labor and incidentals necessary and conduct tests in the presence of Engineer.
1. Air tests of individual pipe joints and alignment tests shall be used to test
the sanitary sewer pipeline.
2. Vacuum tests and leakage tests shall be used to test the sanitary sewer
manholes.
B. Alignment Tests
1. Engineer or Owner may lamp each section of sewer between manholes
to determine whether any displacement of the pipe has occurred.
Provide suitable assistants to help.
2. Repair poor alignment, displaced pipe, or other defects discovered.
C. Air Tests
1. Where no service line connections exist between manholes, use the
following procedure.
a. The Contractor shall perform these tests with suitable equipment
specifically designed for air testing sewers. A suitable gauge shall
be used for readings not to exceed 15-pounds/square inch (PSI)
maximum reading. The gauge shall be located at the surface.
Flush and clean the sewer line prior to testing in order to wet the
pipe surfaces and produce more consistent results. Plug and
brace all openings in the main sewer line and the upper
connections. Check all pipe plugs with a soap solution to detect
any air leakage. If leaks are found release the air pressure,
eliminate the leaks and start the test procedure over again.
b. The line shall be plugged at each manhole with pneumatic plugs.
Low pressure air shall be introduced into the plugged line until the
Utilities BRT Wastewater Collection System
January 2012 02722-6
• internal pressure reaches four (4.0) p.s.i.g. greater than the
average back pressure of any ground water pressure that may
submerge the pipe. At least two (2) minutes shall be allowed for
the air temperature to stabilize before readings are taken and the
time is started.
C. If the time shown in Table 1 for the designed pipe size and length
elapses before the air pressure drops 0.5 PSIG; section
undergoing test shall be presumed to be free of defects. The test
may be discontinued once the prescribed time has elapsed even
through the 0.6 PSIG drop has not occurred.
d. Brace all plugs sufficiently to prevent blowouts and vent the
pipeline completely before attempting to remove the plugs..
e. Provide pressurizing equipment with a relief valve set at 5 psi to
avoid over pressurizing and damaging an otherwise acceptable
line.
f. All pipelines shall be tested for compliance with the specifications.
If leaks are discovered, they shall be repaired by the Contractor
as part of the work of laying this pipe and appurtenances and
approved by the Engineer.
g. All equipment and appurtenances shall be repaired or replaced
and the tests repeated at the Contractor's expense until the pipe,
appurtenances and equipment are in satisfactory compliance with
these Contract Documents in the judgement of the Engineer.
Table 1
Pipe
Dia.
in
100'
150'
200'
250'
300'
350'
400'
450'
500'
>500'
8
3:47
3:47
3:47
3:47
3:48
4:26
5:04
5:42
6:20
0.760 L
12
5:40
5:40
5:42
7:08
8:33
9:58
11:24
12:50
14:15
1.709 L
15
7:05
7:05
8:54
11:08
13:21
15:35
17:48
20:02
22:16
2.671 L
18
8:30
9:37
1 12:49
1 16:01
1 19:14
1 22:26
1 25:38
28:51
32:03
3.846 L
21
9:55
1105
17727
21:49
26:11
30:32
34:54
39:16
43:38
5.235 L
24
11:24
17:57
22748
28:30
34:11
39:53
45:35
51:17
56:59
6.837 L
27
14:25
21:38
28:51
36:04
43:16
50:30
57:42
64:54
72:07
8.653 L
2. Where service line connections exist between manholes, only testing of
individual pipe joints is required.
a. Low pressure air shall be slowly introduced at each joint.
Introduce air until the internal pressure reaches 4.0 PSIG greater
than the average back pressure of any groundwater above the
pipe, as shown in the soils report covering the area; but not
greater than 9.0 PSIG.
b. Duration of test per joint shall be 5 minutes. Duration of test shall
be the same for all pipe sizes.
Utilities BRT Wastewater Collection System
January 2012 02722-7
C. If air pressure drop is less than 0.5 PSIG , joint undergoing
test shall be presumed to be free of defects.
D. Vacuum Testing
Manholes shall be vacuum tested after assembly and prior to backfilling.
a. Care shall be taken to effect a seal between the vacuum base and
the manhole rim. Pipe plugs shall be secured to prevent
movement while the vacuum is drawn.
b. A vacuum of 10 inches of mercury shall be drawn. The time for
the vacuum to drop to 9 inches of mercury shall be recorded.
C. Acceptance shall be defined as when the time to drop to 9 inches
meets or exceeds the following:
Diameter Time to Drop 1" Hq
4 ft. 60 seconds
5 ft. 75 seconds
6 ft. 90 seconds
8 ft. 120 seconds
d. If the manhole fails the test, make necessary repairs. Repairs
and repair procedures must be acceptable to Engineer.
e. If preformed plastic gaskets are pulled out during the vacuum test,
the manhole shall be disassembled and the gaskets shall be
isreplaced.
E. Manholes and pipelines shall not have any visible leaks or damp spots.
F. Repair and retest lines and manholes that fail tests until satisfactory results are
obtained.
G. Camera inspection will be done by the Owner on all sewers. Sewers must pass
camera inspection prior to acceptance.
3.07 TV CAMERA INSPECTION
A. Owner will, at its own expense, inspect the new sewer lines using a TV camera.
B. Displaced joints or pipe or other defects resulting in poor workmanship shall be
corrected by the Contractor. TV inspection will be scheduled again after such
repairs have been made.
C. TV inspection will occur twice: once upon completion and again prior to the end
of the guaranty period.
3.08 DAMPPROOFING
A. All manhole exteriors shall be dampproofed in accordance with Section 07900,
the entire depth.
Utilities BRT Wastewater Collection System
January 2012 02722-8
9 3.09 CLEANING
A. Prior to Substantial Completion remove all accumulated construction debris,
rocks, gravel, sand, silt and other foreign material from the sewer system. This
shall be accomplished with a sewer jet rodding rig. No mechanical rodding or
bucketing equipment will be permitted.
B. Upon final inspection if any foreign matter is present in the system, flush and
clean the sections of the line as required.
END OF SECTION
Utilities BRT Wastewater Collection System
January 2012 02722-9
SECTION 02770
• SIDEWALK, CURB AND GUTTER, AND MISCELLANEOUS CONCRETE
PART 1-GENERAL
1.01 SECTION INCLUDES
A. Concrete work shall consist of air entrained Portland Cement concrete
constructed on a prepared subgrade in accordance with these Specifications.
The completed work shall conform to the thicknesses and typical cross -sections
shown on the Drawings. The completed work shall conform to the lines and
grades shown on the Drawings or to those established by the ENGINEER at the
job site.
1.02 RELATED SECTIONS
A. Section 02240 — Water Control and Dewatering
B. Section 02315 — Excavation and Embankment
C. Section 02225 —Trenching, Bedding and Backfill
1.03 SUBMITTALS
A. The CONTRACTOR shall cooperate with the ENGINEER in obtaining and
• providing samples of all specified materials. The CONTRACTOR shall submit
certified laboratory test certificates for all items required in this section, including
a mix design for concrete.
1.04 PROJECT REQUIREMENTS
A. The CONTRACTOR shall submit batch tickets for each load of concrete. Tickets
shall show weight of all materials and additives used in each batch.
PART 2-PRODUCTS
2.01 MATERIALS
A. Concrete shall conform to the following requirements:
28-Day Field Compressive Strength 3500 psi
Cement/Fly Ash 600 lbs./cu. yd.
Max. Water/Cement Ratio 0.53
Air Content % Range 5-8
Maximum Slump 4"
Fine Aggregate (max. % of total Aggregate) 50%
This material shall consist of a mixture of coarse and fine aggregates, Portland
cement, water and other materials or admixtures as required. The type of cement
• Utilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-1
shall be Type I, II, or 1/II unless sulfate conditions dictate otherwise. If sulfate
conditions exist, Type V cement shall be used. •
B. Concrete Aggregates:
The grading and composition requirements for coarse and fine aggregates for
concrete shall conform to the following tables.
COARSE AGGREGATES FOR PORTLAND CEMENT CONCRETE
Sieve Size or Percent Passing or
Test Procedure Test Requirement
1 Inch
100
3/4 Inch
90-100
3,8 Inch
20-55
No. 4
0-10
No. 8
0-5
% Wear
45, Max.
Clay Lumps, Friable Particles, %
2.0, Max.
Coal & Lignites, %
0.5, Max.
Sodium Sulfate Soundness %
12. Max.
FINE AGGREGATES FOR PORTLAND CEMENT CONCRETE
Sieve Size or
Percent Passing or
• Test Procedure
Test Requirement
3,8 Inch
100
No. 4
95 - 100
No. 16
45-80
No. 50
10 - 30
No. 100
2 - 10
No. 200
3, Max.
Friable Particles, %
1.0, Max.
Coal & Lignite, %
1.0, Max.
Deleterious Material (AASHTO T 112),% 3, Max.
Sand Equivalent (AASHTO T 176),%
80, Min.
Fineness Modules
2.50 - 3.50
Sodium Sulfate Soundness, %
20.0, Max.
C. Coarse Aggregate for Concrete:
Coarse aggregates shall conform to the requirements of AASHTO M 80, except
that the percentage of wear shall not exceed 45 when tested in accordance with
AASHTO T 96. Coarse aggregate shall conform to the grading in above table.
D. Fine Aggregate for Concrete:
Fine aggregates shall meet Colorado Department of Highways Section 703.01
requirements and gradation as shown above. Fine aggregate for concrete shall
Utilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-2
conform to the requirements of AASHTO M 6. The amount of deleterious
• substances removable by elutriation shall not exceed 3% by dry weight of fine
aggregate when tested in accordance with AASHTO T 11, unless otherwise
specified. The minimum Sand Equivalent, as tested in accordance with AASHTO
T 176 shall be 80, unless otherwise specified. The Fineness Modules shall not
be less than 2.50 nor greater than 3.50, unless otherwise approved.
E. Fly Ash and Water:
Upon approval based on a satisfactory trial mix, the CONTRACTOR shall have
the option of substituting approved fly ash for Portland cement, up to a maximum
of 20 percent by weight. The total weight of cement and fly ash shall not be less
than the specified mix design.
1. Fly ash for concrete shall conform to the requirements of ASTM C 618,
Class C or Class All chemical requirements of ASTM C 618 Table 1-A
shall apply with the exception of footnote A.
Class C fly ash will not be permitted where sulfate resistant cement is
required.
The CONTRACTOR shall submit certified laboratory test results for the fly
ash. Test results that do not meet the physical and chemical
requirements may result in the suspension of the use of fly ash until the
corrections necessary have been taken to insure that the material meets
the specifications.
2. Water used in mixing or curing shall be clean and free of oil, salt, acid,
alkali, sugar, vegetable, or other substance injurious to the finished
• product. Water will be tested in accordance with, and shall meet the
suggested requirements of AASHTO T 26. Water known to be of potable
quality may be used without test. Where the source of water is relatively
shallow, the intake shall be so enclosed as to exclude silt, mud, grass, or
other foreign materials.
F. Concrete Curing Materials and Admixtures
1. Curing Materials: Curing Materials shall conform to the following
requirements as specified:
Burlap Cloth made from Jute or Kenaf: AASHTO M 182
Liquid Membrane -Forming Compounds Curing Concrete: ASTM C309
Type II, Class B.
Sheet Materials for Curing Concrete: AASHTO M 171
Straw shall not be used for curing unless approved by the ENGINEER.
2. Air -Entraining Admixture: Air -entraining admixtures shall conform to the
requirements of AASHTO M 154. Admixtures which have been frozen
will be rejected. No chloride containing additives shall be permitted.
3. Chemical Admixtures: Chemical admixtures for concrete shall conform to
the requirements of AASHTO M 194. Admixtures which have been
frozen will be rejected.
4. Joint Fillers: The joint fillers shall be silicon or asphalt based and shall be
submitted for approval as part of paragraph 1.03.
iUtilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-3
Signed this day of
CONTRACTOR
By:
Title:
ATTEST:
Secretary
STATE OF COLORADO )
)ss.
COUNTY OF LARIMER )
Subscribed and sworn to before me this
By
• Witness my hand and official seal.
My Commission Expires:
Notary Public
Utilities BRT
January 2021
20
day of .20
Lien Waiver Release (Contractor)
00650-2
PART 3 - EXECUTION
• 3.01 SUBGRADE PREPARATION
A. The subgrade shall be excavated or filled to the required grades and lines. All
soft, yielding, or otherwise unsuitable material shall be removed and replaced
with suitable material with the ENGINEER's approval. Filled sections shall be
compacted and compaction shall extend a minimum of six inches outside the
form lines.
The moisture content of the subgrade shall be brought within +/- 2% of optimum
moisture content and compacted to 95% of the maximum standard Proctor
density (ASTM D698) for subgrade materials classified as A-4 through A-7 or
95% of modified proctor density for materials classified as A-1 through A-3.
3.02 CONCRETE PLACEMENT
A. Concrete transported in truck mixers or truck agitators shall be delivered to the
site of the work and completely discharged within a period of ninety (90) minutes
after the cement comes in contact with the mixing water or with the combined
aggregates containing free moisture in excess of 2% by weight. The concrete
shall be placed either by an approved slip form/extrusion machine, by the formed
method, or by a combination of these methods. The subgrade shall be
conditioned to provide a uniformly moist surface when concrete is placed.
3.03 MACHINE PLACEMENT
A. The slip form/extrusion machine shall be so designed to place, spread,
consolidate, screed, and finish the concrete in one complete pass in such a
manner that a minimum of hand finishing will be necessary to provide a dense
and homogenous concrete section. The machine shall shape, vibrate, and/or
extrude the concrete for the full width and depth of the concrete section being
placed. It shall be operated with as nearly a continuous forward movement as
possible. All operations of mixing, delivery, and spreading concrete shall be so
coordinated as to provide uniform progress, with stopping and starting of the
machine held to a minimum.
3.04 FORMED METHOD
A. The vertical face of previously sawed and adjacent asphalt pavement may NOT
be used as a forming surface. The CONTRACTOR shall use forms on front and
back of all curb and gutter, sidewalks and crosspans.
The forms shall be of metal or other suitable material that is straight and free
from warp, having sufficient strength to resist the pressure of the concrete
without displacement and sufficient tightness to prevent the leakage of mortar.
Flexible or rigid forms of proper curvature may be used for curves having a
radius of 100 feet or less. Division plates shall be metal. Where directed by the
ENGINEER the CONTRACTOR shall use a thin metal back form to preserve
landscaping, sprinklers, etc. Form must be straight and rigid and must be
approved by the ENGINEER prior to use on project.
• Utilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-4
The front and back forms shall extend for the full depth of the concrete. All of the
. forms shall be braced and staked so that they remain in both horizontal and
vertical alignment until their removal. No wooden stakes will be allowed. They
shall be cleaned and coated with an approved form -release agent before
concrete is placed against them. The concrete shall be deposited into the forms
without segregation and then it shall be tamped and spaded or mechanically
vibrated for thorough consolidation. Low roll or mountable curbs may be formed
without the use of a face form by using a straight edge and template to form the
curb face. When used, face forms shall be removed as soon as possible to
permit finishing. Front and back forms shall be removed without damage to the
concrete after it has set.
0
•
Should the removal of adjacent asphalt pavement be required beyond that shown
in the asphalt patch detail to properly correct failed concrete sections, the
CONTRACTOR shall remove and replace said asphalt pavement to such an
extent as to provide a smooth repair. The ENGINEER shall be notified prior to
commencing any additional asphalt removal.
3.05 FINISHING
A. The plastic concrete shall be finished smooth by means of a wood float and then
it shall be given final surface texture using a light broom or burlap drag.
Concrete that is adjacent to forms and formed joints shall be edged with a
suitable edging tool to the dimensions shown on the Drawings.
3.06 JOINTING
A. Contraction Joints: Transverse weakened -plane contraction joints shall be
constructed at right angles to the curb line at intervals not exceeding 10 feet for
curb and gutter or 5 feet for sidewalk. Joint depth shall average at least one-
fourth of the cross-section of the concrete.
Contraction joints may be sawed, hand -formed, or made by 1/8 inch thick division
plates in the form work. Sawing shall be done early after the concrete has set to
prevent the formation of uncontrolled cracking. The joints may be hand -formed
either by (1) using a narrow or triangular jointing tool or a thin metal blade to
impress a plane of weakness into the plastic concrete, or (2) inserting 1/8 inch
thick steel strips into the plastic concrete temporarily. Steel strips shall be
withdrawn before final finishing of the concrete. Where division plates are used
to make contraction joints, the plates shall be removed after the concrete has set
and while the forms are still in place.
B. Expansion Joints: Expansion joints shall be constructed at right angles to the
curb line at immovable structures and at points of curvature for short radius
curves. Filler material for expansion joints shall be silicon or asphalt based and
shall be submitted for approval according to Section 1.03 and shall be furnished
in a single 1/2 inch thick piece for the full depth and width of the joint.
Utilities BRT
January 2012
Expansion joints in a slip formed curb or curb -and -gutter shall be constructed
with an appropriate hand tool by raking or sawing through partially set concrete
for the full depth and width of the section. The cut shall be only wide enough to
Sidewalk, Curb, Gutter and Miscellaneous Concrete
02770-5
permit a snug fit for the joint filler. After the filler is placed, open areas adjacent
• to the filler shall be filled with concrete and then troweled and edged. The
CONTRACTOR may choose to place the filler and pour the concrete around it.
Alternately, an expansion joint may be installed by removing a short section of
freshly extruded curb -and -gutter immediately, installing temporary holding forms,
placing the expansion joint filler, and replacing and reconsolidating the concrete
that was removed. Contaminated concrete shall be discarded.
Construction joints may be either butt or expansion -type joints. Curbs or
combined curbs and gutters constructed adjacent to existing concrete shall have
the same type of joints as in the existing concrete, with similar spacing; however,
contraction joint spacing shall not exceed 10 feet.
3.07 PROTECTION
A. The CONTRACTOR shall always have materials available to protect the surface
of the plastic concrete against rain. These materials shall consist of waterproof
paper or plastic sheeting. For slip form construction, materials such as wood
planks or forms to protect the edges shall also be required. Concrete damaged
by rain shall be required to be removed and replaced at the CONTRACTOR's
expense.
Concrete being placed in cold weather during which the temperature may be
expected to drop below 35 degrees F., shall be suitably protected to keep the
concrete from freezing until it is at least 10 days old or as directed by the
ENGINEER. Concrete injured by frost action shall be required to be removed
40 and replaced at the CONTRACTOR's expense.
The CONTRACTOR will be responsible for correcting any vandalism or
defacement (graffiti) that occurs on the concrete prior to final acceptance.
3.08 CURING
A. Concrete shall be cured for at least 7 days after placement to protect against loss
of moisture, rapid temperature change, and mechanical injury prior to any overlay
or reconstruction work. Moist burlap, waterproof paper, white polyethylene
sheeting, white liquid membrane compound, or a combination thereof may be
used as the curing material. Membrane curing shall not be permitted in
frost -affected areas when the concrete will be exposed to deicing chemicals
within 30 days after completion of the curing period.
3.09 BACKFILLING
A. The spaces in front and back of curbs shall be refilled with suitable material to
the required elevations after the concrete has set sufficiently. The fill material
shall be thoroughly tamped in layers.
.3.10 TOLERANCE
Utilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-6
A. Forms shall not deviate from true line by more than ''/4-inch at any point.
B. Mixed concrete shall be not less than 50°F, nor more than 80OF at the time of
placing it in forms unless otherwise directed.
C. If air temperature is 350F or less at the time of placing, the ENGINEER will
require water and/or aggregate heated to not less than 70°F, or more than 150'F.
D. Finished joints shall not deviate more than '%-inch in the horizontal alignment
from a straight line.
E. Any localized humps and or depressions greater than %4-inch will require removal
and replacement of the work in question.
F. No ponding of water greater than 3/8-inch shall be allowed.
G. Combination curb, gutter and walk and/or vertical curb and gutter flowline depth
shall not vary from adopted standards by more than +1/2-inch, measured
vertically from the top of curb to the gutter invert.
H. Pedestrian walks shall have a minimum of 2.0% and a maximum of 2.5% slope
toward the roadway.
I. Contraction and construction joints shall be placed at the standard spacing of 10
feet in curb, gutter, sidewalks, crosspans, trickle channel, etc. A minimum
spacing of 5 feet will be allowed for repairs.
J. Heave or settlement of sidewalk, relative to separate curb pour, greater than '/-
inch shall be cause for corrective action.
K. At the time of final acceptance inspection, the repair of all cracks will be
completed.
1.
Cracks that are less than '/4-inch wide, exhibit no horizontal or vertical
shifting, and do not meet the conditions in 2, 3, and 4 below may, at the
discretion of the OWNER, be sealed by routing approximately'/4-inch to
1-inch deep by'% -inch wide and filling with Sikaflex 1-A or equivalent. If
the OWNER feels the cracks have compromised the service life of the
concrete, the CONTRACTOR shall remove and replace the cracked
concrete at his expense.
2.
Any crack that extends through a joint shall require removal and
replacement of the entire cracked area.
3.
Any longitudinal cracked section of concrete will require complete
removal and replacement of that section between joints.
4.
Repair action for hairline cracks as determined in 1 above may be waived
at the discretion of the OWNER. For the purpose of this section, a
hairline crack is one that is reasonably immeasurable and without
separation as determined by the ENGINEER.
3.11 QUALITY CONTROL
Utilities BRT
Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012
02770-7
• A. Concrete testing and testing laboratory services required shall conform to the
following unless otherwise determined by the ENGINEER.
Procedures
Project Acceptance Test Project
SectionTvpe of Test Frequency Sampling Testing
GRADATION Sidewalks: 1/1000 sq yds CP 30 CP 31
or fraction thereof for
each size aggregate of
concrete placed
Curbing: 1/2000 lineal feet or
fraction thereof for each
size aggregate of concrete
placed
MOISTURE
1 per day and as often
CP 30
CP 60
CONTENT
as needed for quality
(FINE AGGREGATE)
control
MOISTURE
1 per day min. where
CP 30
CP 60
CONTENT
moisture content is greater
(COARSE
than +0.5% from SSD condition
AGGREGATE)
SLUMP
The slump, air content and
T 141
T 119
unit weight tests shall be
carried out on the first
truck of concrete for the
daily placement and there-
after in conformance with
the following table:
AIR CONTENT
1 set of tests for every
T 141
T 152
1000 sy or fraction thereof
T 199
of concrete placed
YIELD AND
1 test (min) for every
T 141
T 121
CEMENT
day of concrete placement
COMPRESSIVE
Sidewalks: 1 set (4) of
T 141
T 22
cylinders per 1000 square yards
T 23
or fraction thereof of
concrete placed per day
Curbing: 1 set (4) of
cylinders per 2000 lineal
feet or fraction thereof
of concrete placed per day
Utilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-8
0
0
Point of Acceptance: Gradation - Stockpile, belt, or bin
Air Content - Mixer Discharge
Prior to backfilling and after forms are removed, honeycombed, defective or damaged
areas of concrete shall be repaired. Repairs shall be made within 7 days after the forms
are removed.
3.12 CLEAN-UP
A. The surface of the concrete shall be thoroughly cleaned upon completion of the
work and prior to the substantial completion walk through, and the site left in a
neat and orderly condition.
END OF SECTION
Utilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-9
0
THIS PAGE INTENTIONALLY LEFT BLANK.
0
40 Utilities BRT Sidewalk, Curb, Gutter and Miscellaneous Concrete
January 2012 02770-10
SECTION 02850
• PEDESTRIAN AND LIGHT VEHICLE BRIDGES
PART 1-GENERAL
1.01 SECTION INCLUDES
A. This section contains requirements for a fully engineered clear span bridge and
shall be the minimum standards for design and construction.
B. Clear span length and width of the bridge shall be as shown on the Drawings.
1.02 RELATED SECTIONS
A. Section 02225 — Trenching, Bedding and Backfill
B. Section 02240 — Water Control and Dewatering
C. Section 02315 — Excavation and Embankment
1.03 QUALITY ASSURANCE
A. Bridge shall meet the referenced standards as called for in the following
paragraphs.
• B. Bridge design shall be certified by a Registered Colorado Professional Engineer.
1.04 SUBMITTALS
A. Submit complete shop Drawings to the ENGINEER for review.
B. Submit manufacturer's certification of compliance with referenced standards.
1.05 PRODUCT DELIVERY AND HANDLING
A. Coordinate delivery requirements with manufacturer.
B. Comply with manufacturer's requirements for unloading, lifting, and placement.
1.06 DESIGN REQUIREMENTS
A. Railing: Minimum height of 54" (top of truss top chord).
B. Maximum horizontal opening in railing of 4 (four) inches.
C. Loading Design: Uniform live load of 60 psf. Concentrated live load of 10,000
pounds vehicle weight on bridge plus thirty percent (30%) impact. Minimum wind
load of 25 psf. Horizontal pressure as if enclosed surface. Railing load of 50
pounds per lineal foot of horizontal load.
• Utilities BRT Pedestrian and Light Vehicle Bridges
January 2012 02850-1
D. Mounting plates shall allow for thermal expansion.
• E. All allowable design stresses shall be in compliance with the specifications of the
design, fabrication, and erection of structural steel for buildings by the American
Institute of Steel Construction AISCF and UBC.
F. Sizes:
Length: As shown on Drawings.
Clear unobstructed inside width: As shown on Drawings.
Vertical members shall be spaced 48" on center with odd panel
dimensions divided between each end of the truss.
Railings: Install for full length of bridge.
Camber: Five percent (5%) of'/ of span (if required).
Bridge to accommodate abutment elevations noted on the Drawings.
All decking shall be secured to the bridge members along the centerline of the
bridge with two screws per board.
Nominal 2"x6" wood rub rails on inside of bridge shall be placed 32" above the
top of the bridge deck.
PART 2-PRODUCTS
2.01 FABRICATION
A. General
• 1. Workmanship, fabrication, and shop connections shall be in accordance
with AWS and AISC specifications.
2. All welding shall be done by welders certified for AWS, DA structural
welding requirements.
3. Welding electrodes for self -weathering, corrosion -resistant steel shall
have the same weathering characteristics such as E5018 or equivalent.
4. All boldly exposed members shall have mill scale removed according to
steel structures preparation specifications #6 Commercial Blast Cleaning
SSPC-SP6-63.
B. Materials
1. Metal Fabrication: Bridge to be fabricated from high strength low -alloy
atmospheric corrosion -resistance ASTM A606 type 4 steel, self -
weathering, (U.S.S. Cor Ten) ASTM A242 or ASTM A588 structural steel
shapes and tubing (FY=50,000 psi.). Bolts and nuts shall be in
accordance with specifications for structural joints using ASTM A325 or
A490 bolts. Anchor bolts A307 or A36. E8018 series electrodes of
equivalent for welding. Material thickness and design of member shall be
fully engineered for the length and style of each bridge requirement
specified.
2. Decking: Wood decking shall be naturally durable hardwood Ipe
(Tabebuia Spp Lapacho Group). All planks shall be partially air dried to a
moisture content of 15% to 20%, and shall be supplied S4S (surfaced
four sides), E4E (eased four edges), with the edges eased to a radius of
Utilities BRT Pedestrian and Light Vehicle Bridges
January 2012 02850-2
1/8". Measured at 30% moisture content, the width and thickness shall
• not vary from specified dimensions by more than ± 0.04 inches. All
planks shall be supplied with the end sealed with "Anchorseaf' Mobil
CER-M or an equal aquious wax log sealer.
All planks shall be graded as FEQ-CAH (First Export Quality - Clear All
Heart) grading rules, defined as follows:
Lumber shall be graded both faces and both edges and shall be straight
grained, maximum slope of grain to be 1:10.
Lumber shall be parallel cut without heart centers or sapwood and shall
be in sound condition, free from wormholes or knots.
a. Allowable Imperfections are:
All faces: Natural drying checks, Discoloration caused by
weathering or chemical reaction, Bow or Spring which can be
removed using normal installation methods and tools.
b. Imperfections Not Allowed:
Longitudinal heart cracks, Internal cracks, Firm or Soft sap wood,
Splits, End splits, Ring shades, Fungi affects (blue to gray, brown
to red, white to yellow, or incipient decay), Deformation (twisting or
cupping) which cannot be removed using normal installation
methods and tools.
All planks shall meet or exceed the following mechanical properties
(based on the 2" standard) as defined by the U.S. Forest Products
Laboratory publications and testing data:
MC%
12%
0
Modulus of Rupture Modulus of Elasticity Max. Crush Strength
22,360 psi 3,140,000 psi 13,010 psi
Janka side hardness is 3680 lbs. at 12% moisture content
Average air-dry density is 66 to.75 pcf.
Basic specific gravity is 0.85 - 0.97.
All planks shall be naturally fire resistant without the use of any fire
resistant preservatives to meet NFPA Class A and UBC Class I.
Planks shall be supplied that meet or exceed the Static Coefficient of
Friction for both neolite and leather shoes in accordance with ASTM Test
Method C1028-89.
FORCE IN POUNDS
SHOE MATERIAL DRY WET
Neolite 0.73 0.69
Leather 0.55 0.79
For transverse wood decking, wheel loads shall be assumed to act on
one plank only. The wheel loads shall be distributed on the plank along a
length equal to the tire print width. The plank shall be designed for shear
and bending in accordance with the support conditions and spacing. For
design, the following unfactored allowable stresses shall be used:
Allowable Bending = 3700 psi
Allowable Shear = 320 psi
Modulus of Elasticity = 3,000,000 psi
• Utilities BRT
January 2012 02850-3
Pedestrian and Light Vehicle Bridges
SECTION 00651
• LIEN WAIVER RELEASE
(Subcontractor)
TO: Connell Resources. Inc. (CONTRACTOR)
FROM: (Subcontractor)
PROJECT: Utilities BRT Phase 2
The Subcontractor acknowledges having received payment, except retainage, from the
CONTRACTOR for all work, labor, skill and material furnished, delivered and performed by the
Subcontractor for the CONTRACTOR or for anyone in the construction, design, improvement,
alteration, addition or repair of the above described project.
2. In consideration of such payment and other good and valuable consideration, the receipt and
adequacy of which are hereby acknowledged, the Subcontractor voluntarily waives all rights, claims
and liens, including but not limited to, mechanic's liens, Miller Act claims (40 U.S.C.A. 270 a and b),
stop notices, equitable liens and labor and material bond rights which the Subcontractor may now or
may afterward have, claim or assert for all and any work, labor, skill or materials furnished, delivered
or performed for the construction, design, improvement, alteration, addition or repair of the above
described project, against the CONTRACTOR or its officers, agents, employees or assigns, against
the project or against all land and the buildings on and appurtenances to the land improved by the
project.
• 3. The Subcontractor affirms that all work, labor and materials, furnished, delivered or performed to or
for the construction, design, improvement, alteration, addition or repair of the project were furnished,
delivered or performed by the Subcontractor or its' agents, employees, and servants, or by and
through the Subcontractor by various sub -subcontractors or materialmen or their agents, employees
and servants and further affirms the same have been paid in full and have released in full any and
all existing or possible future mechanic's liens or rights or claims against the project or against the
CONTRACTOR or its officers, agents, employees or assigns arising out of the project.
4. The Subcontractor agrees to defend and hold harmless the CONTRACTOR, the lender, if any, and
the Surety on the project against and from any claim hereinafter made by the Subcontractor's sub -
subcontractors, materialmen, employees, servants agents or assigns against the project or against
the CONTRACTOR or OWNER, lender or Surety or their officers, employees, agents or assigns
arising out of the project for all loss, damage and costs, including reasonable attorneys fees,
incurred as a result of such claims.
5. The parties acknowledge that the description of the project set forth above constitutes and adequate
description of the property and improvements to which this Lien Waiver Release pertains. It is
further acknowledged that this Lien Waiver Release is for the benefit of and may be relied upon by
the CONTRACTOR, OWNER, the lender, if any, and Surety on any labor and material bonds forthe
project.
• Utilities BRT
January 2012
Lien Waiver
00651-1
At time of installation, planks are to be placed tight together with no gaps.
• Every plank must be attached with at least one fastener at each end.
All fasteners to be zinc plated. Self -tapping screws or hex -head bolts,
with a steel plank hold down, are to be used at the ends of planks. Self -
tapping screws or carriage bolts are to be used as interior connection
fasteners when required. Power actuated fasteners will not be allowed.
Planks are to be drilled prior to installation of bolts and/or screws.
In addition to at least one fastener at each end of every plank (typical for
all installations), planks for bridges with widths of 72" to 143" shall be
attached with a minimum of two fasteners at a location approximately
near the center of the bridge width. Bridges wider than 143" are to have
two fasteners located at a minimum of two interior stringer locations,
approximately at the third points of the bridge width.
Attachments at the ends of the planks may be modified as required when
obstructions, such as interior safety system elements, prevent installation
of the specified hold down system.
C. MANUFACTURERS
1. Continental Bridges 1-800-328-2047
2. Big "R" Manufacturing 1-800-234-0734
3. Excel Bridges 1-800-548-0054
4. Bridge America 320-763-5600
5. Steadfast Bridges 1-800-749-7515
PART 3 — EXECUTION
11101 3.01 INSTALLATION
A. Install bridge and decking per manufacturer's recommendations. Decking shall
be "rattle proof' and installed to the greatest extent possible to prevent warping.
Confirm that concrete has obtained sufficient strength before placement of steel
structure.
END OF SECTION
. Utilities BRT Pedestrian and Light Vehicle Bridges
January 2012 02850-4
SECTION 02900
• LANDSCAPE PLANTING
PART 1 —GENERAL
1.01 SECTION INCUDES
Furnish all labor, materials, supplies, equipment, tools and transportation, and perform all
operations in connection with and reasonably incidental to complete installation of the
planting and guarantee as shown on the drawings and as specified herein. The work shall
include, but not be limited to the following:
A.
Procurement of all applicable licenses, permits, and fees.
B.
Ascertainment of utility locations prior to construction.
C.
Site inspection.
D.
Building of fences
E.
Planting of trees, shrubs, and turf, and seeding native areas.
F.
Soil Preparation and Fine Grading.
G.
Staking and guying of trees.
H.
Mulching of all trees.
I.
Cleanup, inspection, and approval.
• J.
Guarantee of all plantings.
K.
All work of every description mentioned in the Drawings and Specifications and/or
Addenda thereto.
1.02 SUBMITTALS
A. Direct submittals to the ENGINEER and receive approval in writing before work
commences.
Samples: As noted.
1.03 ADDITIONAL WORK
A. Additional work shall be paid for at contract unit prices. If unit prices are not
available, the work shall be paid for on a time and material basis or for an agreed
to lump sum amount.
1.04 SUBSTITUTIONS
A. No substitutions for specified materials will be accepted in the base bid. Alternative
bid proposals, which propose material substitutions, may be submitted for
consideration by the ENGINEER. Alternative proposals must be fully supported by
• necessary documentation showing compatibility/comparability with specified
Utilities BRT Landscape Planting
January 2012 02900-1
with specified materials.
• 1.05 PROTECTION OF EXISTING FEATURES
A. Protect all existing site development including, but not limited to, existing buildings,
equipment, underground utilities, walls, materials, trees, etc. Any existing site
development damaged by willful or negligent acts of the CONTRACTOR or any of
his employees shall be replaced or repaired at no expense to the OWNER and in a
manner satisfactory to the ENGINEER before project acceptance is given.
B. The above provision applies to on -site damage as well as to that which may occur
to adjacent properties.
C. Until the project has been accepted, erect and maintain shoring, barricades,
guards, warning signs, and lights as necessary or required for the protection of the
public, the work, and the workers. To the same ends, provide traffic control and
institute side security measures, as needed.
D. Precautions have been taken to assure accuracy and conformance of the
construction documents with the design concept of the project. Nevertheless, the
CONTRACTOR shall be responsible for confirming and correlating actual job site
dimensions, for acquiring information that pertains solely to the fabrication process
or to techniques of construction, and for coordinating the work with all other trades.
E. Tree Protection Standards During Construction:
• 1. Accidental Poisoning: During the construction stage, the CONTRACTOR
shall not cause, or permit the cleaning of equipment or material, or the
storage or disposal or waste material including, but not limited to, paints,
solvents, asphalt, concrete, mortar, or any other material harmful to the life
of a tree, within the root zone of each tree, or group of trees.
2. Root Pruning Specifications: When the cutting of tree roots is necessary,
each final cut must be made as cleanly as possible for all roots over three
(3) inches in diameter using the following method:
a) The line of excavation will be drawn out and appropriate excavation
equipment used to clear the area at least six inches in front of the
actual finished excavation line. Roots can then be cut using tools
such as axes, stump grinders or trenchers.
b) Each root over three (3) inches in diameter will then be cut cleanly
back to the final excavation line using a stump grinder operated by
an experienced, licensed arborist. A sharp hand or bow saw is
acceptable for roots under three (3) inches in diameter. Axes and
trenchers do not cut roots cleanly and will not be used for final root
cuts!
3. No damaging attachments, wires, signs, permits or other objects may be
fastened by any means to any tree preserved on this project.
• Utilities BRT Landscape Planting
January 2012 02900-2
• The CONTRACTOR shall appoint a competent resident superintendent. The
superintendent will be on site whenever the work is in progress. The superintendent shall
not be replaced without notice to the ENGINEER. Workers shall be competent in
performance of work they are assigned.
1.07 INSPECTIONS AND OBSERVATIONS
A. Site Inspection:
1. General CONTRACTOR, Landscape CONTRACTOR & ENGINEER shall
inspect site prior to being accepted by ENGINEER as complete and
acceptable for the Landscape CONTRACTOR to proceed.
2. Beginning work of this section implies acceptance of existing conditions.
B. Pre -Planting Observation of Materials:
1. ENGINEER will observe and approve plant material before planting. This
observation may be either at the site, nursery or holding area, at the option
of the ENGINEER. Materials planted prior to approval are subject to rejec-
tion. Observation of materials may be sequenced by major planting areas
to accommodate efficient planting operations. Acceptance of plant material
at the nursery or holding area does not preclude rejection at the site. All re-
jected materials must be removed from the site, replaced and reinspected
before planting.
•
2.
All fertilizers, backfill, seed, mulches, and soil amendments will be reviewed
at the site by the ENGINEER before they are used in planting operations.
ENGINEER will check invoices to verify specified quantities have been
delivered.
C. Planting Observation:
1.
The ENGINEER will approve the location of all trees/shrubs before digging
for those plants occurs.
2.
Inspection of turf/turf bed and grading shall occur before sodding and/or
seeding.
3.
The ENGINEER will check mulch, tree staking and tree wrapping where
appropriate.
D. Final
Walk -Through:
1.
The final walk-through will be performed at the completion of all planting
operations under this contract.
2.
At the time of the final walk-through, the Landscape CONTRACTOR shall
have planting areas free of debris. Plant basins shall be in good repair.
Debris and litter shall be cleaned up, and walkways, curbs, and roads shall
be cleared of soil and debris. The inspection shall not occur until these
conditions are met.
3.
The ENGINEER will identify any deficiencies in the form of a punch list.
•
4.
The ENGINEER will give written notice of final acceptance when work has
Utilities BRT
Landscape Planting
January 2012
02900-3
has been performed in compliance with the contract documents.
• 5. Correct deficiencies within the first ten days of the final walk-through.
Correct work in accordance with the contract documents at no cost to the
OWNER.
6. Final acceptance will not be given until all deficiencies are corrected. The
Landscape CONTRACTOR shall maintain site until final acceptance.
1.08 GUARANTEE AND REPLACEMENT
A. Guarantee trees, shrubs, ground covers and other plant materials to root and thrive
free from defects from any cause for two (2) years from date of final acceptance.
B. The CONTRACTOR is not responsible for damage or death to plants from
vandalism, fire, or hail, neglect by homeowner, or other similar circumstances
beyond his control.
C. Replace plants when they are no longer in a satisfactory condition as determined
by the ENGINEER for the duration of the Guarantee Period. This includes plants
that die back and loose the form and size originally specified, even though they
have taken root and are growing after the die -back.
1. Make replacements within seven days of notification from ENGINEER.
2. Replace trees in the spring planting season only, unless approved other-
wise. Remove dead plants within two days of notification.
• D. All replacements shall be of the same kind and size as originally specified and shall
be installed as described in the contract documents. Repairs and replacements
shall be made at no expense to the OWNER.
E. Guarantee shall apply to originally specified and installed plants and other
landscape materials, and any replacements made during the Guarantee Period.
1.09 PLANTING TIME AND COMPLETION
A. Plants shall be planted only when weather and soil conditions permit and in
accordance with locally accepted practices, and as approved by the ENGINEER.
B. Trees shall be planted in same growing season in which they were dug.
PART 2 — PRODUCTS
2.01 QUALITY
A. All materials used for construction shall be new and without flaws or defects of any
type, and shall be the best of their class and kind.
2.02 HANDLING AND STORAGE
A. Protect all materials used for construction from damage, deterioration, or loss of
Utilities BRT Landscape Planting
January 2012 02900-4
any kind while in storage and construction.
2.03 SOIL AMENDMENTS/FERTILIZERS/MULCHES/EDGING
A. Topsoil:
1. Imported -- For new topsoil required to make grade or for use in planting
operations, use friable natural sandy loam, similar to topsoil existing on the
site. (Submit sample for approval).
2. In -Situ -- Soil in -place on the site, such as tree pit excavation, may be used
provided it is free from roots, limbs, rocks, construction debris and other
foreign material.
B. Improved Planting Mix (Prepare Soil):
Backfill planting pits and planters using an improved soil mix consisting of:
1. 85% on -site or imported topsoil; and,
2. 15% composted manure
C. Fertilizer:
1. Trees & Shrubs -- Osmocote Sierrablen, 9 month slow -release
2. Turf Grasses -- 18-46-0 at 5 pounds per 1000 SF.
D. Herbicide:
Coordinate type of herbicide with ENGINEER.
E. Mulch:
1. Wood Mulch - 3-inch depth shredded cedar mulch or equal cedar mulch.
Free from noxious weed seed and all foreign material harmful to plant life.
Chips or other angular bark chips are not acceptable. (Submit sample for
approval).
F. Steel Edging Inter -locking 14 gauge by 4 inch painted steel.
G. Composted Manure:
1. Use cow, sheep or a combination of cow and sheep manure which has
been thoroughly composted, i.e., in a generally decomposed condition and
not containing excessive heat, with no foreign material and screened or
ground to eliminate clumps larger than 1-inch in diameter.
2. Compost shall have the following characteristics:
Percent moisture - less than 20%
Percent organic matter - minimum of 20%
C/N ratio - 10/1 or less
(Submit sample for approval).
2.05 WATER
A. The CONTRACTOR shall provide water for planting during the construction period.
2.06 PLANT MATERIALS LIST
Utilities BRT Landscape Planting
January 2012 02900-5
A. A complete plant list is shown in the Drawings. Where there are discrepancies
102.07 TREES,
between the Drawings and the plant list, the Drawings shall govern.
SHRUBS & GROUND COVERS
A.
Quantities -- Furnish plants in quantities required to complete the work as indicated
on the Drawings.
B.
Quality -- Use plants which are symmetrical and typical of its species; healthy,
well -branched, and well-proportioned in respect to height and width; free from dis-
ease, injury, insects, and weak roots; and, conforming to the requirements of the
American Standard for Nursery Stock, ANSI 260.1-1990. All plants are subject to
inspection.
C.
Botanic and Common Names -- Nomenclature is in conformance with standard
horticultural practice in the area. Plants are to be delivered to the site with tags
bearing the botanic name as indicated by the plant list.
D.
Digging, Wrapping, and Handling
1. Plants shall be dug and prepared for shipment in a manner that will
not cause damage to branches, shape, and future development after
planting.
2. Balled and burlapped plants shall be nursery grown stock adequately
balled with firm, natural balls of soil in sizes and ratios conforming to
the American Standard for Nursery Stock as cited above. Balls shall
be firmly wrapped with non -treated burlap, secured with wire or jute.
Broken balls will not be accepted.
E.
Plant Protection: Plants shall be handled so that roots are adequately protected at
all times from drying out and from other injury. Protect balls of balled plants which
cannot be planted within twelve hours of delivery with soil or other suitable
materials. Where possible, store plants in the shade. Keep all plant roots moist
before, during, and after planting.
2.08 MATERIALS
FOR STAKING, GUYING, AND WRAPPING TREES
A.
Tree Stakes: 6-foot long metal T-Posts.
B.
Guying and Staking Wire: Galvanized steel 12-gauge wire.
C.
Webbing: 2-inch nylon webbing or rubberized cloth.
2.09 GRASS SEED
A.
Turf sod:
Matching existing.
B.
Native seed:
Refer to Section 02920.
PART 3 - EXECUTION
3.01 GENERAL
A. Inspection: Examine the substrate in which the work is to be performed. Do not
proceed until unsatisfactory conditions have been corrected.
Utilities BRT Landscape Planting
January 2012 02900-6
•
B. Dimensions: All scaled dimensions are approximate. Before proceeding with any
work, carefully check and verify all dimensions and quantities and immediately
inform the ENGINEER of any discrepancy between the Drawings and/or
Specifications and actual conditions.
C. Coordination: Coordinate work with other trades to insure proper sequencing of
construction.
3.02 GENERAL SOIL PREPARATION
A. Verify that elevations and grades have been completed per the Drawings prior to
conducting work under this Section. Notify the ENGINEER prior to commencing oil
preparation work if existing grades are not satisfactory, or assume responsibility for
conditions as they exist.
B. Weed and Debris Removal: All ground areas to be planted shall be cleaned of all
weeds and debris prior to any soil preparation or grading work. Weeds and debris
shall be disposed of off the site.
C. Contaminated Soil: Do not perform any soil preparation work in areas where soil is
contaminated with cement, plaster, paint or other construction debris. Bring such
areas to the attention of the ENGINEER and do not proceed until the contaminated
soil is removed and replaced.
D. Moisture Content: Soil shall not be worked when moisture content is so great that
excessive compaction will occur, nor when it is so dry that dust will form in the air
or that clods will not break readily. Water shall be applied, if necessary, to bring
soil to an optimum moisture content for tilling and planting.
E. Ripping & Scarification: Rip, scarify, or otherwise loosen all areas to a depth of 6
inches, removing all obstructions encountered in excavating, such as loose rock,
construction debris, etc.
3.03 FINE GRADING
When weeding, soil preparation, and soil conditioning have been completed and soil has
been thoroughly water settled, all planting areas shall be smooth -graded, ready for place-
ment of plant materials and for sodding/seeding.
A. Grades: Finish grades shall conform to site grading plans and produce a smooth
even surface without abrupt changes, including the interface with the adjacent
undisturbed landscape. Minor adjustments of finish grades shall be made at the
direction of the ENGINEER, if required.
B. Drainage: All grades shall provide for natural runoff of water without low spots or
pockets. Flow -line grades shall be accurately set and shall be not less than 2%
gradient wherever possible.
C. Shrub Areas: Finished grades shall be 1-1/2 inches below top of adjacent
pavement, headers, curbs, or wall, unless otherwise indicated on the Drawings.
D. Lawn Areas: Finished grade shall be 3/4-inch below top of adjacent pavement,
curbs, or headers.
E. Slopes: Tops and toes of all slopes shall be rounded to produce a gradual and
natural -appearing transition between relatively level areas and slopes.
3.04 SHRUB & TREE PLANTING
Utilities BRT
January 2012
02900-7
Landscape Planting
A. Established Location: ENGINEER to approve location of trees and shrubs before
any planting occurs.
B. Planting Pits:
1. Dig planting pits 2 times the size of the soil ball and the depth of the
soil ball.
2. Roughen sides of the pit to remove any compacting or glazing.
C. Backfill Material: Tree and shrub planting pits shall be backfilled with the specified
improved planting mix.(refer to Sec. 2.03 B.)
D. Planting:
1. Excavate planting pit to depth such that the plant, when planted, will be at
finish grade.
2. For B&B material, untie and remove burlap from top third of root ball on
balled and burlapped material. Remove wire baskets from top and sides of
root ball. Remove twine from around tree trunks.
3. Backfill one-half of pit with backfill mixture and water in thoroughly before
placing any more backfill. Do not work wet soil.
4. Fertilize trees and shrubs with specified fertilizer at the rate recommended
by the manufacturer.
5. Backfill the rest of the planting pit with backfill mixture. Water thoroughly on
day of planting. Do not work wet soil.
6. Stake or guy all trees.
7. Remove from the site excess soil resulting from tree planting and mulching
operations.
4.05 MULCHING AND PRE -EMERGENT HERBICIDE APPLICATION
A. Mulch all tree plantings four inches deep with recycled cedar mulch, unless
otherwise indicated on the Drawings.
END OF SECTION
Utilities BRT Landscape Planting
January 2012 02900-8
SECTION 02921
• GROUND PREPARATION FOR SEEDING
PART1 GENERAL
1.01 SECTION INCLUDES
A. This section covers soil preparation for areas to be reseeded.
B. This section addresses work within the limits of disturbance as shown on the
Drawings. However, if disturbance does occur outside of this designated area, this
section will also pertain to those areas, which have been disturbed.
1.02 INITIAL INSPECTION
The CONTRACTOR will inspect existing site conditions and note irregularities affecting
work of this section. Verify that grading operations have been satisfactorily completed and
that topsoil of adequate quantity and quality has been replaced in all areas as specified.
Verify that the area to be revegetated is protected from concentrated runoff and sediment
from adjacent areas. Note any previous treatments to the area such as temporary seeding
or mulching and discuss how these treatments will effect permanent revegetation with the
ENGINEER. Report all irregularities affecting work of this section to the ENGINEER
before beginning work. Beginning work of this section implies acceptance of existing
conditions.
• 1.03 CLEANING
Perform cleaning daily during installation of the work, and upon completion the work.
Remove and haul from the site all excess materials, debris, and equipment. Repair
damage resulting from ground preparation operations.
PART 2 EXECUTION
2.01 GENERAL SOIL PREPARATION
A. Inspection: Examine the substrate in which the work is to be performed. Do not
proceed until unsatisfactory conditions have been corrected.
B. Grades: Grades have been established under work of another Section to within 1
inch, plus or minus, of required finished grades. Verify that grades are within 1
inch, plus or minus, of required finished grades. Notify the ENGINEER prior to
commencing soil preparation work if existing grades are not satisfactory, or
assume responsibility for conditions as they exist.
C. Weed and Debris Removal: All ground areas to be planted shall be cleaned of all
weeds and debris prior to any soil preparation or grading work. Weeds and debris
shall be disposed of off the site.
• Utilities BRT Ground Preparation For Seeding
January 2012 02921-1
Signed this day of
SUBCONTRACTOR:
By:
Title:
ATTEST:
Secretary
STATE OF COLORADO )
)ss.
COUNTY OF LARIMER )
Subscribed and sworn to before me this
a
isWitness my hand and official seal.
My Commission Expires:
Notary Public
Utilities BRT
January 2012
20
day of .20
Lien Waiver
00651-2
D. Contaminated Soil: Do not perform any soil preparation work in areas where soil is
. contaminated with cement, plaster, paint or other construction debris. Bring such
areas to the attention of the ENGINEER and do not proceed until the contaminated
soil is removed and replaced.
E. Moisture Content: Soil shall not be worked when moisture content is so great that
excessive compaction will occur, nor when it is so dry that dust will form in the air
or that clods will not break readily. Water shall be applied, if necessary, to bring
soil to an optimum moisture content for tilling and planting.
F. Ripping & Scarification: Rip, scarify, or otherwise loosen all areas to a depth of 6
inches, removing all obstructions encountered in excavating, such as loose rock,
construction debris, etc. Thoroughly till all areas which are to be seeded that
previously supported vehicular traffic to a depth of 12". Till all remaining areas to
a depth of 6". Channel bottom areas are to be ripped to a depth of at least 2
feet on approximately 2- to 4-foot centers. Work the soil only when moisture
conditions are suitable. Remove rocks and other objects 3" or greater in any
dimension.
G. Soil Conditioning: After soil preparation has been completed and high and low
spots graded, add soil amendments as indicated below and rototill, making
repeated passes with the cultivator to the depth specified until the amendments
have been thoroughly mixed.
0 END OF SECTION
Utilities BRT Ground Preparation For Seeding
January 2012 02921-2
LJ
0
0
SECTION 02936
SODDING
PART 1-GENERAL
1.01 DESCRIPTION
A. This section covers the replacement of sod as required to perform the Work in
cultivated areas.
1. Salvage, store and reuse sod.
2. Replace sod damaged or sod unsuitable for regrowth with new sod.
1.02 SUBMITTALS
A. Required for new sod.
1. Submit a sample of the sod proposed to be furnished along with growers letter
showing species. Sod furnished, whether in place or not, that is not up to the
standard of the sample may be rejected.
2. Certification of compliance with specifications.
PART 2-PRODUCTS
2.01 NEW SOD
A. Replace damaged sod with sod of a like kind and equal or better quality.
2.
3.
4.
2.02 WATER
Furnish in rolls
a. Length: 6 feet.
b. Width: 18 inches.
C. Thickness: Soil thickness of sod cuts shall not be less than 3/4 inch
nor more than 1 inch.
Uniformly mowed height when harvested.
Free of diseases, nematodes, pests, and pest larvae.
Weeds.
a. Free of Bermuda grass, Quact grass, Johnson grass, poison ivy, nut
sedge, nimble will, Canada thistle, bindweed, bend grass, wild garlic,
ground ivy, perennial sorrel.
b. Containing less than 10 Jimsonweek, mustard, Iamb's quarter,
chickweek, cress or crab grass plant per 100 sq. ft.
A. Free of substances harmful to plant growth.
2.03 PEGS
A. Softwood, 3/4 inch diameter, 8 inch length.
Utilities BRT
January 2012 02936-1
Sodding
PART 3 - EXECUTION
3.01 REMOVAL
A. Cut with sod cutter and keep soil in a moist conditions when cut.
B. Stockpile sod, cover with burlap and keep wet.
3.02 PREPARATION
A. Relay sod within 3 days after harvesting.
B. Begin sodding from bottom of slopes.
C. Lay first row of sod in a straight line with long dimension of pads parallel to slope
contours.
D. Butt side and end joints.
E. Stagger end joints in adjacent rows.
F. Do not stretch or overlap sod.
G. Peg sod on slopes greater than 3 to 1 with a minimum of two pegs per sq. yd.
H. Sprinkle sod immediately after transplanting.
I. Roll sod, except on pegged areas, with roller weighing not more than 150 lbs. per foot
of roller width.
J. Water sod and soil to a depth of 4 inches within four hours after rolling.
3.04 LAWN ESTABLISHMENT
A. Watering
1. Keep sod moist during first week after planting. Contractor is responsible for
watering until sod is established.
2. Water a minimum of twice per day; once in the morning and once in the
afternoon or evening.
B. Resod spots larger than 1 sq. ft. not having uniform stand of grass after 4 weeks.
C. Flag resodded areas in vicinities adjacent to traffic.
END OF SECTION
0
Utilities BRT Sodding
January 2012 02936-2
SECTION 02950
PLANTING, SOIL PREPARATION, FINISH GRADING
PART 1-GENERAL
1.01 Work Included
A.
Bidding Documents and Information, Conditions of the Contract and Division 1 —
General Requirements apply to the Work of this Section of the Specifications
B.
Soil preparation and soil amendments
C.
Finish grading
D.
Fertilizer
E.
Wood Mulch
F.
Tree Stakes, Guys and Tree Wrap
G.
Plant Materials
H.
Landscape Boulders
I.
Seeding
iJ.
Crusher Fines
K.
Beaver protection
1.02 Related Sections and Documents
A.
Section 02810 — Irrigation
1.03 Unit Price — Measurement and Payment
A.
Refer to Section 01270.
1.04 Protection
A.
Protect landscaping and other features remaining as final work
B.
Protect existing structures, fences, sidewalks, utilities, paving, and curbs.
1.05 Samples,
Submittals and Quality Assurance
A.
Crusher Fines: Submit sample in baggie.
B.
Wood Fiber Playground Safety Surface: Submit sample in baggie and
•
certification that proposed material complies with the specifications.
Utilities BRT
Planting, Soil Preparation and Finish Grading
January 2012
02950-1
10
•
C. Organic Amendment: Submit sample in a plastic baggie. Product delivered to site
shall match the submitted sample.
D. Organic Amendment Analysis: Submit copies of amendment analysis from
qualified soil testing laboratory.
E. Soil Analysis: Submit copies of soil test results from CSU lab. Submit copies of
CSU cover letter with recommendations that are provided with soil test.
F. Fertilizer:
1. Submit copy of sod fertilizer composition to be used and supplier source
2. Submit sample of Osmocote fertilizer in a plastic baggie.
G. Organic and Rock Mulch:
1. Gravel Mulch: Submit sample of River Rock in plastic bag, can or plastic
jar. Do not submit more than can be contained in a 1 gallon container.
2. Wood Mulch: Submit sample of proposed mulch in a plastic baggie.
Submit name of proposed supplier.
3. Straw Mulch: Provide mulch for erosion control in seeding operations
H. Weed barrier: Submit brand name and model number/name of proposed weed
barrier to be used.
Tree Stakes, Guys, Webbing, and Guying cord. Submit sample of each.
Seed: Submit written statement on supplier's letterhead of Manufacturer's
specifications, tests (within 6 months of application), seed mixes, quantities, and
seed tags from bags.
1.06 Inspections
A. Site Inspection:
1. Contractor will inspect existing site conditions and note irregularities
affecting the work of this section. Verify that grading operations have
been satisfactorily completed and that topsoil of adequate quantity and
quality has been placed in areas as specified. Verify that the areas to be
revegetated are protected from concentrated runoff and sediment from
adjacent areas. Note previous treatments to the areas such as temporary
seeding or mulching and discuss with the Owner's Representative how
these treatments will affect permanent revegetation. Report irregularities
affecting work of this section to the Owner's Representative before
initiating work. When the Contractor begins work under this section, it
implies acceptance of existing conditions.
2. Contractor shall notify Owner's Representative prior to start of work.
Owner's Representative will be responsible to monitor the work.
B. Pre -planting Inspections:
Utilities BRT
January 2012
02950-2
Planting, Soil Preparation and Finish Grading
1. Plant material shall be inspected by a Owner's Representative before
planting. Inspection of materials may be sequenced by major planting
areas to accommodate efficient planting operations. Plants for inspection
must be in a single location preferably on the project site. Rejected
materials must be removed from the site, replaced and reinspected
before planting. If the supplier is a local nursery, tagged plants may be
inspected at the nursery. Photographs of the plant materials to be
obtained from non -local sources may be submitted to the Owner's
Representative for preliminary inspection. This preliminary inspection is
subject to final approval of plants at the job site. The Owner reserves
the right to reject plant material at any stage of construction or
guarantee period.
2. Soil amendments, backfill mixes and mulches will be inspected at the site
by the Owner's Representative before they are used in planting
operations.
3. Owner's Representatives will inspect staked locations of trees before
digging for those plants occurs. Owner's Representatives will inspect the
location of shrubs in their containers at the proposed locations before
digging commences. Contact Owner's Representative at least two days
in advance.
C. Substantial Completion Inspection:
1. As soon as all planting is completed, a review and preliminary inspection
to determine the condition of the vegetation will be held by the Owner's
Representatives upon request by the Contractor.
2. The inspection will occur only after the following conditions have been
met:
a. Landscape areas will be free of weeds and neatly cultivated;
b. Plant basins shall be in good repair;
C. Irrigation systems shall be fully operational with heads properly
adjusted;
d. Debris and litter shall be cleaned up and walkways and curbs shall
be cleaned of soil and debris left from planting operations.
3. If, after the inspection, the Owner's Representative is of the opinion that
the work has been performed as per the Contract Documents, and that
the vegetation is in satisfactory growing condition, he will give the
Contractor Written Notice of Acceptance and the Guarantee Period shall
begin.
4. Work requiring corrective action in the judgment of the City
Representative shall be performed within the first ten (10) days of the
guarantee period. Any work not performed within this time will
necessitate an equivalent extension of the guarantee period. Corrective
work and materials replacement shall be in accordance with the Contract
Documents, and shall be made by the Contractor at no cost to the Owner.
5. Final approval and Substantial Completion notice will be given when all
deficiencies are corrected.
D. End of Guarantee Period Inspection:
Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-3
1. At the end of the second full growing season the Owner's
representatives will inspect trees for satisfactory condition. The
• inspection shall take place in September and the Owner's
Representative shall contact the Contractor concerning
replacements. Replacements may take place the following spring
if deemed proper or necessary.
2. The Contractor is responsible for removal of tree stakes, wire and
webbing at the end of the guarantee period.
1.07 Plant Material Guarantee/Warranty
A. Provide a two-year warranty (unless noted otherwise) from the date of Substantial
Completion. Substantial Completion is hereby defined as the point at which the
Landscape Contractor is 100% complete with installation and is ready for a
Substantial Completion Review. The Owner's representative will have sole
authority to grant Substantial Completion. The minimum two-year warranty
includes all aspects of this section (except seed) including installation, and
materials.
B. Guarantee plant material used in this section against defects due to any cause
for a period of two full growing seasons from the date of acceptance of all work.
This guarantee includes insect infestation or infection by disease organisms.
C. Replace woody vegetation when it is no longer in a satisfactory condition as
determined by the City Representative for the duration of the Warranty Period.
Make replacements within fourteen days of notification from the City
Representative. Replacement planting for trees shall be done in the spring
planting season, except as approved otherwise. If a tree is in marginal condition
at the end of the guarantee period it may be agreeable to both parties to wait
until the end of the growing season before deciding whether to replace that tree.
Plant materials that are replaced during the warranty period shall be replaced
one time at the Contractor's expense. Cost of subsequent replacements, if
required, shall be negotiated with the .Owner's Representative. Warranty
replacement plant materials planted within 6 months after Substantial completion
shall have the same end of warranty as the original installation. Plants replaced
within 6 months of the end of the warranty shall be warranted an additional 6
months after the date of completion of the initial warranty period.
D. This guarantee will not be enforced should woody vegetation die due to
vandalism; improper maintenance procedures carried out by the Owner involving
over or under watering, lawn mower damage, over -fertilization, fire, flood, or hail
or other similar circumstances beyond the control of the Contractor.
E. It is the responsibility of the Landscape Contractor to monitor ongoing
maintenance of the project during the warranty period. If the Landscape
Contractor finds fault with ongoing maintenance activities of the Maintenance
Contractor, they shall be immediately brought to the attention of the Owner's
Representative. The warranty will in no way be invalidated because of activities
of the Maintenance Contractor unless approved by the Owner's Representative.
Utilities BRT
January 2012
10040b11MI
Planting, Soil Preparation and Finish Grading
F. Replacements shall be of the same kind and size as originally specified and shall
be installed as described in the contract documents unless changes are
• approved by City Representatives. Repairs and replacements shall be made at
no expense to the Owner.
1.08 Seed Warranty/Guarantee
A. Guarantee seed against defects for a period of one growing season from the date
of final acceptance.
B. This guarantee will not be enforced should seeded area die due to vandalism,
improper maintenance by Owner, lawn mower damage, or other circumstances
beyond the control of the Contractor.
C. Replace seeded turf when it is no longer in a satisfactory condition as determined
by the Owner's Representative for the duration of the guarantee period.
D. Areas seeded in the spring shall be inspected for required coverage the following
fall no later than October. Areas seeded in the fall will be inspected October of
the following year.
PART 2-PRODUCTS
2.01 Organic Amendment
A. Organic Amendment shall be A-1 Organic Class I or equivalent approved 7 days
prior to bidding.
2.02 Landscape Boulders
A. Sandstone boulders; buff color; available from Arkins Park Quarry, Loveland, CO.
2.03 Topsoil
A. Existing on -site topsoil for use as part of backfill mix.
2.04 Fertilizer
A. Fertilizer for turf shall be commercial type, of uniform composition, free flowing, and conforming to applicable state and federal laws. Fertilizer shall be 0-52-0
applied per manufacturer's recommendations at a rate of 60 Ibs per acre. t
B. Fertilizer for trees, shrubs, and perennials shall be Osmocote Sierrablen, 9 month
slow release fertilizer, or approved equivalent. Apply per manufacturer's
recommendations.
2.05 Organic Mulch
A. Fibrous Redwood or Fibrous Cedar Mulch shall be used in planting beds.
Utilities BRT Planting, Soil Preparation and Finish Grading �.
January 2012 02950-5
B. Straw Mulch — Clean Graminae (grass family) straw supplied from local area.
Provide straw mulch in seeded areas for erosion control and moisture retention.
Application rate: 1.5 tons per acre.
2.06 Beaver Protection
A. T-posts with safety cap
B. Galvanized "chicken wire"
C. Tying wire
2.07 Tree Stakes, Guys, and Tree Wrap
A. Tree Stakes - 8 Foot long, 2" diameter Lodgepole Pine or metal T-stakes.
(Available from Direct Landscape Supply (303) 797-7733).
B. Guy Anchors - 24" long metal "t" posts or approved equivalent.
C. Guying and Staking Cord - 1/4" Diameter yellow nylon rope or 14 ga. wire with
1/2" X 12" PVC sleeves.
D. Webbing: 2" nylon webbing or rubberized cloth. No hose permitted.
E. Tree Wrap: 4" minimum width commercial tree wrap. Secure tree wrap with jute
rope or a similar biodegradable material.
02.08 Plant Materials
A. Plant List - A plant list is provided on the drawings. Quantities shown on the list
are for information only. Contractor shall be responsible for verifying quantity
takeoffs as shown on the drawings. In the event of a discrepancy between
quantities shown on the plant list and quantities depicted on the plans, the
quantities depicted on the plans shall govern.
B. Plant Material Quality - Plants shall meet the American Association of
Nurserymen_ (AAN) standards for established plants and, the Landscape
Contractors of Colorado standard specifications. The most recent editions shall
govern. Plants shall be well branched and well established in their containers or
balls. Plants that shown signs of being potbound with substantial roots circling
the perimeter of the container may be rejected. Trees shall be Colorado grown,
or have been grown at a source with a latitude equal to or north of Colorado and
with a similar climate, or have been acclimated in Colorado for at least 3 growing
seasons. Shrubs and perennials shall be Colorado grown or have been
acclimated to the Colorado climate by being planted early enough in the growing
season to adapt to Colorado conditions and develop adequate rooting to survive
winter. Meeting these standards shall not relieve the contractor of required
conditions of the warranty/guaranty.
Utilities BRT
January 2012
Planting, Soil Preparation and Finish Grading
02950-6
C. Diseases and injuries - Plants with disease or insects are not permitted. Plants
• with substantial scarring of the trunk may be rejected. Plants with wounds or
broken branches may be rejected.
D. Plant Review - All plant material is subject to review by the Owner's
Representative prior to delivery to the site. Review at the nursery does not
constitute final acceptance. All plant material is subject to review at the site prior
to planting, review during substantial completion, review at final acceptance,
review at any time during the warranty period, and review at the time of the
warranty completion. Dead, poor, or unhealthy specimens shall be replaced
within 10 days of notification by the Owner's Representative. The Owner's
representative or his assigned representative shall be the sole person
responsible for deciding whether a plant is to be replaced.
E. Botanic and Common Names - Both names are given in the plant list and are in
conformance with standard horticultural practice. Plants are to be delivered to the
site with tags bearing the botanic name as indicated on the plant list.
Digging, wrapping and handling - Plants shall be dug and prepared for shipment
in a manner that will not cause damage to branches, shape, and future
development after planting.
G. Balled and burlapped plants shall be nursery grown stock adequately balled with
a firm rootball, and in sizes and ratios conforming to the Colorado Nursery Act
and in conformance with the AAN standards. Balls shall be firmly wrapped in
non treated burlap and bound and secured with wire, nylon, or jute. Broken or
40 heavily damaged balls will not be accepted. Chicken wire is not acceptable.
H. Container grown plants shall have been nursery grown in containers and shall
have sufficient roots to hold the entire soil mass together when the container is
removed.
Options: If all other requirements for size are met a container plant may be
substituted for a balled and burlapped plant. A spaded plant may be substituted
for a balled and burlapped plant.
2.09 Plant Protection
A. Plants shall be protected at all times from drying out or other injury. Protect balls
of plants from drying out. Wrap trees with a protective cloth when transporting.
Do not transport trees in an uncovered moving vehicle when the outside
temperature is above 85 degrees Fahrenheit. Spray trees with water prior to
travel to any destination. Use caution in handling plants to prevent major
damage to roots/ trunk, or branches.
2.10 Plant Protection
A. Wetland Seed Mix
1. Seed shall be of Seed shall be of the latest crop available and shall meet
. Colorado Department of Agriculture Seed Laws, Chapter 35, Article 27.
Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-7
SECTION 00660
CONSENT OF SURETY
TO: City of Fort Collins, Colorado
(hereinafter referred to as the "OWNER")
CONTRACTOR: Connell Resources. Inc
PROJECT: Utilities BRT Phase 2
CONTRACT DATE:
In accordance with the provisions of the Contract between the OWNER and the CONTRACTOR as
indicated above, for
bond of (Surety)
hereby approves of the Final Payment to the CONTRACTOR, and agrees that Final Payment to the
CONTRACTOR shall not relieve the Surety Company of any of its obligations to the OWNER, as set
forth in the said Surety Company's Bond.
IN WITNESS WHEREOF, the Surety Company has hereunto set its hand this
0 20 .
(Surety Company)
A
ATTACH: Power of Attorney and Certificate of Authority of Attorney(s)-in-Fact.
Utilities BRT Consent of Surety
January 2012
00660-1
day of
Seed that has become wet, moldy, or otherwise damaged shall not be
• used. Seed shall be delivered in sealed bags showing weight, analysis,
and vendor's name.
2. See DRAWING SHEET L5 FOR SEED MIX.
B. Transition Seed Mix
1. Seed shall be of the latest crop available and shall meet Colorado
Department of Agriculture See Seed Laws, Chapter 35, Article 27. Seed
which has become wet, moldy, or otherwise damaged shall not be used.
Seed shall be delivered in sealed bags showing weight, analysis, and
vendor's name.
2. See DRAWING SHEET L5 FOR SEED MIX.
C. Upland Phase 1 Seed Mix
Seed shall be of the latest crop available and shall meet Colorado
Department of Agriculture See Seed Laws, Chapter 35, Article 27. Seed
which has become wet, moldy, or otherwise damaged shall not be used.
Seed shall be delivered in sealed bags showing weight, analysis, and
vendor's name.
2. See DRAWING SHEET L5 FOR SEED MIX.
D. Upland Phase 2 Seed Mix
1. Seed shall be of the latest crop available and shall meet Colorado
Department of Agriculture See Seed Laws, Chapter 35, Article 27. Seed
which has become wet, moldy, or otherwise damaged shall not be used.
Seed shall be delivered in sealed bags showing weight, analysis, and
vendor's name.
2. See DRAWING SHEET L5 FOR SEED MIX.
E. Phase 2 Wildflower Mix
1. Seed shall be of the latest crop available and shall meet Colorado
Department of Agriculture See Seed Laws, Chapter 35, Article 27. Seed
which has become wet, moldy, or otherwise damaged shall not be used.
Seed shall be delivered in sealed bags showing weight, analysis, and
vendor's name.
2. See DRAWING SHEET L5 FOR SEED MIX.
PART 3 - EXECUTION
3.01 Examination
A. Verify rough grading is within. 1 tenth of a foot. Verify site is free from
obstructions, objects, or structures that are not a part of the final site
construction. Verify major drainages are completed and in place. Do not begin
work until the site is acceptable. Once landscape grading has commenced, the
Landscape Contractor shall be responsible for bringing all grading to final line
and grade and creating positive drainage.
Utilities BRT
January 2012
02950-8
Planting, Soil Preparation and Finish Grading
0
ID
B. Verify substrate base has been contoured.
3.02 Clearing
A. Prior to any soil preparation, existing vegetation not to remain and which might
interfere with the specified soil preparation shall be mowed, grubbed, raked, and
the debris removed from the site. Prior to or during grading or tillage operations
the ground surface shall be cleared of materials which might hinder final
operations.
3.03 Soil Preparation and Finish Grading
A. Ripping:
1. Protection - Field locate all buried cables, wires, electrical service,
irrigation lines and any other subsurface element that may be damaged
during ripping operations. Stake and/or paint locations with an easily
visible system that will enable equipment operators to avoid damaging
buried utilities.
2. Prepare irrigated and non -irrigated seed, sod, shrub bed, and ground
cover areas as follows:
a. Rip soil to a minimum depth of 12" in two directions using an
agricultural ripper with tines spaced no greater than 12". Areas
adjacent to walks, buried obstructions, structures, curbs etc.,
where the use of large mechanical equipment is difficult, shall be
worked by hand.
b. If roots of trees are encountered, minimize ripping operations as
needed to avoid cutting roots or damaging plant material.
C. Apply Roundup to areas to be seeded a minimum of 2 weeks after
topsoil has been redistributed and before application of soil
amendment. Apply Roundup only when weeds are growing
vigorously. Apply at manufacturers maximum recommended rate.
B. Spread the following amendments over the entire area to receive andscaping.
incorporate the amendments into the top 3 inches of soil by rototilling compost at
a rate of 1.5 cubic yards / 1,000 s.f. and fertilizer at a rate based on
manufacturers recommendations.
C. Incorporate amendments by discing or rototilling into the top 3 inches of soil.
Obtain a uniform mixture. Work tight areas by hand.
D. Restore fine grade with float drag to remove irregularities resulting from tilling
operations. Float drag in two directions. Use only a hand rake in perennial and
annual beds.
E. Eliminate uneven areas and low spots. Establish a finish grade that provides
positive drainage as indicated on the grading plans.
F. Remove debris, roots, branches, stones, in excess of 1-2" inch diameter in size.
Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-9
G. Coordinate grading of subgrade to the following depths: '/2' below pavement and
curbs.
IsH. Do not plant until finish grade has been reviewed by the Owner's Representative.
his review does not reduce Contractor's responsibility to provide a finished
product that drains.
3.04 Mulching
A. Tree Staking: Prior to planting, stake all proposed tree locations for review by the
Owner's Representative. Any plant material installed prior to this review is
subject to removal or relocation at the expense of the Contractor.
B. Planting Pits
Dig tree planting pits twice the diameter of the rootball for container and
balled burlapped stock. Dig shrub planting pits as shown on details.
Establish bottom of the planting pit so that the top of rootballs will be
slightly higher than surrounding grade in order to allow for settlement.
Roughen edges of planting pits to provide a rough surface on edges.
Retain excavated material next to planting pit for mixing organic
amendment and fertilizers.
2. For planting trees amend excavated planting pit soil with Bone Meal and
organic amendment using the following mix: Bone Meal at the Rate of 1
cup per tree. Organic amendment at the rate of four shovelsful (spade)
per tree.
is 3. Thoroughly combine, organic amendment, and bone meal with excavated
soil. Mixture should provide an evenly blended mixture for use as backfill.
C. Tree and Shrub Planting:
Shrub Planting:
a. Remove stock from containers including shrubs in peat pots. Do
not break the rootballs. Do not remove plant materials by pulling
on the stems of the plants. Once removed, slice the perimeter of
the rootballs in several locations using a sharp instrument or
butterfly pot-bound plant materials prior to planting by sticking the
shovel into the bottom of the rootball and splaying the root mass.
Roughen side of the plants to break up circular root growth.
b. Plant shrubs so that the plant, when in the ground, is
approximately 2 inches above the surrounding grade. Lightly
compact backfill in hole after planting and water thoroughly.
C. Apply Osmocote fertilizer at the base of the plant after backfilling.
Apply at manufacturer's recommended rate. Water lightly to
activate fertilizer.
Tree Planting:
a. Establish planting pit as specified above.
b. If trees are containerized, remove trees from containers. If trees
are balled and burlapped, leave burlap firmly secured until after
planting.
• Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-10
C.
Handle trees carefully during planting. Avoid excessive shaking
and rapid movements. Protect tree trunks with a soft cloth or
rubberized material when handling by the trunk.
d.
Roughen the sides of planting pits.
e.
Gently lower tree into planting pit and set plumb. Establish bottom
of pit so that top of tree rootball is approximately 2 inches above
surrounding grade. Protect trunk and tree branches while placing
tree.
f.
Untie and remove burlap from the top 1/3 of the rootball. Remove
wire basket from the top 2/3 (or all) of all sides of the rootball.
g.
Backfill tree planting pit using the mixture described above section
regardingplanting pits. Backfill one-half of pit with backfill mixture
and water in thoroughly before placing any more backfill.
h.
Backfill the rest of the planting pit with backfill mixture and water in
thoroughly. Lightly compact backfill. Do not vigorously compact.
i.
Apply slow release Osmocote fertilizer around the rootball
diameter of the tree. Apply at manufacturer's recommended rate.
j.
Stake or guy all trees 2" caliper and larger. Trees should be
plumb. Stake deciduous trees up to 2 1/2" caliper. Guy deciduous
trees over 2 1/2" caliper. Guy all evergreen trees. Install 3 guys
per tree at 1/3 points. Drive guys for evergreens and deciduous
trees fully into the ground so no part of the guy is above finish
grade.
k.
Wrap deciduous trees with specified tree wrap. Wrap from bottom
of trunk to the first major lateral branch. Secure with jute or other
biodegradable material. Install after November 15 and no later
than December 15. Remove wrap approximately March 15 and no
later than April 15.
I.
Build a soil watering ring six inches larger than the diameter of the
rootball and 4 inches high to form a basin to hold water (not
required for conifers). Fill basin with water, being careful not to
break the rim of the ring.
M.
If there are spade dug and planted trees they shall be deep
watered with a watering needle angling from the inside of the ball
out toward the perimeter.
n.
Install beaver protection as shown in drawings on all deciduous
trees and shrubs.
3.05 Upland Seeding
A. Definitions:
Utilities BRT
January 2012
Weeds: Include Dandelion, Jimsonweed, Quackgrass, Horsetail, Morning
Glory, Rush Grass, mustard, Lambsquarter, Chickweed, Cress,
Crabgrass, Canadian Thistle, Nutgrass, Poison Oak, Blackberry, Tansy
Ragwort, Bermuda Grass, Johnson Grass, Poison Ivy, Nut Sedge, Nimble
Will, Bindweed, Bent Grass, Wild Garlic, Perennial Sorrel, and Brome
Grass.
B. Seed areas indicated on drawings and areas disturbed by construction.
02950-11
Planting, Soil Preparation and Finish Grading
40
C. Re -work previously prepared areas that have become compacted or damaged by
rains or traffic.
D. Apply by means of a Brillion mechanical power drawn drill seeder to a maximum
depth of % inch followed by packer wheels or drag chains to provide smooth
finish. Seed perpendicular to slope. Provide markers or other means to assure
that the successive seeded strips will overlap or be separated by a space no
greater than the space between rows planted by the equipment being used.
E. Broadcast or hydro seed in areas that are inaccessible or too steep to drill or as
indicated on plans. Broadcast seed in two opposite directions. Rake in seed
after broadcasting. If broadcast seeding is used for upland seed mixture (Seed
Type B), seed application rate shall be doubled.
F. Restore fine grade after seeding as requested by the owner's representative.
G. Cover seed to depth of 1/4 inch by raking or dragging.
H. Firm seeded areas with a roller weighing maximum of 100 lbs. per foot of width.
Seed application rates shall be as specified.
J. Do not sow immediately following rain, when ground is too dry, when ground is
frozen or untillable, or during windy periods.
K. Crimp straw mulch into all seeded areas at the specified rate.
L. Do not seed areas in excess of that which can be mulched on same day.
M. Selection of the time of seeding shall be Contractor's responsibility, consistent
with germination and erosion control requirements. Optimal seeding time is mid
May through early September.
3.06 Wetland Seeding
A. Subgrade shall be final graded to the design elevation leaving the surface in a
roughened condition. Shallow potholes and low ridges can remain following
grading to promote variety of soil moisture regime conditions so long as the
potholes and ridges do not result in open water or upland conditions. In no case
will a smooth, compacted seed bed common to typical construction site be
allowed to remain over the subgrade surface following final grading.
B. Re -work previously prepared areas that have become compacted or damaged by
rains or traffic.
C. Broadcast fertilizer over the seedbed and rake the fertilizer into the soil.
D. Broadcast wetland in areas indicated on plans. Broadcast seed in two opposite
directions.
E. Rake in seed after broadcasting.
• Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-12
0
•
Provide the specified seed mix at the specified rate.
3.07 Transition Seeding
A. Subgrade shall be final graded to the design elevation leaving the surface in a
roughened condition. Shallow potholes and low ridges can remain following
grading to promote variety of soil moisture regime conditions so long as the
potholes and ridges do not result in open water or upland conditions. In no case
will a smooth, compacted seed bed common to typical construction site be
allowed to remain over the subgrade surface following final grading.
B. Re -work previously prepared areas that have become compacted or damaged by
rains or traffic.
C. Broadcast fertilizer over the seedbed and rake the fertilizer into the soil.
D. Broadcast wetland in areas indicated on plans. Broadcast seed in two opposite
directions.
E. Rake in seed after broadcasting.
Provide the specified seed mix at the specified rate.
3.08 Wildflower Seeding
A. Re -work previously prepared areas that have become compacted or damaged by
rains or traffic.
B. Broadcast wildflower seeds and sand mixture in areas indicated by landscape
architect and natural resources. Broadcast seed in two opposite directions.
C. Rake in seed after broadcasting.
D. Provide the specified seed mix at the specified rate.
3.09 Maintenance
A. General:
1. Continuously maintain plantings included in the Contract from the
beginning of Contract work and during the progress of work.
2. The Contractor shall continue maintenance including watering, fertilizing,
weeding, etc. during the guarantee period. The Contractor shall
periodically inspect the project during the two-year guarantee period and
immediately notify the Owner's Representative of any irregularities or
deficiencies which will affect the guarantee.
3. Round -Up herbicide may be used in mulched tree rings if grass seed has
sprouted from seeding operations.
Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-13
4.
The Contractor shall be responsible for resetting of any plants to an
upright position or to proper grade and for the removal and replacement 4-
of any dead plant material.
B. Seed Establishment Period:
1.
Water seeded areas as needed, minimum of two times per day, until
grass is established. Water so that no erosion or movement of seed or
mulch occurs. Hand water as necessary to prevent movement of seed.
2
eed establishment period shall begin upon the notice of "Conditional
Acceptance" given by the Owner's Representative in writing and continue
through the first mowing or until the turf is established.
3.
Post "keep off the grass" signs until turf is established.
4.
Maintain seeded areas until the grass is established and has been mowed
at least once. Maintenance shall include watering, fertilizing and
herbicide weed control as necessary. Do not apply herbicide before the
first mowing, do not mow before the majority of seedlings have three leaf
blades.
5.
Required coverage for grass seed areas shall be twenty five (25) viable
live seedlings of the species specified per square foot as measured from
five (5) feet directly overhead. Determination of required coverage will be
based on a random sampling of the entire project area, and shall consist
of a minimum of five samples, each two square feet in area. Bare spots
are defined as those areas larger than one square foot which do not meet
the required coverage. After the inspection it is the Contractor's
responsibility to perform the required maintenance within one week to
insure a healthy established seeding condition.
6.
The total area occupied by bare spots larger than 0.5 square feet must
not exceed ten percent (10%) of the total seeded area. Maximum single
bare spot size is one square foot. All seeded grass areas which do not
meet the satisfactory stand of growth qualification shall be reseeded and
mulched.
7.
Once the maintenance periods are completed and seed establishment is
accepted, the Owner's Representative shall issue a written notice of Final
Acceptance. The guarantee period extends for one growing season after
Final Acceptance.
3.10 Reseeding and Repair
A. Reseed areas where there is not a satisfactory stand of grass at the end of
establishment period. Scratch the surface to prepare seedbed and over -seed °
with drill seeder or hydromulch.
B. Reseed areas that have been damaged or disturbed by the Contractor's
operation according to these specifications.
C. After one growing season, there shall be no visual difference between seed and
healthy sod in irrigated areas.
a�-
a
Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-14
0
3.11 Project Record (As -Built Drawing)
A. Maintain one complete set of contract documents on site. Keep documents
current. Record changes in location, quantity and species of plant material.
Submit corrected drawings to the Owner's Representative prior to final
inspection.
3.12 Tree Stakes
A. Remove tree stakes, guy wire and webbing at the end of the guarantee period.
3.13 Beaver Protection
A. Remove beaver protection around shrubs and trees over 3" cal. at the end of the
guarantee period.
END OF SECTION
Utilities BRT Planting, Soil Preparation and Finish Grading
January 2012 02950-15
•
SECTION 03151
HYDROPHILIC RUBBER WATERSTOP
PART1 GENERAL
1.01 SECTION INCUDES
The CONTRACTOR shall furnish and securely install expanding rubber waterstops
where shown or specified in the Drawings. The work includes cleaning of concrete
surfaces and installation of expanding rubber waterstop.
1.02 RELATED SECTIONS
A. Section 03310 - Structural Concrete
B. Section 03320 - Construction Joints
1.03 QUALITY STANDARDS
A. ASTM D 412 - Test Methods for Vulcanized Rubber and Thermoplastic Rubbers
and Thermoplastic Elastomers - Tension
B. ASTM D 395 - Test Methods for Rubber Property - Compression Set
C. ASTM D 2240 - Test Method for Rubber Property - Durometer Hardness
1.04 SUBMITTALS
A. Waterstop Product Data
B. Adhesive
1.05 QUALITY ASSURANCE
The components and installation procedures shall be in accordance with the
manufacturer's printed specifications and recommendations. Installation shall be
performed by skilled workers who are trained in procedures and methods required for
proper performance of the waterstop.
Materials approved for use are:
Utilities BRT
January 2012
Adeka MC-2010M
Adeka KM-3030M
Adeka P201 (except in contact with potable water)
Adeka KC series of waterstops
03151-1 Hydrophilic Rubber Waterstop
1.06 DELIVERY, STORAGE, AND HANDLING
• Deliver the waterstop materials to the project site in the manufacturer's unpacked
containers with all labels intact and legible at time of use. Materials shall be stored in a
secure, indoor, dry area. Maintain the waterstops in a dry condition during delivery,
storage, handling, installation and concealment.
PART PRODUCTS
2.01 HYDROPHILIC RUBBER WATERSTOP
A. Rubber Waterstop:
The waterstop shall have the minimum performance standard of:
Pro a ASTM Standard Results
Tensile Strength D 412 0.96
(MPa)
Elongation D 412 550
Hardness (Hs) D 2240 30 Duro Type A
The time period to maximum volume expansion is 35 days.
• B. Adhesive:
The adhesive shall be 3M-2141 as manufactured by the 3M Company, or Adeka
H-1000 Ultra Bond.
PART 3 EXECUTION
3.01 GENERAL
Coordinate as required with other trades and Specification 03310, Structural Concrete,
to assure proper execution of the waterstop installation. Examine the concrete surface
and correct any surface imperfections which will prevent proper installation and
performance of the waterstop. The finished concrete surface, prior to surface
preparation, shall be equal to a steel trowel finish.
3.02 SURFACE PREPARATION
Concrete surfaces shall be clean and free of dirt, saw dust, laitance, grease, form oils,
form release agent, or other contamination to insure proper adhesion of the waterstop to
the concrete surface. Use a wire brush to lightly roughen the surface. Remove all
concrete dust with a soft brush.
•Utilities BRT
January 2012
03151-2 Hydrophilic Rubber Waterstop
DR 0172 (12/98)
COLORADO DEPARTMENT OF REVENUE
DENVER CO80261 CONTRACTOR APPLICATION
(303)232-2418
FOR
EXEMPTION CERTIFICATE
Pursuant to Statute
• Section 39-26.114(1)(a)(XIX)
The exemption certificate for which you are applying must be used only for the purpose of purchasing construction and building
materials for the exempt project described below. This exemption does not include or apply to the purchase or rental of equipment,
supplies, and materials which are purchased, rented, or consumed by the contractor and which do not become part of the structure,
highway, road, street, or other public works owned and used by the exempt organization.
Any unauthorized use of the exemption certificate will result in revocation of your exemption certificate and other penalties provided by
law.
A separate certificate is required for each contract.
Subcontractors will not be issued Certificates of Exemption by the Department of Revenue. It is the responsibility of the prime
contractor to issue certificates to each of the subcontractors. (See reverse side).
FAILURE TO ACCURATELY COMPLETE ALL BOXES WILL CAUSE THE APPLICATION TO BE DENIED.
RegistrabordAcoount No. (to be assigned by DOR)
Period
1
1 0170-750 (999) $0.00
89 -
I CONTRACTOR INFORMATION
Trade name/DBA:
Business telephone number:
partner,
your
EXEMPTION INFORMATION uoples or contract or agreement pages (1) identifying the contracting parties
and (2) containing signatures of contracting parties must be attached.
Name of exempt organization (as shown on contract): Exempt organizagon's number:
ng
Scheduled monm Lay rear I Estimated Month Lay Year
construction start date: completion date:
I declare under penalty of perjury in the second degree that the statements made in this application are true and
complete to the best of my knowledge.
owner,
a•
1111111llities BRT
January 2012
corporate
Date:
Contractor Application for Tax Exemption Certificate
00670
3.03 WATERSTOP PLACEMENT
• Measure and cut an exact length of waterstop. Splices are not permitted in the
waterstop in vertical wall joints of structures. Splices in horizontal joints are acceptable,
however, only one splice is permitted in 25 feet. Splice of waterstops in horizontal joints
shall be made by butting and gluing the ends of the waterstop with an approved
adhesive.
Refer to the manufacturer's recommendations for minimum clearance to a concrete
face. Unless a greater clearance is recommended by the manufacturer the minimum
clearance shall be two inches. Use the greater clearance if the recommended
clearance is more than two inches.
Using a brush, apply a uniform coat of adhesive to the concrete surface along the line of
placement. Apply a uniform coat of adhesive to the waterstop. Gaps in the glue
application shall not be permitted.
After the adhesive has dried to a tacky condition (about 15 minutes in the summer and
30 minutes in the winter), firmly press the waterstop to the concrete surface. When
installing the waterstop on curved surfaces such as pipes, temporary bands, i.e., wire or
rope, may be used to assist in securing the waterstop to the surface. Any temporary
means of securing the waterstop shall be removed prior to placing concrete or grout.
Concrete placement within 12 hours is required. The waterstop shall be protected from
water and from displacement prior to concrete placement. During concrete placement
• the CONTRACTOR shall visually observe the waterstop to assure proper placement and
alignment.
• Utilities BRT
January 2012
END OF SECTION
03151-3 Hydrophilic Rubber Waterstop
0
0
0
Utilities BRT
January 2012
THIS PAGE INTENTIONALLY LEFT BLANK
03151-4 Hydrophilic Rubber Waterstop
•
•
SECTION 03350
CONCRETE FINISHING
PART GENERAL
1.01 SECTION INCLUDES
The CONTRACTOR shall supply all labor, tools, equipment and materials to finish
properly placed concrete for structures such as box culverts, vaults, foundations, bridge
sub- and super -structures, hydraulic and water retaining structures.
The means and methods of repair of improperly placed or finished concrete shall be
reviewed by the ENGINEER prior to performing the work. Regardless of prior approval
of the means and methods of concrete finish repair, no concrete finish shall be repaired
until the ENGINEER has reviewed the existing finish. This includes defects caused by
ineffective and improper vibration such as honeycomb, excessive air voids on formed
surfaces, placement "pour' lines (cold joints) and sand streaking. It also includes
defects caused by excessive form deflections, form damage or form failure.
Unless otherwise called out in the Drawings tie holes shall be finished as specified
herein.
1.02 RELATED SECTIONS
A. Section 03110 - Structural Cast -In -Place Concrete Forms
B. Section 03310 - Structural Concrete
C. Section 03615 - Grout
1.03 QUALITY STANDARDS
A. American Concrete Institute
Utilities BRT
January 2012
1. ACI 116 - Cement and Concrete Terminology
2. ACI 121 - Quality Assurance Systems for Concrete Construction
3. ACI 301 - Specifications for Structural Concrete for Buildings
4. ACI SPA 5 - ACI 301 Field Reference Manual
5. ACI 304 - Placing Concrete by Pumping Methods
6. ACI 309 - Identification and Control of Consolidation -Related Surface
Defects in Formed Concrete
7. ACI 311 - Guide for Inspection of Concrete
03350-1
Concrete Finishing
B. American Society for Testing and Materials
• 1. ASTM STP 169C - Significance of Tests and Properties of Concrete and
Concrete -Making Materials
2. ASTM C 150 - Standard Specification for Portland Cement
3. ASTM C 33 - Concrete Aggregates
C. US Department of Interior - Bureau of Reclamation
1. M-47 Standard Specifications for Repair of Concrete
1.04 SUBMITTALS
A. General
Submittals shall be made in accordance with Section 01330.
B. Product Data
1. Grouts
2. Bonding agents
3. Means and methods of repairing defects unless otherwise called out
• herein.
C. Equipment
1. Thermometers for measuring concrete surface temperature
D. Manufacturer's safety data sheets
1.05 DELIVERY, STORAGE AND HANDLING
Deliver the materials to the project site in the manufacturer's containers with all labels
intact and legible at the time of use. Materials shall be stored in a secure, indoor, dry
area. Maintain grouts and aggregates in a dry condition during delivery, storage, and
handling.
PART2 PRODUCTS
2.01 PREMIXED PRE -PACKAGED GROUTS
IN
Q
0
Utilities BRT
January 2012
Master Builders EMACO R320
Master Builders EMACO S66-CR
03350-2
Concrete Finishing
2.02 EPDXY BONDING AGENTS
• A. Master Builders Concresive Liquid (LPL)
B. Master Builders Concresive Standard Liquid
2.03 CEMENT
ASTM C 150, Type 1
2.04 AGGREGATE
ASTM C 33, 100% passing the No. 30 mesh sieve
2.05 BOND COAT MORTAR
Mortar used to bond patching mortar shall be made of the same materials and of
approximately the same proportions as used for the concrete, except that the coarse
aggregate shall be omitted and the mortar shall consist of 1 part cement to not more
than 1 part sand by damp loose volume.
2.06 PATCHING MORTAR
Patching mixture shall be made of the same materials and of approximately the same
proportions as used for the concrete, except that the coarse aggregate shall be omitted
and the mortar shall consist of 1 part cement to not more than 2-1/2 parts sand by damp
• loose volume. White Portland Cement shall be substituted for a part of the gray Portland
Cement on exposed concrete in order to produce a color matching the color of the
surrounding concrete, as determined by a trial patch. The quantity of mixing water shall
be no more than necessary for handling and placing. The patching mortar shall be
mixed in advance and allowed to stand with frequent manipulation with a trowel, without
addition of water, until it has reached the stiffest consistency that will permit placing.
2.07 WATER
Only clean potable water shall be used. A calibrated measuring device is required for
measuring the proper amount of water to be added to pre -packaged grouts and mortars.
PART 3 EXECUTION
3.01 REPAIR OF SURFACE DEFECTS
Surface defects, unless otherwise specified by the Contract Documents, shall be
repaired immediately after form removal but not before review by the ENGINEER. The
surface temperature of the concrete shall be 500 F and rising. The CONTRACTOR
shall measure surface temperatures when requested by the ENGINEER. If necessary
the CONTRACTOR shall enclose and heat the area to be repaired to bring the surface
temperature of the concrete and air temperature to acceptable levels and to permit
proper curing.
•
Utilities BRT 03350-3 Concrete Finishing
January 2012
• All honeycombed and other defective concrete shall be removed down to sound
concrete. If chipping is necessary, the edges shall be perpendicular to the surface or
slightly undercut. Feathered edges will not be permitted. The area to be patched and
an area at least six inches wide surrounding it shall be dampened to prevent absorption
of water from the patching mortar. A bonding grout shall be prepared, mixed to the
consistency of thick cream, and after surface water has evaporated from the area to be
patched, well brushed into the surface.
0
When the bond coat begins to lose the water sheen, the premixed patching mortar shall
be applied. The mortar shall be thoroughly consolidated into place and struck off so as
to leave the patch slightly higher than the surrounding surface. To permit initial
shrinkage, it shall be left undisturbed for at least one hour before being finally finished.
The patched area shall be kept damp for seven days. Metal tools shall not be used in
finishing a patch in a formed wall that will be exposed.
3.02. TIE HOLES
A. Water Retaining Structures and Below Grade Vaults with Breakback Cone Ties
Fill tie holes solid as specified in Section 03615.
B. Other Structures
After being cleaned and thoroughly dampened, fill tie holes solid as specified in
Section 03615.
3.03 PROPRIETARY MATERIALS
Certain types of defects may require the use proprietary compounds for adhesion or as
patching ingredients. The ENGINEER will review these defects and request means and
methods for these repairs from the CONTRACTOR.
In lieu of, or in addition to, the foregoing patching procedures using bond coat and
patching mortars, epoxy bonding agents and premixed pre -packaged grouts may be
used for repair of defective areas. Such compounds shall be used in accordance with
the manufacturer's written recommendations and directions. The ENGINEER shall
review and provide written acceptance of these procedures.
3.04 FINISHING OF FORMED AND UNFORMED SURFACES
Finishes shall be performed as called out in the Drawings and in referenced
Specifications.
A. Formed Surfaces
Smooth Form Finish
The form facing material shall produce a smooth, hard, uniform texture
on the concrete. The arrangement of the facing material shall be orderly
Utilities BRT 03350-4 Concrete Finishing
January 2012
and symmetrical, with the number of seams kept to the practical
minimum. Surface textures that result from forms with raised grain, torn
• surfaces, worn edges, patches, dents, or other defects shall be ground
smooth or otherwise repaired.
a. Air Voids on Formed Surfaces
Air voids on formed surfaces deeper than 1/4 inch shall be filled
with patching mortar. The frequency and size of air voids shall
L�
•
Utilities BRT
January 2012
Figure 1
be equal to or better than shown in Figure 1. The total void area
is 1% of the surface area, or 0.36 sq. in. This 6-inch x 6-inch
03350-5
Concrete Finishing
figure is the visual standard for acceptance of the finish that does
not require filling of air voids.
b. Tie Holes
Tie holes shall be filled as specified in section 03615.
C. Form Fins
Chip or rub -off form fins exceeding 1/16 inch in height.
d. Rock Pockets
Poorly consolidated concrete shall be removed to sound concrete
and the defect repaired. The ENGINEER shall outline the area to
be repaired.
2. As -Cast Finish
For as -cast concrete finish form materials shall produced a sound surface.
a. Air Voids
Fill air voids deeper than 1/4 inch. and larger than 0.50 sq. in.
The total area of acceptable air voids is 0.72 sq. in. in a 6 inch by
6-inch square.
0 b. Tie Holes
•
Tie holes shall be filled as specified in section 03615.
C. Form Fins
Chip or rub -off form fins exceeding 1/8 inch in height.
3. Rubbed Finish
Immediately after removing the forms, form ties shall be broken back a
minimum of 3/4 inch from the surface, honeycomb, voids and other
surface defects grouted. The surfaces shall then be thoroughly
dampened and rubbed with a No. 16 carborundum stone or equal
abrasive to create a uniform surface paste. The rubbing shall be
continued to remove all form marks and surface irregularities producing a
smooth, dense surface. After setting, the surface shall then be rubbed
with a No. 30 carborundum stone until the surface is smooth in texture
and uniform in color. Unless otherwise shown in the Drawings only
exposed surfaces shall have a rubbed finish.
4. Grout Finish
Utilities BRT 03350-6 Concrete Finishing
January 2012
•
Prepare surface as described in Rubbed Finishes above. Mix one part
Portland cement and one-half parts fine sand with sufficient water to
produce a grout with the consistency of thick paint. Wet surface of
concrete to prevent absorption of water from grout and apply grout
uniformly with brushes. Immediately after applying grout mix, scrub the
surface with a cork float or stone to coat surface and fill remaining air
voids and other remaining surface defects. Remove excess grout by
working the surface with rubber float. After the surface whitens from
drying, rub with clean burlap. Cure surface for a period of 72 hours
B. Unformed Surface
Unless otherwise shown in the Drawings unformed surfaces shall be finished as
follows.
Slabs
Screed with straightedge to remove low and high spots bringing the
surface to the required finish elevation of slope and float with a steel float
at least 3 feet in width. When the concrete has reached its initial set,
finish with a steel (power) trowel. Leave finish essentially free of trowel
marks, uniform in texture and appearance and plane to the correct
tolerance. Dusting the surface with dry cement, sand or sprinkling with
water is prohibited
Finishes that are exposed and subject to foot traffic shall receive a broom
finish with a texture of ± 1/16 inch.
2. Tops of Walls with Bearings
Strike smooth tops of walls and similar unformed surfaces that will have
bearings or bearing pads, and finish with a steel trowel.
3. Tops of Exposed Footings in Reservoirs
Strike smooth tops of footings and finish with a light broom providing a
texture of± 1/16 inch.
4. Stairways and Sidewalks
Strike smooth tops of stairs and sidewalks and finish with a light broom
providing a texture of ± 1/16 inch.
5. Slabs with Waterproofing Membranes
Strike smooth and float finish.
6. Construction Joint Surfaces
Utilities BRT 03350-7 Concrete Finishing
January 2012
0
•
Utilities BRT
January 2012
Surface shall be broom or raked finished. Surface shall be water or grit
blasted prior to placing additional concrete, such as columns on column
footings and column footings on reservoir slabs.
END OF SECTION
03350-8
Concrete Finishing
Special Notice
lentractors who have completed this application in the past, please note the following changes in procedure:
The Department will no longer issue individual Certificates of exemption to subcontractors. Only prime contrac-
tors will receive a Contractor's Exemption Certificate on exempt projects.
Upon receipt of the Certificate, the prime contractor should make a copy for each subcontractor involved in the
project and complete it by filling in the subcontractor's name and address and signing it.
The original Certificate should always be retained by the prime contractor. Copies of all Certificates that the
prime contractor issued to subcontractors should be kept at the prime contractor's place of business for a
minimum of three years and be available for inspection in the event of an audit.
Once an 89# has been assigned to you, please use the next five numbers following it for any applications
submitted for future projects. This should be your permanent number. For instance, if you were assigned 89-
12345-0001, every application submitted thereafter should contain 89-12345 on the application. The succeed-
ing numbers will be issued by the Department of Revenue. DO NOT enter what you believe to be the next in
sequence as this may delay processing of your application.
0
Oities BRT
January 2012
Contractor Application for Tax Exemption Certificate
00670
SECTION 03390
• CONCRETE CURING
PART1 GENERAL
1.01 WORK INCLUDED
The CONTRACTOR shall furnish all labor, tools and equipment for curing plain,
reinforced and post -tensioned cast -in -place concrete.
1.02 RELATED WORK
A. Section 03310 — Structural Concrete
B. Section 03320 — Construction Joints
C. Section 03350 — Concrete Finishing
1.03 QUALITY STANDARDS
A. American Concrete Institute (ACI)
1. ACI 305 - Hot Weather Concreting
• 2. ACI 306 - Cold Weather Concreting
3. ACI 308 - Standard Practice for Curing Concrete
B. American Society for Testing Materials (ASTM)
1. ASTM C 171 — Sheet Materials for Curing Concrete
2. ASTM C 309 — Liquid Membrane -Forming Compounds for Curing
Concrete
3. ASTM D 2103 — Polyethylene Film and Sheeting
1.04 SUBMITTALS
Provide data on curing compounds sheet materials and methods of securing sheet
materials in place.
1.05 QUALITY CONTROL
Perform the work in accordance with this Specification and in accordance with applicable
ACI standards. When a conflict occurs between this Specification and ACI occurs, the
ACI standard shall control. The CONTRACTOR shall have a copy of the current
applicable ACI standards on site. All materials shall be used in accordance with the
• manufacturer's printed instructions, a copy of which shall be on site.
Utilities BRT 03390-1 Concrete Curing
January 2012
•
•
1.06 DELIVERY, STORAGE AND HANDLING
Deliver, store and handle products under the provisions of Section 01650.
Deliver curing materials in manufacturer's original packaging including applicable
instructions and manufacturer's safety data sheets (MSDS).
PART2 PRODUCTS
2.01 SHEET MATERIALS FOR CURING CONCRETE
White burlap -polyethylene sheeting weighing not less than 10 oz/linear yard, 40 inches
wide, impregnated on one side with white opaque polyethylene 0.004 inches thick as
specified in ASTM C 171 shall be used when called out in the Drawings or in other
applicable specifications. The polyethylene shall be securely bonded to the burlap so
that there will be no separation.
2.02 LIQUID MEMBRANE -FORMING COMPOUNDS FOR CURING CONCRETE
Liquid membrane -forming compounds for curing concrete shall and conform to ASTM C
309, Type 1-D with a red or white fugitive dye. Use a white dye unless otherwise
directed by the ENGINEER.
2.03 POLYETHYLENE FILM
Polyethylene film shall conform to ASTM D 2103. The film shall have a thickness of 6
mils and be a white opaque color.
2.04 LIQUID MEMBRANE FORMING COMPOUND AND EVAPORATIVE RETARDANT
APPLICATORS/SPRAYERS
Membrane curing and evaporative retardant compounds shall be applied with a sprayer
manufactured by Allen Engineering, Inc., or equal, capable of maintaining a constant
pressure. (Allen Engineering, Inc., P.O. Box 819, Paragould, Arizona 74450, telephone
(800) 643-0095.) Unless otherwise accepted in writing by the ENGINEER, spraying
membrane curing compounds or evaporative retardants by other methods, such as hand
pressurized sprayers, is unacceptable.
2.05 EVAPORATIVE RETARDANT
Confilm manufactured by Master Builders, Inc. or approved equal.
2.06 WATER
Water shall only be used when prior approval is granted by the ENGINEER. Only water
that has been determined to be non -detrimental to concrete shall be used.
Utilities BRT 03390-2 Concrete Curing
January 2012
PART 3 EXECUTION
• 3.01 GENERAL
Beginning immediately after placement, concrete shall be protected from premature
drying, excessively hot or cold temperatures, and mechanical injury, and shall be
maintained with minimal moisture loss at a relatively constant temperature for the period
necessary for hydration of the cement and hardening of the concrete in accordance with
ACI 308, "Standard Practice for Curing Concrete". The materials and method of curing
shall be subject to review and acceptance by the ENGINEER. Specific curing
requirements may be called out on the Drawings or other Technical Specifications.
Curing shall be continued for at least seven days. Alternatively, if tests are made of
cylinders kept adjacent to the structure and cured by the same methods, moisture
retention measures may be terminated when the average compressive strength has
reached 70% of the specified concrete strength.
When a spray applied membrane -curing compound is used, it shall be applied in two
coats with the second coat applied at right angles to the first coat.
3.02 EVAPORATIVE RETARDANT
An evaporative retardant shall be used during concrete placement for water retaining
structure floor and roof slabs and other slabs larger than 2,500 square feet in size. The
retardant shall be sprayed using a power sprayer at a rate of 10 gallons per 2,000
square feet after screeding and repeated after the first floating operation. The
• evaporative retardant shall not be applied during the final steel troweling operations or
after the water sheen has disappeared from the concrete surface.
3.03 SLABS
For concrete surfaces not in contact with forms, a procedure determined by the
ENGINEER shall be applied immediately after completion of placement and finishing.
3.04 WALLS AND COLUMNS
Moisture loss from surfaces placed against wooden or metal forms exposed to heating
by the sun shall be minimized by keeping the forms wet until they can be safely
removed. After form removal, the concrete shall be cured until the end of the curing time
by one of the previously described curing methods. Concrete shall not be placed
against forms that have been exposed to air below freezing temperatures until the forms
have been heated so that the surface temperature of the form is >_ 400 F.
The top of walls and columns not covered by forms shall be cured using a membrane -
curing compound conforming to ASTM C 309 immediately after placement
3.05 OTHER SURFACES
Unless otherwise shown in the Drawings all other surfaces shall be cured using two
applications of a membrane -curing compound conforming to ASTM C 309. The second
application shall be applied at 900 to the first application.
Utilities BRT 03390-3 Concrete Curing
January 2012
0
3.06 COLD WEATHER
Curing during cold weather conditions shall include the above methods except for water
cure unless measures are taken to prevent freezing of the water.
3.07 HOT WEATHER
If the rate of evaporation approaches 0.2 Ib/ft2/hr, as estimated by ACI 305, precautions
against plastic shrinkage cracking are required. The CONTRACTOR shall have a
recording thermometer, hygrometer and wind gage on site seven days prior to first
concrete placement. When necessary, provision for windbreaks, shading, fog spraying,
sprinkling, ponding, or wet covering with a light colored material shall be made in
advance of placement, and such protective measures shall be taken as quickly as
concrete hardening and finishing operations will allow. Precautions against plastic
shrinkage cracks may be required in conditions other than what is normally considered
hot weather conditions.
3.08 RATE OF TEMPERATURE CHANGE
Changes in temperature of the air immediately adjacent to the concrete during and
immediately following the curing period shall be kept as uniform as possible and shall
not exceed 5° F in any one hour or 50' F in any 24-hour period.
3.09 PROTECTION FROM MECHANICAL INJURY
During the curing period, the concrete shall be protected from damaging mechanical
disturbances, such as load stresses, heavy shock, and excessive vibration. All finished
concrete surfaces shall be protected from damage by construction equipment, materials,
or methods, by application of curing procedures, and by rain or running water. Self-
supporting structures shall not be loaded in such a way as to overstress the concrete.
END OF SECTION
Utilities BRT 03390-4 Concrete Curing
January 2012
L
•
SECTION 16643
Utilities BRT
January 2012
DIVISION 16 - ELECTRICAL
CATHODIC PROTECTION
Division 16 Table of Contents
SECTION 16643
• CATHODIC PROTECTION (GALVANIC ANODE TYPE)
PART 1-GENERAL
1.01 The Contractor shall furnish all labor, materials, tools, and equipment and perform all work
necessary for a complete and operational sacrificial anode cathodic protection system for the
piping as shown on the Contract Drawings and specified herein.
PART 2 - MATERIALS
2.01 GENERAL
Materials and products submitted for approval shall be from a manufacturer regularly engaged in
the manufacture of the product, shall conform to the respective specifications and other
requirements specified herein, and essentially duplicate materials that have been in satisfactory
use for at least two years.
Unless otherwise specified, all materials and equipment shall be of domestic (USA) manufacture
and shall be of the best quality used for the purpose in commercial practice. All materials and
equipment shall conform to the respective specifications and other requirements specified herein.
2.02 SACRIFICIAL ANODES
Dimensions of the magnesium anodes shall conform to the dimensions for standard sizes of
anodes and of the weights specified. All magnesium anodes shall be cast around a galvanized
steel core (flat strap or spring) and be made of high potential magnesium alloy conforming to the
• following compositions by weight.
Aluminum 0.01 % Max.
Manganese 0.50% Min. to 1.30% Max.
Zinc 0.005% Max.
Copper 0.02% Max.
Nickel 0.001 % Max.
Iron 0.03% Max.
Other Impurities 0.05% Each Max.
Other Impurities 0.30% Total Max.
Magnesium Balance
Contractor shall furnish spectrographic analyses or a letter of compliance on samples from each
heat or batch of anodes used on this project.
Sacrificial anodes shall be provided with specific backfill in a permeable cloth sack. Anodes shall
be centered in the backfill material. The weight and nominal dimensions of the packaged anode
shall be as follows:
48 lb. bare anode (5" x 5" x 31 ") = approx. 100 lb. packaged (8" diameter. x 38" length)
The anode backfill material shall consist of 75 percent gypsum, 20 percent bentonite, and 5
percent sodium sulfate, and shall be of the quick wetting type.
All anodes shall be shipped and stored in waterproof bags or wrapping and shall be AMAX
"MaxMag", Dow "Galvomag" or equal.
• Sacrificial anode lead wires shall consist of #12 AWG Type TW or THHN/THWN, black
Utilities BRT Cathodic Protection
January 2012 16643 - 1
insulated stranded copper wire. Lead wires shall be a minimum of twenty (20) feet in
• length. The lead wires shall be connected to the galvanized steel core of the anode by
silver soldering and this connection shall be sealed with a waterproof epoxy or electrical
potting compound.
2.03 WIRECONDUCTORS
A. Test station wires shall be #12 AWG and #6 AWG single conductor, stranded
copper and may have any of the following insulation types: Type TW, THW, or
THWNITHHN. Wire color coding shall be as shown herein and on the Contract
Drawings.
B. Joint bond wires shall be #4 AWG single conductor, stranded copper with Type
HMWPE insulation in compliance with ASTM D1248 and shall be high molecular
weight polyethylene, Type I, Class C, Grade 5.
2.04 WIRE SPLICE CONNECTIONS
A. All splices of buried test station or anode wires shall be made using a mechanical
or crimp type mechanical connector and sealed using a splice kit. Splice kits
shall be Royston "MINI SPLICE -RIGHT' with a copper crimp -it connector or
approved equal.
2.05 EXOTHERMIC WELDS
A. All electrical cable connections to the buried piping shall be made by an
exothermic weld. Exothermic type weld materials including the proper size and
type of weld cartridges and welder molds for use on pipe shall be by Erico
Products, Inc. "CADW ELD" or Burndy "THERMOW ELD" or approved equal.
B. Copper sleeves specifically designed for the purpose shall be crimped on all bare
wire ends of #12 AWG or smaller cable prior to exothermic welding to improve
mechanical strength and thermal capacity.
2.06 PIPELINE AND EXOTHERMIC WELD COATING
A. Pipeline coatings shall be as specified under Section 02610 of these
Specifications.
Exothermic weld coatings shall be a cold applied compound such as Koppers
"Bitumastic 50", Royston Mfg. "Roskote A51" or equal. In addition, all exothermic
welds on steel pipe shall be covered with a weld backfill shield composed of a
plastic weld cap specifically made for the purpose and installed in accordance
with the manufacturer's directions. The weld caps may be prefilled with mastic by
the manufacturer or may be filled in the field with mastic according to the
manufacturer's directions. Prefilled weld caps shall be Royston "Handicaps" or
equal.
2.07 TEST STATIONS
A. Cathodic protection test stations shall be those made specifically for the purpose
and consist of test station terminal box of heavy cast metal, terminal block with
studs and shunt (where required), and 4" x 4" x 6' treated wood post for an above
ground mount of 3'6".
• B. Flush -to -ground test stations shall be Brooks Products, Inc. "No. 1-RT' or
Utilities BRT Cathodic Protection
January 2012 16643 - 2
approved equal, with the lid inscribed with the words "CP TEST"
C. A terminal block manufactured from 1/4" plastic or glass reinforced laminate with
minimum dimensions of 5' x 5" shall be provided to terminate the test station wires.
D. The terminal block shall be equipped with five 1/4" diameter by 1 inch long studs with
double nuts, flat washers, and lock washers. The layout of the studs on the terminal
board shall be as shown on the Contract Documents.
E. Test station shunts shall be calibrated 0.01 ohm - 8 ampere shunts pre -mounted on
approximately 1 inch by 1-1/2" plastic boards with provisions for stud mounting as
manufactured by Holloway, Cott Mfg. Co. (color code yellow) or M.C. Miller Co. Catalog
No. 20402.
2.08 WIRE AND CABLE MARKERS
A. All test station wires shall be identified using nonmetallic marker tags.
B. Marker tags for wire and cables shall be of an opaque nylon material arranged to include
a marking area, nonreleasing holding device, and cable fastening tail similar to Panduit
Corporation 'Part No. PLF1 MA". The marker board shall not be less than 1 inch wide, 3/4
inch long and 25 mils thick with one side roughened to hold black nylon marking ink from
a fine tip pen similar to Panduit Corporation 'Part No. PFV or 3M Corporation
"Scotchcode SMP". Identification shall be permanent and waterproof.
C. The marker holding device shall be designed to allow the fastening tail to pass around the
cable and through the holding device so that removal of the cable marker can be
accomplished only by cutting it loose from the cable.
D. Polyethylene warning tape shall be placed 2 feet above all cathodic protection wiring.
2.09 ELECTRICAL ISOLATION
A. Insulating mechanical couplings shall be Dresser "Style 39", Rockwell "416", Romac
"IC501 ", or Baker "Series 216" without pipe stop. Middle ring thickness shall be a
minimum of 1/4".
B. Insulating flange kits shall be as manufactured by Pipeline Seal and Insulator Company
(PSI) or Central Plastics Inc. with the following specifications:
1. Insulating Gaskets
Type E (Full Face) Pyrox 1 E glass reinforced epoxy or phenolic laminate, 1/8 inch
thick, with Buna-N sealing element.
2. Insulating Sleeves
One-piece sleeve and washers made of Minlon or acetyl resin.
3. Backing Washers
Cadmium plated steel, 1/8 inch thick, two for each flange bolt.
2.10. PLASTIC WARNING TAPE
• A. Warning tape shall be a 6 inch wide, 4 mil thick, yellow polyethylene tape with the
Utilities BRT Cathodic Protection
January 2012 16643 - 3
r
0
words "CAUTION CATHODIC PROTECTION CABLE BURIED BELOW"
permanently printed on the tape.
The tape shall be resistant to alkalines, acids and other destructive agents
commonly found in soils.
PART 3 - EXECUTION
3.01 GENERAL
The cathodic protection system shall be installed in compliance with the applicable
portions of NACE Standard RP-01-69 latest revision.
3.02 WORKMANSHIP
All materials and equipment shall be in accordance with the directions of the
manufacturer to conform to the specification documents.
3.03 SUBMITTALS
A. Prior to the installation of any cathodic protection materials, the Contractor shall
submit for approval, data on the following items:
Magnesium Anodes
Test Station Boxes, Terminal Boards and Shunts
Exothermic Weld Coating/Mastic
Conductors, Test Station, and Joint Bond Wires
Wire Splice Kits
Exothermic Weld Equipment and Materials
Wire and Cable Marker Tags
Insulating Flange Kits and Insulating Unions
Plastic Warning Tape
B. After completion of the cathodic protection installation work, and in compliance
with the data submittal requirements of the Contract Documents, the Contractor
shall submit As -Built Drawings.
3.04 SACRIFICIAL ANODE INSTALLATION
A. Contractor shall procure, store and install high potential magnesium anodes as
indicated herein.
B. Anodes shall have approved waterproofing protection at all times prior to
installation. Damaged anodes or anode wires shall not be used. Anode
waterproofing protection shall be removed before installing the anode.
C. The specified high potential magnesium anodes shall be installed at the locations
shown on the Contract Drawings. Anode locations or spacing may be adjusted
slightly to clear other buried or topographical obstructions with prior approval of
the Engineer.
D. The specified magnesium anodes shall be installed completely dry and shall be lowered
into the excavated (augured or otherwise) holes as shown on the Drawings by rope sling
or by grasping the cloth gather. The anode lead wire shall not be used in lowering the
anodes. The anode shall be backfilled with firm excavated native soil in six inch layers
and each layer shall be hand tamped around the anode. Imported sand or other select
Utilities BRT
January 2012
16643 4
Cathodic Protection
backfill shall not be allowed. Care must be exercised not to strike the anode or lead wire
with the tamper. To a point approximately six inches above the anode, backfilling and soil
compaction may be completed to the top of the hole.
3.05 TEST STATION INSTALLATION
A. The Contractor shall install cathodic protection test stations as shown on the Contract
Drawings and specified herein.
B. Test stations shall be installed directly over the pipe unless otherwise specified or shown
in the Contract Drawings.
C. Test station wiring shall be arranged and completed as shown in the Contract Drawings.
Wire connections to the test station terminal boards for conductor sizes of #8 AWG and
larger shall be made with single hole terminal lugs of corrosion resistant bronze, copper,
or nickel plated brass similar to Blackburn Type L (socket), Square D Company Type LU,
Burndy SCRULUG Type KPA or approved equal.
D. Wire connections to the test station terminal boards for conductor sizes of #14 through
#10 AWG shall be terminated with a properly sized uninsulated support ring tongue
compression connector similar to Burndy Hylug Type "YAV Box Ring Tongue", or
approved equal. Additionally, any solid conductor wires shall be soldered to the ring
tongue connectors.
E. Test station wires shall be color coded as shown on the Contract Drawings and each wire
shall be permanently identified using nylon marker tags and plastic cable ties. Marker
tags shall be permanent and shall be made of weather resistant/UV light resistant nylon
and shall be attached to a plastic non -releasing holding device and cable fastening tail
similar to Panduit Corporation Part No. PLF1 MA. The marker tag writing surface shall be
minimum dimensions of 0.75"L x 1.0"W. Marker tag identification shall be completed by
using a waterproof ink nylon marker pen designed specifically for this purpose similar to
3M ScotchCode SMP marking pen and using block type lettering with the letter size to be
a minimum of 1/8" high and shall specify test station number, pipe diameter, pipe
material, and pipeline number. Examples:
TS #1 TS #3 TS #7 TS #14
48" steel 66" RW 1 54" steel 30" steel
RWI Casing Pipe RWI PWD
48# Anode Ins. fitting
North Side
3.06 WIRE CONNECTIONS TO BURIED PIPING
A. Anode wire, test station wire, and joint bond wire connections to specified buried piping
shall be accomplished by exothermic welding. The surface of the pipe shall be cleaned
with a grinder or metal file to a bright, shiny condition. The exothermic weld shall be
completed using by appropriate weld charge and welder per the manufacturer's
recommendations. For #12 AWG or smaller wire, a properly sized copper wire sleeve
shall be installed around the bare wire end prior to welding to improve weld strength and
thermal capacity. Completed welds shall be capable of withstanding moderate hammer
blows.
B. After cooling, the weld and surrounding cleaned metal surface shall be coated with cold
applied primer and exothermic weld cap.
Utilities BRT Cathodic Protection
January 2012 16643 - 5
SECTION 00800
SUPPLEMENTARY CONDITIONS
0 Conditions of the Contract
These Supplementary Conditions amend or supplement the General Conditions of the Construction
Contract (EJCDC General Conditions 1910-8, 1990 edition with City of Fort Collins modifications (rev.
9/99)) and other provisions of the Contract Documents executed under the P951 Water, Wastewater,
and Stormwater Utility Infrastructure Improvements Master Contract dated December 6, 2004.
Unless included in this work order, all work performed under this work order shall be conducted in
accordance with the technical specifications of the Work Order No.
SC-1 DEFINITIONS
SC-1.38. Add the following language to the conclusion of paragraph 1.38 of the General Conditions:
1.38. Substantial Completion. ... Substantial Completion is further defined as that degree of
completion of the operating facilities or systems of the Project defined in the Work Order
sufficient to provide the OWNER the full time, uninterrupted, continuous, beneficial operation of
the modifications, and all inspections required have been completed and identified deficiencies
corrected.
SC-1.43.A Add the following new paragraph immediately after paragraph 1.43 of the General
Conditions:
1.43.A. Work Order — A written document executed by OWNER and CONTRACTOR that
provides for the construction of a portion of the Work, pursuant to the Agreement and all as
required by the Contract Documents, and that becomes a Contract Document when executed.
SC-2 PRELIMINARY MATTERS
SC-2.8. Delete paragraph 2.8 of the General Conditions entirely and replace it with the following
paragraph:
2.8 Preconstruction Conference. Within ten days after the Contract Times for a Work
Order start to run, but before any Work at the site is started, a conference attended by
CONTRACTOR, ENGINEER and others as appropriate will be held to establish a working
relationship among the parties as to the Work and to discuss the schedules referred to in
paragraph 2.6, procedures for handling Shop Drawing and other submittals, processing
Applications for Payment, and maintaining required records.
SC-2.10. Add the following new paragraph immediately after paragraph 2.9 of the General Conditions:
2.10 Work Order Required for All Work. References to the Agreement in this Article 2 and
in the General and Supplementary Conditions and Contract Documents notwithstanding, no
Work shall be initiated or performed until CONTRACTOR has received a signed and executed
Work Order, incorporating the Notice to Proceed, from OWNER; and no provision of the Article 2
or of the General and Supplementary Conditions and Contract Documents shall permit or require
any action of CONTRACTOR in the absence of a signed and executed Work Order. All
provisions of this Article 2 and of the General and Supplementary Conditions and Contract
Utilities BRT
January 2012
Supplementary Conditions
2
1. For ductile iron pipe the weld and surrounding cleaned metal surface shall be
heavily coated with a cold applied mastic compound and covered with an
exothermic weld cap. The pipe joint with the installed bond wires shall then be
encased in polyethylene wrap.
2. For steel pipe the weld and surrounding cleaned metal surface shall be lightly
coated with a cold applied mastic compound or pipeline coating primer and
covered with an exothermic weld cap. Pipeline coating shall then be applied as
specified in Section 02610.
3.07 WIRE SPLICE CONNECTIONS
A. Buried splice connections of anode and/or test station wires shall be completed with a
splice connection kit.
B. Installation of the splice connection kit shall be completed per the manufacturer's
instructions with the exception that the wires shall also be soldered to the split bolt
connector after tightening.
3.08 ELECTRICAL ISOLATION
A. Electrical isolation of buried steel waterline piping shall be accomplished by the use of
insulating mechanical couplings (IMC's), insulating flange adaptors, insulating flanges or
insulating unions to be installed where shown on the Drawings.
B. The Contractor shall install all specified insulating mechanical couplings with the rubber
insulating boot toward the existing or non-cathodically protected side of the piping so that
the coupling itself is included in the portion of the new piping that is cathodically protected.
C. In the event an IMC or insulating flange adaptor is restrained using tie rods, each tie rod
shall be electrically isolated using one-piece rod insulating sleeve and washers made of
minlon or acetal resin plastic plus 1/8" thick steel backing washers. Two-piece insulating
sleeves consisting of a separate non-metallic sleeve and washer are not acceptable.
D. All exposed ductile iron pipe on the non-cathodically protected side of insulated
mechanical couplings shall be cleaned and encased with polyethylene wrap.
E. After installation, all buried tie back or harness rods, washers, and nuts shall be field
coated with mastic such as Koppers "Bitumastic 50" or Royston "Roskote A51" and
wrapped in polyethylene encasement.
3.09 JOINT BONDING
A. All non -welded pipe or fitting joints, except those specified to be insulating joints, shall be
bonded to ensure electrical continuity.
B. Two bond wires shall be installed at each joint and shall be stranded Type HMW PE as
shown on the Contract Drawings.
3.10 TESTS AND MEASUREMENTS
A. All cathodic protection system tests shall be conducted by the Engineer.
B. Inadequate pipe joint continuity and/or cathodic protection levels due to defective or
incorrect installation work shall be corrected by and at the sole expense of the Contractor.
Utilities BRT Cathodic Protection
January 2012 16643 - 6
3.11 TEST STATION AND ANODE LOCATIONS
A. Test station numbering shall be as indicated on the Drawings.
B. Test station and anode locations shall be as shown on the Drawings.
3.12 PIPELINE MARKER OR DETECTION TAPE
Polyethylene warning tape shall be installed approximately 2 feet below the ground
surface. centered overall buried wires.
3.12 AS -BUILT DRAWINGS
The Contractor shall maintain at the job site one full set of full size Contract Drawings marked to
show any deviations which have been made from the Contract Drawings as well as any
appropriate field construction notations. Approved dimensioning and scale of all anode and test
station locations shall be included. Upon completion of the work, the marked set of prints shall be
submitted to the Engineer.
0 END OF SECTION
40
Utilities BRT Cathodic Protection
January 2012 16643 - 7
• SC-4
Documents referencing the Agreement or other parts of the Contract Documents, or permitting
or requiring any action of CONTRACTOR, shall be read as referencing and, as appropriate,
requiring a signed and executed Work Order.
SC-4.2.1.2.
Conditions:
AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS;
REFERENCE POINTS
Add the following new paragraph immediately following paragraph 4.2.1.2 of the General
4.2.1.2.1 No drawing of physical conditions in or relating to existing surface or subsurface
structures (except Underground Facilities referred to in Paragraph 4.3) which are at or
contiguous to the site have been utilized by the Engineer in preparation of the Contract
Documents, except the following:
A. Excel Spreadsheet, AutoCAD, and text file Pothole information by BRT Mason
Corridor City Surveyors dated 6-6-11.
B. Pothole information obtained by Connell Resources in the Fall of 2011 along the BRT
corridor for utility information.
Contractor may rely upon the accuracy of the technical data contained in the documents, but not
upon non -technical data, interpretations or opinions contained therein or upon the completeness
of any information in the report.
SC-5 BONDS AND INSURANCE
SC-5.4.7. Include the following parties or entities as additional Insureds, as provided in paragraph
5.4.7 of the General Conditions:
5.4.7.1.The City of Fort Collins, Colorado, 4316 LaPorte Avenue, Fort Collins, Colorado 80522
5.4.7.2.Stantec Consulting Services, 2950 E Harmony Rd, Ste 290, Fort Collins, CO 80528
5.4.7.2.Connell Resources, Inc. 7785 Highland Meadows Pkwy, Ste 100, Ft Collins, CO 80528
SC-5.4.8.1. Add the following new paragraph immediately following paragraph 5.4.8 of the General
Conditions:
5.4.8.1.1. Limits of Liability. The limits of liability for the insurance required by the paragraph
numbers of the General Conditions listed below are as follows:
5.4.1 and 5.4.2
Coverage A - Statutory Limits
Coverage B - $100,000 / $100,000 / $500,000.
5.4.3 and 5.4.5 Commercial General Liability policy will have limits of $1,000,000 combined single
limits (CSL). This policy will include coverage for Explosion, Collapse, and Underground coverage
unless waived by the Owner.
5.4.6: The Comprehensive Automobile Liability Insurance policy will have limits of $1,000,000
combined single limits (CSL).
5.4.9. This policy will include completed operations coverage / product liability coverage with limits of
$1,000,000 combined single limits (CSL). This policy shall also include an Umbrella Excess Liability
Utilities BRT Supplementary Conditions
January 2012
00800-2
as follows: General liability and automobile liability insurance in an amount not less than $1,000,000
per occurrence in excess of the above stated primary limits.
SC-6 CONTRACTOR'S RESPONSIBILITIES
SC-6.14.3. Add the following new paragraph immediately following paragraph 6.14.2 of the General
Conditions:
6.14.3.1. The following Laws or Regulations are included in the Contract Documents as
mandated by statute or for the convenience of the CONTRACTOR. Other Laws and
Regulations apply which are not included herein, and are within the CONTRACTOR'S
duty and responsibility for compliance thereto:
6.14.3.2. Notice to owners of Underground Facilities is required prior to excavations in the
vicinity of such facilities.
6.14.3.2. Unless otherwise decided by reason of the amount of the Contract Price involved,
or other good reason, before or at the time that the contract is awarded to a corporation
outside the State of Colorado, such corporation must carry out the proper procedure to
become authorized to do business in the State of Colorado, designate a place of
business therein, and appoint an agent for service of process. Such corporation must
furnish the OWNER with a certificate from the Secretary of State of Colorado, has been
issued by its office and there shall also be procured from the Colorado Secretary of State
a photostatic or certified copy of the designated place of business and appointment of
agent for service of process, or a letter from the Colorado Secretary of State that such
designation of place of business and agent for service of process have been made.
6.14.3.3 The CONTRACTOR must conform to the rules and regulations of the Industrial
Commission of Colorado. Particular reference is made to rules and regulations
governing excavation Work adopted by the Industrial Commission of Colorado.
SC-11 CHANGE OF CONTRACT PRICE
SC-11.6.2.7. Add the following new paragraph to paragraph 11.6.2 of the General Conditions.
11.6.2.7. Cost of the Work. Allowances for profit, overhead and mark-up prescribed by
Article 4 of the Agreement shall be used in lieu of any CONTRACTOR'S fee, overhead,
profit or mark-up allowances as prescribed in paragraphs 11.6.2.1, 11.6.2.2 and 11.6.2.3.
6-1415 !
SC-12.3.
12.3
SC-14
SC- 14.1.
14.1.
Utilities BRT
January 2012
CHANGE OF CONTRACT TIMES
Add the following language to the end of paragraph 12.3 of the General Conditions.
... Lost days due to abnormal weather conditions will be allocated as required.
PAYMENTS TO CONTRACTOR AND COMPLETION
Add the following language to the end of paragraph 14.1 of the General Conditions.
Schedule of values ... Progress payments on the negotiated not -to -exceed fee shall be
based on a time and materials basis.
Supplementary Conditions
SECTION 00525
• WORK ORDER, NOTICE OF AWARD AND BID SCHEDULE
TO: Connell Resources, Inc.
W. O. No. SCPPq-BRT-011212
PURCHASE ORDER: 7Ia 030
TITLE: Utilities Improvements along the BRT — Phase 2
ENGINEERS: Stantec Consulting Services, Inc.
OWNER'S REPRESENTATIVE: Sue Paquette
NOTICE OF AWARD DATE: January 13, 2012
OWNER: CITY OF FORT COLLINS (hereinafter referred to as OWNER)
1. WORK. You are hereby notified that your bid dated January 11,2012, for the above Work Order
has been considered. Pursuant to your AGREEMENT with OWNER dated February 16, 2010 you have
been awarded a Work Order for this Work Order Description:
• A. See Section 01100 — Summary of Work.
2. CONTRACT PRICE, BONDS, AND CERTIFICATES. The price of your Work Order is $40,900.
Pursuant to the AGREEMENT and the Contract Documents, Performance and Payment Bonds and
insurance are required.
3. CONTRACT TIMES. Pursuant to the AGREEMENT and the Contract Documents, the date for
Substantial Completion of this Work Order is March 2, 2012, and after Substantial Completion, the
number of days for Final Payment and Acceptance is 60 Calendar days.
4. LIQUIDATED DAMAGES. OWNER and CONTRACTOR recognize that time is of the essence of
this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times
specified in paragraph 3 above, plus any extensions thereof allowed in accordance with Article 12 of
the General Conditions. They also recognize the delays, expenses and difficulties involved in proving
in a legal proceeding the actual loss suffered by OWNER if the Work is not completed on time.
Accordingly instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated
damages for delay (but not as penalty) CONTRACTOR shall pay OWNER the amounts set forth
hereafter.
1) Substantial Completion: Five Hundred Dollars ($500.00) for each calendar day or
fraction thereof that expires after March 2, 2012 until the work is Substantially
Complete.
aUtilities BRT Work Order, Notice of Award and
January 2012 Bid Schedule
00525-1
171
SECTION 00900
ADDENDA, MODIFICATIONS, AND PAYMENT
00950 Contract Change Order
00960 Application for Payment
El
OUtilities BRT Addenda, Modifications, & Payment
January 2012
00900-1
0 PROJECT TITLE:
CONTRACTOR:
PROJECT NUMBER:
DESCRIPTION:
SECTION 00950
CHANGE ORDER NO.
Utilities BRT Phase 2
Connell Resources. Inc.
1. Reason for change:
2. Description of Change:
3. Change in Contract Cost:
4. Change in Contract Time:
ORIGINAL CONTRACT COST
TOTAL APPROVED CHANGE ORDERS
TOTAL PENDING CHANGE ORDERS
TOTAL THIS CHANGE ORDER
TOTAL % OF THIS CHANGE ORDER
TOTAL C.O.% OF ORIGINAL CONTRACT
ADJUSTED CONTRACT COST
(Assuming all change orders approved)
ACCEPTED BY:
ACCEPTED BY:
REVIEWED BY:
Contractor's Representative
Special Projects Manager
Senior Engineer
0.00
0.00
0.00
0.00
DATE:
DA
APPROVED BY: DATE:
Water Field Services & Ops Manager
APPROVED BY: DATE:
Purchasing Agent over $60,000
cc: Project File
Contractor
Purchasing
0 Utilities BRT
January 2012
Contract Change Order
00950-1
DIVISION 1 - GENERAL REQUIREMENTS
•
SECTION 01110
SUMMARY OF WORK
SECTION 01140
CONTRACTOR'S USE OF PREMISES
SECTION 01180
UTILITY SOURCES
SECTION 01270
MEASUREMENT AND PAYMENT
SECTION 01310
PROJECT MEETINGS
SECTION 01320
CONSTRUCTION SCHEDULES
SECTION 01330
SUBMITTALS
SECTION 01425
STANDARD REFERENCES
SECTION 01450
MATERIALS TESTING
SECTION 01555
TRAFFIC REGULATIONS
SECTION 01635
SUBSTITUTIONS AND PRODUCT OPTIONS
SECTION 01650
MATERIAL DELIVERY, STORAGE, AND HANDLING
SECTION 01710
SITE CONDITIONS
SECTION 01715
TREE, LANDSCAPE, VEGETATION, AND WETLAND PROTECTION
SECTION 01720
FIELD ENGINEERING AND SURVEYING
SECTION 01745
ENVIRONMENTAL CONTROLS
SECTION 01780
CONTRACT CLOSE-OUT
•
Utilities BRT Division 1 Table of Contents
January 2012 Division 1 TOC - 1
SECTION 01110
SUMMARY OF WORK
• PART GENERAL
1.01 SECTION INCLUDES
A. Site location and description.
B. Project description.
C. Scope of work and work sequence.
D. Underground utilities.
1.02 SITE LOCATION AND DESCRIPTION
A. Choice Center
1. The site of the work is located approximately at near the southwest corner of the
intersection of Prospect Road and College Avenue, Fort Collins, Colorado as shown
on the Drawings.
1.03 PROJECT DESCRIPTION
A. General Conditions - Provide:
1. Mobilization & Field Overhead
2. Traffic Control (By CoFC)
B. Stormwater Management - Provide:
3. Erosion & Settlement Control Allowance
4. SWMP Inspections
C. Landscaping — Provide and Install:
D. Miscellaneous Work Items & Allowances — Provide and Install:
1.04 WORK SEQUENCE
A. The Work Sequence is to be submitted as part of the construction schedule required in
Section 01320 (Construction Schedules) and Section 01330 (Submittals). Construction
of the project shall begin within seven (7) calendar days of the date of Notice to
Proceed.
1.05 UNDERGROUND UTILITIES
A. It shall be the responsibility of the CONTRACTOR to verify the existence and location of
• all underground utilities along the route of the work and to coordinate the construction
schedules with these utility owners. See Section 01180 for a list of Utility Sources.
Utilities BRT Summary of Work
January 2012 01110-1
B. Known utilities and structures adjacent to or encountered in the work are shown on the
• Drawings. The locations shown are taken from existing records and the best
information available from existing utility plans, however, there may be some
discrepancies and omissions in the locations and quantities of utilities and structures
shown. Those shown are for the convenience of the CONTRACTOR only, and no
responsibility is assumed by either the OWNER or the ENGINEER for their accuracy or
completeness.
C. The CONTRACTOR shall field verify all utilities and coordinate construction with utility
owners prior to starting construction. The CONTRACTOR shall be responsible for
protecting utilities during construction and scheduling utility adjustments to eliminate
conflict with progress of the work. Any damage to existing utilities shall be repaired at
no additional cost to the OWNER.
D. The CONTRACTOR shall notify the ENGINEER immediately of any field condition not
consistent with the contract documents.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
• END OF SECTION
Utilities BRT Summary of Work
January 2012 01110-2
E
SECTION 01140
CONTRACTOR'S USE OF PREMISES
PART1 GENERAL
1.01 SECTION INCLUDES
A. The CONTRACTOR may use the OWNER's property designated within the construction
limits shown on the Drawings for equipment and materials as long as he confines his
operations to those permitted by local laws, ordinance and permits and meets the
following requirements:
1. Do not unreasonably encumber site with materials or equipment.
2. Assume full responsibility for protection and safekeeping of products stored on
premised.
3. Move any stored products which interfere with operations of the OWNER.
4. Obtain and pay for use of additional storage or work areas needed for
operations.
1.02 LIMITS OF CONSTRUCTION
A. The CONTRACTOR must maintain all construction activities within the OWNER's
property and/or construction easements and limits of the project, or other stated areas,
is unless permits and/or written permission are obtained by the CONTRACTOR, from
appropriate authorities or private property owners, outside of these areas. Contractor
shall fence all easements and work areas. Fences shall be substantial in size and type
to prevent injury to persons and animals and prevent domestic animals (i.e. horses,
cattle, livestock, etc.) from entering in or across the construction site. The temporary
permits must be secured and paid for by the CONTRACTOR at no extra cost to the
OWNER. Any temporary permits secured must be in writing and a copy of same
provided to the ENGINEER.
1.03 SECURITY
A. The CONTRACTOR shall at all times be responsible for the security of his facilities and
equipment. The OWNER will not take responsibility for missing or damaged equipment,
tools, or personal belongings of the CONTRACTOR.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
•Utilities BRT
January 2012
END OF SECTION
01140-1
Contractor's Use of Premises
i
r1
THIS PAGE INTENTIONALLY LEFT BLANK
Utilities BRT Contractor's Use of Premises
January 2012 01140-2
SECTION 01180
UTILITY SOURCES
• PART1 GENERAL
1.01 SECTION INCLUDES
A. Names and telephone numbers of affected agencies and utilities in the area are listed
below for the CONTRACTOR's convenience. The CONTRACTOR assumes all
responsibility of contacting these agencies and verification of telephone numbers.
1.
Water
Fort Collins Utilities
(970) 221-6700
2.
Sanitary Sewer
Fort Collins Utilities
(970) 221-6700
3.
Stormwater
Fort Collins Utilities
(970) 221-6700
4.
Electrical
Fort Collins Utilities
(970) 221-6700
6.
Engineering
City of Fort Collins
(970) 221-6605
7.
Traffic
City of Fort Collins
(970) 221-6615
8.
Gas
Xcel Energy
(800) 895-2999
9.
Telephone
Qwest
(800) 573-1311
10.
Cable TV
Comcast
(800) 266-2278
11.
One -Call Utility Locates
(800) 922-1987
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
•
Utilities BRT
January 2012
END OF SECTION
01180-1
Utility Sources
• PART1 GENERAL
•
1.01 SECTION INCLUDES
SECTION 01270
MEASUREMENT AND PAYMENT
A. The work performed under this Agreement shall be paid for on a Time and Materials
basis. The quantities provided on the Bid Schedule are only estimates of the actual
quantities of the work to be performed, and are only included for purposes of making the
award and establishing a basis for estimating the probable cost of the Work. The actual
amounts of work performed and materials furnished may differ from the estimated
quantities. The basis of payment for work and materials bid as time and materials will
be the actual amount of approved work done and materials furnished. The
CONTRACTOR agrees that he will make no claim for damages, anticipated profits, or
otherwise on account of any difference between the amounts of work actually performed
and materials actually furnished and the estimated amount for bid items.
Payment shall be made only for those items included in the Bid Schedule. All costs
incurred shall comply with the provisions of these Specifications and shall be included in
the price bid for the associated items in the Bid Schedule. Except as may be otherwise
stipulated, the OWNER will furnish no material, labor or equipment. The quantity of
work, which will be considered for payment, is the actual cost of the work plus
CONTRACTOR'S markups in accordance with all relative Specifications and
Agreements.
END OF SECTION
Utilities BRT Measurement and Payment
January 2012 01270 -1
SECTION 01310
. PROJECT MEETINGS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Pre -Construction Conference: A Pre -Construction Conference will be held after Notice
of Award and before the Notice to Proceed, the date, time and location will be
determined after Notice of Award.
The conference shall be attended by:
1. CONTRACTOR and CONTRACTOR's Superintendent
2. CONTRACTOR's Surveyor and Subcontractors
2. ENGINEER
3. OWNER
4. Others as requested by the CONTRACTOR, OWNER, or ENGINEER.
Unless previously submitted to the OWNER, the CONTRACTOR shall bring to the
conference a tentative schedule of the construction project, include in the schedule shop
drawings and other submittals.
The purpose of the conference is to designate responsible personnel and establish a
• working relationship. Matters requiring coordination will be discussed and procedures
for handling such matters established. The agenda will include:
1. CONTRACTOR's tentative Schedule
2. Permit applications and submittals, including 402 Permit, SWMP, and Traffic
Control Plan
3. Transmittal, review and distribution of CONTRACTOR's submittals
4. Processing applications for payment
5. Maintaining record documents
6. Critical work sequencing
7. Field decision and change orders
8. Use of premises, office and storage areas, staging area, security, housekeeping,
and OWNER's needs
9. CONTRACTOR's assignment of safety and first aid
B. Construction Progress Meetings: Progress meetings will be conducted weekly or at
some other frequency, if approved by the OWNER, ENGINEER and CONTRACTOR.
These meetings shall be attended by the OWNER, the ENGINEER, the
CONTRACTOR's representative and any others invited by these people.
The meeting will be conducted by the ENGINEER and the ENGINEER will arrange for
keeping the minutes and distributing the minutes to all persons in attendance.
The agenda of these project meetings will include construction progress, the status of
submittal reviews, status of information requests, critical work sequencing, review of
Utilities BRT Project Meetings
January 2012 01310-1
2) Final Acceptance: After Substantial Completion Two Hundred Dollars ($200.00) for
• each calendar day or fraction thereof that expires after the 60 calendar day period for
Final Payment and Acceptance until the Work is ready for Final Payment and
Acceptance.
5. EXECUTION. Three (3) copies of this proposed Work Order & Notice of Award, and accompanying
amendments or supplements to the Contract Documents (except any applicable Drawings)
incorporated herein, are provided. Four (4) sets of any applicable Drawings will be delivered separately
or otherwise made available to you immediately. You must comply with the following conditions
precedent within fifteen (fifteen) days of the date of this Notice of Award, that is, by January 28,2012.
A. You must deliver to OWNER three (3) fully -executed counterparts of this Work Order,
including all amendments or supplements to the Contract Documents incorporated
herein. Each Work Order must bear your signature as provided.
B. You must deliver with the executed Work Order the Contract Security (Bonds) and
insurance, as specified in the Agreement,
Failure to comply with these conditions within the time specified will entitle OWNER to consider your
Bid abandoned and to annul this Work Order & Notice of Award. Within ten (10) days after you comply
with those conditions, OWNER will return to you one (1) fully -signed counterpart of this Work Order with
any amendments or supplements to the Contract Documents attached.
CONTRACTOR'S NOTICE OF AWARD REPRESENTATION & EXECUTION:
CONTRACTOR agrees to perform the services identified above, in accordance with the terms and
isconditions contained herein and in the AGREEMENT dated February 16, 2010 and the NOTICE OF
AWARD dated January 13, 2012, between the parties. In the event of a conflict between or ambiguity
in the terms of the AGREEMENT or specific Work Orders, the AGREEMENT shall control.
CONTRACT onnell Resources, Inc.
By:
Name: 0 Lki ✓VI. G%r✓N
OWNER'S ACCEPTANCE & EXECUTION:
Date: / / /q //?
Title: Z/ce pe f ,'04,L-
This Work Order and the attached Contract Documents are hereby accepted and incorporated herein
by this reference and the attached Notice to Proceed is hereby given.
ACCEPTANCE: Date: I-13-12
Sue Paquette, Vecial /P�ro�jects Manager
%%'Gt Reviewed By: f , 11t7—A' NAon a r4kd4 Date: /2
Owen Randall, Senior Engineer
Approved By: e (�i / Date: / Z
Jon Haukaas, Water Engineering and Field Services 411
Operations Manager
Utilities BRT
January 2012
Work Order, Notice of Award and
Bid Schedule
00525-2
•
•
strategies for connections into existing facilities, status of field orders and change orders,
and any general business.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Utilities BRT Project Meetings
January 2012 01310-2
SECTION 01320
CONSTRUCTION SCHEDULES
1.01 SECTION INCLUDES
A. Prepare detailed schedule of all construction operations and procurements to be reviewed
by parties attending the preconstruction conference.
Schedule shall be approved by the OWNER and ENGINEER prior to Notice to Proceed.
1.02 FORMAT AND SUBMISSIONS
A. Prepare construction and procurement schedules in a graphic format suitable for displaying
scheduled and actual progress.
B. Submit four (4) copies of each schedule to the OWNER and -ENGINEER for review.
The ENGINEER will return one copy to the CONTRACTOR with revisions suggested or
necessary for coordination of the Work with the needs of the OWNER or others.
1.03 CONTENT
A. Construction Progress Schedule
1. Show the complete work sequence of construction by activity and location.
2. Show the dates for the beginning and completion of major task items. At a minimum,
show the following items for Choice Center Utilities Sewer Construction Activities:
• Landscaping
• Miscellaneous Work Items & Allowances
Show projected percentage of completion for each item as of the first day of the
month.
B. Report of delivery of equipment and materials.
1. Show delivery status of critical and major items of equipment and materials.
2. Include a schedule which includes the critical path for Shop Drawings, tests, and
other submittal requirements for equipment and materials.
1.04 PROGRESS REVISIONS
A. Submit revised schedules and reports when changes are foreseen, when requested by
OWNER or ENGINEER, and with each application for progress payment.
B. Show changes occurring since previous submission.
1. Actual progress of each item to date.
•Utilities BRT Construction Schedules
January 2012 01320-1
•
2. Revised projections of progress and completion.
1.05 OWNER'S RESPONSIBILITY
A. OWNER's review is only for the purpose of checking conformity with the Contract
Documents and assisting CONTRACTOR in coordinating the Work with the needs of the
Project.
B. It is not to be construed as relieving CONTRACTOR from any responsibility to determine the
means, methods, techniques, sequences and procedures of construction as provided in the
General Conditions.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
Utilities BRT
January 2012
END OF SECTION
01320-2
Construction Schedules
SECTION 01330
SUBMITTALS
• PART1 GENERAL
1.01 SECTION INCLUDES
A. Requirements:
Where required by the Specifications, the CONTRACTOR shall submit
descriptive information that will enable the ENGINEER to determine whether the
CONTRACTOR's proposed materials, equipment, methods of work are in
general conformance to the design concept and in accordance with the Drawings
and Specifications. The information submitted may consist of drawings,
specifications, descriptive data, certificates, samples, test results, product data,
and such other information, all as specifically required in the Specifications. In
some instances, specified submittal information describes some, but not all
features of the material, equipment, or method of work.
2. The CONTRACTOR shall be responsible for the accuracy and completeness of
the information contained in each submittal and shall assure that the material,
equipment, or method of work shall be as described in the submittal. The
CONTRACTOR shall verify that all features of all products conform to the
requirements of the Drawings and Specifications. The CONTRACTOR shall
ensure that there is no conflict with other submittals and notify the ENGINEER in
each case where its submittal may affect the work of another CONTRACTOR or
• the OWNER. The CONTRACTOR shall ensure coordination of submittals
among the related crafts and subcontractors.
3. Submittals will be reviewed for overall design intent and returned to
CONTRACTOR with action to be indicated by the ENGINEER. It shall be the
CONTRACTOR's responsibility to assure that previously accepted documents
are destroyed when they are superseded by a resubmittal as such.
4. It shall be the CONTRACTOR's responsibility to ensure that required items are
corrected and resubmitted. Any work done before approval shall be at the
CONTRACTOR's own risk.
B. Submittal Procedure:
Unless a different number is called for in the individual sections, six (6) copies of
each submittal and sample are required, four (4) of which will be retained by the
ENGINEER. The CONTRACTOR shall receive two (2) copies in return. Faxed
submittals will not be accepted. As an alternate, submittals may be posted on a
"share site" such as Sharepoint, for review by the ENGINEER or OWNER. All
other requirements of this section shall apply.
2. Submittals that are related to or affect each other shall be forwarded
simultaneously as a package to facilitate coordinated review. Uncoordinated
is
submittals will be rejected.
Utilities BRT Submittals
January 2012 01330-1
• 3. If the items or system proposed are acceptable but the major part of the
individual drawings or documents are incomplete or require revision, the
submittal will be returned with requirements for completion.
4. The right is reserved for the ENGINEER to require submittals in addition to those
called for in individual sections.
5. Submittals regarding material and equipment shall be submitted directly to the
ENGINEER and will be accompanied by a transmittal form. A separate form
shall be used for each specific item, class of material, equipment, and items
specified in separate discrete sections for which the submittal is required.
Submittals for various items shall be made with a single form when the items
taken together constitute a manufacturer's package or are so functionally related
that expediency indicates checking or review of the group or package as a whole.
6. A unique number, sequentially assigned, shall be noted on the transmittal form
accompanying each item submitted. Original submittal numbers shall have the
following format: "XXX-Y;" where "XXX" is the originally assigned submittal
number and "Y" is a sequential letter assigned for resubmittals (i.e., A, B, or C
being the first, second and third resubmittals, respectively). Submittal 25B, for
example, is the second resubmittal of Submittal 25.
7. If the CONTRACTOR proposes to provide material, equipment, or method of
work that deviates from the Contract Documents, it shall indicate so under
"deviations" on the transmittal form accompanying the submittal copies.
• 8. Submittals that do not have all the information required to be submitted, including
deviations, are not acceptable and will be returned without review.
C. Review Procedure:
1. Submittals are specified for those features and characteristics of materials,
equipment, and methods of operation that can be selected based on the
CONTRACTOR's judgment of their conformance to the requirements of the
Drawing and Specifications. Other features and characteristics are specified in a
matter that enables the CONTRACTOR to determine acceptable options without
submittals. The review procedure is based on the CONTRACTOR's guarantee
that all features and characteristics not requiring submittals conform to the
Drawings and Specifications. Review shall not extend to means, methods,
techniques, sequences, or procedures of construction or to verifying quantities,
dimensions, weights or gages, or fabrication processes (except where
specifically indicated or required by the Specifications) of separate items, and as
such, will not indicate approval of the assembly in which the item functions.
2. Unless otherwise specified, within twenty-one (21) calendar days after receipt of
the submittal, the ENGINEER will review the submittal and return copies. The
returned submittal will indicate one of the following actions:
a. If the review indicates that the material, equipment, or work method
complies with the Specifications, submittal copies will be marked "NO
Utilities BRT Submittals
January 2012 01330-2
EXCEPTIONS TAKEN". In this event, the CONTRACTOR may begin to
• implement the work method or incorporate the material or equipment
covered by the submittal.
b. If the review indicates limited corrections are required, copies will be
marked "FURNISH AS NOTED". The CONTRACTOR may begin
implementing the work method or incorporating the material and
equipment covered by the submittal in accordance with the noted
corrections. Where submittal information will be incorporated in
Operation and Maintenance data, a corrected copy shall be provided.
CJ
C. If the review indicates that the submittal is insufficient or contains
incorrect data, copies will be marked "REVISE AND RESUBMIT". Except
at its own risk, the CONTRACTOR shall not undertake work covered by
this submittal until it has been revised, resubmitted and returned marked
either "NO EXCEPTIONS TAKEN" or "FURNISH AS NOTED".
d. If the review indicates that the material, equipment, or work method do
not comply with the Specifications, copies of the submittal will be marked
"REJECTED". Submittals with deviations that have not been identified
clearly may be rejected. Except at its own risk, the CONTRACTOR shall
not undertake the work covered by such submittals until a new submittal
is made and returned marked either "NO EXCEPTIONS TAKEN" or
"FURNISH AS NOTED".
D. Drawing:
1. The term "shop drawings' includes drawings, diagrams, layouts, schematic,
descriptive literature, illustrations schedules performance and test data, and
similar materials furnished by CONTRACTOR to explain in detail specific
portions of the work required by the Contract
2. CONTRACTOR shall coordinate all such drawings, and review them for legibility,
accuracy, completeness and compliance with contract requirements and shall
indicate this approval thereon as evidence of such coordination and review.
Shop drawing submitted to the ENGINEER without evidence of CONTRACTOR's
approval will be returned for resubmission.
3. Shop drawing shall be clearly identified with the name and project number of this
contract, and references to applicable specification paragraphs and contract
drawings. When catalog pages are submitted, applicable items shall be clearly
identified.
4. CONTRACTOR shall stamp his approval on shop drawings prior to submission to
the ENGINEER as indication of his checking and verification of dimensions and
coordination with interrelated items. Stamp shall read:
"(CONTRACTOR's Name) represents that we have determined and
verified all field dimensions and measurements, field construction criteria,
materials, catalog numbers and similar data, and that we have checked
Utilities BRT Submittals
January 2012 01330-3
with the requirements of the Specifications and Drawings, the Contract
• Documents, and General Conditions".
Marks on drawings by CONTRACTOR shall not be in red. Any marks by
CONTRACTOR shall be duplicated on all copies submitted.
5. If shop drawings show variations from contract requirements, CONTRACTOR
shall describe such variations in writing, separate from the drawings, at time of
submission. All such variations must be approved by the ENGINEER. If
ENGINEER approves any such variations, he shall issue an appropriate contract
modification, except that, if the variation is minor and does not involve a change
in price or in time of performance, a modification need not be issued.
6. Should the CONTRACTOR propose any item on his shop drawings or
incorporate an item into the work, and that item should subsequently prove to be
defective or otherwise unsatisfactory, (regardless of the ENGINEER's preliminary
review), the CONTRACTOR shall, at his own expense, replace the item with
another item that will perform satisfactorily.
E. Certificates:
For those items called for in individual sections, furnish six (6) certificates of compliance
from manufacturers or suppliers certifying that materials or equipment being furnished
under the Contract comply with the requirements of these Specifications.
F. Samples:
Samples shall be sufficient in size to clearly illustrate functional characteristics and full
range of color, texture, and pattern.
G. Effect of Review of CONTRACTOR's Submittals:
Review of drawings, data, methods of work, or information regarding materials or
equipment the CONTRACTOR proposes to provide, shall not relieve the contractor of its
responsibility for errors therein and shall not be regarded as an assumption of risks or
liability by the ENGINEER or the OWNER, or by any officer or employee thereof, and the
CONTRACTOR shall have no claim under the Contract on account of the failure or
partial failure, of the method of work, material, or equipment so reviewed. A mark of "NO
EXCEPTIONS TAKEN" or "FURNISH AS NOTED" shall mean that the OWNER has no
objection to the CONTRACTOR, upon its own responsibility, using the plan or method of
work proposed, or providing the materials or equipment proposed.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
0 END OF SECTION
Utilities BRT
January 2012 01330-4
Submittals
SECTION 01425
STANDARD REFERENCES
PART GENERAL
1.1 SECTION INCLUDES
A. Reference to standards, specifications, manuals, or codes of any technical society,
organization, or association, or to the laws or regulations of any governmental authority,
whether such reference be specific or by implication, shall mean the latest standard
specification, manual, code, or laws or regulations in effect at the time of opening of
Bids, except as may be otherwise specifically stated. However, no provision of any
referenced standard, specifications manual or code (whether or not specially
incorporated by reference in the Contact Documents) shall be effective to change the
duties and responsibilities of OWNER, CONTRACTOR, or ENGINEER, or any of their
consultants, agents or employees from those set forth in the Contract Documents, nor
shall it be effective to assign to ENGINEER, or any of ENGINEER's Consultants, agents,
or employees, any duty or authority to supervise or direct the furnishing or performance
of the Work.
Whenever used in the Contract Documents, the following abbreviations will have the
meanings listed:
AASHTO American Association of State Highway and Transportation Officials
444 North Capital Street, N.W., Suite 225
• Washington, DC 20001
ACI American Concrete Institute
P. O. Box 19150
Detroit, MI
ACPA American Concrete Pipe Association
AISC American Iron and Steel Institute
150 East 42nd Street
New York. NY 10017
AISI American Iron and Steel Institute
150 East 42nd Street
New York, NY 10017
ANSI American National Standards Institute, Inc.
1430 Broadway
New York, NY 10017
AREMA American Railway Engineering and Maintenance -of -Way Association
8201 Corporate Drive, Suite 1125
Landover, MD 20785
Utilities BRT Standard References
January 2012 01425-1
ASCE American Society of Civil Engineers
345 East 47th Street
New York, NY 10017
ASTM American Society of Testing and Materials
1916 Race Street
Philadelphia, PA 19103
ATSSA American Traffic Safety Services Association
BOCA Building Officials and Code Administrators
17926 Halstead
Homewood, IL 60430
CCA Colorado Contractors Association
CISPI Cast Iron Soil Pipe Institute
CRSI Concrete Reinforcing Steel Institute
180 North LaSalle Street
Chicago, IL 60601
CSI Construction Specifications Institute
DIPRA Ductile Iron Pipe Research Associations
• EPA Environmental Protection Agency
FEDSPEC Federal Specifications
General Services Administration Specification
and Consumer Information Distribution Branch
Washington Navy Yard, Building 197
Washington, DC 20407
FEDSTDS Federal Standards (see FEDSPEC)
ICBO International Conference of Building Officials
5360 South Workman Mill Road
Whittier. CA 90601
MILSPEC Military Specifications
Naval Publications and Forms Center
5801 TaborAvenue
Philadelphia, PA 19120
NIST National Institute of Standards and Technology
NPC National Plumbing Code
Utilities BRT Standard References
January 2012 01425-2
NSC
National Safety Council
OSHA
Occupational Safety and Health Act
U.S. Department of Labor
Occupational and Health Administration
San Francisco Regional Office
450 Golden Gate Avenue, Box 30617
PCA
Portland Cement Association
PCI
Prestressed Concrete Institute
PS
Products Standards Section - U.S. Depart. of Commerce
SSPC Steel Structures Painting Council
SSPWC Standard Specifications for Public Works Construction
Building News, Inc.
3055 Overhead Avenue
Los Angeles, CA 90034
TCA Title Council of America
UBC Uniform Building Code
• Published by ICBO
UL Underwriter's Laboratory
207 East Ohio Street
Chicago, I.L 60611
UMC Uniform Mechanical Code
Published by ICBO
UPC Uniform Plumbing Code
Published by IAPMO
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
WJUtilities BRT Standard References
anuary 2012 01425-3
OWNER: CITY OF FORT COLLINS
• By: Date:
James B. O'Neill II, CPPO, FNIGP
Director of Purchasing and Risk Management
Utilities BRT Work Order, Notice of Award and
January 2012 Bid Schedule
00525-3
•
SECTION 01450
MATERIALS TESTING
PART1 GENERAL
1.01 SECTION INCLUDES
A. Provide such equipment and facilities as are required for conducting field tests and for
collecting and forwarding samples. Do not use any materials or equipment represented
by samples until tests, if required, have been made and the materials or equipment
found to be acceptable. Any product which becomes unfit for use after approval thereof
shall not be incorporated into the work.
B. Tests shall be made by an accredited testing laboratory selected by the OWNER.
Except as otherwise provided, sampling and testing of all materials and the laboratory
methods and testing equipment shall be in accordance with the latest standards and
tentative methods of the American Society for Testing Materials (ASTM), and the
American Association of Highway and Transportation Officials (AASHTO).
C. Where additional or specific information concerning testing methods, sample sizes, etc.,
is required, such information is included under the applicable sections of the
Specifications. Any modification of, or elaboration on, these test procedures which may
be included for specific materials under their respective sections in the Specifications
shall take precedence over these procedures.
0 1.02 OWNER'S RESPONSIBILITIES
is
A. The OWNER shall be responsible for and shall pay all costs in connection with the
following testing:
1. Soils compaction tests
2. Trench backfill
3. Pipe and structural bedding
4. Tests not called for by the Specifications of materials delivered to the site
5. Concrete tests
6. Pavement tests
1.03 CONTRACTOR'S RESPONSIBILITIES
A. In addition to those inspections and tests called for in the General Conditions,
CONTRACTOR shall also be responsible for and shall pay all costs in connection with
testing required for the following:
Utilities BRT Materials Testing
January 2012 01450-1
•
•
1. Concrete materials and mix designs.
2. Design of asphalt mixtures.
3. Gradation tests for embankment, fill and backfill materials.
4. All performance and field testing specifically called for by the Specifications.
5. All retesting for work or materials found defective or unsatisfactory, including
tests covered under 1.02 above.
6. Water quality testing required by discharge permits.
1.04 TRANSMITTAL OF TEST REPORTS
Written reports of tests and engineering data furnished by CONTRACTOR for ENGINEER's
review of materials and equipment proposed to be used in the work shall be submitted as
specified for Shop Drawings.
The testing laboratory retained by the OWNER will furnish six (6) copies of a written report of
each test performed by laboratory personnel in the field or laboratory. Three (3) copies of each
test report will be transmitted to the ENGINEER, one (1) copy to the CONTRACTOR, and two
(2) copies to the OWNER within seven (7) days after each test is completed. Results of tests
performed on site will be relayed to the ENGINEER and CONTRACTOR before the testing
firm's personnel leave the work site.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
Utilities BRT
January 2012
END OF SECTION
01450-2
Materials Testing
E
SECTION 01555
TRAFFIC REGULATION
PART1 GENERAL
1.01 SECTION INCLUDES
A. Conformance: City of Fort Collins Work Area Traffic Control Handbook, Larimer County
Urban Area Street Standards, Manual of Uniform Traffic Control Devices (U.S. Department
of Transportation), or applicable statutory requirements of authority having jurisdiction.
Fort Collins Handbook takes precedence over Manual of Uniform Traffic Control Devices.
B. Operations on or about traffic areas and provisions for regulating traffic will be subject to
the regulation of governmental agencies having jurisdiction over the affected areas.
C. Keep traffic areas free of excavated material, construction equipment, pipe, and other
materials and equipment.
D. Keep fire hydrants and water control valves free from obstruction and available for use at all
times.
E. Conduct operations in a manner to avoid unnecessary interference with public and private
roads and drives.
Provide and maintain temporary access for businesses and residences.
1.02 TRAFFIC CONTROL PLAN
A. The Traffic Control Plan provided by the OWNER is to be used as a guideline for the
CONTRACTOR. Adjustments to the approved plan may be required by the OWNER based
on actual traffic operation.
B. Traffic control shall be provided by the City of Fort Collins.
1.03 FLAGMEN
A. Required where necessary to provide for public safety, or the regulation of traffic, or by
jurisdictional authorities.
B. Shall be properly equipped and certified by American Traffic Safety Services
Associations (ATSSA) and/or Colorado Contractors Association (CCA).
1.04 WARNING SIGNS AND LIGHTS
A. Provide barricades and warning signs for:
Open trenches and other excavations.
2. Obstructions, such as material piles, equipment (moving or parked), piled
embankment.
Utilities BRT Traffic Regulations
January 2012 01555-1
B. Illuminate by means of warning lights all barricades and obstructions from sunset to
sunrise.
C. Protect roads and driveways by effective barricades on which are placed acceptable
warning signs.
D. Barricades and warning signs must be acceptable to the ENGINEER.
1.05 PARKING
A. The CONTRACTOR shall designate parking areas with the approval of the OWNER for
the use of all construction workers and others performing work or furnishing services in
connection with the project so as avoid interference with public traffic, OWNER's
operations, or construction activities.
1.06 ROADWAY USAGE BETWEEN OPERATIONS
A. At all times when work is not actually in progress, CONTRACTOR shall make passable
and shall open to traffic such portions of the project and temporary roadways or portions
thereof as may be agreed upon between CONTRACTOR and OWNER and all
authorities having jurisdiction over any properties involved.
B. Except when actually working in the roadway, all local roads (Taft Hill Road, Prospect
Road, Castlerock Drive, Elizabeth Street and Glenmoor Drive) shall remain open to
traffic at all times.
0 PART 2 PRODUCTS (Not Applicable)
0
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Utilities BRT Traffic Regulations
January 2012 01555-2
•
•
•
SECTION 01635
SUBSTITUTIONS AND PRODUCT OPTIONS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Description:
Utilities BRT
January 2012
1. This section describes the procedure required by the CONTRACTOR for product
substitutions.
2. Requests for Substitution:
a. Base all bids on materials, equipment and procedures specified.
b. Certain types of equipment and kinds of material are described in
specifications by means of trade names and catalog numbers, and/or
manufacturer's names. Where this occurs, it is not intended to exclude
from consideration such types of equipment and kinds of material bearing
other trade names, catalog numbers and/or manufacturer's names,
capable of accomplishing purpose of types of equipment or kinds of
material specifically indicated.
C. Other types of equipment and kinds of material may be acceptable to the
OWNER and ENGINEER.
d. Types of equipment, kinds of material and methods of construction, if not
specifically indicated must be approved in writing by ENGINEER and the
OWNER.
3. Submission of Requests for Substitution:
a. After Notice to Proceed, the OWNER/ENGINEER will consider written
requests for substitutions of products, materials, systems or other items.
b. The ENGINEER reserves the right to require substitute items to comply
color and pattern -wise with base specified items, if necessary to secure
"design intent".
C. Submit six (6) copies of request for substitution. Include in request:
1) Complete data substantiating compliance of proposed substitute
with Contract Documents.
2) For products:
i. Product identification, including manufacturer's name.
01635-1
Substitutions and Product Options
ii. Manufacturer's literature, marked to indicate specific
• model, type, size, and options to be considered: Product
description; performance and test data; reference
standards; difference in power demand; dimensional
differences for specified unit.
•
iii. Name and address of similar projects on which product
was used, date of installation, and field performance data.
3) For construction methods:
Detailed description of proposed method.
ii. Drawings illustrating methods.
4) Itemized comparison of proposed substitution with product or
method specified.
5) Data relating to changes in construction schedule.
6) Relation to separate contracts.
7) Accurate cost data on proposed substitution in comparison with
product or method specified.
d. In making request for substitution, or in using an approved substitute
item, Supplier/Manufacturer represents:
1)
2)
3)
4)
4. Substitutions:
He has personally investigated proposed product or method, and
has determined that it is equal or superior in all respects to that
specified and that it will perform function for which it is intended.
He will provide same guarantee for substitute item as for product
or method specified.
He will coordinate installation of accepted substitution into work, to
include building modifications if necessary, making such changes
as may be required for work to be complete in all aspects.
He waives all claims for additional costs related to substitution
which subsequently become apparent.
a. Request sufficiently in advance to avoid delay in construction.
5. CONTRACTOR's Option:
a. For products specified only by reference standards, select any product
meeting standards by any manufacturer, indicate selected type in
submission.
Utilities BRT Substitutions and Product Options
January 2012 01635-2
•
is
0
b. For products specified by naming several products or manufacturers,
select any product and manufacturer named, indicate selected type in
submission.
C. For products specified by naming one or more products, but indicating
option of selecting equivalent products by stating "or equivalent' after
specified product, CONTRACTOR must submit request, as required for
substitution, for any product not specifically named.
6. Rejection of Substitution or Optional Item:
a. Substitutions and/or options will not be considered if:
1) They are indicated or implied on shop drawings, or project data
submittals, without formal request submitted in accordance with
this section.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
Utilities BRT
January 2012
END OF SECTION
01635-3
Substitutions and Product Options
• PART1 GENERAL
•
CJ
SECTION 01650
MATERIAL DELIVERY, STORAGE AND HANDLING
1.01 SECTION INCLUDES
A. Equipment, products and materials shall be shipped, handled, stored, and installed in
ways which will prevent damage to the items. Damaged items will not be permitted
as part of the work except in cases of minor damage that have been satisfactorily
repaired and are acceptable to the ENGINEER.
B. Pipe: Pipe and appurtenances shall be handled, stored, and installed as
recommended by the manufacturer. Pipes with paint, tape coatings, linings or the
like shall be stored to protect the coating or lining from physical damage or other
deterioration. Pipe shipped with interior bracing shall have the bracing removed only
when recommended by the pipe manufacturer.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
END OF SECTION
Utilities BRT Material Delivery, Storage, and Handling
January 2012 01650-1
i
0
9
THIS PAGE INTENTIONALLY LEFT BLANK.
Utilities BRT Material Delivery, Storage, and Handling
January 2012 01650-2
• PART GENERAL
1.01 SECTION INCLUDES
A. General:
SECTION 01710
SITE CONDITIONS
The CONTRACTOR acknowledges that he has satisfied himself as to the nature and
location of the work, the general and local conditions, particularly those bearing upon access
to the site; handling, storage, and disposal of materials; availability of water, electricity and
roads; uncertainties of weather, river stages, water flow rates and levels in irrigation ditches
and canals or similar physical conditions at the site; the conformation and conditions of the
ground; the equipment and facilities needed preliminary to and during the execution of the
work; and all other matters which can in any way affect the work or the cost thereof under
this Contract.
2. The CONTRACTOR further acknowledges that he has satisfied himself as to the character,
quality and quantity of surface and subsurface materials to be encountered from his
inspection of the site and from reviewing any available records of exploratory work furnished
by the OWNER or included in these Documents. Failure by the CONTRACTOR to acquaint
himself with the physical conditions of the site and all the available information will not
relieve him from responsibility for properly estimating the difficulty or cost of successfully
performing the work.
• 3. The CONTRACTOR warrants that as a result of his examination and investigation of all the
aforesaid data that he can perform the work in a good and workmanlike manner and to the
satisfaction of the OWNER. The OWNER assumes no responsibility for any representations
made by any of its officers or agents during or prior to the execution of this Contract, unless
(1) such representations are expressly stated in the Contract, and (2) the Contract expressly
provides that the responsibility therefore is assumed by the OWNER.
PART PRODUCTS
2.01 INFORMATION ON SITE CONDITIONS
A. Any information obtained by the ENGINEER regarding site conditions, subsurface
information, groundwater elevations, existing construction of site facilities, and similar data
will be available for inspection, as applicable, at the office of the ENGINEER upon request.
Such information is offered as supplementary information only. Neither the ENGINEER nor
the OWNER assumes any responsibility for the completeness or interpretation of such
supplementary information.
Differing Subsurface Conditions:
a. In the event that the subsurface or latent physical conditions are found
materially different from those indicated in these Documents, and differing
• materially from those ordinarily encountered and generally recognized as
Utilities BRT Site Conditions
January 2012 01710-1
SECTION 00530
WORK ORDER NOTICE TO PROCEED
• Description of Work: Choice Center
To: Connell Resources, Inc.
This notice is to advise you:
That the contract covering the above described Work has been fully executed by the CONTRACTOR
and the OWNER.
That the required CONTRACTOR's Performance Bond and Payment Bond have been received by the
OWNER.
That the OWNER has approved the said Contract Documents.
Therefore, as the CONTRACTOR for the above described Work, you are hereby authorized and
directed to proceed within fifteen (15) calendar days from receipt of this notice as required by the
Agreement.
Dated this January 12, 2012.
40 The dates for Substantial Completion and Final Acceptance shall be March 2, 2012 and
May 2, 2012, respectively.
Ll
City of Fort Collins
OWNER
I
Sue PagWte
Title Special Projects Manager
ACKNOWLEDGMENT OF NOTICE
Receipt of the above Notice to Proceed is hereby acknowledged this 12th day of January 2012.
Connell Resources, Inc.
CONTRACT
By: I / A
Title: ✓Icc
Utilities BRT Notice to Proceed
January 2012 00530-1
inherent in the character of work covered in these Contract Documents, the
CONTRACTOR shall promptly, and before such conditions are disturbed,
notify the ENGINEER in writing of such changed conditions.
b. The ENGINEER will investigate such conditions promptly and following this
investigation, the CONTRACTOR shall proceed with the work, unless
otherwise instructed by the ENGINEER. If the ENGINEER finds that such
conditions do so materially differ and cause an increase or decrease in the
cost of or in the time required for performing the work, the ENGINEER will
recommend to the OWNER the amount of adjustment in cost and time he
considers reasonable. The OWNER will make the final decision on all
Change Orders to the Contract regarding any adjustment in cost or time for
completion.
2. Underground Utilities:
a. Known utilities and structures adjacent to or encountered in the work are
shown on the Drawings. The locations shown are taken from existing
records and the best information available from existing utility plans,
however, it is expected that there may be some discrepancies and omissions
in the locations and quantities of utilities and structures shown. Those
shown are for the convenience of the CONTRACTOR only, and no
responsibility is assumed by either the OWNER or the ENGINEER for their
accuracy or completeness.
is
PART 3 EXECUTION
3.01 GENERAL
A. Where the CONTRACTOR's operations could cause damage or inconvenience to railway,
telegraph, telephone, television, oil, gas, electricity, water, sewer, or irrigation systems, the
operations shall be suspended until all arrangements necessary for the protection of these
utilities and services have been made by the CONTRACTOR.
B. Notify all utility offices which are affected by the construction operation at least 48 hours in
advance. Under no circumstances expose any utility without first obtaining permission from
the appropriate agency. Once permission has been granted, locate, expose, and provide
temporary support for all existing underground utilities.
C. The CONTRACTOR shall protect all utility poles from damage. If interfering power poles,
telephone poles, guy wires, or anchors are encountered, notify the ENGINEER and the
appropriate utility company at least 48 hours in advance of construction operations to permit
the necessary arrangements for protection or relocation of the interfering structure.
D. The CONTRACTOR shall be solely and directly responsible to the owner and operators of
such properties for any damage, injury, expense, loss, inconvenience, delay, suits, actions,
or claims of any character brought because of any injuries or damage which may result from
the construction operations under this Contract.
• E. Neither the OWNER nor its officers or agents shall be responsible to the CONTRACTOR for
Utilities BRT Site Conditions
January 2012 01710-2
damages as a result of the CONTRACTOR's failure to protect utilities encountered in the
work.
F. If the CONTRACTOR while performing the Contract discovers utility facilities not identified in
the Drawings or Specifications, he shall immediately notify the OWNER, utility, and the
ENGINEER in writing.
G. In the event of interruption to domestic water, sewer, storm drain, or other utility services as
a result of accidental breakage due to construction operations, promptly notify the proper
authority. Cooperate with said authority in the restoration of service as promptly as possible
and bear all costs of repair.
H. The CONTRACTOR shall replace, at his own expense, any and all other existing utilities or
structures removed or damaged during construction, unless otherwise provided for in these
Contract Documents or ordered by the ENGINEER.
3.02 INTERFERING STRUCTURES
A. The CONTRACTOR shall take necessary precautions to prevent damage to existing
structures whether on the surface, aboveground, or underground. An attempt has been
made to show major structures on the Drawings. The completeness and accuracy cannot
be guaranteed, and it is presented simply as a guide to avoid known possible difficulties.
3.03 FIELD RELOCATION
A. During the progress of construction, it is expected that minor relocations of the work will be
necessary. Such relocations shall be made only by direction of the ENGINEER. If existing
structures are encountered that prevent the construction, and that are not properly shown on
the Drawings, notify the ENGINEER before continuing with the construction in order that the
ENGINEER may make such field revision as necessary to avoid conflict with the existing
structures. If the CONTRACTOR shall fail to so notify the ENGINEER when an existing
structure is encountered, and shall proceed with the construction despite the interference, he
shall do so at his own risk.
3.04 EASEMENTS
A. Where portions of the work are located on public or private property, easements and permits
will be obtained by the OWNER. Easements will provide for the use of the property for
construction purposes to the extent indicated on the easements. Copies of these
easements and permits are available upon request to the OWNER. It shall be the
CONTRACTOR's responsibility to determine the adequacy of the easement obtained in
every case and to abide by all requirements and provisions of the easement. The
CONTRACTOR shall confine his construction operations to within the easement limits or
make special arrangements with the property owners or appropriate public agency for the
additional area required. Any damage to property, either inside or outside the limits of the
easements provided by the OWNER, shall be the responsibility of the CONTRACTOR as
specified herein. The CONTRACTOR shall remove, protect, and replace all fences or other
items encountered on public or private property. Before final payment will be authorized by
the ENGINEER, the CONTRACTOR will be required to furnish the OWNER with written
releases from property owners or public agencies where side agreements or special
easements have been made by the CONTRACTOR or where the CONTRACTOR's
Utilities BRT Site Conditions
January 2012 01710-3
�J
0
operations, for any reason, have not been kept within the construction right-of-way obtained
by the OWNER.
B. It is anticipated that the required easements and permits will be obtained before construction
is started. However, should the procurement of any easement or permit be delayed, the
CONTRACTOR shall schedule and perform the work around these areas until such a time
as the easement or permit has been secured.
3.05 LAND MONUMENTS
A. The CONTRACTOR shall notify the ENGINEER of any existing Federal, State, City, County,
and private land monuments encountered. Private monuments shall be preserved, or
replaced by a licensed surveyor at the CONTRACTOR's expense. When Government
monuments are encountered, the CONTRACTOR shall notify the ENGINEER at least two
(2) weeks in advance of the proposed construction in order that the ENGINEER will have
ample opportunity to notify the proper authority and reference these monuments for later
replacement.
END OF SECTION
Utilities BRT Site Conditions
January 2012 01710-4
SECTION 01715
TREE, LANDSCAPE, VEGETATION, AND WETLAND PROTECTION
PART1 GENERAL
1.01 SECTION INCLUDES
A. The work for this section consists of protecting existing trees, landscape, wetlands and
adjacent vegetation. The CONTRACTOR must take special care to avoid damaging existing
trees and vegetation in areas that do not need to be disturbed to complete construction.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION
3.01 SUBMITTAL REQUIREMENTS
A. The CONTRACTOR shall submit a plan for on -site haul of materials prior to construction.
The plans shall include points of access to and from the site and shall show a workable
system of on -site haul routes that protect existing landscaped and wetland areas. This plan
shall be submitted to the ENGINEER for his review and comment prior to the
commencement of any work. The plan will be discussed with the CONTRACTOR to insure
protection of existing vegetation, but the ENGINEER shall not dictate haul routes or
construction methods to the CONTRACTOR.
• 3.02 CONSTRUCTION REQUIREMENTS
A. Protected areas will be marked in the field, one time, by the OWNER and ENGINEER. Nc
access of construction vehicles or workers on foot is permitted through protected areas. Nc
material shall be stockpiled; no equipment shall be parked or repaired within these areas.
B. Trees and vegetation to be saved that do not fall within the limits of protected areas shall be
marked one time in the field by the OWNER and ENGINEER. The CONTRACTOR shall
erect fencing if there is risk of damage caused by construction operations. Vehicular and
pedestrian traffic shall be limited to performing work in areas marked. Through traffic, and
stock piling of equipment and materials are not permitted within marked areas.
C. No construction roads are to be created within the drop lines of any trees or other vegetation
designated to be saved without approval of the ENGINEER.
D. All trees which will be preserved, but are within the limits of construction, must be protected
from all damage associated with construction. A sturdy, physical barrier (florescent orange
in color) must be fixed in place around each tree for the duration of construction. This
barrier will be placed no closer than 6 feet from the trunk, or the drip line, whichever is
greater. The barrier itself must be fixed so it cannot be moved easily, but the material can
be flexible, such as orange snow fence attached to T-posts driven into the ground, and must
act as an effective deterrent to deliberate or accidental damage of each tree. Actual
materials and location of barrier must be approved by the OWNER's representatives (i.e.
Utilities and City Forrester) and ENGINEER.
• Utilities BRT Tree, Landscape, Vegetation, and Wetland Protection
January 2012 01715-1
0
•
E. The movement or storage of equipment, material, debris, or fill within these required
protective barriers is completely prohibited.
F. Any trees damaged during construction shall be immediately repaired by an approved tree
surgeon. Any tree judged by the ENGINEER to be damaged beyond repair shall be
removed at the CONTRACTOR's expense. For each tree erroneously removed or damaged
beyond repair, an assessment shall be immediately withheld from the CONTRACTOR's
progress payments. This assessment shall be equal to the value of the tree prior to
damage. This assessment shall be determined by a tree appraiser, selected by the
OWNER and paid for by the CONTRACTOR. The cost for hiring the appraiser shall also be
withheld from the CONTRACTOR's progress payments.
G.
Utilities BRT
January 2012
In addition to the paying of the assessment, the CONTRACTOR shall replace each
damaged tree per OWNER'S standards for tree mitigation.
The CONTRACTOR shall pay an assessment if he disturbs any grasses, shrubs and/or
cattails located within the protected areas. The assessment shall not exceed one dollar
($1.00) per square foot of disturbance, and will be immediately withheld from the
CONTRACTOR's progress payments.
In addition to the paying of the assessment, the damaged vegetation shall be replaced with
an equal value per square foot of damage. Replacements shall be planted in accordance
with the provisions outlined in these Specifications. Damaged wetland areas shall be
replaced and then seeded with a wetland seed mix in accordance with these Specifications
or as directed by the ENGINEER.
END OF SECTION
Tree, Landscape, Vegetation, and Wetland Protection
01715-2
�i
SECTION 01720
FIELD ENGINEERING AND SURVEYING
PART1 GENERAL
1.01 SECTION INCLUDES
A. Surveying: It shall be the responsibility of the CONTRACTOR to provide construction
staking for horizontal and vertical alignment of the centerline, grading, and all
appurtenant features of the work including all offset lines necessary for construction.
The CONTRACTOR shall be responsible for staking the limits of construction.
All construction surveying provided by the CONTRACTOR shall be completed under the
supervision of a Colorado Registered Land Surveyor.
The ENGINEER will provide the elevations and descriptions of the original and
temporary project benchmarks. The ENGINEER will also provide two (2) additional
benchmarks in a location within the limits of construction at the request of the
CONTRACTOR.
B. Supervision: The CONTRACTOR shall have supervision, knowledge of the project
requirements and proper installation, and construction procedures, available in the field
at all times that work is progressing.
• PART 2 PRODUCTS (Not Applicable)
•
PART 3 EXECUTION (Not Applicable)
Utilities BRT
January 2012
END OF SECTION
01720-1
Field Engineering and Surveying
SECTION 01745
ENVIRONMENTAL CONTROLS
• PART1 GENERAL
1.01 SECTION INCLUDES
A. The work of this section consists of obtaining permits and providing
environmental controls consistent with regulatory permits through the duration of
the work required under this project.
PART PRODUCTS
2.01 MATERIALS
A. Dust Control: Dust control agents may be necessary in addition to wetting down
with water. Dust control agents may be used only after prior approval by the
OWNER.
PART 3 EXECUTION
3.01 Dust Control Application:
A. The CONTRACTOR shall execute work by methods to minimize raising dust
from construction operations.
• B. The CONTRACTOR shall provide and apply dust control at all times, including
evenings, holidays and weekends, as required to abate dust nuisance on and
about the site that is a direct result of construction activities. The use of non -
approved chemicals, oil, or similar palliatives will not be allowed. Dust control
agents may be used only after prior approval of the OWNER. The
CONTRACTOR shall be required to provide sufficient quantities of equipment
and personnel for dust control sufficient to prevent dust nuisance on and about
the site.
C. The OWNER will have authority to order dust control work whenever in its
opinion it is required, and there shall be no additional cost to the OWNER. The
CONTRACTOR shall be expected to maintain dust control measures effectively
whether the OWNER or ENGINEER specifically orders such Work.
3.02 PRESERVATION OF NATURAL FEATURES
A. Confine operations as much as possible. Exercise special care to maintain
natural surroundings in an undamaged condition. Within the work limits,
barricade trees, rock outcroppings, and natural features to be preserved.
3.03 HOUSEKEEPING
A. Keep project neat, orderly, and in a safe condition at all times. Store and use
equipment, tools, and materials in a manner that does not present a hazard.
Immediately remove all rubbish. Do not allow rubbish to accumulate. Provide
Utilities BRT Environmental Controls
January 2012 01745-1
on -site containers for collection of rubbish and dispose of it at frequent intervals
• during progress of work.
3.04 DISPOSAL
A. Disposal of Waste (Unsuitable) Materials: All material determined by the
ENGINEER to be waste will be disposed of in approved landfill in a manner
meeting all regulations. Dispose of waste materials, legally, at public or private
dumping areas. Do not bury wastes inside of the limits of construction. All costs
for dump fees, permits, etc., to be borne by the CONTRACTOR.
B. Disposal of Garbage and Other Construction Materials: Provide sanitary
containers/dumpsters and haul away contents such that no overflow exists.
C. Excess excavation shall become the property of the CONTRACTOR and shall be
legally disposed of by him outside the limits of construction to an approved
disposal site. Excess excavated material suitable for backfill shall not be
disposed of until all backfill operations are complete.
D. The CONTRACTOR is to immediately inform ENGINEER of any hazardous
materials encountered during construction. Dispose of waste materials legally at
private or public facilities.
3.05 BURNING
A. No burning of debris will be permitted.
• 3.06 WATER CONTROL
A. The project work may be located within a natural drainage course subject to
periodic flooding due to rainfall and snowmelt, flows for adjacent developed
areas and storm water pipes and ground water flows from saturated soils or other
ground water sources. Refer to Section 02240 for Water Control and Dewatering
requirements.
3.07 NOISE CONTROL
A. All mechanical equipment shall be equipped with the best available mufflers to
reduce noise. The CONTRACTOR shall be responsible for obtaining any
necessary permits and shall limit noise to the permitted levels. Noise level
monitoring shall be performed by the CONTRACTOR as necessary to show that
the permitted levels are not being exceeded.
3.08 PERMITS
A. All work must be performed in accordance with all applicable regulatory permits.
It shall be the responsibility of the CONTRACTOR to obtain a Groundwater
Discharge (402) Permit from the Colorado Department of Public Health and
Environment for any dewatering operations that will be discharged into any
• Utilities BRT Environmental Controls
January 2012 01745-2
drainageways, open channels, or irrigation ditches. The CONTRACTOR shall be
responsible for any testing required under the 402 Permit.
B. It shall be the responsibility of the CONTRACTOR to prepare and maintain a
Stormwater Management Plan (SWMP). The CONTRACTOR must obtain all
other applicable permits.
END OF SECTION
•
• Utilities BRT Environmental Controls
January 2012 01745-3
•
SECTION 01780
CONTRACT CLOSEOUT
PART1 GENERAL
1.01 SECTION INCLUDES
A. The following project closeout procedure defines the responsibilities of the
CONTRACTOR, OWNER, and ENGINEER in closing the project:
Step 1: CONTRACTOR advises the ENGINEER in writing that he has reached
"Substantial Completion" and provides a list of items to be completed or
corrected.
Closeout may be conducted by areas or portions of the work if requested by the
OWNER.
Step 2: ENGINEER inspects the work to determine if it is substantially complete,
and issues a Certificate of Substantial Completion plus a "Punch List" of items to
be completed or corrected.
Step 3: CONTRACTOR completes and/or corrects all punch list items and
notifies the ENGINEER in writing that his work is ready for final inspection. At
this time, a final application for payment is submitted.
• Step 4: ENGINEER makes final inspection. When the work is found to be
acceptable under the Contract Documents, and the Contract fully performed, the
ENGINEER will issue a final Certificate of Final Completion.
• Utilities BRT
January 2012
B. Final Paperwork:
Prior to Final Payment and Acceptance, the CONTRACTOR shall deliver the
following items to the ENGINEER:
1. CONTRACTOR's Two -Year Guarantee of Materials and Workmanship
2. All Guarantees, Warranties and Submittals, as specified
3. Receipts for Extra Materials Delivered to the OWNER
4. Final Application for Payment
5. Consent of Surety to Final Payment
6. CONTRACTOR's Lien Waiver
7. SUBCONTRACTOR's Lien Waivers
8. Releases from Property Owners for Special Easements
9. Project Record Documents
10. Red -lined as -built drawings (a.k.a. "Drawings of Record" or "Record
Drawings")
C. Definition for Substantial Completion
See General Conditions
01780-1
Contract Closeout
Connell Resources, Inc.
7785 Highland Meadows Pkwy, #100
Fort Collins, CO 80528
Phone: (970) 223-3151
Fax: (970) 223-3191
• Estimator: Dan Giesler
QUOTATION
Submitted To: City Of Fort Collins - Utilities
Address: 700 Wood St.
Fort Collins, CO 80522
Contact: Sue Paquette
Phone: (970) 221-6700 Fax: (970) 221-6619
Date: 1/11/2012
Bid Title BRT Utilities Impr Proj Phase 2
Bid Number:
Project Location: Behind Pedersens & Behind Choice Center
Project City, State: Fort Collins, CO
Engineer/Architect: Stantec
We offer for your consideration the following Quotation which, if accepted, shall constitute a contract between us.
Item # Item Description Estimated Quantity Unit Unit Price Total Price
General Conditions
00-100
Mobilization
1.00
LS
$1,525.00
$1,525.00
00-145
Site Management
1.00
LS
$3,390.00
$3,390.00
29-120
Miscellaneous Erosion Control / Seeding (ALLOWANCE)
1.00
LS
$2,430.00
$2,430.00
Total Price for above General Conditions Items:
$7,345.00
Choice Center
00-200
Rail Road Flagging (ALLOWANCE)
3.00
DY
$1,200.00
$3,600.00
01-180
Abandon Manholes For Sewer (Remove Cones, Conic In
6.00
EACH
$3,140.00
$18,840.00
Bottom, Flo -fill Barrel)
29-110
Repair Erosion Fabric (ALLOWANCE)
100.00
SY
$10.10
$1,010.00
Total Price for above Choice
Center Items:
$23,450.00
Pedersen's
03-500
Relocate Air Vent
03-600
Relocate Corrosion Test Station
8-502
Patch Concrete Curb
08-508
Pipe Bollards
35-110
Temp Gravel Surfacing 4" (ALLOWANCE)
47-122
Asphalt Paving Hand Patch
60-100
Repair Chain Link Fence W/ Slats - (ALLOWANCE)
1.00
EACH
$3,390.00
$3,390.00
1.00
EACH
$2,480.00
$2,480.00
20.00
LF
$26.00
$520.00
2.00
EACH
$524.00
$1,048.00
11.00
SY
$11.00
$121.00
3.00
TON
$662.00
$1,986.00
20.00
LF
$28.00
$560.00
Total Price for above Pedersen's Items:
$10,105.00
Total Bid Price:
$40,900.00
Notes:. Pricing is based upon meetings, site visits and potholing of exsiting utilities.
And No Geotechnical engineering report.
• The following are excluded from this proposal: Construction layout and engineering; Drainage facility certification; Warrantee period in
excess of one year; Street cleaning for work performed by others; Permits: including but not limited to, city building, development
construction, construction dewatering, wastewater discharge, storm water discharge (NPDES), air quality, etc.; Fees, including but not
limited to, for developement, inspection, utility connection, meters, etc.; Dewatering; Maintenance of erosion control devices for others;
quality control or acceptance testing; prairie dog removal, relocation, or extermination; landscaping, seeding, or revegetation.
• All work is contingent on the availability of construction water, access to the work, negotiation of acceptable contract terms, a mutually
agreeable schedule, and verification of financing.
• Please provide a minimum of 2 weeks advanced notification of work requests to allow for scheduling the work. No work will be completed
without a signed Contract Agreement. Work is anticipated Winter / Spring 2012.
• Environmental site assesment / Mitigation of hazardous or contaminated materials is excluded.
BRIT Utilities Impr Pmj Phase 2 Page 1 of 2
D. Definition for Final Completion
All Work must be complete for Final Completion.
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION (Not Applicable)
9
END OF SECTION
• Utilities BRT Contract Closeout
January 2012 01780-2
DIVISION 2 — SITE WORK
•
SECTION 02100
SITE PREPARATION
SECTION 02200
EARTHWORK
SECTION 02220
REMOVAL OF STRUCTURES AND OBSTRUCTIONS
SECTION 02225
TRENCHING, BEDDING AND BACKFILL
SECTION 02230
CLEARING AND GRUBBING
SECTION 02231
TREE PROTECTION
SECTION 02235
TOPSOIL
SECTION 02240
WATER CONTROL AND DEWATERING
SECTION 02315
EXCAVATION AND EMBANKMENT
SECTION 02321
CONTROLLED LOW STRENGTH MATERIAL BACKFILL (FLO-FILL)
SECTION 02375
RIPRAP, BEDDING AND FEATURE BOULDERS
•
SECTION 02510
ASPHALT PAVING
SECTION 02600
PIPED UTILITY MATERIALS
SECTION 02605
MANHOLES AND VAULTS
SECTION 02610
REINFORCED CONCRETE PIPE
SECTION 02612
STEEL PIPE AND FITTINGS
SECTION 02615
DUCTILE IRON PIPE AND FITTINGS
SECTION 02621
PLASTIC PRESSURE PIPE
SECTION 02622
PLASTIC NON -PRESSURE PIPE
SECTION 02640
VALVES AND COCKS
SECTION 02642
HARNESS RODS AND THRUST BLOCKS
SECTION 02643
FLEXIBLE COUPLINGS AND FLANGE ADAPTERS
SECTION 02644
TAPPING SLEEVES
SECTION 02645
HYDRANTS
Utilities BRT
Site Work TOC
January 2012
Division 2 Site Work - 1
SECTION 02646
WATER SERVICE LINES AND APPURTENANCES
•
SECTION 02675
DISINFECTION OF WATER SYSTEMS
SECTION 02676
HYDROSTATIC TESTING
SECTION 02677
CONNECTIONS TO THE OWNERS WATER SYSTEM
SECTION 02710
AGGRAGATE BASE COURSE
SECTION 02722
WASTEWATER COLLECTION SYSTEM
SECTION 02770
SIDEWALK CURB AND GUTTER AND MISCELLANEOUS CONCRETE
SECTION 02850
PEDESTRIAN AND LIGHT VEHICLE BRIDGE
SECTION 02900
LANDSCAPE PLANTING
SECTION 02921
GROUND PREPARATION FOR SEEDING
SECTION 02936
SODDING
SECTION 02950
PLANTING SOIL PREPARATION FINISH GRADING
•
•
Utilities BRT Site Work TOC
January 2012 Division 2 Site Work - 2
SECTION 02100
SITE PREPARATION
*RT1-GENERAL
1.1 DESCRIPTION
This Section covers the removal, stockpiling, replacement and disposal of materials existing
on site.
PART 2 - PRODUCTS (NOT APPLICABLE)
PART 3 - EXECUTION
3.1 STRIPPING
A. Any material containing roots, grasses and other deleterious or organic matter generally
found in the top twelve inches of undisturbed natural terrain shall be stripped from all
areas requiring excavation, grading, trenching, subgrade preparation forfoundations and
embankment work. The Engineer will require stripped top soil deemed suitable for
spading over the finished grades to be stockpiled and preserved until the finished
grading operation, at which time it shall be spread uniformly over areas to be seeded or
sodded.
B. Whenever it is necessary to disturb existing grass or soil, from the yards of existing
residences, care shall be taken so as to strip existing grass and topsoil in a manner that
• will permit the replacement thereof as close as possible to the original condition and to
the satisfaction of the homeowner and Engineer. Tarps or suitable drop cloths shall be
spread over all undisturbed areas in such a manner that will protect all areas adjacent to
excavcations.
3.2 REMOVAL OF EXISTING IMPROVEMENTS
A. Bituminous Pavement - Bituminous pavement and concrete pans (and sidewalks, if
required).
The Contractor shall be responsible for removal and disposal of all bituminous pavement
and concrete to be removed as part of the project.
3.3 PROTECTION OF TREES, SHRUBS, AND ALL PRIVATE PROPERTY AND
APPURTENANCES THERETO
A. The Contractor shall take whatever steps and precautions necessary to protect all trees,
shrubs, flowers, fences, sidewalks, patios, structures, and other such property such that
upon completion of all work. All property shall be restored to its original condition or
better as determined by the Engineer.
END OF SECTION
ties BRT Site Preparation
uary 2012 02100 - 1
SECTION 02200
EARTHWORK
•RT1-GENERAL
1.01 WORK INCLUDED
A. Extent of earthwork is indicated on the Contract Drawings and includes excavation and
backfill.
1.02 RELATED WORK
A. General Conditions and Division 1 - General Requirements
B. Section 02100 - Site Preparation
C. Section 02225 - Trenching, Bedding and Backfill
1.03 GENERAL EXCAVATION
The Contractor shall perform all excavation regardless of the type, nature, or condition of
material encountered, as specified, shown, or required in order to accomplish the
construction.
1.04 SUBMITTALS - Not applicable
1.05 JOB CONDITIONS
• A geotechnical investigation and report has been performed for the Owner in order to obtain
relative data concerning the character of material in and upon which the project is to be built.
This report is available to the Contractor in the office of the Engineer for information
purposes only. The Contractor shall satisfy himself as to the kind and type of soil to be
encountered and any water conditions which might affect the construction of the project.
The location of existing utilities is shown in an approximate way only and not all utilities may
be shown. The Contractor shall determine the exact location of all existing utilities prior to
commencing work. The Contractor shall be fully responsible for any and all damages which
might be occasioned by his failure to exactly locate and preserve any and all utilities. If
utilities are to remain in place, the Contractor shall provide adequate means of support and
protection during construction.
Should drawn or incorrectly drawn piping or other utilities be encountered during excavation,
the Contractor shall advise the Engineer within thirty (30) minutes of encountering the utility.
The Contractor shall cooperate the with Engineer and utility companies in keeping
respective services and facilities in operation to the satisfaction of the respective owners.
The owners reserve the right to perform any and all work required should the Contractor fail
to cooperate with the respective companies, and backcharge the Contractor for any and all
expenses.
The Contractor shall provide barricades and signs in accordance with the Uniform Manual of
Traffic Control Devices where applicable. The Contractor shall maintain all devices in a
working manner.
Utilities BRT Earthwork
January 2012 02200 - 1
PART 2 - MATERIALS
• 2.01 SOIL MATERIALS
Soil material for backfill shall be coarse -grained soils free from debris, roots, organic
material, and non -mineral matter containing no particles larger than 4-inch size and
classified as either:
A. Sands with fines (SM, SC) and less than 25 percent of the soil particles passing the No.
200 sieve, or
B. Clean sands (SW, SP)
C. Native soils as determined acceptable by the Soils Engineer.
PART 3 - EXECUTION
3.01 EARTHFILL CONSTRUCTION
The Contractor shall construct earthfills to lines and grades shown or specified. The fill shall
be placed in continuous horizontal layers not exceeding 8-inches in loose thickness. Where
hand operated compaction equipment is used, the layers shall not exceed 6-inches in loose
thickness.
The Contractor shall protect the fill against freezing when atmospheric temperature is less
than 35 deg. F. (1 deg. C).
• 3.02 COMPACTION
The Contractor shall meet minimum percentage density specified for each area classification
as follows:
Percentage of Maximum Density Requirements:
Compact soil to not less than the following percentages of maximum density relationship
determined in accordance with ASTM D 698.
A. Foundations, paved areas, sidewalks and unpaved areas within rights -of -way — 95%
B. Unpaved areas outside right-of-way — 90%
Moisture Control:
Control moisture content within 2% of optimum moisture content as determined by ASTM D
698. Where subgrade or a layer of soil material must be moisture conditioned before
compaction, uniformly apply water to surface of cut area subgrade, or loosely placed layer of
soil material, to prevent free water appearing on surface during or subsequent to compaction
operations.
A. Remove and replace, or scarify and air dry, soil material that is too wet to permit
compaction to specified density.
�fities BRT Earthwork
January 2012 02200 - 2
0
•
B. Soil material that has been removed because it is too wet to permit compaction may be
stockpiled or spread and allowed to dry. Assist drying by discing, harrowing or
pulverizing until moisture content is reduced to a satisfactory value.
3.03 GRADING
The Contractor shall perform all grading to the lines and grades as shown on the Drawings
and/or established by the Engineer. Shape, trim, and finish slopes of channels to conform to
the lines, grades, and cross sections as shown or approved. All slopes shall be free of all
exposed roots and stones exceeding 3-inch diameter which are loose and liable to fall.
Rounded surfaces shall be neatly and smoothly trimmed. Top soil shall be replaced to a
depth of 4-inches in areas to be seeded or sodded with grass and 12-inches in cultivated
areas.
3.04 SETTLEMENT
Where completed compacted areas are disturbed by subsequent construction operations or
adverse weather, the Contractor shall scarify the ground surface, re -shape, and compact to
required density prior to further construction.
Any settlement in backfill, fill, or in structures built over the backfill or fill, which may occur
within the 2 years guarantee period in the General Conditions will be considered to be
caused by improper compaction methods and shall be corrected at no cost to the Owner.
Any structure damaged by settlement shall be restored to their original condition by the
Contractor at no cost to the Owner.
3.05 DISPOSAL OF EXCESS EXCAVATION AND WASTE MATERIALS AND SPECIAL
REQUIREMENTS
The Contractor shall dispose of all excess excavated material not required for fill on -site.
The Contractor shall remove and be responsible for legally disposing of excess fill material
not placed on -site, waste materials, trash and debris.
The Contractor shall conduct all site grading operations and other construction activities to
minimize erosion of site soil materials. He shall be responsible to maintain streets daily
removing any spillage of dirt, rocks or debris from equipment entering or leaving the site.
END OF SECTION
Utilities BRT
January 2012 02200 - 3
Earthwork
SECTION 02220
REMOVAL OF STRUCTURES AND OBSTRUCTIONS
• PART1 GENERAL
1.01 SECTION INCLUDES
A. This work consists of the removal and disposal of trees, slope and ditch
protection, abandoned utility services, curb, gutter, pipes, sidewalk,
appurtenances, fences, foundations, pavements, pavement markings, fill
debris (i.e. concrete and trash) and any other obstructions that are not
designated or permitted to remain. It shall also include salvaging, stockpiling
and loading salvable materials, sandblasting, plugging structures, cleaning
culverts, and sawing and cutting to facilitate controlled breaking and removal
of concrete and asphalt to a neat line. Except in areas to be excavated, the
resulting trenches, holes, and pits shall be backfilled.
Materials removed and not designated to be salvaged or incorporated into the
work shall become the property of the CONTRACTOR.
1.02 RELATED SECTIONS
A. Section 02230 — Clearing and Grubbing
B. Section 02315 — Excavation and Embankment
• PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. General: The CONTRACTOR shall raze, remove, and dispose of all
structures and obstructions which are identified on the project, except utilities,
structures and obstructions removed under other contractual agreements or
as otherwise provided for in the Contract Documents, and salvable material
designed to remain the property of the OWNER.
Prior to removing structures the CONTRACTOR is responsible for having all
utilities disconnected and for all expenses associated with disconnecting and
abandoning utility service lines. Payment for any utility disconnection shall be
included in the unit price for structure removal.
The CONTRACTOR and ENGINEER shall field measure and agree upon the
quantity to be removed before the work commences. Should the
CONTRACTOR fail to request the ENGINEER to measure any work, the
CONTRACTOR will not be compensated for materials that were not
measured by the ENGINEER.
The accepted quantities will be paid for at the contract unit price. Saw
• cutting, excavation, backfill, haul disposal, and stockpiling of materials will not
Utilities BRT Removal of Structures and Obstructions
January 2012 02220-1
be measured and paid for separately. This cost shall be included in the unit
price for each bid item.
B. Salvable Material: All salvable material designated in the Contract or by the
ENGINEER to remain the property of the OWNER shall be removed without
damage, in sections or pieces which may be readily transported, and shall be
stockpiled by the CONTRACTOR at specified locations within the project
limits. The CONTRACTOR shall safeguard salvable materials and shall be
responsible for the expense of repairing or replacing damaged or missing
material until it is incorporated into the work, or is loaded onto the OWNER's
equipment by the CONTRACTOR.
C. Signs and Traffic Signals: Removal of signs shall include removal of posts,
footings, pedestals, sign panels, and brackets. Concrete adhering to salvable
sign posts shall be removed.
Removal of sign panel shall include removal of the panel and its attachment
hardware from the existing installation and adjusting the spacing of the
remaining panels.
The removal of traffic signal items shall include poles, mast arms, signal
heads, span wires, footings, all attachment hardware, and other incidental
materials. Removal of signal pole or pedestal pole shall include pole, span
wire, cable, signal heads, overhead sign support wire, footings, and
pedestrian push buttons. Removal of traffic signal controller and cabinet shall
include removal of the footing and all auxiliary equipment contained within the
cabinet.
D. Pavements, Sidewalks, and Curbs: All pavements, sidewalks, structures,
curbs, gutters, etc., designated for removal, shall be disposed of off -site by
the CONTRACTOR at his expense. Sawing of concrete and asphalt shall be
done to a true line, with a vertical face, unless otherwise specified. The
minimum depth of a saw cut shall be 2 inches. For reinforced concrete, the
minimum depth shall be 2 inches, or to the depth of the reinforcing steel,
whichever occurs first. Sections of concrete or asphalt which, due to the
CONTRACTOR'S negligent operations, crack or break beyond the limits of
construction, shall be saw cut, removed and replaced at the
CONTRACTOR'S expense. The limit and responsibility of the repair will be
determined by the ENGINEER. All saw cutting associated with removal items
shall be considered incidental to the work and will not be measured or paid
for separately under this item.
E. Abandonment of Existing Sewer Facilities: All existing sewer facilities to be
plugged and abandoned in place are specifically shown on the Drawings.
Unless otherwise specified on the Drawings, the procedures and methods for
the abandonment of said facilities shall conform to the requirements set forth
in the Contract Documents for that specific item. Abandonment of existing
sewer facilities shall be included in this item of work unless otherwise
provided for under other work items in the Contract Documents.
101 END OF SECTION
Utilities BRT Removal of Structures and Obstructions
January 2012 02220-2
SECTION 02225
• TRENCHING, BEDDING AND BACKFILL
PART 1-GENERAL
1.01 WORK INCLUDED
A. Labor, equipment, and materials necessary for excavation and trenching for
water, sewer and stormwater conduits and appurtenances.
B. Provision of bedding and compacted fill over water, sewer and stormwater
conduits and appurtenances.
1.02 RELATED WORK
A. General Conditions and Division 1 - General Requirements
B. Section 02315 — Excavation and Embankment
1.03 REFERENCES
A. ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates.
B. ASTM D698 or AASHTO T99 - Tests for Moisture -Density Relations of Soils and
Soil -Aggregate Mixture Using 5.5 lb (2.49 kg) Rammer and 12-inch (305mm)
Drop (Standard Proctor).
• C. ASTM D2049 - Test for Relative Density for cohesionless soils.
D. Testing Agency: All soils testing during construction will be performed by a
testing laboratory selected and paid by the Owner.
E. Federal Register, Part II, Department of Labor, Occupational Safety and Health
Administration, 29 CFR Part 1926 Occupational Safety and Health Standards -
Excavations; Final Rule Date Tuesday October 31, 1989 latest revision thereto.
F. Excavations - U. S. Department of Labor Occupational Safety and Health
Administration 1990 (revised) OSHA 2226 latest revision thereto.
1.04 TESTING
A. In -place moisture density tests will be performed to ensure trench backfill
complies with specified requirements. The following minimum tests should be
expected to be performed:
1. Trench bedding - 1 per 200 feet
2. Backfill - 1 per 200 feet
B. Backfill compaction tests will be performed until compaction meets or exceeds
requirements. The cost of "passing" tests will be paid by the Owner. Costs
associated with "failing" tests shall be paid by the Contractor. Pipe bedding shall
• be tested prior to placement of backfill. Testing of all bedding and backfill
Utilities BRT Trenching, Bedding & Backfill
January 2012 02225 - 1
0
Utilities BRT
January 2012
SECTION 00600
BONDS AND CERTIFICATES
00610 Performance Bond
00615 Payment Bond
00630 Certificate of Insurance
00635 Certificate of Substantial Completion
00640 Certificate of Final Acceptance
00650 Lien Waiver Release (CONTRACTOR)
00651 Lien Waiver Release (SUBCONTRACTOR)
00660 Consent of Surety
00670 Application for Exemption Certificate
Bonds and Certificates
00600-1
material shall be done in compliance with OSHA - Excavations.
• 1.05 SUBMITTALS
A. The Contractor shall cooperate with the geotechnical engineers in obtaining
samples of all bedding materials. The Contractor shall submit test certificates of
all stabilization material, bedding material, barrier material, and any imported or
on -site material proposed for use on this project.
1.06 PROTECTION
A. Sheeting and Shoring
The Contractor shall protect excavations by shoring, bracing, sheet piling,
underpinning, or other methods required to prevent any excessive widening or
sloughing of the trench which may be detrimental to human safety, to the pipe or
appurtenances being installed, or to existing facilities or structures. The latest
requirements of OSHA shall be complied with at all times including trenching and
confined space entry requirements.
The Contractor must provide protection for his workers, Owner, Engineer, testing
agencies and any other inspector/individual who requires access to the trench.
The safety of the workers shall be provided for as required by the most recent
standards adopted by the Colorado Occupational Safety and Health (COSH)
Standards Board as enforced by the Colorado Department of Labor.
• The Contractor shall be responsible for underpinning adjacent structures which
may be damaged by excavation work.
B. Weather and Frost
The Contractor shall protect bottom of excavations and soil adjacent to and
beneath foundations from frost.
1. Do not place backfill, fill or embankment on frozen surfaces.
2. Do not place frozen materials, snow or ice in backfill, fill or
embankments.
3. Do not deposit, tamp, roll or otherwise mechanically compact backfill in
water.
C. Drainage and Groundwater
The excavation shall be graded to prevent surface water run-off into trench or
excavation.
Maintain excavations and trench free from water during construction.
is2. Remove water encountered in the trench to the extent necessary to
provide a firm subgrade, to permit joints to be made in the dry, and to
Utilities BRT Trenching, Bedding & Backfill
January 2012 02225 - 2
•
•
prevent the entrance of water into the pipeline.
3. Divert surface runoff and use sumps, gravel blankets, well points, drain
lines or other means necessary to accomplish the above.
4. Maintain the excavation or trench free from water until the structure, or
pipe to be installed therein, is completed to the extent that no damage
from hydrostatic pressure, flotation, or other cause will result.
Water shall be prevented from entering into previously constructed pipe.
The pipe under construction shall not be used for dewatering.
D. Underground Facilities
The location of known existing underground utilities and obstructions are shown
in an approximate way and not all of them may be shown.
The Contractor shall notify each utility owner and request utilities be field
located a minimum of 48 hours prior to excavation.
Contractor shall expose and verify size, location and elevation of all
utilities and obstructions sufficiently in advance in order to permit
changes in the event of conflict. The Contractor shall be fully responsible
for any and all damages which might be occasioned by his work and
failure to locate and preserve any and all utilities and obstructions.
If Contractor elects to remove underground obstructions, such as
sprinklers, drainage culverts, catch basins or other structures, the
following shall apply:
a. Drainage culverts may be salvaged, stored and reused if
approval is obtained from the Utilities Department or property
owner having jurisdiction thereof.
b. Replace all other underground obstructions with new materials.
C. Restore to original conditions or better.
d. Maintain the flow in field drains at the quantity, quality, and
velocity present prior to the temporary removal of the drain pipe.
PART 2 - MATERIALS
2.01 SUB -BEDDING: Materials shall consist of:
A. Uniformly graded rock ranging from 3/4-inch to 1-1/2-inch.
B. Sub -bedding shall be used to provide a firm foundation in soils which arejudged
by the Engineer to be soft or unstable.
2.02 BEDDING AND PIPE ZONE MATERIALS:
•
Utilities BRT
January 2012
02225 - 3
Trenching, Bedding 8 Backfill
A. Pipe shall be bedded in a uniformly graded material conforming to CDOT #67
granular bedding or Squeegee Sand, unless otherwise noted on the Drawings or
40 as approved by the Project Manager.
Squeegee Sand:
Sieve Size Total Percent Passing
by Weight
3/8-inch 100
No. 200 0-5
B. It will be the responsibility of the Contractor to locate material meeting the
Specifications, to test its ability to consolidate to at least 65% relative density,
and to secure approval of the Engineer before such material is delivered to the
project. Relative density shall be determined as stipulated in ASTM-Designation:
D-2049.
2.03 BACKFILL
Backfill shall meet the following requirements:
Use only backfill for trenches which is free from boulders, large roots, other
vegetation or organic matter, and frozen material. No boulders greater than 3
inches in diameter shall be allowed.
2.04 CUT-OFF WALLS
. A. Clay or controlled low strength material backfill cut-off walls are acceptable.
1. Clay cut-off walls
a. More than 50% shall pass a No. 200 Sieve. The plasticity index
shall be greater than 12.
2. Controlled low strength material backfill cut-off walls
a. See Section 02321 for requirements.
2.05 PIPELINE MARKER OR DETECTION TAPE
A. Marker tape shall be 6" wide, minimum 0.04" thick polyethylene, metallic blue
color, with "Caution Buried Water Line" printed on the top face, as manufactured
by Seton or approved equal.
PART 3 - EXECUTION
3.01 GENERAL
A. The following procedures shall be followed by the Contractor in sequencing his
work.
• Utilities BRT Trenching, Bedding & Backfill
January 2012 02225 - 4
1. No more than 150 feet of trench shall be left open at any time. The entire
trench shall be backfilled upon conclusion of each day's work. The
trench shall not be backfilled until the pipe installation is reviewed by the
Engineer.
2. Trench shall be backfilled within 50 feet of the pipe installation at all
times.
3. Clean-up shall be maintained within 400 feet of the trench excavation.
B. Prior to placement in the trench, all pipe, fittings, and appurtenances shall be
cleaned and examined for defects by the Contractor. If found defective, the
Contractor shall reject the defective pipe, fitting, or appurtenance. The
Contractor shall advise the Engineer of all defective materials.
All surplus excavation shall be placed, in an orderly manner. If material is
stockpiled on private property, written permission must be obtained from the
property owner and provided to the Engineer.
All sub -bedding, bedding, and pipe zone material shall be imported unless
otherwise designated by the Owner's geotechnical engineer.
Upon completion of the work, all plants, rubbish, unused materials, concrete
forms and other like material shall be removed from the jobsite. The site shall be
left in a state of order and cleanliness.
3.02 MAINTENANCE AND CORRECTION
A. Scarify surface, reshape and compact to required density completed or
partially completed areas of work disturbed by subsequent construction
operations or by adverse weather.
B. Maintain and correct backfill, fill and embankment settlement and make
necessary repairs to pavement, structures, seeding and sodding which may
be damaged as a result of settlement for the period specified in the
Contract Documents.
C. Contractor may perform such maintenance and correction by subcontract.
3.03 OBSTRUCTIONS AND DISPOSAL OF WASTE MATERIAL
A. The Contractor shall remove obstructions that do not require replacement from
within the trench or adjacent areas such as tree roots, stumps, abandoned piling,
buildings and concrete structures, frozen material, logs, and debris of all types
without additional compensation. The Engineer may, if requested, make
changes in the trench alignment to avoid major obstructions, if such alignment
changes can be made within the work limits without adversely affecting the
intended function of the facility. Excavated materials unsuitable for backfill or not
required for backfill shall be disposed of in accordance with local regulations.
3.04 TRENCH EXCAVATION
Utilities BRT Trenching, Bedding & Backfill
January 2012 02225 - 5
A. All existing asphalt or concrete surfacing shall be saw cut vertically in a straight
line, and removed from the job site prior to starting the trench excavation. This
material shall not be used in any fill or backfill.
The trench shall be excavated so that a minimum clearance of six (6) inches is
maintained on each side of the pipe for proper placement and densification of
the bedding or backfill material. The maximum clearance measured at the spring
line of the pipe shall be eighteen (18) inches regardless of the type of pipe, type
of soil, depth of excavation or the method of densifying the bedding and backfill.
All excavations shall be made to the lines and grades as established by the
Contract Drawings. Pipe trenches shall be excavated to a minimum depth of six
inches (6") below the bottom of the pipe. Deviation from grades will be allowed
only when approved by the Engineer. Over excavation shall be rectified to the
satisfaction of the Engineer at the expense of the Contractor.
Except as otherwise dictated by construction conditions, the excavation shall be
of such dimensions as to allow for the proper pipe installation and to permit the
construction of the necessary pipe connections. Care shall be taken to insure
that the excavation does not extend below established grades. If the excavation
is made below such grades, the excess excavation shall be filled in with sand or
graded gravel deposited in horizontal layers not more than six inches (6") in
thickness after being compacted and shall be moistened as required to within
two percent (2%) of the optimum moisture content required for compaction of
that soil. After being conditioned to have the required moisture content, the
layers shall be compacted to the required density.
fThe Contractor shall stockpile excavated materials in a safe manner. Stockpiles
shall be graded for proper drainage.
The Contractor shall place and grade the trench base to the proper grade ahead
of pipe laying. The invert of the trench shall be compacted to provide a firm
unyielding support along entire pipe length.
3.05 SURPLUS EXCAVATION MATERIAL
A. If surplus excavation is disposed of on private property, written permission shall
be obtained from the Owner and a copy given to the Engineer and the
Contractor.
3.06 FOUNDATIONS ON UNSTABLE SOILS
A. If the bottom of the excavation is soft or unstable, and in the opinion of the
Engineer, cannot satisfactorily support the pipe or structure, a further depth and
width shall be excavated and refilled to six inches (6") below grade with rock
uniformly graded between 3/4 inch and 1 1/2 inch to provide a firm foundation for
the pipe or structure. From six inches (6") below grade to grade, the appropriate
bedding material shall be placed to provide support for the pipe or structure.
3.07 PIPE BEDDING
A. After completion of the trench excavation and proper preparation of the
Utilities BRT Trenching, Bedding & Backfill
January 2012 02225 - 6
foundation, six inches (6") of bedding material shall be placed on the trench
bottom for support under the pipe. Bell holes shall be dug deep enough to
provide a minimum of two inches (2") of clearance between the bell and the
bedding material. All pipe shall be installed in such a manner as to insure full
support of the pipe barrel over its entire length. After the pipe is adjusted for line
and grade and the joint is made, the bedding material shall be carefully placed
and tamped under the haunches of the pipe.
For all types of pipe, the limits of bedding shall be as shown on the trench
section details on the drawings.
Bedding shall be compacted to 65% relative density in accordance with ASTM
D2049. Care shall be exercised to assure sufficient tamping under the pipe to
achieve uniform support. (See the Contract Drawings for a typical trench cross-
section).
3.08 BACKFILL AND COMPACTION
A. Pipes:
1. The pipe trench shall be backfilled to the limits as shown on the Contract
Drawings. The backfill in all roadway rights -of -way and paved areas shall
be compacted by vibrating, tamping or a combination thereof to sixty-five
percent (65%) relative density for sand material as determined by the
relative density of cohesionless soils test, ASTM Standard Designation
D2049 or to 95% of maximum density for cohesive soils as determined
by ASTM Standard Designation D698. Required compaction in all other
areas will be ninety percent (90%) ASTM D698 for cohesive soils or 65%
relative density for cohesionless soils, unless otherwise specified.
2. All backfill shall be brought up to equal height along each side of the pipe
in such a manner as to avoid displacement. Wet, soft or frozen material,
asphalt chunks or other deleterious substances shall not be used for
backfill. If the excavated material is not suitable for backfill, as
determined by the Engineer, suitable material shall be hauled in and
utilized and the rejected material hauled away and disposed of.
3. Backfilling shall be conducted at all times in a mannerto prevent damage
to the pipe or its coating and shall be kept as close to the pipe laying
operation as practical.
4. Backfilling procedures shall conform to the additional requirements, if
any, of appropriate agencies or private right-of-way agreements.
B. Structures
1. Backfill, and fill within three feet (3') adjacent to all structures and for full
height of the walls, shall be selected non -swelling material. It shall be
relatively impervious, well graded, and free from stones larger than three
inches (3"). Material may be job excavated, but selectivity will be
required as determined by the Engineer. Stockpiled material, other than
topsoil from the excavation shall be used for backfilling unless an
impervious structural backfill is specified. The backfill material shall be
Utilities BRT Trenching, Bedding & Backfill
January 2012 02225 - 7
free from rubbish, stone larger than five inches (5) in diameter, clods
and frozen lumps of soil. All backfill around the structures shall be
consolidated by mechanical tamping. The material shall be placed in six
inch (6") loose lifts within a range of two percent (2%) above to two
percent (2%) below the optimum moisture content and compacted to
ninety-five percent (95%) of maximum density for cohesive soils as
determined by ASTM Standard Designation D698 or to seventy percent
(70%) relative density for pervious material as determined by the relative
density of cohesionless soils test, ASTM Standard Designation D2049.
2. Impervious structural backfill, where shown or specified, shall consist of
material having 100% finer than three inches (3") in diameter and a
minimum of twenty percent (20%) passing a #200 U.S. Standard sieve.
The material shall be placed in six inch (6") loose lifts within a range of
two percent (2%) above to two percent (2%) below the optimum moisture
content and compacted to ninety five percent (95%) of maximum density
for cohesive soil as determined by ASTM Standard Designation D698.
3.09 SURFACE RESTORATION
A. Unsurfaced areas
All surface cuts shall be, as a minimum, restored to a condition equal to,
or better than, that prior to construction.
B. Surfaced areas
1. All surface cuts shall be, as a minimum, restored to a condition equal to,
or better than, that prior to construction. All gravel or paved streets shall
be restored in accordance with the regulation and requirements of the
agency having control orjurisdiction over the street, roadway or right-of-
way.
C. Grassed or landscaped areas
In landscaped or agricultural areas, topsoil, to a depth of 12 inches, shall
be removed from the area of general disturbance and stockpiled. After
installation of all pipelines, appurtenances and structures and completion
of all backfill and compaction, the stockpiled topsoil shall be redistributed
evenly over all disturbed areas. Care should be taken to conform to the
original ground contour or final grading plans.
END OF SECTION
Utilities BRT Trenching, Bedding & Backfill
January 2012 02225 - 8
•
•
•
SECTION 02230
CLEARING AND GRUBBING
PART GENERAL
1.01 SECTION INCLUDES
A. This work consists of clearing, grubbing, removing, and disposing of
vegetation and debris within the limits of the project site as shown on the
Drawings and as required by the Work. Vegetation and objects designated to
remain shall be preserved free from injury or defacement.
1.02 RELATED SECTIONS
A. Section 02315 - Excavation and Embankment
B. Section 02225 — Trenching, Bedding and Backfill
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. The OWNER will designate all trees, shrubs, plants, and other objects to
remain. Any object that is designated to remain and is damaged shall be
repaired or replaced as directed by the OWNER, at the CONTRACTOR's
expense.
Clearing and grubbing shall extend to the toe of fill or the top of cut slopes,
unless otherwise designated. All surface objects, trees, stumps, roots, and
other protruding obstructions not designated to remain shall be cleared and
grubbed, including mowing, as required. Undisturbed stumps, roots, and
nonperishable solid objects located two feet or more below subgrade or
embankment slope may remain in place. In areas to be rounded at the tops
of backslopes, stumps shall be removed to at least two feet below the surface
of the final slope line.
Except in areas to be excavated, all holes resulting from the removal of
obstructions shall be backfilled with suitable material and compacted in
accordance with Section 02315.
No material or debris shall be disposed of within the project limits.
All cleared timber shall be removed from th
property of the CONTRACTOR. Branche
removed as directed. All trimming shall be
tree surgery practices.
Utilities BRT
January 2012 02230-1
e
s
project and shall become the
on trees or shrubs shall be
done in accordance with good
Clearing and Grubbing
The CONTRACTOR shall scalp the areas within the excavation or
embankment grading limits. Scalping shall include the removal from the
• ground surface of sawdust, and other vegetation matter.
0
END OF SECTION
Utilities BRT Clearing and Grubbing
January 2012 02230-2
SECTION 02231
• SECTION TREE PROTECTION
PART-1 GENERAL
1.01 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and Division 1 Specification Sections, apply to this
Section.
1.02 SUMMARY
A. This Section includes the protection and trimming of existing trees that interfere
with, or are affected by, execution of the Work, whether temporary or permanent
construction.
B. Related Sections include the following:
1. Division 1 Section "Summary" for limits placed on Contractor's use of the
site.
2. Division 1 Section "Temporary Facilities and Controls" for temporary tree
protection.
3. Division 2 Section "Site Clearing" for removal limits of trees, shrubs, and
other plantings affected by new construction.
• 4. Division 2 Section "Earthwork" for building and utility trench excavation,
backfilling, compacting and grading requirements, and soil materials.
1.03 DEFINITIONS
A. Tree Protection Zone: Area surrounding individual trees or groups of trees to
remain during construction, and defined by the drip line of individual trees or the
perimeter drip line of groups of trees, unless otherwise indicated.
1.04 SUBMITTALS
A. Product Data: For each type of product indicated
B. Tree Pruning Schedule: Written schedule from arborist detailing scope and
extent of pruning of trees to remain that interfere with or are affected by
construction.
C. Qualification Data: For tree service firm and arborist.
1.05 QUALITY ASSURANCE
A. Tree Service Firm Qualifications: An experienced tree service firm that has
successfully completed tree protection and trimming work similar to that required
for this Project and that will assign an experienced, qualified arborist to Project
site during execution of tree protection and trimming.
is Utilities BRT Tree Protection
January 2012 02231-1
SECTION 00610
PERFORMANCE BOND
Bond No. 105695865
KNOW ALL MEN BY THESE PRESENTS: that
(Firm) Connell Resources, Inc.
(Address) 7785 Highland Meadows Pkwy. St 100, Fort Collins. CO 80528
(an Individual), (a Partnership), (a Corporation), hereinafter referred to as the "Principal' and
(Finn) Travelers Casualty and Surety Company of America
(Address) One Tower Square, Hartford, CT 06183
hereinafter referred to as "the Surety", are held and firmly bound unto City of Fort Collins. 300 Laporte
Ave. Fort Collins. Colorado 80522 a (Municipal Corporation) hereinafter referred to as the "OWNER", in
the penal sum of forty thousand, nine hundred dollars and zero cents (S40.900.00). in lawful money of
the United States, for the payment of which sum well and truly to be made, we bind ourselves,
successors and assigns, jointly and severally, firmly by these presents.
THE CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a certain
Agreement with the OWNER, dated January 12, 2012, a copy of which is hereto attached and made a
part hereof for the performance of The City of Fort Collins project, Utilities BRT Phase 2.
• NOW, THEREFORE, if the Principal shall well, truly and faithfully perform Its duties, all the
undertakings, covenants, terms, conditions and agreements of said Agreement during the original term
thereof, and any extensions thereof which may be granted by the OWNER, with or without Notice to the
Surety and during the life of the guaranty period, and. if the Principal shall satisfy all claims and
demands incurred under such Agreement, and shall fully indemnify and save harmless the OWNER
from all cost and damages which it may suffer by reason of failure to do so, and shall reimburse and
repay the OWNER all outlay and expense which the OWNER may incur in making good any default
then this obligation shall be void; otherwise to remain in full force and effect.
PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees that no
change, extension of time, alteration or addition to the terms of the Agreement or to the Work to be
performed thereunder or the Specifications accompanying the same shall in any way affect its
obligation on this bond; and it does hereby waive notice of any such change, extension of time,
alteration or addition to the terms of the Agreement or to the Work or to the Specifications.
PROVIDED, FURTHER, that no final settlement between the OWNER and the CONTRACTOR shall
abridge the right of any beneficiary hereunder, whose claim may be unsatisfied.
PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in the State
of Colorado and be acceptable to the OWNER.
. Utilities BRT Performance Bond
January 2012
00610-1
•
•
B. Tree Pruning: Contact the City Foresters Office if tree pruning is required. City
Forester shall review the contractors request for tree pruning and provide
direction.
C. Preinstallation Conference: Conduct conference at Project site to comply with
requirements in Division 1 Section "Project Management and Coordination."
1. Before tree protection operations begin, meet with representatives of
authorities having jurisdiction, Owner, City Forester, Artist, consultants,
and other concerned entities to review tree protection and trimming
procedures and responsibilities.
PART 2 PRODUCTS
2.01 MATERIALS
A. Drainage Fill: Selected crushed stone, or crushed or uncrushed gravel, washed,
ASTM D 448, Size 24, with 90 to 100 percent passing a 2-1/2-inch sieve and not
more than 10 percent passing a 3/4-inch sieve.
B. Topsoil: Natural or cultivated surface -soil layer containing organic matter and
sand, silt, and clay particles; friable, pervious, and black or a darker shade of
brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay
lumps, gravel, and other objects more than 1.5 inch in diameter; and free of
weeds, roots, and toxic and other nonsoil materials.
1. Obtain topsoil only from well -drained sites where topsoil is 4 inches deep
or more; do not obtain from bogs or marshes.
C. Filter Fabric: Manufacturer's standard, nonwoven, pervious, geotextile fabric of
polypropylene, nylon, or polyester fibers.
D. Temporary Fencing: Orange Snow Fence; a minimum of 48 inches high; with
'T'posts; with tie wires, and other accessories for a complete fence system.
E. Organic Mulch: Shredded Cedar, free of deleterious materials.
PART 3 EXECUTION
3.01. PREPARATION
A. Temporary Fencing: Install temporary fencing around tree protection zones to
protect remaining trees and vegetation from construction damage. Maintain
temporary fence and remove when construction is complete.
B. Protect tree root systems from damage caused by runoff or spillage of noxious
materials while mixing, placing, or storing construction materials. Protect root
systems from ponding, eroding, or excessive wetting caused by dewatering
operations.
C. Mulch areas inside tree protection zones and other areas indicated.
1. Apply 3-inch average thickness of organic mulch. Do not place mulch
within 6 inches of tree trunks.
D. Do not store construction materials, debris, or excavated material inside tree
protection zones. Do not permit vehicles or foot traffic within tree protection
zones; prevent soil compaction over root systems.
Utilities BRT
January 2012
02231-2
Tree Protection
E. Maintain tree protection zones free of weeds and trash.
• F. Do not allow fires within tree protection zones.
3.02 EXCAVATION
A. Install shoring or other protective support systems to minimize sloping or
benching of excavations.
B. Do not excavate within tree protection zones, unless otherwise indicated.
C. Where excavation for new construction is required within tree protection zones,
hand clear and excavate to minimize damage to root systems. Use narrow -tine
spading forks and comb soil to expose roots.
1. Redirect roots in backfill areas where possible. If encountering large,
main lateral roots, expose roots beyond excavation limits as required to
bend and redirect them without breaking. If encountered immediately
adjacent to location of new construction and redirection is not practical,
cut roots approximately 3 inches back from new construction.
2. Do not allow exposed roots to dry out before placing permanent backfill.
Provide temporary earth cover or pack with peat moss and wrap with
burlap. Water and maintain in a moist condition. Temporarily support
and protect roots from damage until they are permanently relocated and
covered with soil.
D. Where utility trenches are required within tree protection zones, tunnel under or
• around roots by drilling, auger boring, pipe jacking, or digging by hand.
1. Root Pruning: Do not cut main lateral roots or taproots; cut only smaller
roots that interfere with installation of utilities. Cut roots with sharp
pruning instruments; do not break or chop.
2. The installation of utilities, irrigation lines or any underground fixture
requiring excavation deeper than six (6) inches shall be accomplished by
boring under the root system of protected existing trees at a minimum
depth of twenty-four (24) inches. The auger distance is established from
the face of the tree (outer bark) and is scaled from tree diameter and
breast height as described in the chart below.
Tree Diameter at Breast Height (inches) Auger Distance From Face of Tree (feet)
0-2 1
3-4 2
5-9 5
10-14 10
15-19 12
Over 19 15
3.03 REGRADING
A. Grade Lowering: Where new finish grade is indicated below existing grade
around trees, slope grade beyond tree protection zones. Maintain existing
• grades within tree protection zones.
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January 2012 02231-3
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B. Minor Fill: Where existing grade is 6 inches or less below elevation of finish
grade, fill with topsoil. Place topsoil in a single uncompacted layer and hand
grade to required finish elevations.
C. Moderate Fill: Where existing grade is more than 6 inches but less than 12
inches below elevation of finish grade, place drainage fill, filter fabric, and topsoil
on existing grade as follows:
1. Carefully place drainage fill against tree trunk approximately 2 inches
above elevation of finish grade and extend not less than 18 inches from
tree trunk on all sides. For balance of area within drip -line perimeter,
place drainage fill up to 6 inches below elevation of grade.
2. Place filter fabric with edges overlapping 6 inches minimum.
3. Place fill layer of topsoil to finish grade. Do not compact drainage fill or
topsoil. Hand grade to required finish elevations.
3.04 TREE PRUNING
A. Prune trees to remain that are affected by temporary and permanent
construction.
B. Prune trees to remain to compensate for root loss caused by damaging or cutting
root system. Provide subsequent maintenance during Contract period as
recommended by arborist.
C. Pruning Standards: Prune trees according to ANSI A300 (Part 1) as follows:
1. Type of Pruning: Cleaning, Thinning and Raising.
D. Cut branches with sharp pruning instruments; do not break or chop.
E. Chip removed tree branches and dispose of off -site.
3.05 TREE REPAIR AND REPLACEMENT
A. Violation of these specifications will lead to penalties based on the type of
violation and/or the resulting damages, and may be grounds for the termination
of this contract.
1. Penalties will be assessed based on the amount of damage done and
the total value of that tree, or group of trees, prior to the damage.
Penalties for damage would be based on the total value of the tree as
determined by the City Forestry Division staff and the severity of the
damage as a proportion of the total value of that tree. This could include
up to the full value of the tree.
B. Promptly repair trees damaged by construction operations within 24 hours. Treat
damaged trunks, limbs, and roots according to City Forester's instructions.
C. Remove and replace trees indicated to remain that die or are damaged during
construction operations that City Forester determines are incapable of restoring
to normal growth pattern.
1. Where practical, provide new trees of same size and species as those
being replaced; plant and maintain as specified in Division 2 Section
"Exterior Plants."
Utilities BRT
January 2012
2. Provide new trees of 6-inch caliper size and of a species selected by
02231-4
Tree Protection
Architect when damaged trees more than 6 inches in caliper size,
measured 12 inches above grade, are required to be replaced. Number
of replacement trees required to mitigate loss of larger trees will comply
with City Code. Plant and maintain new trees as specified in Division 2
Section "Exterior Plants."
D. Aerate surface soil, compacted during construction, 10 feet beyond drip line and
no closer than 36 inches to tree trunk. Drill 2-inch- diameter holes a minimum of
12 inches deep at 24 inches o.c. Backfill holes with an equal mix of augered soil
and sand.
3.06 DISPOSAL OF WASTE MATERIALS
A. Burning is not permitted.
B. Disposal: Unless otherwise agreed to, remove excess excavated material and
displaced trees from Owner's property.
END OF SECTION
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January 2012 02231-5
•
11
SECTION 02235
TOPSOIL
PART GENERAL
1.01 SECTION INCLUDES
A. This work consists of stripping, salvaging and stockpiling topsoil, and excavating
suitable topsoil from stockpiles, contractor sources, available sources, or from the
approved natural ground cover to place on designated areas. It shall include the
placing of topsoil upon constructed cut and fill slopes after grading operations are
completed.
1.02 RELATED SECTIONS
A. Section 02230 — Clearing and Grubbing
B. Section 02315 — Excavation and Embankment
PART PRODUCTS
2.01 MATERIALS
A. Topsoil shall consist of loose friable loam free of subsoil, refuse, stumps, roots, rocks,
brush, weeds, heavy clay, hard clods, toxic substances, or other material which would
be detrimental to its use on the project. Topsoil shall consist of natural on -site ground
cover or hauled material from off -site sources.
Wetland topsoil material shall consist of moist organic soil, including any existing
wetland vegetation and seeds, to be excavated from areas as shown on the drawings
or as directed by the ENGINEER.
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. Remove sod and grass and brush before stripping topsoil.
B. Wetland Soil: The top 12"-18" of wetland soils, within the limits of the project where
indicated on the drawings, shall be salvaged prior to top soils striping and beginning
hauling, excavating, or fill operations by excavating and stockpiling the materials at
designated location in a manner that will minimize sediment damage, and not obstruct
natural drainage. Wetland soil may be less than 12" deep. Strip wetland soil to
whatever depths are encountered.
a. Remove subsoil and nonsoil material from wetland soils, including trash,
debris, weeds, roots, and other waste materials.
• Utilities BRT
January 2012 02235-1
Topsoil
• C. Topsoil: Generally, the top six inches (6") of topsoil, within the limits of the project shall
be salvaged prior to beginning hauling, excavating, or fill operations by excavating and
stockpiling the material at designated locations in a manner that will minimize sediment
damage, and not obstruct natural drainage. Topsoil may be less than six inches (6")
deep. Strip topsoil to whatever depths are encountered, or a maximum of twelve inches
(12"), in a manner to prevent intermingling with underlying subsoil or other waste
materials. Topsoil shall be placed directly upon completed cut and fill slopes whenever
conditions and the progress of construction will permit.
a. Remove subsoil and nonsoil materials from topsoil, including trash, debris,
weeds, roots, and other waste materials.
D. No soil stockpile shall exceed ten (10) feet in height. Stockpile topsoil materials away
from edge of excavations without intermixing with subsoil. Grade and shape stockpiles
to drain surface water. Cover stockpiles to prevent windblown dust. Do not stockpile
topsoil within tree protection zones. Stockpile surplus topsoil to allow for respreading
deeper topsoil. All soil stockpiles shall be protected from sediment transport by surface
roughening, watering, and perimeter silt fencing. Any soil stockpile remaining after 30
days shall be seeded and mulched.
E. Topsoil shall be placed at locations and to the thickness provided in the Contract
Documents and shall be keyed to the underlying material by the use of harrows, rollers,
or other suitable equipment.
Water shall be applied to the topsoil as designated in the Contract, in a fine spray by
nozzles or spray bars so the topsoil areas will not be washed or eroded.
Salvaged topsoil exceeding the quantity required under the Contract shall be disposed of
at the CONTRACTOR's expense.
END OF SECTION
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January 2012 02235-2
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is
SECTION 02240
WATER CONTROL AND DEWATERING
PART GENERAL
1.01 SECTION INCLUDES
A. The work of this section consists of controlling groundwater, site drainage, and storm
flows during construction. The CONTRACTOR is cautioned that the work involves
construction in and around drainage channels, local streams or rivers, and areas of
local drainage. These areas are subject to frequent periodic inundation.
1.02 RELATED SECTIONS
A. Section 02315 — Excavation and Embankments
PART PRODUCTS
2.01 MATERIALS
A. On -site materials may be used within the limits of construction to construct
temporary dams and berms. The materials such as plastic sheeting, sand bags, and
storm sewer pipe may also be used if desired by the CONTRACTOR.
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. General: For all excavation, the CONTRACTOR shall provide suitable equipment
and labor to remove water, and he shall keep the excavation dewatered so that
construction can be carried on under dewatered conditions where required by the
Drawings and Specifications. Water control shall be accomplished such that no
damage is done to adjacent channel banks or structures. The CONTRACTOR is
responsible for investigating and familiarizing himself with all site conditions that may
affect the work including surface water, level of groundwater and the time of year the
work is to be done. All excavations made as part of dewatering operations shall
be backfilled with the same type material as was removed and compacted to 95% of
Maximum Standard Proctor Density (ASTM D698) except where replacement by
other materials and/or methods are required.
The CONTRACTOR shall conduct his operation in such a manner that storm or other
waters may proceed uninterrupted along their existing drainage courses. By
submitting a bid, the CONTRACTOR acknowledges that he has investigated the risk
arising from such waters and has prepared his bid accordingly, and assumes all of
said risk.
At no time during construction shall the CONTRACTOR affect existing surface or
subsurface drainage patterns of adjacent property. Any damage to adjacent property
resulting from the CONTRACTOR's alteration of surface or subsurface drainage
patterns shall be repaired by the CONTRACTOR at no additional cost to the
OWNER.
Utilities BRT Water Control and Dewatering
January 2012 02240-1
CONTRACTOR shall remove all temporary water control facilities when they are
no longer needed or at the completion of the project.
Pumps and generators used for dewatering and water control shall be quiet
equipment enclosed in sound deadening devices.
B. Surface Water Control: Surface water control generally falls in to the following
categories:
1. Normal low flows along the channel;
2. Storm/flood flows along the channel;
3. Flows from existing storm drain pipelines; and,
4. Local surface inflows not conveyed by pipelines.
The CONTRACTOR shall coordinate, evaluate, design, construct, and maintain
temporary water conveyance systems. These systems shall not worsen flooding,
alter major flow paths, or worsen flow characteristics during construction. The
CONTRACTOR is responsible to ensure that any such worsening of flooding
does not occur. The CONTRACTOR is solely responsible for determining the
methods and adequacy of water control measures.
At a minimum, the CONTRACTOR will be responsible for diverting the quantity of
surface flow around the construction area so that the excavations will remain free
of surface water for the time it takes to install these materials, and the time
required for curing of any concrete or grout. The CONTRACTOR is cautioned
that the minimum quantity of water to be diverted is for erosion control and
construction purposes and not for general protection of the construction -site. It
shall be the CONTRACTOR's responsibility to determine the quantity of water
which shall be diverted to protect his work from damage caused by storm water.
The CONTRACTOR shall, at all times, maintain a flow path for all channels.
Temporary structures such as berms, sandbags, pipeline diversions, etc., may be
permitted for the control of channel flow, as long as such measures are not a
major obstruction to flood flows, do not worsen flooding, or alter historic flow
routes.
C. Groundwater Control: The CONTRACTOR shall install adequate measures to
maintain the level of groundwater below the foundation subgrade elevation and
maintain sufficient bearing capacity for all structures, pipelines, earthwork, and
rock work. Such measures may include, but are not limited to, installation of
perimeter subdrains, pumping from drilled holes or by pumping from sumps
excavated below the subgrade elevation. The foundation bearing surfaces are to
be kept dewatered and stable until the structures or other types of work are
complete and backfilled. Disturbance of foundation subgrade by CONTRACTOR
operations shall not be considered as originally unsuitable foundation subgrade
and shall be repaired at CONTRACTOR's expense.
Utilities BRT
January 2012
Any temporary dewatering trenches or well points shall be restored following
dewatering operations to reduce permeability in those areas as approved by the
ENGINEER.
END OF SECTION
Water Control and Dewatering
02240-2
SECTION 02315
• EXCAVATION AND EMBANKMENT
PART1 GENERAL
1.01 SECTION INCLUDES
A. This work shall consist of excavation, embankment fill, disposal of excess material,
shaping, and compaction of all material encountered within the limits of work,
including excavation and backfill for structures. The excavation shall include, but is
not limited to, the native soils which must be excavated for the project work. All work
shall be completed in accordance with these Specifications and the lines and grades
on the Drawings.
1.02 DEFINITIONS
A. Unclassified Excavation shall consist of the excavation of all materials on site to final
grades, excluding the bid items included in section 02220. Excavation of unsuitable
material will only be paid for if it is found to be unsuitable in its original state.
B. Muck Excavation shall consist of the removal and disposal of mixtures of soils and
organic matter not suitable for foundation material and replacement with approved
material. Material damaged due to rain or weather will not be paid for as Muck
excavation and is entirely the responsibility of the CONTRACTOR.
• C. Rock Excavation shall consist of igneous, metamorphic and sedimentary rock which
cannot be excavated without the use of rippers, and all boulders or other detached
stones each having a volume of 1/2 cubic yard or more, as determined by physical or
visual measurement. It shall also include replacement with approved material as
required.
D. Embankment (Complete in Place): shall consist of placing all excavated material,
except material being hauled and disposed, as embankment and compacted to final
grades as specified in the Contract Documents and on the Drawings.
1.03 DESCRIPTION
A. This work shall consist of excavation, disposal, placement, and compaction of all
material encountered within the limits of the work, and not being completed under
some other item, necessary for the construction of the project in accordance with the
Specifications and the lines, grades, and typical cross -sections shown on the
Drawings. All excavation will be classified, "unclassified excavation", or "muck
excavation" or 'rock excavation", as hereafter described. All embankment will be
classified "embankment material' as hereafter described.
1.04 RELATED SECTIONS
A. Section 02230 — Clearing and Grubbing
• Utilities BRT Excavation and Embankment
January 2012 02315-1
B. Section 02240 — Water Control and Dewatering
• C. Section 02225—Trenching, Bedding and Backfill
1.05 QUALITY ASSURANCE
A. Final topography and/or cross -sections will be surveyed of areas that are to finished
grade and compared to the design section for accuracy. Final grade shall match
design grades within the tolerances discussed in PART 3 EXECUTION.
PART PRODUCTS
2.01 MATERIALS
A. Embankment material may consist of approved material acquired from excavations
or material hauled from outside the project limits. Suitable material identified on -site
shall be used first for embankments and backfill. Excess excavated native soils
which are not used as embankment or backfill shall become the property of the
CONTRACTOR and shall be disposed of off -site by the CONTRACTOR, in a location
acceptable to the ENGINEER.
B. Muck excavation shall also include the replacement of excavated muck with
uniformly graded rock, riprap, on -site or imported soils, or other material whichever is
most suitable for the specific situation encountered. The ENGINEER will determine
which type of aggregate or other material which shall be used after observing the
specific site conditions.
• PART 3 EXECUTION
3.01 GENERAL EXCAVATION/EMBANKMENT
A. General: The excavation and embankment for the project work shall be finished to
reasonably smooth and uniform surfaces. Variation from the subgrade plane shall
not be more than .08 feet in soil or more than .08 feet above or .50 below in rock.
Where bituminous or concrete surfacing materials are to be placed directly on the
subgrade, the subgrade plane shall not vary more than 0.04 feet. Materials shall not
be wasted without permission of the ENGINEER. Excavation operations shall be
conducted so that material outside of the limits of slopes will not be disturbed. Prior
to beginning grading operations in any area, all necessary clearing and grubbing in
that area shall have been performed in accordance with Section 02230 of these
Specifications.
When the CONTRACTOR's excavating operations encounter remains of pre -historic
people's dwelling sites or artifacts of historical or archaeological significance, the
operations, shall be temporarily discontinued. The ENGINEER will contact
archaeological authorities to determine the disposition thereof. When directed, the
CONTRACTOR shall excavate the site in such a manner as to preserve the artifacts
encountered and shall remove them for delivery to the custody of the proper state
authorities. Such excavation will be considered and paid for as extra work.
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January 2012 02315-2