HomeMy WebLinkAboutWORK ORDER - PURCHASE ORDER - 9116249•
SECTION 00500
AGREEMENTFORMS
00525
Work Order, Notice of Award, and Bid Schedule
00530
Notice to Proceed
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
CONDITIONS OF
THE CONTRACT
00800
Supplementary Conditions
00900
Addenda, Modifications and Payment
00950
Work Order Change Order
00960
Application for Payment
01110
Summary of Work
01270
Measurement and Payment
01320
Construction Schedules
North College Sanitary Sewer
Phase II
• October 2011
00500-1
00525-1
00530-1
00600-1
00610-1 — 00610-2
00615-1 — 00615-2
00630-1
00635-1
00640-1
00650-1 — 00650-2
00651-1—00651-2
00660-1
00670-1 — 00670-2
00800-1 — 00800-4
00900-1
00950-1
00960-1 — 00960-2
01110-1 - 01110-2
01270-1
01320-1 - 01320-2
Agreement Forms
SECTION 00615
PAYMENT BOND
Bond No. 105670364
KNOW ALL MEN BY THESE PRESENTS: that
Connell Resources, Inc.
(Address) 7785 Highland Meadows Parkway, Suite 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 One million ninety five thousand forty one dollars and no cents
($1,095,041.00), 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 February 16, 2010, a copy of which is hereto
attached and made a part hereof for the performance of The City of Fort Collins project, North
College Sanitary Sewer - Phase II.
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, 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.
• North College Sanitary Sewer Performance Bond
Phase II
October 2011 00615-1
•
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
B. Leakage tests
Reference Section 02722, Wastewater Collection Systems.
END OF SECTION
North College Sanitary Sewer 02622-3
Phase II
Plastic Non -Pressure Pipe
October 2011
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• North College Sanitary Sewer
Phase II
02622-4
Plastic Non -Pressure Pipe
October 2011
•
•
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.
North College Sanitary Sewer
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02710-1
Aggregate Base Course
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0
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
No _�_Or�i
3-15
I
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.
North College Sanitary Sewer Aggregate Base Course
Phase II
October 2011 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
• North College Sanitary Sewer Aggregate Base Course
Phase II
October 2011 02710-3
base course material and hinder or preclude its proper compaction. Dry foundations
is
shall have water applied and reworked and compacted as necesary.
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
North College Sanitary Sewer Aggregate Base Course
Phase II
October2011 02710-4
•
•
0
operations in such a manner that a uniform texture is produced and aggregates
firmly keyed.
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-
North College Sanitary Sewer
Phase II
October2011
02710-5
Aggregate Base Course
ment. The result shall not effect a change in the gradation of the shoulder mate-
10 rial.
0
END OF SECTION
North College Sanitary Sewer
Phase II
October2011 02710-6
Aggregate Base Course
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.
1. All stubouts shall meet the requirements of Section 02622.
• North College Sanitary Sewer Wastewater Collection System
Phase II
October2011 02722-1
• 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. '/2 part hydrated lime, ASTM C207, Type S.
isNorth College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-2
•IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts, each one of which shall
be deemed an original, this 17th day of October 2011.
(Corporate Seal)
IN PRESENCE OF:
Principal
By: Com*11 IVsources, Inc.
Title
7785 Highland Meadows Parkway, Suite 100
Address Fort Collins, CO 80528
Other Partners
By:
By:
IN PRESENCE OF: S�Iret�
Travele s asu ty and Surety Company of America
• '— `~� By:
Attorney -in -Fact Darlen rings
Witness By: 4821 Wheaton Drive, Fort Collins, CO 80525
Address
(Surety Seal)
NOTE: Date of Bond must not be prior to date of Agreement. If CONTRACTOR is Partnership, all
partners should execute Bond.
• North College Sanitary Sewer Performance Bond
Phase II
October 2011 00615-2
• 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
• 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
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-3
• 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.
2.03 JOINT TESTING MATERIALS
A. Ultrasonic Joint Leak Detector
1. If an ultrasonic joint leak detector is utilized in lieu of an air test, the
approved manufacturer is:
Moffat Enterprises
10580 S. Powell Butte Highway
Powell Butte, OR 97753
(541) 548-1144
PART 3 - EXECUTION
3.01 PREPARATION
A. Perform excavation in accordance with Section 02320, Trench Excavation 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.
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-4
• 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
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.
C. 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
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-5
• 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
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.
40 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 or ultrasonic waveform 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)
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-6
0
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
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 — Time for Air Test (min:sec)
Len th of Pipe
Section ft
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
1 20:02
22:16
2.671 L
18
1 8:30
1 9:37
12:49
16:01
19:14
22:26
25:38
28:51
32:03
3.846 L
21
9:55
13:05
17:27
21:49
26:11
30:32
34:54
39:16
43:38
5.235 L
24
11:24
17:57
22:48
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 1
72:07
8.653 L
L = Pipe Length (ft)
North College Sanitary Sewer
Phase II
October2011
02722-7
Wastewater Collection System
. 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.
C. If air pressure drop is less than 0.5 PSIG , joint undergoing
test shall be presumed to be free of defects.
D. Ultrasonic Leak Detector
1. An ultrasonic leak detector may be used on individual pipe joints by
placing the ultrasonic transmitter into the interior of the pipe where its
signal will find holes in the pipe and or leaks in the joint.
2. With the transmitter located within the pipe to be tested, a hand-held
ultrasonic detector wand shall be utilized to determine if there are holes
or leaking joints by thoroughly maneuvering it around the full joint exterior
(other than the bedding platform). The detector shall be capable of
converting inaudible ultrasonic signals from the transmitter into audible
tones and amplifying them so that holes in the pipe, rolled gaskets, or
leaking joints in the pipe are easily detectible.
3. The Ultrasonic Leak Detector can be utilized on any sanitary sewer pipe
material and with any joint.
4. Approved Manufacturer: See 2.03: Joint Testing Materials.
E. 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 Droo 1" H
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,
North College Sanitary Sewer Wastewater Collection System
Phase 11
October 2011 02722-8
• the manhole shall be disassembled and the gaskets shall be replaced.
F. Manholes and pipelines shall not have any visible leaks or damp spots.
G. Repair and retest lines and manholes that fail tests until satisfactory results are
obtained.
H. 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.
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
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-9
• 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.
2.03 JOINT TESTING MATERIALS
A. Ultrasonic Joint Leak Detector
1. If an ultrasonic joint leak detector is utilized in lieu of an air test, the
approved manufacturer is:
Moffat Enterprises
. 10580 S. Powell Butte Highway
Powell Butte, OR 97753
(541) 548-1144
PART 3 - EXECUTION
3.01 PREPARATION
A. Perform excavation in accordance with Section 02320, Trench Excavation 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.
North College Sanitary Sewer Wastewater Collection System
Phase II
October2011 02722-4
• 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
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.
C. 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
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-5
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
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.
03.05 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 or ultrasonic waveform 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)
North College Sanitary Sewer Wastewater Collection System
Phase II
October2011 02722-6
0
0
SECTION 00630
CERTIFICATE OF INSURANCE
CONTRACTOR shall insert his own standard form for Certificate of Insurance.
.North College Sanitary Sewer
Phase II
October 2011
Certificate of Insurance
00630-1
0
•
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
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 — Time for Air Test (min:sec)
Len th of Pipe
Section ft
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
12:49
16:01
19:14
22:26
25:38
28:51
32:03 1
3.846 L
21 1
9:55
13:05
17:27
21:49
26:11
30:32
34:54
39:16
43:38
5.235 L
24
11:24 1
17:57
22:48
28:30
34:11
39:53
45:35
51:17
56:59 16.837
L
27
14:25
21:38
28:51
36:04
43:16
50:30
57:42
64:54
72:07
8. 553 L
L = Pipe Length (ft)
North College Sanitary Sewer
Phase II
October 2011
02722-7
Wastewater Collection System
• 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.
C. If air pressure drop is less than 0.5 PSIG , joint undergoing
test shall be presumed to be free of defects.
D. Ultrasonic Leak Detector
1. An ultrasonic leak detector may be used on individual pipe joints by
placing the ultrasonic transmitter into the interior of the pipe where its
signal will find holes in the pipe and or leaks in the joint.
2. With the transmitter located within the pipe to be tested, a hand-held
ultrasonic detector wand shall be utilized to determine if there are holes
or leaking joints by thoroughly maneuvering it around the full joint exterior
(other than the bedding platform). The detector shall be capable of
converting inaudible ultrasonic signals from the transmitter into audible
tones and amplifying them so that holes in the pipe, rolled gaskets, or
• leaking joints in the pipe are easily detectible.
3. The Ultrasonic Leak Detector can be utilized on any sanitary sewer pipe
material and with any joint.
4. Approved Manufacturer: See 2.03: Joint Testing Materials.
E. Vacuum Testing
1. 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 DroD 1" H
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,
North College Sanitary Sewer Wastewater Collection System
Phase II
October2011 02722-8
• the manhole shall be disassembled and the gaskets shall be replaced.
F. Manholes and pipelines shall not have any visible leaks or damp spots.
G. Repair and retest lines and manholes that fail tests until satisfactory results are
obtained.
H. 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.
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
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722.9
• 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
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.
2.03 JOINT TESTING MATERIALS
A. Ultrasonic Joint Leak Detector
1. If an ultrasonic joint leak detector is utilized in lieu of an air test, the
approved manufacturer is:
Moffat Enterprises
• 10580 S. Powell Butte Highway
Powell Butte, OR 97753
(541) 548-1144
PART 3 - EXECUTION
3.01 PREPARATION
A. Perform excavation in accordance with Section 02320, Trench Excavation 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.
North College Sanitary Sewer Wastewater Collection System
Phase II
October2011 02722-4
• 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
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.
C. 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
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 02722-5
• 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
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 or ultrasonic waveform 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)
North College Sanitary Sewer Wastewater Collection System
Phase II
October2011 02722-6
•
•
•
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
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 — Time for Air Test min:sec
Len th of Pipe
Section ft
Pipe
pia.
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
1 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
2.6 11 L
18
8:30
9:37
12:49
16:01
19:14
22:26
25:38
28:51
32:03
3.846 L
21
955
13:05
17:27
21:49
26:11
30:32
34:54
39:16
43:38
5.235 L
24
11:24
17:57
22:48
28:30
34:11
39:53
45:35
51:17
56.59
6.837 L
27
14:25
21:38 1
28:51 1
36:04
43:16
50:30
57:42
64:54
72:07
8.653 L
L = Pipe Length (ft)
North College Sanitary Sewer
Phase II
October 2011
02722-7
Wastewater Collection System
• 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.
C. If air pressure drop is less than 0.5 PSIG , joint undergoing
test shall be presumed to be free of defects.
D. Ultrasonic Leak Detector
1. An ultrasonic leak detector may be used on individual pipe joints by
placing the ultrasonic transmitter into the interior of the pipe where its
signal will find holes in the pipe and or leaks in the joint.
2. With the transmitter located within the pipe to be tested, a hand-held
ultrasonic detector wand shall be utilized to determine if there are holes
or leaking joints by thoroughly maneuvering it around the full joint exterior
(other than the bedding platform). The detector shall be capable of
converting inaudible ultrasonic signals from the transmitter into audible
tones and amplifying them so that holes in the pipe, rolled gaskets, or
• leaking joints in the pipe are easily detectible.
3. The Ultrasonic Leak Detector can be utilized on any sanitary sewer pipe
material and with any joint.
4. Approved Manufacturer: See 2.03: Joint Testing Materials.
E. 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" H
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,
North College Sanitary Sewer Wastewater Collection System
Phase II
October2011 02722-8
• the manhole shall be disassembled and the gaskets shall be replaced.
F. Manholes and pipelines shall not have any visible leaks or damp spots.
G. Repair and retest lines and manholes that fail tests until satisfactory results are
obtained.
0
H. 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.
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
North College Sanitary Sewer Wastewater Collection System
Phase II
October 2011 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%
• North College Sanitary Sewer
Phase II
October 2011
Sidewalk, Curb, Gutter and Miscellaneous Concrete
02770-1
WARNING: THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER
.� POWER OF ATTORNEY
TRAVELERSJ Farmington 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
3049 00452711-9
Attorney -In Fact No. '77 Certificate No.
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 (if 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. Unviller, Diane F. Clementson, Anthony P. Stimac, Royal R. Lovell, Jennifer Winter, Russell D. Lear,
Katherine E. Dill, Brandt J. Tetley, and K'Anne E. Vogel
of the City of Greeley . Statc 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 of guaranteeing the fidelity of persons, paranteeine the performance of
contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law.
WITNESS WHEREOF. the Comp' s ha%c caused this instrument to be signed and their corporate seals to be hereto affixed, this
of SeptetnVer Il
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
9th
St. Paul Mercury Insurance Company
Travelers Casualty and Surety Company
Travelers Casualty and Surety Company of America
United States Fidelity and Guaranty Company
4n54ar ran[ y I (1-501
sw .�✓� frrp"^".M+:tapPOPaICmY0N,n�`�3;�' NIIRIFOfD, 5I.e751 3�; EAL io' n1 co'u,'. le m t8a6
r.58EL:�s o \ i' o
S . ApPL ........... :r° a`t'. .e etn
State of Connecticut
City of Hartford ss.
September
9th 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 stoning on behalf of the corporations by himself as a duly authorized officer.
By: zh�"4w"4-1�
Georg V Thompson, ntor ice President
G.TAR
Witness Whereof, I hereunto set my hand and official seal. ��
Commission expires the 30th day of June. 2016. #' p�Utp ;
Marie C. Tetreault. Notary Public
58440-6-11Printed in U.S.A.
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
shall be Type I, II, or 1/11 unless sulfate conditions dictate otherwise. If sulfate
conditions exist, Type V cement shall be used.
•
a
C.
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
Test Procedure
1 Inch
3/4 Inch
M Inch
No. 4
No. 8
% Wear
Clay Lumps, Friable Particles, %
Coal & Lignites, %
Sodium Sulfate Soundness %
Percent Passing or
Test Requirement
100
90-100
20-55
0-10
0-5
45, Max.
2.0, Max.
0.5, Max.
12, Max.
FINE AGGREGATES FOR PORTLAND CEMENT CONCRETE
Sieve Size or
Test Procedure
Percent Passing or
Test Requirement
38 Inch
No. 4
No. 16
No. 50
No. 100
No. 200
Friable Particles, %
Coal & Lignite, %
Deleterious Material (AASHTO T 112),%
Sand Equivalent (AASHTO T 176),%
Fineness Modules
Sodium Sulfate Soundness, %
Coarse Aggregate for Concrete:
100
95 - 100
45-80
10-30
2-10
3, Max.
1.0, Max.
1.0, Max.
3, Max.
80, Min.
2.50 - 3.50
20.0, Max.
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.
North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
18 Phase II
October 2011
02770-2
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
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
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.
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.
• North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
Phase II
October 2011 02770-3
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.
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.
• North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
Phase II
October 2011 02770-4
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.
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.
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.
• North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
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October 2011 02770-5
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.
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
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
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
• North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
Phase II
October2011 02770-6
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
A. Forms shall not deviate from true line by more than'% -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 35°F 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
40 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 1/2-
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 '%-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
North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
Phase II
October 2011 02770-7
0
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
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 Freguencv 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:
North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
Phase II
October 2011
02770-8
0
r�
U
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
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
North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
Is Phase II
October2011
02770-9
0
0
THIS PAGE INTENTIONALLY LEFT BLANK.
North College Sanitary Sewer Sidewalk, Curb, Gutter and Miscellaneous Concrete
Phase II
October 2011 02770-10
•
•
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.
North College Sanitary Sewer Ground Preparation For Seeding
Phase II
October 2011 02921-1
WARNING: THIS POWER OF
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
President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attomeys-in-Fact and Agents to act for and on b
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 Attorneys -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 Fidelity and 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 in full force and effect and has not been revoked.'
IN TESTIMONY WHEREOF. I have hereunto set my hand and affixed the seals of said Companies this 17 th day of Oc taper 20
�{L ✓!ice'
ZKevin E. Hughes, Assistant Seciftary
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To verify the authenticity of this Power of Attorney, call 1-800-421-3880 or contact us at www.travelersbond.com. Please refer to the Attorney -In -Fact number, the
above -named individuals and the details of the bond to which the power is attached.
WARNING: THIS POWER OF ATTORNEY IS INVALID WITHOUT THE RED BORDER
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.
END OF SECTION
North College Sanitary Sewer
Phase II
October 2011 02921-2
Ground Preparation For Seeding
•
11
SECTION 03210
REINFORCING STEEL
PART1 GENERAL
1.01 SECTION INCLUDES
This work shall consist of furnishing and placing reinforcing steel in accordance with
these Specifications and in conformity with the Drawings.
1.02 RELATED SECTIONS
A. Section 03310 — Structural Concrete
1.03 QUALITY STANDARDS
A. American Concrete Institute
1. ACI 318 - Building Code Requirements for Reinforced Concrete
2. ACI Detailing Manual - (SP-66)
3. ACI 117 - Standard Tolerance for Concrete Construction and Materials
B. American Society for Testing and Materials
1. ASTM A 615, A 616 including supplementary requirement S1, A 617, A
706
2. ASTM A 767, Zinc -coated (galvanized) reinforcing bars
3. ASTM A 775 Epoxy -coated reinforcing bars
C. Concrete Reinforcing Steel Institute (CRSI)
1. Manual of Standard Practice
2. Placing Reinforcing Bars
D. American Welding Society (AWS)
1. AWS DI A - Structural Welding Code - Reinforcing Steel
• North College Sanitary Sewer 03210-1
Phase II
October 2011
Reinforcing Steel
• PART2 PRODUCTS
2.01 REINFORCING STEEL
A. Deformed Bars:
All bar steel reinforcement shall be of the deformed type, ASTM A 615,
(AASHTO M31) and grade (40 or 60) as specified in the Drawings.
B. Spirals:
Spirals, hot -rolled plain or deformed bars per ASTM A 615, Grade 60 or cold
drawn wire per ASTM A 82 as specified in the Drawings.
Spirals for columns shall have two "spacers' with a section modulus > 0.008in3 in
order to maintain the proper pitch and spacing.
C. Epoxy -Coated Reinforcing Bars:
Epoxy -coated reinforcing bars shall conform to ASTM A 775. When required,
damaged epoxy coating shall be repaired with patching material conforming to
ASTM A 775 in accordance with the material manufacturer's recommendations.
D. Zinc -coated (Galvanized Reinforcing Bars):
• Zinc -coated reinforcing bars shall conform to ASTM A 767. When required,
damaged zinc coating shall be repaired with a zinc -rich formulation conforming to
ASTM A 767.
2.02 TIE WIRE
16 gauge wire ties, manufactured by American Wire Tie, Inc., or equal. When epoxy
coated reinforcing steel is shown in the Drawings, PVC coated wire ties shall be used.
The minimum PVC coating is 0.7 mils.
2.03 IDENTIFICATION
Bundles of reinforcing bars and wire spirals shall be tagged, with a metal tag, showing
specification, grade, size, quantity and suitable identification to permit checking, sorting
and placing. When bar marks are used to identify reinforcing bars in the Drawings, the
bar mark shall be shown on the tag. Tags shall be removed prior to concrete place-
ment.
Bundles of flat sheets and rolls of welded wire fabric shall be tagged similar to reinforc-
ing bars.
2.04 STORAGE AND PROTECTION
• North College Sanitary Sewer
Phase II
03210-2
Reinforcing Steel
October2011
Reinforcing steel shall be stored off of the ground and protected from oil or other mate-
rials detrimental to the steel or bonding capability of the reinforcing bar. Epoxy -coated
reinforcing bars shall be stored on protective cribbing.
Rust, seams, surface irregularities, or mill scale, shall not be cause for rejection pro-
vided that the weight and height of deformations of a hand -wire -brushed test specimen
are not less than the applicable ASTM Specification.
When placed in the work, the reinforcing bars shall be free from dirt, loose mill scale,
paint, oil, loose rust or other foreign substance.
2.05 BAR SUPPORTS
A. General:
Bar supports and spacing shall be in accordance with the CRSI Manual of Stan-
dard Practice, Chapter 3, a maximum of four feet or as required by the Draw-
ings.
B. Floor Slabs:
Uncoated steel or non-metallic composite chairs shall be used unless otherwise
shown in the Drawings. If required by the ENGINEER, the chair shall be stapled
on a bearing pad to prevent chair displacement. The bearing pad shall be made
of exterior grade plywood and be approximately five inches square.
• C. Soffits:
Steel wire bar supports in concrete areas where soffits are exposed to view or
are painted shall be Class 1 or Class 2, Types A or B: Class 3 is acceptable in
other areas.
D. Water and Wastewater Vaults, Tank and Basin Walls, and Roof Slabs:
Only plastic clip, non-metallic composite or 100% epoxy coated steel chair bar
and bolster supports are acceptable for use in walls and roof slabs. Supports
shall be securely stapled to formwork.
E. Columns:
Plastic "space wheels" manufactured by Aztec (Model DO 12/40), or equal, are
required.
F. Epoxy -Coated and Zinc -Coated Bar Supports:
Epoxy -coated reinforcing bars supported from formwork shall rest on coated wire
bar supports made of dielectric or other acceptable materials. Wire supports
shall be fully coated with dielectric material, compatible with concrete. Reinforc-
ing bars used as support bars shall be epoxy -coated. In walls reinforced with
• epoxy -coated bars, spreader bars shall be epoxy coated. Proprietary combina-
North College Sanitary Sewer 03210-3 Reinforcing Steel
Phase II
October 2011
tion bar clips and spreaders used in walls with epoxy -coated reinforcing shall be
made of corrosion -resistant material or coated with dielectric material.
PART 3 EXECUTION
3.01 BAR LIST
Eight copies of a list of all reinforcing steel and bending diagrams shall be furnished to
the ENGINEER at the site of the work at least two weeks before the placing of reinforc-
ing steel is begun. The CONTRACTOR shall be responsible for the accuracy of the lists
and for furnishing and placing all reinforcing steel in accordance with the details shown
on the Drawings.
Bar lists and bending diagrams for structures, which are included in the Drawings, do
not have to be furnished by the CONTRACTOR. When bar lists and bending diagrams
are included in the Drawings, they are intended for estimating approximate quantities.
The CONTRACTOR shall verify the quantity, size and shape of the bar reinforcement
against those shown on the Drawings and make any necessary corrections before or-
dering.
3.02 FABRICATION
Fabrication tolerances for straight and bent bars shall be in accordance with the re-
quirements of Subsection 4.3, Tolerance, of the American Concrete Institute Standard
315 and the CRSI Manual of Standard Practice.
3.03 BENDING
All reinforcing bars shall be bent cold. Bars partially embedded in concrete shall not be
field bent except as shown on the.Drawings or as permitted by the ENGINEER. Bars
shall not be bent or straightened in a manner that will injure the material.
3.04 SPIRALS
One and one-half finishing bends are required at the top and bottom of the spiral.
Spacers shall be provided in accordance with Chapter 5, Section 9 of the CRSI Manual
of Standard Practice. Welding as an aid to fabrication and/or installation is not permit-
ted.
3.05 PLACING AND FASTENING
The placing, fastening, splicing and supporting of reinforcing steel and wire mesh or bar
mat reinforcement shall be in accordance with the Drawings and the latest edition of
"CRSI Recommended Practice for Placing Reinforcing Bars". In case of discrepancy
between the Drawings and the CRSI publication stated above, the Drawings shall gov-
ern. Reinforcement shall be placed within the tolerances provided in ACI 117.
North College Sanitary Sewer 03210-4 Reinforcing Steel
Phase II
October 2011
Steel reinforcement shall be accurately placed in the positions shown on the Drawings
and firmly held during the placing and setting of concrete by means of spacer strips,
stays, metal chairs or other approved devices or supports. Chair and bolster supports
for slabs and walls shall be spaced at a maximum of four foot centers unless otherwise
shown in the Drawings. Staples used to attach bar supports to wall and roof forms shall
have the staple "tails" clipped after form removal. For Columns, three wheels, spaced
120 degree apart, shall be placed every four feet of column height. The CONTRACTOR
may increase the column spiral pitch if a conflict occurs with the wheel. Pre -tied column
reinforcing steel lowered into column forms shall be lowered vertically to prevent dam-
age to the space wheels.
Bars shall be securely tied at 50% of all intersections except where spacing is less than
one foot in each direction, when alternate intersections shall be tied unless otherwise
called out in the Drawings or in applicable specifications. Tying of steel by spot welding
will not be permitted unless specifically authorized by the ENGINEER. The placing and
securing of the reinforcement in any unit or section shall be accepted by the ENGINEER
before any concrete is placed in any such unit or section.
Bundle bars shall be tied together at not more than 6-foot centers.
3.06 SPLICING
Bar steel reinforcement shall be furnished in the full lengths indicated on the Drawings.
Splicing of bars, except where shown on the Drawings, will not be permitted without the
written acceptance of the ENGINEER. Splices shall be staggered. In cases where per-
mission is granted to splice bars, other than those shown on the Drawings, the addi-
tional material required for the lap shall be furnished by the CONTRACTOR at his own
expense. The minimum distance between staggered splices for reinforcing bars shall
be the length required for a lapped splice in the bar. All splices shall be full contact
splices.
Splices will not be permitted at points where the section is not sufficient to provide a
minimum distance of two inches between the splice and the nearest adjacent bar or the
surface of the concrete.
Welding of reinforcement shall be done only if detailed on the Drawings or if authorized
by the ENGINEER in writing. Welding shall be done by a certified welder. The welding
shall conform to AWS D 12.1, Recommended Practices for Welding Reinforcing Steel,
Metal Inserts and Connections in Reinforced Concrete Construction, with the modifica-
tions and additions specified hereinafter. Where AWS D 2.0 Specifications for Welded
Highway and Railway Bridges is referenced, the reference shall be construed to be for
AWS D 1.1. Where the term AWS D1.1 is used it shall mean the American Welding
Society Structural Welding Code, D 1.1 as modified and amended by the AASHTO
Standard Specifications for Welding of Structural Steel Highway Bridges. After comple-
tion of welding, coating damage to coated reinforcing steel bars shall be repaired.
When required or permitted, a mechanical connection may be used to splice reinforcing
steel bars or as substitution for dowel bars. The mechanical connection shall be capa-
ble of developing a minimum of 125% of the yield strength of the reinforcing bar in both
• tension and compression. All parts of mechanical connections used on coated bars, in -
North College Sanitary Sewer 03210-5 Reinforcing Steel
Phase II
October 2011
•
0
cluding steel splice sleeves, bolts, and nuts shall be coated with the same material used
for repair of coating damage.
3.07 CUTTING
When coated reinforcing bars are cut in the field, the ends of the bars shall be coated
with the same material used for repair of coating damage. All rebar cut in the field shall
be cut with a cut-off saw, any other method must be approved by the ENGINEER.
North College Sanitary Sewer
Phase II
END OF SECTION
03210-6
Reinforcing Steel
October 2011
SECTION 03310
• STRUCTURAL CONCRETE
PART1 GENERAL
1.01 SECTION INCLUDES
The CONTRACTOR shall furnish all labor, tools and equipment for the construction of
reinforced cast -in -place concrete for buildings, valve and equipment vaults, water and
wastewater treatment and facilities and tanks, box culverts, inlets, headwalls, drop
structures, concrete encasement of sanitary sewers, equipment pads, manhole bases,
pole bases and thrust blocks as shown on the Drawings and herein specified.
This section includes basic finishing and curing methods, accessory control, and
expansion and contraction joint devices.
1.02 CONCRETE PRODUCER QUALIFICATIONS
The ready -mixed concrete supplier to the CONTRACTOR shall have the capability to
produce and deliver concrete, meeting the requirements of the Drawings and
Specifications. The supplier shall have a contingency plan for a back-up plant in the
event of a mechanical malfunction of one of the primary plant(s). This plan shall be
submitted in accordance with Section 01330.
• 1.03 RELATED SECTION
A. Section 03110 - Structural Cast -In -Place Concrete Forms
B. Section 03151 - Hydrophilic Rubber Waterstop
C. Section 03210 — Reinforcing Steel
D. Section 03320 - Construction Joints
E. Section 03350 - Concrete Finishing
F. Section 03390 - Concrete Curing
G. Section 07900 - Sealants
1.04 QUALITY STANDARDS
A. American Society for Testing Materials (ASTM)
1. ASTM C 33 - Concrete Aggregates
2. ASTM C 94 - Ready Mixed Concrete
3. ASTM C 150 - Portland Cement
4. ASTM C 260 - Air -entraining Admixtures for Concrete
• North College Sanitary Sewer 03310-1 Structural Concrete
Phase II
October 2011
5.
ASTM C 494 - Chemical Admixtures for Concrete
6.
ASTM C 618 - Fly Ash in Portland Cement Concrete
• 7.
ASTM C 979 - Pigments for Colored Concrete
8.
ANSI/ASTM D 994 - Preformed Expansion Joint Fillers
9.
ASTM D 1751 - Preformed Non -Extruding and Resilient Expansion Joint
Fillers
10.
ASTM D 3575 - Test Methods for Flexible Cellular Materials made from
Olefin Polymers
B. American Concrete Institute (ACI)
1. ACI 211 - Standard Practice for Selecting Proportions for Concrete
2. ACI 212 - Guide for Use of Concrete Admixtures
3. ACI 221 - Guide for Use of Normal Weight Aggregates
4. ACI 301 - Structural Concrete for Buildings
5. ACI 304 - Guide for Measuring, Mixing, Transporting and Placing
Concrete
6. ACI 305 - Hot Weather Concreting
7. ACI 306 - Cold Weather Concreting
8. ACI 309 - Standard Practice for Consolidating Concrete
9. ACI 318 - Building Code Requirements for Structural Concrete
10. ACI 503 - Use of Epoxy Compounds
11. ACI 504 - Guide to Joint Sealants
1.05 SUBMITTALS
isA. Product Data:
1. Admixtures (such as air -entraining and water -reducing admixtures)
2. Fly Ash
3. Form Release Agents
4. Ready Mixed Concrete Mix Designs
5. Form Ties
6. Bonding Agents
7. Grouts
8. Vibrator Specifications
9. Ready -Mixed Concrete Plant Production Contingency Plan
1.06 QUALITY ASSURANCE
A. Acquire cement and aggregate from the same source for all work.
B. Conform to ACI 305 for hot weather concrete placement
C. Conform to ACI 306 for cold weather concrete placement
D. Conform to ACI 309 for concrete consolidation
1.07 CONTRACTOR ASSISTANCE
• North College Sanitary Sewer 03310-2 Structural Concrete
Phase II
October 2011
The CONTRACTOR shall assist the OWNER or his concrete testing consultant as
. requested during the performance of quality control testing. When concrete is placed
using a concrete pumper, concrete for testing will be taken from the pumper discharge
hose.
1.08 DELIVERY, STORAGE,AND HANDLING
A. Ready -Mixed Concrete Delivery Ticket:
The ready -mixed concrete truck driver shall provide the batch ticket to the
ENGINEER at the time of concrete delivery. The ticket shall summarize the
following information legibly in an easily discernible table:
1. Weight in pounds of all materials, excepting the water reducing and air -
entraining agents which shall be in ounces.
2. Cubic yards batched
3. The ratio of water to cementitious (W / C) materials ratio
4. Temperature of the concrete at the time it was batched
5. Time of batching.
6. Free moisture in the fine and coarse aggregates in percent of weight of
aggregate.
7. Gallons of water that may be added at the site without exceeding the
permissible W / C ratio.
B. Delivery:
• Delivery shall conform to the recommendations of ACI 304 as determined by the
ENGINEER.
PART2 PRODUCTS
2.01 CEMENT
Cement shall be Portland Cement Type II, unless otherwise indicated on the Drawings.
2.02 AGGREGATE
A. Fine Aggregate:
Fine aggregate shall consist of hard, strong, durable particles to the provisions of
ASTM C 33.
B. Coarse Aggregate:
Coarse aggregate shall conform to the provisions of ASTM C 33 except that all
aggregate shall be crushed aggregate. Screened aggregate is unacceptable.
2.03 WATER
North College Sanitary Sewer 03310-3 Structural Concrete
Phase II
October 2011
U11t-T.fF:isEV19il
1KD1a:77r
4
ACORD.. CERTIFICATE OF LIABILITY INSURANCE
DATE(MMIDD/YYYY)
F
10/1712011
CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
RTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
LOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
ITHIS
PRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
PORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to
terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
rtificate holder in lieu of such endorsement(s).
UCER
Flood & Peterson Ins., Inc.
P. O. Box 578
Greeley, CO 80632
970 356-0123
CONTACT NAME: Nikki Mosbrucker
PHONE 970-266-7123 970-506-6823
AIC No Est : Alt, No :
- A ` nikki.mosbrucker@fpinsurance.com
AOORESS: ' V P
CUSTOMER ID p: FTC full cert
INSURER(S) AFFORDING COVERAGE
NAIC p
INSURED
INSURER A: Travelers Insurance Company
Connell Resources, Inc.
7785 Highland Meadows Parkway
Fort Collins, CO 80528
INSURER BPinnacol 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.
INS
LTR
TYPE OF INSURANCE
4DDL
p
POLICY NUMBER
POLICY EFF
IDDIYYYY
POLICY EXP
MM/D011'1'YY
LIMITS
A
GENERAL LIABILITY
DTC04794N532-
6/01/2011
0610112012
EACH OCCURRENCE
$1000000
-DANA= RENTED
PREMISES Ea occurrence
$300000
X COMMERCIAL GENERAL LIABILITY
CLAIMS-MADEOCCUR
IND11
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:
PRODUCTS-COMPIOP ADD
s2,000,000
POLICY X PRo- L.
s
AUTOMOBILE
X
LIABILITY
ANYAUTO
DT8104794N532-
TIL11
6/01/2011
06/0112012
COMBINED SINGLE LIMIT
(Ed accident)
1.000.000
BODILY INJURY (Per person)
$
ALL OWNED AUTOS
BODILY INJURY (Per accident)
$
X
SCHEDULED AUTOS
HIRED AUTOS
PROPERTY DAMAGE
(PeraccidenU
$
X
NON -OWNED AUTOS
s
X
Drive Other Car
s
A
X
UMBRELLA LIAB
X
OCCUR
DTSMCUP4794-
06/01/2011
06/01/201
EACH OCCURRENCE
110000000
AGGREGATE
$10 000 000
EXCESS LIAB
CLAIMS -MADE
N532TIL11
DEDUCTIBLE
$
$
RETENTION $
B
WORKERS COMPENSATION
AND EMPLOYERS' LIABILITYER
ANY PROPRIETORIPARTNER11EXECUTIVEY/N
OFFIOERIMEMBER EXCLUDED?
NIA
4029651
�610112011
06/01/201
X we sTATu- OTH-
E.L EACHACCIDENT
s506000
E.L. DISEASE - EA EMPLOYEE
$500,000
(Myyandatory in NH)
mdo.c.b. under
DESCRIPTION OF OPERATIONS below
E.L. DISEASE -POLICY LIMIT
$500 000
DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (Attach ACORD 101, Additional Remarks Schedule, It more space is required)
RE: CRI# 21110" -North College Sanitary Sewer Phase II
The City of Fort Collins, its officers, agents and employees and Stantec Consulting Services, Inc. are
(See Attached Descriptions)
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 80522
AUTHORIZED REPRESENTATIVE
m 1988-2009 ACORD CORPORATION. All rights reserved.
ACORD 25 (2009109) 1 of 2 The ACORD name and logo are registered marks of ACORD
#S653137IM615935 KXH
City of Fort Collins
PO Box 580
Water shall be clean and free from injurious amounts of oils, acids, alkalis, salts, organic
• materials, or other substances that may be deleterious to concrete or steel. Mixing
water for prestressed pretensioned and prestressed post -tensioned concrete or for
concrete which will contain aluminum embedments, shall not contain deleterious
amounts of chloride ion.
Unless otherwise permitted or specified in the Drawings, the concrete shall be
proportioned and produced to have a slump not to exceed four inches or less than two
and one-half inches. Concrete not consolidated by internal vibration shall be
proportioned to have a slump not to exceed five and one-half inches or less than four
inches. The slump shall be determined by the "Test for Slump of Portland Cement'
ASTM C 143.
2.04 ADMIXTURES
Admixtures to be used in concrete shall be subject to prior acceptance by the
ENGINEER. The admixture shall maintain the same composition and performance
throughout the work as the product used in the concrete proportions established in
accordance with ACI 211. Admixtures containing chloride ions shall not be used.
A. Air Entrainment:
An air -entraining agent shall be used in all concrete. The agent used shall
conform to ASTM C 260.
• Unless otherwise shown in the Drawings, the amount of air entraining agent
used in each concrete mix shall be such as will effect the entrainment of the
percentage of air shown in the following tabulation in the concrete as discharged
from the mixer. This table is applicable for concrete strengths less than 5000
psi.
Table 1
.Nominal .
Average air content, percent
max.
aggregate
size, in.
Severe
Moderate
exposure
exposure
3/8
7 1 /2 ± 1 '/2
6± 1 1 /2
3/,
6±1'/2
5±11/2
11/2
51/2±1'/2
41/2±11/2
The level of exposure will be determined by the ENGINEER.
B. Water Reducing, Set -Controlling Admixture:
The CONTRACTOR shall use a "mid -range" water reducing, set controlling
admixture, Polyheed 997, or equal. The water -reducing admixture shall be used
allorth College Sanitary Sewer 03310-4 Structural Concrete
Phase II
October 2011
in all concrete and shall conform to ASTM C 494, specifically Types A, B, C, D
and E.
C. Finely Divided Mineral Admixtures:
Mineral admixtures shall be limited to fly ash conforming to ASTM C 618, Class
C.
2.05 BATCHING
Measuring and batching of materials shall be done at a batching plant.
A. Portland Cement:
Either sacked or bulk cement may be used. No fraction of a sack of cement
shall be used in a batch of concrete unless the cement is weighed. Bulk cement
shall be weighed on scales separate and distinct from the aggregate hopper or
hoppers. Batching shall be such that the accuracy of batching shall be plus or
minus one percent of the required weight.
B. Water:
Unless water is to be weighed, the water -measuring equipment shall include an
auxiliary tank from which the measuring tank shall be filled. In lieu of the volume
method, the CONTRACTOR will be permitted to use a water -metering device.
C. Aggregates:
Aggregates shall be handled from stockpiles or other sources to the batching
plant in such a manner as to secure a uniform grading of the material.
Aggregates that have become segregated, or mixed with earth or foreign
material, shall not be used. Batching shall be so conducted as to result in the
weights of material required for each type aggregate within a tolerance of two
percent.
Free water contents of the coarse and fine aggregates shall be continuously
tested and concrete mixture adjusted for moisture conditions of the aggregate in
order to meet the designated water/cement ratio.
D. Fine Aggregate:
The proportion of fine aggregate shall be between 36 and 44 percent by volume
of the total aggregates in the concrete.
2.06 MIXING
Ready -mixed concrete shall be either "central mixed" or "shrink mixed" concrete as
defined in ASTM C 94. 'Truck mixed" concrete as defined in ASTM C 94 shall not be
permitted. Mixing time shall be measured from the time water is added to the mix, or
cement contracts the aggregate. All concrete shall be homogeneous and thoroughly
North College Sanitary Sewer 03310-5 Structural Concrete
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mixed, and there shall be no lumps or evidence of undispersed cement. Mixers and
agitators, which have an accumulation of hard concrete or mortar, shall not be used.
is Ready -mixed concrete shall be mixed and transported in accordance with ASTM C 94.
The temperature of mixed concrete, immediately before placing shall not be less than
50OF or more than 80°F for slabs larger than 10,000 square feet and not be less than
50°F or more than 850F for walls. Aggregates and water shall be heated or cooled as
necessary to produce concrete within these temperature limits. Neither aggregates nor
mixing water shall be heated to exceed 150°F.
The time elapsing from the time water is added to the mix (or the cement comes in
contact with aggregate) until the concrete is deposited in place at the site of the work
shall not exceed 45 minutes when the concrete is hauled in non -agitating trucks, nor
more than 90 minutes when hauled in truck mixers or truck agitators.
The batch shall be so charged into the drum that a portion of the mixing water shall
enter in advance of the cement and aggregates. The flow of water shall be uniform and
all water shall be in the drum by the end of the first 1/4 of the specified mixing time.
Cement shall be charged into the mixer by means that will not result in loss of cement
due to the effect of wind, or in accumulation of cement on surfaces of hoppers or in
other conditions which reduce or vary the required quantity of cement in the concrete
mixture.
2.07 TRANSPORTING MIXED CONCRETE - MIXED CONCRETE OR TRUCK MIXERS
0 Transporting of mixed concrete shall conform to ASTM C 94.
Truck agitators shall be loaded not to exceed the manufacturer's guaranteed capacity.
They shall maintain the mixed concrete in a thoroughly mixed and uniform mass during
hauling.
No additional mixing water shall.be incorporated into the concrete during hauling or after
arrival at the delivery point, unless approved. If additional water is to be incorporated
into the concrete at the site, the drum shall be revolved not less than 30 revolutions at
mixing speed after the water is added and before discharge is commenced. One
addition of water at the site to adjust mix workability is permitted but the maximum water
cement ratio shall not be exceeded.
The CONTRACTOR shall furnish a water -measuring device in good working condition,
mounted on each transit mix truck, for measuring the water added to the mix on the site.
All water tanks on transit mix trucks shall be filled prior to being batched and arrive at
the construction site 100% full.
Each load of ready mixed concrete delivered at the job shall be accompanied by the
ticket referencing design mix and showing volume of concrete, the weight of cement in
pounds, percent of free water in coarse and dry aggregates, and the total weight of all
ingredients in pounds. The ticket shall also show the time of day at which the materials
were batched and the reading of the revolution counter at the time the truck mixer is
charged. See Paragraph 1.08.
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0 2.08 COMPRESSIVE STRENGTH
Concrete compressive strength requirements consist of a minimum strength that must
be obtained before various loads of stresses are applied to the concrete and, for
concrete designated by strength, a minimum strength at the age of 28 days. Unless
otherwise shown on the Drawings the 28-day compressive strength of structural
concrete shall be a minimum of 4,500 psi. Portland cement concrete pavement shall
have a 28-day compressive strength of structural concrete shall be a minimum of 3,750
psi and have a modulus of rupture of third point loading of 600 psi (CDOT Class P).
Non-structural concrete such as manhole bases, kickblocks, cut-off walls, equipment
pads, valve box collars, fence post foundations, pipe cradles, etc., shall have a minimum
28-day compressive strength of 3,000 psi.
The mix shall be designed for required strengths in accordance with ACI 301. The ratio
of water to the sum of concrete + pozzolan shall not exceed 0.41 by weight for durable,
watertight, concrete. The amount of fly ash in the mix shall be between 15 and 20
percent by weight of the total cementitious materials.
2.09 CONCRETE VIBRATORS
Concrete vibrators for consolidating concrete shall be 2 1/2 inch diameter "high cycle"
vibrators with a frequency under load of 8,000 - 10,400 vibrations per minute (vpm).
Concrete vibrators of lesser capacity are unacceptable for use in any part of the
construction. The CONTRACTOR shall have at least one standby concrete vibrator
ready for use for every two concrete vibrators in use during a concrete placement.
PART 3 EXECUTION
3.01 PRIOR TO PLACEMENT.
Prior to placing concrete the CONTRACTOR shall remove all debris and thoroughly
dampen the surfaces that will be in contact with the concrete to be placed.
The CONTRACTOR shall use compressed air from an air -compressor to blow-out
construction debris and dirt at the bottom of members to be placed such as walls,
beams and columns, prior to final placement of forms that will obscure any joint. The
CONTRACTOR shall demonstrate to the ENGINEER that all debris, such as concrete
particles, saw dust, loose tie wire, bar tags, tape, trash and dirt, have been thoroughly
removed.
No concrete shall be placed when form surfaces that will be in contact with the concrete,
reinforcement, embedded items or sub -base is less than 32°F. When the mean daily
outdoor temperature is less than 40°F, the temperature of the concrete shall be
maintained between 50OF and 70OF for the required curing period. When necessary,
arrangements for heating, covering, insulating, or housing the concrete work shall be
made in advance of placement and shall be adequate to maintain the required
temperature without injury due to concentration of heat. Combustion heaters shall not
North College Sanitary Sewer 03310-7 Structural Concrete
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be used during the first 24 hours unless precautions are taken to prevent exposure of
• the concrete to exhaust gases which contain carbon dioxide.
Concrete shall not be placed against forms exposed to heating by the unless the
temperature of the forms is first cooled to < 90°F.
3.02 PLACEMENT
Placement shall conform to ACI 301, Chapter 8 'Placing", ACI 304R, "Guide of
Measuring, Mixing, Transporting and Placing Concrete," ACI 306 'Recommended
Practice for Cold Weather Concreting", ACI 305 'Recommended Practice for Hot
Weather Concreting" and ACI 309, "Standard Practice for Consolidation of Concrete".
No concrete shall be placed until all formwork, reinforcement, installation of parts to be
embedded, bracing of forms, and preparation of surfaces involved in the placing have
been reviewed by the ENGINEER. No concrete shall be placed in water except with the
written permission of the ENGINEER. All surfaces of forms and embedded materials
that have become encrusted with dried mortar or grout from concrete previously placed
shall be cleaned of all such mortar or grout before the surrounding or adjacent concrete
is placed. Immediately before placing concrete, all surfaces upon or against which the
concrete is to be placed shall be free from standing water, mud, debris or loose
materials. The surfaces of absorptive materials against or upon which concrete is to be
placed shall be moistened thoroughly so that moisture will not be drawn from the freshly
placed concrete. The concrete shall be placed by equipment that will prevent
segregation or loss of ingredients. The stream of concrete shall not be allowed to
separate by permitting it to fall freely over rods, spacers or other embedded materials.
No wetting of concrete surfaces during slab finishing operations shall be permitted.
Further, no concrete finishing operation shall be permitted while there is water on the
surface of slabs and other flatwork.
Unless otherwise called out in these Specifications or shown in the Drawings, the
placement lift depth of concrete in walls shall be limited to two feet or less to minimize
surface defects such as air voids that can form on concrete surfaces. Lift depths will be
limited to one foot if, in the opinion of the ENGINEER, the quality of the finish is
unacceptable at the 2-foot lift depth.
3.03 CONSOLIDATION
All concrete shall be thoroughly consolidated with internal vibrators as recommended in
ACI 309 immediately after deposition. The concrete shall be thoroughly worked around
the reinforcing steel, around embedded items and into corners of forms. Vibration shall
be supplemented by spading, rodding or forking to eliminate all honeycomb and voids
around embedded items.
The vibrator shall be inserted vertically, allowing it to penetrate rapidly to the bottom of
the lift and at least six inches into the previous lift. The vibrator shall be held at the
bottom of lift for 5 to 15 seconds. The vibrator shall be pulled up at a rate of about three
inches per second.
North College Sanitary Sewer 03310-8 Structural Concrete
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The vibrator shall be inserted so that the fields of action overlap. The field of action is
approximately eight times the vibrator's head diameter. Thus for a 2 1/2 inch diameter
1101 vibrator, the spacing of each insertion will be approximately 20 inches.
Vibration shall be stopped when the concrete surface takes a sheen and large air
bubbles no longer escape.
Do not use a vibrator to move concrete horizontally.
3.04 OPENINGS AND INSERTS
Pipe sleeves, inserts for pipe connections, anchors and forms for pipe holes must be
accurately placed and securely fastened to the forms in such a manner that the placing
of concrete will not alter their alignment or location. In the event that openings are
inadvertently omitted or improperly placed, the ENGINEER may require the concrete to
be cored at the proper location. Filling of improperly placed openings shall be done with
expansive grout or dry pack or mortar applied with an accepted epoxy adhesive. The
surfaces of the opening shall be roughened prior to filling.
3.05 EMBEDDED ITEMS
At the time of concrete placement, embedded items should be clean and free from mud,
oil and other coatings that may adversely affect bonding capacity. Aluminum
embedments shall be coated with a bituminous material to prevent electrolytic action
between the embedded item and reinforcing steel that results in concrete deterioration.
Embedment items shall be accurately placed and securely fastened to the forms in such
a manner that the placing of concrete will not alter their alignment or location. Contact
between embedded items and reinforcing steel or tendon ducts is unacceptable and is
not permitted.
3.06 CONSTRUCTION JOINTS
The location of all construction joints will be subject to the acceptance of the
ENGINEER. The surface of all construction joints shall be thoroughly cleaned and all
laitance and standing water removed. Clean aggregate shall be exposed by abrasive
blast cleaning. Wire brushing and air water jets may be used while concrete is fresh
provided results are equal to abrasive blast cleaning. Construction joints shall be keyed
at right angle to the direction of shear. Except where otherwise shown on the Drawings,
keyways shall be at least 1-1/2" in depth over at least 25% of the area of the section.
3.07 EVAPORATIVE RETARDANT
The use of an evaporative retardant is required to assist in proper placement of
concrete. See Section 03390. When an evaporative retardant is used, it shall be
applied two times: after screeding and after the first floating operation. The retardant
should be applied at a rate of one gallon of sprayable solution per 200 - 400 square feet
by spraying with an industrial type sprayer. If the nozzle of the sprayer becomes
plugged, the CONTRACTOR shall clean, or replace, the nozzle. Under no
circumstances shall the retardant be used except by spraying a mist with a nozzle. The
retardant shall be applied in strict conformance with the manufacturer's
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U
recommendations and precautions. In no case shall the retardant be used as a finishing
agent. The use of an evaporative retardant requires review and approval by the
ENGINEER.
END OF SECTION
North College Sanitary Sewer 03310-10 Structural Concrete
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SECTION 03320
• CONSTRUCTION JOINTS
PART1 GENERAL
1.01 SECTION INCLUDES
The CONTRACTOR shall supply all labor, tools, equipment and material for the prepa-
ration of construction joints in concrete in accordance with these specifications and as
shown in the Drawings. This includes joints such as column -footing joints, wall con-
struction joints, column capital -slab joints, grout closures around pipe -slab penetrations
and footing -slab joints.
1.02 RELATED SECTIONS
A. Section 03110 - Structural Cast -In -Place Concrete Forms
B. Section 03151 - Hydrophilic Rubber Waterstop
C. Section 03210 - Reinforcing Steel
D. Section 03310 - Structural Concrete
• E. Section 03615 - Grout
1.03 QUALITY STANDARDS
A. American Concrete Institute (ACI)
ACI 117 - Standard Tolerance for Concrete Construction and Materials
ACI 301 - Specifications for Structural Concrete for Buildings
ACI 302 - Guide for Concrete Floor and Slab Construction
ACI 318 - Building Code Requirements for Structural Concrete
1.04 CONSTRUCTION REVIEW
The ENGINEER shall review the preparation of all construction joints prior to concrete
and grout closure placements. It is the responsibility of the CONTRACTOR to notify
and provide a minimum of 24 hours notice to the ENGINEER of these activities. If joint
placement is performed without the ENGINEER's presence, the work will be deemed
unacceptable and non -conforming to these specifications. If the ENGINEER determines
that construction review of a particular activity is unnecessary, he will provide written di-
rection to the CONTRACTOR to proceed with that particular activity without his con-
struction review.
isNorth College Sanitary Sewer 03320-1 Construction Joints
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•
PART 2 PRODUCTS (Not Applicable)
PART 3 EXECUTION
3.01 SURFACE PREPARATION
The surface of concrete construction joints shall be clean and all materials that inhibit
bond, such as curing compounds, laitance, saw dust, wood, dirt, polyethylene, pipe tape
coating and paper shall be removed. Concrete shall be roughened to produce a rough,
plus or minus 1/16 inch, surface texture. Concrete surfaces shall be wetted with clean
potable water and standing water removed immediately before new concrete or closure
grout is placed. Unless otherwise called out in the Drawings, a bonding agent shall be
used prior to placing the concrete or grout.
3.02 PIPE GROUT CLOSURE SECTIONS
A. Pipe Surface Preparation
Unless otherwise detailed in Drawings, all pipes penetrating concrete sections
such as wall and floor slabs shall have all coatings and other materials that can
inhibit bond completely removed from the portion of the pipe to be in contact with
the concrete or slab closure grout.
B. Ground Surface Preparation
The ground surface at joints such as pipe / slab closures shall be smooth and
properly graded and compacted. All debris such as StyrofoarrTM, paper, polyeth-
ylene and wood shall be removed. The ground surface shall be dampened and
prepared to prevent the inclusion of dirt, pieces of aggregate or balls of soil in
the concrete or grout.
3.03 CONCRETE AND CLOSURE GROUT PLACEMENT
Mixing, surface preparation in addition to that prescribed above, placement, and curing
of grout at pipe closure joints shall be performed in strict accordance with Specification
Section 03615 and when a proprietary grout is specified, with the grout manufacturer's
directions. Special care shall be taken to insure that the grout is thoroughly and prop-
erly consolidated at waterstops, pipe weep rings, and existing concrete surfaces. An
appropriate capacity vibrator shall be used when necessary or required by the manufac-
turer to properly consolidate the grout.
North College Sanitary Sewer
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END OF SECTION
03320-2
Construction Joints
October 2011
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
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
® North College Sanitary Sewer 03350-1 Concrete Finishing
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'r—
DESCRIPTIONS (Continued from Page 1)
named as additional insured, but only as respects liability arising out of work performed by the named
red. A waiver of subrogation applies.
AMS 25.3 (2009109) 2 of 2
#5653137IM615935
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
A. Master Builders EMACO R320
B. Master Builders EMACO S66-CR
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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 forhandling 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.
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® 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.
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
® North College Sanitary Sewer 03350-4 Concrete Finishing
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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
North College Sanitary Sewer
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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.
Is 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
North College Sanitary Sewer 03350-6 Concrete Finishing
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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
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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.
North College Sanitary Sewer
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END OF SECTION
03350-8
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a
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
isNorth College Sanitary Sewer 03390-1 Concrete Curing
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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.
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.
0 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.
North College Sanitary Sewer 03390-2 Concrete Curing
Phase II
October 2011
0
ISECTION 00635
CERTIFICATE OF SUBSTANTIAL COMPLETION
TO: City of Fort Collins
(OWNER)
Date of Substantial Completion:
Project or Specified Part Shall Include:
PROJECT TITLE: North College Sanitary
Sewer - Phase II
LOCATION: Fort Collins, Colorado
OWNER: City of Fort Collins
CONTRACTOR: Connell Resources, Inc.
CONTRACT DA'
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.
By,
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.
L-71
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. j
i
CITY OF FORT COLLINS, COLORADO i By:
OWNER i Authorized Representative Date
North College Sanitary Sewer
Phase II
October2011
00635-1
Certificate of Substantial Completion
0
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.
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
ONorth College Sanitary Sewer 03390-3 Concrete Curing
Phase II
October2011
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 901 to the first application.
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 501 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.
ONorth College Sanitary Sewer
Phase II
END OF SECTION
03390-4
Concrete Curing
October 2011
0
SECTION 03615
GROUT
PART1 GENERAL
1.01 SECTION INCLUDES
The Contractor shall furnish all labor, tools and equipment for the placement of grout in
tie holes and other locations as shown on the Drawings and specified herein.
This section includes basic mixing, application, and curing methods for grout.
Contractor shall have a printed set of manufacturer's recommendations for product use
on site for review during preparation, mixing and application of grouts.
1.02 RELATED SECTIONS
A. Section 03110 - Structural Cast -In -Place Concrete Forms
B. Section 03310 - Structural Concrete
C. Section 03320 - Construction Joints
D. Section 03350 - Concrete Finishing
E. Section 03900 - Concrete Curing
1.03 QUALITY STANDARDS
A. ASTM C 78 - Test Method for Flexural Strength of Concrete (Using Simple Beam
with Third -Point Loading
B. ASTM C 109 - Test Method for Compressive Strength of Hydraulic Cement Mor-
tars - Modified
C. ASTM C 469 - Test Method for Static Modulus of Elasticity and Poisson's Ratio
of Concrete in Compression
D. ASTM C 666 - Test Method for Resistance of Concrete to Rapid Freezing and
Thawing
E. ASTM C 882 - Test Method for Bond Strength of Epoxy Resin Systems used
with Concrete - Modified
F. ASTM C 1012 - Test Method for Length Change of Hydraulic Cement Mortars
Exposed to Sulfate Solution - Modified
G. ASTM C 1202 - Electrical Indication of Resistance to Chloride Ion Penetration
North College Sanitary Sewer 03615-1
Phase II
Grout
October 2011
1.04 SUBMITTALS
A. Grout
B. Bonding Agent
C. Curing Compound
1.05 QUALITY ASSURANCE
A. Field Tests
When the Owner is to perform grout testing, the Contractor shall assist
the Owner or his concrete testing consultant as requested during the per-
formance of quality control testing.
2. When prescribed in the Drawings or by these Specifications, length
change test specimens will be taken during construction from the first
placement of each type of mortar, and at intervals thereafter as selected
by the Engineer to insure continued compliance with these specifications.
Unless otherwise specified on the Drawings or Specifications the testing
will be performed by the Owner or testing representative.
3. When required length change tests and fabrication of specimens for ce-
ment based mortar will be performed as specified in ASTM C 1012 at in-
tervals during construction as selected by the Engineer. A set of three
specimens will be made for testing at 7 and 28 days.
4. All mortar, already placed, that fails to meet the requirements of this
Specification, is subject to removal and replacement at the cost of the
Contractor.
5. Unless otherwise specified in the Drawings or Specifications, the cost of
all laboratory tests on grout will be borne by the Owner, but the Contrac-
tor shall assist the Engineer in obtaining specimens for testing. However,
the Contractor shall be charged for the cost of any additional tests and
investigation on work performed which does not meet the Specifications.
B. Construction Tolerances
Construction tolerances shall be as specified in the Section 03110 except as
modified herein and elsewhere in the Contract Documents.
1.06 ACCEPTABLE MANUFACTURERS/PRODUCTS
Master Builders Technologies
EMACO R320 - Polymer -Modified Vertical/Overhead Patching Mortar
Is North College Sanitary Sewer 03615-2 Grout
Phase II
October 2011
MB 429, Masterkure CR, Masterkure 20OW or Masterkure 10OW - curing com-
pounds
1.07 DELIVERY, STORAGE AND HANDLING
Cement based mortar shall be delivered and stored in manufacturer's packaging until it
is ready to be mixed and placed. Mortar bags shall be stored off the ground and pro-
tected from water and all other substances that will penetrate packaging.
PART PRODUCTS
2.01 MORTAR FOR TIE HOLES
EMACO R320 or approved equal.
2.02 BONDING ADHESIVES
Concresive Liquid LPL, Concresive Standard Liquid or approved equal.
2.03 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 grouts and mortars.
2.04 CURING COMPOUND
• MB 429, Masterkure 100W, Masterkure 200Wor approved equal.
2.05 (EXPOSED) REINFORCING STEEL COATING
EMACO P22 or approved equal.
PART 3 EXECUTION
3.01 GENERAL
These grouts contain admixtures that increase grout strength and workability. The
strength and performance of the grout is dependent on proper surface preparation,
grout mixing and curing. The Contractor shall be required to use a calibrated measuring
device to add clean potable water to the grout mix. Water added to a grout mix without
a calibrated device is cause for grout rejection, removal and re -placement.
Curing is critical to prevent shrinkage cracks that can develop with grouts containing
some admixtures. Curing shall begin immediately after placement.
All mixing, surface preparation, handling, placing, consolidation, and other means of
execution for pre -packaged mortars shall be done according to the instructions and rec-
ommendations of the manufacturer and this Specification. In the event that a conflict
occurs between this Specification and manufacturer's instructions, the manufacturer's
• instructions shall prevail in all cases.
North College Sanitary Sewer 03615-3 Grout
Phase II
October 2011
3.02 GROUT FOR TIE HOLES
A. Preparation:
Thoroughly clean the roughened surface and any exposed reinforcement of rust,
dirt, loose chips, and dust. Maintain substrate in a saturated, surface -dry condi-
tion.
Where applicable, exposed reinforcing steel shall be coated with EMACO P22
reinforcing steel bar protection coating prior to patching.
B. Mixing:
Comply with mortar manufacturer's recommendations for water quantity. Me-
chanically mix with a slow speed drill (400 to 600 RPM) and Jiffler-type paddle.
Pour approximately 90% of the mix water into the mixing container; then add the
bagged material while continuing to mix. Add remaining water as needed. Mix
time shall not exceed 5 minutes.
C. Application:
Apply bonding adhesive such as Concresive Liquid LPL or Concresive Standard
Liquid.
Place and finish with trowel or screed. In hot, windy, or dry conditions, where
• rapid surface evaporation may occur, use Confilm Evaporation Reducer.
D. Curing:
Apply Masterkure 200 W curing compound in accordance with label instructions.
END OF SECTION
North College Sanitary Sewer 03615-4
Phase II
Grout
October 2011
i
SECTION 00640
CERTIFICATE OF FINAL ACCEPTANCE
TO:
Gentlemen:
2011
You are hereby notified that on the day of , 2011, the City of Fort
Collins, Colorado, has accepted the Work completed by Connell Resources. Inc. for the City of Fort
Collins project, North College Sanitary Sewer - Phase II.
A check is attached hereto 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:
0 Sincerely,
OWNER: City of Fort Collins
M
I
Title:
I
ATTEST:
Title:
.North College Sanitary Sewer
Phase II
October 2011
Certificate of Final Acceptance
00640-1
SECTION 00650
. LIEN WAIVER RELEASE
(Contractor)
TO: City of Fort Collins, Colorado
(OWNER)
FROM:
(CONTRACTOR)
PROJECT: North College Sanitary Sewer - Phase II
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. i
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, I 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.
I
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
North College Sanitary Sewer
Phase II
October2011
00650-1
Lien Waiver Release (Contractor)
• SECTION 00525
WORK ORDER, NOTICE OF AWARD AND BID SCHEDULE
TO: Connell Resources, Inc.
WORK ORDER NUMBER: 2011-N College SS — Connell - 03
PURCHASE ORDER: I II
TITLE: North College Sanitary Sewer - Phase II
OWNER'S REPRESENTATIVE: Gwen Eberhart
NOTICE OF AWARD DATE: October 10, 2011
OWNER: CITY OF FORT COLLINS (hereinafter referred to as OWNER)
WORK. You are hereby notified that your bid dated October 07, 2011, 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, AND CERTIFICATES. The price of your Work Order is not to exceed One
million ninetv five thousand fortv one dollars and no cents ($1.095.041.00). Pursuant to the
urance are
3. CONTRACT TIMES. Pursuant to the AGREEMENT and the Contract Documents, the date for
Substantial Completion of this Work Order is March 01, 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: One Hundred Dollars ($100.00) for each calendar day or
fraction thereof that expires after March 01, 2012 until the work is Substantially
Complete.
• North College Sanitary Sewer Work Order, Notice of Award
Phase II and Bid Schedule
October 2011
00525-1
be relied upon by the OWNER, the lender, if any, and Surety on any labor and material bonds
for the project.
Signed this day of 20
CONTRACTOR
By:
Title:
ATTEST:
Secretary
STATE OF COLORADO )
)ss.
COUNTY OF LARIMER )
Subscribed and sworn to before me this day
By
0
Witness my hand and official seal.
I
My Commission Expires:
Notary Public
•North College Sanitary Sewer
Phase II
October2011
Lien Waiver Release (Contractor)
00650-2
SECTION 00651
• LIEN WAIVER RELEASE
(Subcontractor)
TO: (CONTRACTOR)
FROM: (Subcontractor)
PROJECT: North College Sanitary Sewer - Phase II
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.
03. 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 LienWaiver 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.
North College Sanitary Sewer
Phase II
October 2011
00651-1
Lien Waiver Release (Subcontractor)
0
Signed this
SUBCONTRACTOR:
By:
Title:
ATTEST:
Secretary
day of 120
STATE OF COLORADO )
)ss.
COUNTY OF LARIMER )
Subscribed and sworn to before me this day of 20 ,
Witness my hand and official seal.
My Commission Expires:
Notary Public
North College Sanitary Sewer
Phase II
October2011
00651-2
Lien Waiver Release (Subcontractor)
I
SECTION 00660
. CONSENT OF SURETY
I
TO: City of Fort Collins, Colorado
(hereinafter referred to as the "OWNER")
CONTRACTOR: Connell Resources, Inc.
PROJECT: North College Sanitary Sewer - Phase II
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 2011.
(Surety Company)
By:
ATTACH: Power of Attorney and Certificate of Authority of Attorney(s)-in-Fact.
IsNorth College Sanitary Sewer
Phase II
October 2011
00660-1
day of
Consent of Surety
DR 0172 (12/96)
COLORADO DEPARTMENT OF REVENUE
DENVER CO 60261
(303) 232-2418 CONTRACTOR APPLICATION
FOR
EXEMPTION CERTIFICATE
is Pursuant to Statute
Section 3&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.
Registration/Aocount No. (to be assigned by DOR)
Period
0170-750 (999)
89 -
I CONTRACTOR INFORMATION
name/DBA:
Business telephone number:
Owner, partner, or corporate name:
amount for your contract:
EXEMPTION INFORMATION Copies of contract or agreement pages (1) identifying the contracting parties
and (2) containina signatures of contracting parties must be attached.
Name of exempt organization (as shown on contract
UZ
Scheduled moron Day rear Estimated month Day Year
construction start date: I 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, partner or corporate officer I Title of corporate
Special Notice
0ontractors 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
0
•
SECTION 00800
SUPPLEMENTARY CONDITIONS
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 February 16, 2010.
Unless included in this work order, all work performed under this work order shall be conducted in
accordance with the technical specifications of Work Order No. 2011 — N College SS — Connell — 01, North
College Sanitary Sewer Project, investigation and preliminary design phase; Work Order No2011 — N
College SS — Connell — 02, North College Sanitary Sewer — Phase I, and North College Sanitary Sewer -
Phase ll.
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
North College Sanitary Sewer Supplementary Conditions
Phase II
October 2011 00800-1
Article 2 and of the General and Supplementary Conditions and Contract 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 AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS; REFERENCE
POINTS
SC-4.2.1.2. Add the following new paragraph immediately following paragraph 4.2.1.2 of the General
Conditions:
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:
Gl�►//_1
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, CO 80522
5.4.7.2. Stantec Consulting Services, Inc., 2950 East Harmony Road, Fort Collins, CO 80525
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 as
follows: General liability and automobile liability insurance in an amount not less than $1,000,000 per
North College Sanitary Sewer Supplementary Conditions
Phase II
October 2011 00800-2
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.
SC-12 CHANGE OF CONTRACT TIMES
SC-12.3. Add the following language to the end of paragraph 12.3 of the General Conditions.
12.3 ... Lost days due to abnormal weather conditions will be allocated as required.
SC-14 PAYMENTS TO CONTRACTOR AND COMPLETION
SC- 14.1. Add the following language to the end of paragraph 14.1 of the General Conditions.
14.1. Schedule of values ... Progress payments on the negotiated not -to -exceed fee shall be
based on a time and materials basis.
• North College Sanitary Sewer Supplementary Conditions
Phase II
October 2011 00800-3
•
0
END OF SECTION
North College Sanitary Sewer
Phase II
Supplementary Conditions
October2011 00800-4
•
2) Final Acceptance: After Substantial Completion One Hundred Dollars ($100.00) 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. Three (3) 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 (15) days of the date of this Notice of Award, that is, by
October 25, 2011.
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 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
conditions contained herein and in the AGREEMENT dated February 16, 2010 In the event of a conflict
between or ambiguity in the terms of the AGREEMENT or specific Work Orders, the AGREEMENT
shall control.
CONTRACTOR: nnell Resources, Inc.
By:
Na e: TO44 6f/krr�n
•North College Sanitary Sewer
Phase II
October 2011
00525-2
Date: J /d!1,P42D/1
Title: V 1 Cc irt.5,(g'hf
Work Order, Notice of Award
and Bid Schedule
•
•
SECTION 00900
ADDENDA, MODIFICATIONS, AND PAYMENT
00950 Contract Change Order
00960 Application for Payment
North College Sanitary Sewer
Phase II
October 2011
00900-1
Addenda, Modifications R Payment
SECTION 00950
CHANGE ORDER NO.
PROJECT TITLE: North College Sanitary Sewer - Phase II
CONTRACTOR: Connell Resources, Inc.
PROJECT NUMBER:
DESCRIPTION:
1. Reason for change:
2. Description of Change:
3. Change in Contract Cost:
4. Change in Contract Time:
ORIGINAL CONTRACT COST
TOTAL APPROVED CHANGE ORDER
TOTAL PENDING CHANGE ORDER
TOTAL THIS CHANGE ORDER
TOTAL % OF THIS CHANGE ORDER
TOTAL C.O.% OF ORIGNINAL CONTRACT
• ADJUSTED CONTRACT COST
(Assuming all change orders approved)
ACCEPTED BY:
ACCEPTED BY:
REVIEWED BY:
Contractor's Representative
Project Manager
Title:
$ 1,095,041.00
0.00
0.00
0.00
$ 1,095,041.00
DATE:
DATE:
DATE:
APPROVED BY: DATE:
Title:
APPROVED BY: DATE:
Purchasing Agent over $30,000
cc: Project File
Contractor
Purchasing
•North College Sanitary Sewer
Phase II
October 2011
Contract Change Order
00950-1
11
E
Section 00960
Application for Payment
North College Sanitary Sewer Application for Payment
Phase II 00960-1
• October 2011
0
0
THIS PAGE INTENTIONALLY LEFT BLANK
North College Sanitary Sewer Application for Payment
Phase II 00960-2
0 October 2011
Ah
fib
PROW North College Sanitary Sewer- Phase II 9WPage
1 of 1
OWNER: City of Fort Collins Utilities CONTRACTOR: Connell Resources, Inc
APPLICATION NUMBER:
700 Wood Street 7785 Highland Meadows Parkway, Suite 100 APPLICATION DATE:
Fort Collins, CO 80522 Fort Collins, CO 80528
PERIOD BEGINNING:
PERIOD ENDING:
ENGINEERS: Stantec Consulting Services, Inc.
2950 E Harmony Rd, Ste 290
Fort Collins, CO 80525
PROJECT NUMBER:
CHANGE ORDERS:
PAV APPLICATION:
NUMBER DATE AMOUNT
Application is made for Payment as shown below in connection with the Contract.
The present status of the account for this Contract is as follows.
Original Corrlrect Amount:
$1,095,041.00
Net Change by Change Order:
Revised Current Contract Amount:
$1,095,041.00
Total Work Completed to Date:
Total Change Order Work to Date:
Total Stored to Date:
Total Completed and Stored Matenals to Date:
Less Previous Payment:
Amount due this Pay Application (before retainage):
Less Retainage:
Net Change by Change Order: $ -
AMOUNT DUE THIS APPLICATION:
Change Order %: 0,00%
CERTIFICATION:
The undersigned CONTRACTOR certifies that all obligations of CONTRACTOR incurred in connexion with
the WORK have been satisfied as required in Paragraph 14.3 of the General Conditions of the Contract.
The above Amount Due this Application is requested by the CONTRACTOR's Project Manager.
Date: By:
Gary Haas
Payment of the above Amount Due This Application has been reviewed bylhe OWNER'S Project Manager.
Date: By:
Gwen Ebemart
Payment of the above Amount Due This Application is approved by the OWNER.
Date: By:
Owen Randall, P.E.
City Of FOIE Collins
•
Page 1 of 1
0
0
SECTION 01110
SUMMARY OF WORK
PART1 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. North College Sanitary Sewer Phase II
Construction of Phase 11 of the North College Sanitary Sewer Project.
1.03 PROJECT DESCRIPTION
Pricing by Connell Resources, Inc. dated 10/07/2011 based upon plans entitled "Construction
Planset for North College Westside Sanitary Sewer" dated 08/30/11, Sheets C-001 through C-
501, as prepared by Stantec.
Item No. Item Description
,10 _ _ __ _Mobilization (Mob, Supervision, Temp-_ Lay _Down_ Facilities;
Dewatering Permit & Sampling)'
20
Temp SanitaryFacilities For Property Owners (8 Ea)
30 _
Pothole Existing_Utilities
40
Exist Conditions Survey & Video
50 __
Traffic Control - By CoFC
60
Control & Testing By CoFC
70 -_
___Quality
_ _ _Surveying
80
SWMP & Maintenance
90 By -Pass Pumping (Equipment, Set-up,-Tea_rdow_n, Moving System, Road
Plates, Temp Manholes)' _
100 Rev _ 8" & 12" SDR 35 Main Line - Open Cut
110 Rev _ 20" Steel Casing__Opw1 Cut;
115 Add 24" Steel Casing - Hammer / Open Cut Under RR - ALLOWANCE
e- �0 Rev _ __Prep &Pipe_ Burst (_Open Service_
Pits, Entry & Exit Pits, Bursting
130 48" Sanitary Sewer_Manhole
i1i 40 __ _ Tie In To Existing Manhole (Core Or_Chisel Out Pipe Inve_ rt,,_Rework
llnvert)
150 Remove Existing Manholes
1i 60 _ _ Remove Existing 8" Sewer Pipe
North College Sanitary Sewer
Phase II
Summary of Work
October2011 01110-1
170
Reconnect Sanitary Sewer Services
180
_ __,Tree Removal_ _ / __Stump Removal / Tree Trimming /
_ _Clearing
(ALLOWANCE)
190
Utility Conflict / R&R Storm / Support Underground Util / Hold Util Pole /
Relocate Util Pole (ALLOWANCE) _
200
Sewer Service Under Trailer STA 43-09 (ALLOWANCE)
210
Remove /Replace Concrete Paving & Flatw_ork_(ALLOWANCE)
220
_Remove / Replace Concrete Curb & Gutter (ALLOWANCE)
230
Agg Base - Under Asphalt / Alleys % Drives (Class 5 Agg Base)
(ALLOWANCE)
240
Asphalt Patching & Paving _Includes - Sawcutting, Util Adjustments
,(ALLOWANCE) - --
250
Fence Removal & Replacement (ALLOWANCE)
260
_ La_ndscaping /Seeding / So_dding / Trees (ACLOW_ANCE)
270
Misc Remove / Reinstall - Tires & Racks / Sheds / Dumpsters / Trailers /
Cars In Fenced Lot (ALLOWANCE)_
280
_ Misc Overhead / Design ALLOWANCE
1.04 SCOPE OF WORK AND WORK SEQUENCE
A. 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.
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.
END OF SECTION
North College Sanitary Sewer Summary of Work
Phase II 1
October 2011 01110-2
•
0
SECTION 01270
MEASUREMENT AND PAYMENT
PART1 GENERAL
1.01 SECTION INCLUDES
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
00 North College Sanitary Sewer
Phase II
01270 -1
October 2011
Measurement and Payment
SECTION 01320
CONSTRUCTION SCHEDULES
• 1.01 SECTION INCLUDES
A. Prepare detailed schedule of all 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 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 North College Sanitary Sewer Phase II:
• Installation of open cut pipe
• Pipe Reaming
• By-pass
• Testing of the reamed portion of pipe
• Re -connection of SS services
• Installation of Manholes
• Asphalt patching
• Clean-up
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.
2. Revised projections of progress and completion.
North College Sanitary Sewer Construction Schedules
• Phase II
October 2011 01320-1
. 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)
North College Sanitary Sewer
• Phase II
October2011
END OF SECTION
01320-2
Construction Schedules
• OWNER'S ACCEPTANCE & EXECUTION:
I'—]
•
This Work Order and the attached Contract Documents are hereby accepted and incorporated herein
by this reference and
the
��atttached eProceed is hereby given.
ACCEPTANCE: r9 - mac_ Date: 201I
Ewen erha� it FAqineer
Reviewed By: /Gti_ Date:
Owe; Randall, Chief Engineer ,
Approved By:
Approved By:
Jon F'caas,`
Ooevations Ma
n
gineE�in§ and Field Services
er
lities Executive Director
OWNER: CITY OF FORT COLLINS� ,�
By: (� � 2' L—'�'y' X
Jame's B. O'Neill II, CPPO, FNIGP
Direct of Purchasing And Risk Management
(Greater than $60,000, signature required)
Date:
Date: l6 z i i
By:;�,. �; Date: /��2 i 7c�/t
rin Atteberr�( C�t� Manager
North College Sanitary Sewer
Phase II
October 2011
00525-3
Work Order, Notice of Award
and Bid Schedule
0
i
SECTION 02224
PIPE BORING AND JACKING
PART-1 GENERAL
1.01 DESCRIPTION
A. This section is a minimum guideline and concerns the furnishing and the
installation of casing pipe, either by boring orjacking.
B. Each casing pipe installation shall be specifically designed by Design Engineer.
C. Each specific crossing shall be detailed on the Construction Drawings as to type
of installation required.
1.02 QUALITY ASSURANCES
A. Design Criteria.
1. Specified thickness for pipe and casings are based upon the
superimposed loads and not upon the loads which may be placed on the
pipe as a result of jacking operations.
a. Increased pipe strength shall be provided as necessary to
withstand jacking loads and other loads not accounted for in the
design..
B. Construction Criteria.
1. Owner/CONTRACTOR shall obtain the necessary permits from the entity
which owns or has governmental control of the roadway, railroad,
irrigation ditch, etc. which is being crossed, prior to commencing
construction.
2. Owner/CONTRACTOR shall obtain the bonds or the indemnity which are
required by the permits, for protection against any damage and
interference with traffic and service, which are caused by the construction
activities.
C. All excavations shall meet the trenching, backfilling and compaction requirements
set forth in Section 02225 - Trenching, Bedding and Backfill.
North College Sanitary Sewer
Phase II
40 October2011
2224-1
Pipe Boring and Jacking
• PART-2 PRODUCTS
2.01 CASING PIPE - SMOOTH STEEL
A. The minimum yield point of smooth steel casing pipe shall be 35,000 psi and
conform to ASTM 139, Grade B (No hydro).
B. The minimum wall thickness of smooth steel casing pipe shall be determined by
the agency granting the crossing permit.
1. In instances where the City is granting the crossing permit, the minimum
thickness of the casing pipe shall be 1/4-inch.
C. The ends of smooth steel casing pipe shall be beveled for field welding.
1. All field welds shall be painted with a coal -tar enamel exterior coating,
which conforms to AWWA C203, Section 2.
D. Smooth steel casing pipe shall have a coal -tar enamel exterior coating or an
epoxy polyamide of sixteen (16) mils.
1. If the CONTRACTOR elects to omit the coal -tar enamel or epoxy
polyamide exterior coatings, 1/16-inch or sixteen (16) mils shall be added
to the required thickness of the casing pipe.
2.02 ACCESSORIES
A. Casing Seals
1. Casing seals shall be constructed of either high density rubber casing
seals with stainless steel straps, or with clean solid bricks and mortar or
grout.
2. The acceptable type and manufacturer of high density rubber casing
seals are:
a. Pipeline Seal and Insulator Co., Model W.
b. Or an approved equal.
B. Casing Spacers or Chocks
1. Casing spacers/chocks shall be constructed of stainless steel with
polymer runners.
North College Sanitary Sewer 2224-2 Pipe Boring and Jacking
Phase II
October 2011
a. Stainless steel casing spacers with polymer runners shall be
• manufactured by Cascade Waterworks Mfg. Company, Power
Seal, or an approved equal.
2. Casing spacers/chocks shall be twelve inches (12") long.
3. Three (3) casing spacers/chocks shall be installed on each joint of pipe.
C. Grout
1. Grout shall consist of 1 part Portland cement, and 3 parts sand.
PART - 3 EXECUTION
3.01 CASING INSTALLATION
A. General
Vertical and horizontal offset staking shall be provided at both ends of
bored orjacked crossings.
2. Casing pipe shall be installed at the grade and alignment shown on the
Drawings.
a. Grade and alignment shall not deviate by more than 0.3 feet from
that shown on the Drawings.
3. Open trench excavation shall not be permitted where boring or jacking is
specified.
4. The earth which is displaced by the casing pipe, shall be disposed of
properly.
5. Wherever it is indicated in the Drawings, the casing pipe shall be installed
by open -cut methods in accordance with Section 02225 - Trenching,
Bedding and Backfill.
B. Smooth Steel Pipe
1. CONTRACTOR shall provide a smooth, continuous, and uniform casing
pipe with no exterior voids.
2. Each section of casing pipe shall be welded with a full penetration butt
weld around the entire circumference of the joint to form a watertight
continuous conduit capable of resisting all stresses, including jacking
stresses.
North College Sanitary Sewer 2224-3 Pipe Boring and Jacking
Phase II
October 2011
•
i
3. A twenty pound (20 lb) high -potential magnesium anode shall be installed
at each end of the casing.
C. Grouting
1. All spaces between the casing pipe and the earth shall be filled with
grout.
a. Grout connections on the interior of the casing pipe shall be
provided at 10 feet (O.C.) intervals.
2. Grouting operations shall be performed in a sequence which will preclude
any deflections which exceed 5 per cent of the tunnel diameter.
3. After the grout is in place, each hole shall be plugged in order to prevent
the backflow of grout.
3.02 CARRIER PIPE INSTALLATION
A. Carrier pipe shall be installed at the grade shown on the Drawings.
B. Each section of pipe shall have either a minimum of 3 stainless steel casing
spacers/chocks with polymer runners centered every 120 degrees arounf the
pipe.
C. The annular space between the casing and the carrier pipes shall be left vacant.
D. The ends of the casing pipe shall be sealed with casing seals, or bricks and
mortar or grout.
E. Reference Section 02225 - Trenching, Bedding and Backfill.
North College Sanitary Sewer
Phase II
0 October 2011
2224-4
Pipe Boring and Jacking
•
0
0
North College Sanitary Sewer
Phase II
October2011
END OF SECTION
2224-5
Pipe Boring and Jacking
•
•
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 orAASHTO 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
North College Sanitary Sewer Trenching, Bedding & Backfill
Phase II
October 2011 02225 - 1
be tested prior to placement of backfill. Testing of all bedding and backfill
• 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.
1. Maintain excavations and trench free from water during construction.
• North College Sanitary Sewer Trenching, Bedding & Backfill
Phase II
October 2011 02225 - 2
• 2. 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
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.
5. Water shall be prevented from entering into previously constructed pipe.
6. 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.
2. 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.
3. 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.
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 are judged
North College Sanitary Sewer Trenching, Bedding & Backfill
Phase II
October 2011 02225 - 3
•
•
by the Engineer to be soft or unstable.
2.02 BEDDING AND PIPE ZONE MATERIALS:
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
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.
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
• North College Sanitary Sewer
Phase II
October 2011
02225 - 4
Trenching, Bedding & Backfill
3.01 GENERAL
isA. The following procedures shall be followed by the Contractor in sequencing his
work.
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
North College Sanitary Sewer Trenching, Bedding & Backfill
Phase II
October 2011 02225 - 5
Connell Resources, Inc.
7785 Highland Meadows Pkwy, #100
Fort Collins, CO 80528
Phone: (970) 223-3151
Fax: (970) 223-3191
Estimator: Dan Giesler
QUOTATION
Date: 10/10/2011
Submitted To:
City Of Fort Collins - Utilities
Bid Title
N. College Sanitary Sewer - Complete Job
Address:
700 Wood St.
Bid Number: 2111044
Fort Collins, CO 80522
Project Location:
Hemlock & College
Contact:
Gwen Eberhart
Project City, State:
Fort Collins, CO
Phone:
(970) 221-6700 Fax: (970) 221-6619
Engineer/Architect:
Stantec
- o,.c, ,m fcc, wnamemoon me ronowing @uorarion wnicn, If accepted,
shall constitute a contract between us.
Item #
Item Description Estimated Quantity
Unit
Unit Price
Total Price
10
Mobilization (Mob, Supervision, Temp Lay Down Yard &
1.00
LS
$97,300.00
$97,300.00
Facilities, Dewatering Permit & Sampling)
20
Temp Sanitary Facilites For Property Owners (8 Ea)
3.00
MO
$2,880.00
$8,640.00
30
Pothole Existing Utilities
127.00
EACH
$242.00
$30,734.00
40
Exist Conditions Survey & Video
14.00
EACH
$451.00
$6,314.00
50
Traffic Control - By COFC
1.00
LS
$0.00
$0.00
60
Quality Control & Testing - By COFC
1.00
LS
$0.00
$0.00
70
Surveying
1.00
LS
$5,070.00
$5,070.00
80
SWMP & Maintenance
1.00
LS
$17,600.00
$17,600.00
90
By -Pass Pumping (equipment, Set-up, Teardown, Moving
3.00
MO
$32,500.00
$97,500.00
System , Road Plates, Temp Manholes)
100 Rev
8" & 12" SDR 35 Main Line - Open Cut
2,372.00
LF
$83.00
$196,876.00
110 Rev
20" Steel Casing - Open Cut
66.00
LF
$274.00
$18,084.00
15 Add
24" Steel Casing - Hammer / Open Cut Under RR -
64.00
LF
$520.00
$33,280.00
420
ALLOWANCE
Rev
Prep & Pipe Burst (Open Service Pits, Entry & Exit Pits,
1,134.00
LF
$202.00
$229,068.00
Bursting, Testing, Shoring )
130
48" Sanitary Sewer Manhole
12.00
EACH
$2,780.00
$33,360.00
140
Tie In To Existing Manhole (Core Or Chisel Out Pipe
2.00
EACH
$4,290.00
$8,580.00
Invert, Rework Invert)
150
Remove Existing Manholes
7.00
EACH
$673.00
$4,711.00
160
Remove Existing 8" Sewer Pipe / Abandon
100.00
LF
$10.00
$1,000.00
170
Reconnect Sanitary Sewer Services
58.00
EACH
$1,070.00
$62,060.00
180
Tree Removal / Stump Removal / Tree Trimming /
1.00
LS
$7,700.00
$7,700.00
.
Clearing (ALLOWANCE)
190
Utility Conflict / R&R Storm / Support Underground Util /
1.00
LS
$22,100.00
$22,100.00
Hold Util Pole / Relocate Util Pole (ALLOWANCE)
200
Sewer Service Under Trailer STA 43+09 (ALLOWANCE)
1.00
EACH
$3,730.00
$3,730.00
210
Remove / Replace Concrete Paving & Flatwork
3,380.00
SF
$9.20
$31,096.00
(ALLOWANCE)
220
Remove / Replace Concrete Curb & Gutter(ALLOWANCE)
310.00
LF
$20.30
$6,293.00
230
Agg Base - Under Asphalt / Alleys / Drives (Class 5 Agg
3,100.00
Sy
$8.95
$27,745.00
Base) (ALLOWANCE)
240
Asphalt Patching & Paving Includes - Sawcutting, Util
610.00
TON
$150.00
$91,500.00
Adjustments (ALLOWANCE)
250
Fence Removal & Replacement (ALLOWANCE)
1.00
LS
$22,100.00
$22,100.00
260
Landscaping / Seeding / Sodding / Trees (ALLOWANCE)
1.00
LS
$12,800.00
$12,800.00
270
Misc Remove / Reinstall - Tires & Racks / Sheds /
1.00
LS
$14,000.00
$14,000.00
Dumpsters / Trailers / Cars In Fenced Lot (ALLOWANCE)
280
Misc Overhead / Design ALLOWANCE
1.00
LS
$5,800.00
$5,800.00
Total Bid Price:
$1,095,041.00
N. College Sanitary Sewer - Complete Job Page 1 of
3
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
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.
The 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
North College Sanitary Sewer Trenching, Bedding 8 Backfill
Phase II
October 2011 02225 - 6
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
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. (Seethe Contract Drawings for atypical 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 manner to 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
North College Sanitary Sewer Trenching, Bedding & Backfill
Phase II
October 2011 02225 - 7
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
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.
Impervious structural backfill, where shown or specified, shall consist of
material having 100% finer than three inches (Y) 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
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 or jurisdiction 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.
• North College Sanitary Sewer Trenching, Bedding & Backfill
Phase II
October 2011 02225 - 8
END OF SECTION
46
• North College Sanitary Sewer Trenching, Bedding & Backfill
Phase II
October 2011 02225 - 9
•
SECTION 02230
CLEARING AND GRUBBING
PART 1 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 the project and shall become the
property of the CONTRACTOR. Branches on trees or shrubs shall be
removed as directed. All trimming shall be done in accordance with good
tree surgery practices.
• North College Sanitary Sewer Clearing and Grubbing
Phase II
October 2011 02230-1
•
i
•
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.
North College Sanitary Sewer
Phase II
END OF SECTION
Clearing and Grubbing
October 2011
02230-2
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
PART2 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
North College Sanitary Sewer Water Control and Dewatering
• Phase II
October 2011 02240-1
patterns shall be repaired by the CONTRACTOR at no additional cost to the
• OWNER.
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.
North College Sanitary Sewer Water Control and Dewatering
Phase II
•
October 2011 ; 02240-2
1]
0
Any temporary dewatering trenches or well points shall be restored following
dewatering operations to reduce permeability in those areas as approved by the
ENGINEER.
North College Sanitary Sewer
Phase II
October 2011
END OF SECTION
02240-3
Water Control and Dewatering
r1
L
E
SECTION 02310
PIPE REAMING
PART 1-GENERAL
1.1 DESCRIPTION
A. This section covers all materials and testing for replacement of existing lines
shown on the drawings by the patented trenchless method of pipe reaming, to be
performed only by a legally licensed contractor. The replacement procedure shall
be conducted by the use of a Horizontal Directional Drill (HDD) using an
appropriate reamer to grind and pulverize the existing pipe, flush the pulverized
pipe material and drilling fluid through the existing pipe to a retrieval point, and a
new HDPE, Fusible PVC, Restrained Joint PVC, or Restrained Joint Ductile Iron
of the required size installed simultaneously.
B. Pipe installation shall consist of furnishing all labor, equipment and materials for
a complete installation in accordance with the Contract Documents.
1.2 MODIFICATIONS
A. It is understood that requirements throughout this section of the Contract
Documents may be modified in accordance with Section 01635 — Substitutions
and Product Options.
1.3 STANDARDS
A. References to Standard Specifications shall be understood to mean the latest
revision of said specification as amended prior to the date of solicitation of bids,
except as otherwise noted in the Contract Documents.
1.4 SUBMITTALS
A. The CONTRACTOR shall provide certifications, shop drawings and samples for
all materials specified for use on the project as specified in Section 01330 -
Submittals.
1.5 EXPERIENCE
A. The CONTRACTOR shall have prior experience with this type of installation,
demonstrate proof of instruction by the licensor, or provide on -site services of the
licensor until such time the contractor's competency to perform the work is
satisfactory to the OWNER and/or ENGINEER.
North College Sanitary Sewer
Phase II
October 2011
02310-1
Pipe Reaming
SECTION 00530
• WORK ORDER NOTICE TO PROCEED
Description of Work: Work Order— North College Sanitary Sewer- Phase II
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
•The dates for Substantial Completion and Final Payment and Acceptance shall be March 01, 2012 and
April 30, 2012, respectively.
City of Fort Collins
OWNER
sm
Gwen Eberhart
Title Civil Engineer II
ACKNOWLEDGMENT OF NOTICE
Receipt of the above Notice to Proceed is hereby acknowledged this _ day of
2011.
Connell Resources, Inc.
CONTRACTOR
M
Title:
North College Sanitary Sewer
Phase II
October 2011
00530-1
Notice to Proceed
0
PART 2 — PRODUCTS
2.1 MATERIALS
A. HIGH DENSITY POLYETHYLENE (HDPE)
Pipe shall be solid wall high density polyethylene (HDPE) pipe meeting
the requirements of ASTM F714 Polyethylene (PE) Plastic Pipe SDR (xx)
based on outside diameter. ASTM D1248 and ASTM D3350.
2. The pipe shall be manufactured from high density molecular weight
polyethylene resin which conforms to ASTM D1248. The pipe produced
from this resin shall have a minimum cell classification of 345464C per
ASTM D3350.
B. RESTRAINED JOINT POLYVINYL CHLORIDE (PVC)
PVC pipe shall be a restrained joint type such as Certa-LokTM
manufactured by CertainTeed Corporation and conform to the
requirements of ASTM D2241, "Standard Specification for Polyvinyl
Chloride (PVC) Pressure Rated Pipe" (SDR Series), and manufactured
from Type 1, Grade 1, 2000 psi hydrostatic design stress Polyvinyl
Chloride compound and materials in accordance with ASTM D1784 Class
12454-B, or other restrained joint PVC pipe conforming to these
specifications and capable of withstanding the stresses of the installation
process. Pipe 4" through 16" with the Certa-Lok joint meeting the
requirements of AVWVA C900 or C905 are also allowed.
2. Joints shall meet the requirements of ASTM D3139, "Joints for Plastic
Pressure Pipes Using Flexible Elastomeric Seals."
3. O-rings shall meet the requirements of ASTM F477, "Standard
Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipes."
4. Pipe shall have a minimum SDR of 35.
C. FUSIBLE PVC
Fusible PVC in AWWA C900 sizes 4" though 12" and C905 in sizes 14"
through 48" marketed by Underground Solutions, Inc., Sarver, PA.
D. FITTINGS
HDPE
North College Sanitary Sewer
Phase II
October2011
02310-2
Pipe Reaming
r 1
9
a
a. Electrofusion saddles as manufactured by Central Plastics or
Friatec AG.
b. Heat fused saddles as manufactured by, Central Plastics or CP
Chem.
C. InsertaTee Tm by Inserta Fittings Company.
d. Electrofusion couplings as manufactured by Central Plastics or
Friatec AG.
2. PVC
a. Standard PVC fittings compatible with pipe.
PART 3 — EXECUTION
3.1 INSTALLATION
A. SAFETY
1. The CONTRACTOR shall carry out his operations in strict accordance
with all OSHA and Manufacturer's safety requirements.
B. PRE -INSTALLATION INSPECTION
1. The line proposed for replacement may have been televised by the
OWNER and the video, if televised, will be available to the
CONTRACTOR for review to assure that existing conditions are
conducive to pipe reaming and to locate active service connections.
C. SEWAGE BY-PASS
1. The CONTRACTOR shall provide for continuous flow around the section
of line designated for replacement. The pump and by-pass lines shall be
of adequate capacity and size to control the flow at all times during the
installation. A backup pump, of equal capacity, shall also be on site in
case of pump failure. The pump and by-pass lines shall also be water
tight to prevent leakage or spillage of waste water onto the ground.
D. SAGS IN LINE
1. If pre -installation video inspection reveals a sag in the existing line that is
greater than and continues for more than 15 feet, the ENGINEER may
North College Sanitary Sewer
Phase II
October 2011
02310-3
Pipe Reaming
direct the CONTRACTOR to make necessary point repairs to align the
• pipe within acceptable limits prior to or after replacement of the
installation section. Payment for this work shall be in accordance with the
applicable sections of the Contract Documents.
E. Pipe installation sections shall be scheduled to maximize installation lengths and
minimize the number of insertion pits required. Insertion pits shall be located over
manhole replacement locations, if possible, to minimize surface disturbance.
F. HDPE pipe shall be fused in strict accordance with the manufacturers'
recommendations.
G. Pipe shall immediately follow the reamer through the bore channel. The reamer
overcut should not exceed the maximum diameter of the replacement product by
more than 3 inches. No final cuts or connections to HDPE shall be made to the
pipe less than four hours after the pipe has reached its' final position. PVC RJ
shall be "bunched" after being pulled into place in accordance with the
manufacturers' recommendations.
H. Slurry generated by the installation shall be disposed of in accordance with all
applicable local, state and federal regulations.
REMOVAL AND RECONSTRUCTION OF INVERTS AND MANHOLES
1. Manholes not scheduled to be removed and through which the reamer
will pass, shall have the invert removed sufficiently to allow the reamer to
pass without deflection and allow for a structurally sound
repair/replacement of the invert.
2. HDPE at manholes shall be anchored with electrofused restraint fittings to
prevent pull-out due to expansion or contraction of the pipe from
temperature changes of the wastewater carried by the pipe.
SERVICE CONNECTIONS
Existing service connections shall be located, exposed, disconnected,
and/or isolated from the main before beginning replacement operations.
Services shall not be reconnected until the replacement line is in its final
position. All services off line during installation or at any time during the
course of the project shall remain in service by pumping or by-passing as
required or by special arrangement with the user to stop usage of the
service until such time that the service line can be permanently
reconnected to the main.
Connections to the new line shall be made using fittings consistent with
the type of pipe installed and as specified.
North College Sanitary Sewer Pipe Reaming
Phase II
• October2011 02310-4
K. TOLERANCES
1. Launch Pit
a. Sewer pipe leaving the launch pit shall be at the grade shown on
the Drawings.
2. Receiving Pit
a. Installed sewer pipe shall enter the receiving pit at no greater than
0.10 feet lower or 0.05 feet higher than the elevation shown on the
Drawings.
L. FIELD QUALITY CONTROL
1. Sewer shall meet the requirements of the following tests. Furnish all
equipment, labor and incidentals necessary and conduct tests in the
presence of ENGINEER and/or OWNER.
a. Alignment Tests
i. ENGINEER and/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.
ii. Repair poor alignment, displaced pipe, or other defects
discovered.
b. Air Tests
i. Where no service line connections exist or have not been
re -connected 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
North College Sanitary Sewer Pipe Reaming
Phase II
02310-5
October 2011
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 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 judgment of the ENGINEER.
North College Sanitary Sewer Pipe Reaming
Phase II
02310-6
October2011
0 Table 1
0
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
12:49
16:01
19:14
22:26
25:38
28:51
32:03
3.846 L
21
9:55
13:05
17:27
21:49
26:11
30:32
34:54
39:16
43:38
5.235 L
24
11:24
17:57
22:48
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
ii. 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.
c) If air pressure drop is less than 0.5 PSIG, joint
undergoing test shall be presumed to be free of defects.
2. Pipes shall not have any visible leaks or damp spots.
3. Repair and retest lines that fail tests until satisfactory results are obtained.
North College Sanitary Sewer Pipe Reaming
. Phase II
02310-7
October 2011
0 3.2 TV CAMERA INSPECTION
A. OWNER may, at their 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 may occur twice: once upon completion and again prior to the end
of the guaranty period.
END OF SECTION
North College Sanitary Sewer Pipe Reaming
Phase II
02310-8
October2011
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
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
North College Sanitary Sewer Controlled Low Strength Material Backfill
Phase II
October 2011 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 lbs
Fine Aggregate
1,845 Ibs
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.
• 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.
• North College Sanitary Sewer Controlled Low Strength Material Backfill
Phase II
October 2011 02321-2
10
0
•
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.
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 350 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.
North College Sanitary Sewer
Phase II
END OF SECTION
Controlled Low Strength Material Backfill
October2011
02321-3
LJ
00630
00635
00640
00650
00651
00660
00670
LJ
•North College Sanitary Sewer
Phase II
October 2011
SECTION 00600
CERTIFICATES
Certificate of Insurance
Certificate of Substantial Completion
Certificate of Final Acceptance
Lien Waiver Release (CONTRACTOR)
Lien Waiver Release (SUBCONTRACTOR)
Consent of Surety
Application for Exemption Certificate
Bonds and Certificates
00600-1
E
•
•
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 forthis 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.
North College Sanitary Sewer
Phase II
Asphalt Paving
October 2011 02510-1
• D. The design mix for Grading S, SX and SG shall conform to the following:
Property Test Method Gradina S Grading SG GradingSX
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
PG%22
PG 64-22
• Grade of Asphalt Cement Layers
PG 64-22
PG 64-22
PG%22
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.
North College Sanitary Sewer
Phase II
Asphalt Paving
October 2011 02510-2
The existing pavement shall be broomed and cleaned to be free of dirt, water, vegetation
• 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.
C
•
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'/2) 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
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.
3. 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.
North College Sanitary Sewer
Phase II
Asphalt Paving
October 2011
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.
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,
North College Sanitary Sewer
Phase II
Asphalt Paving
October 2011 02510-4
there shall be a separate beam with telltale indicator for each size aggregate and
• a tare beam for balancing the hopper.
2. Control of Mixing Time
The plant shall be equipped with an approved means to govern the time of
mixing and to maintain it.
•
0
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.
Weight Calibration of Aggregate Feed
North College Sanitary Sewer
Phase II
Asphalt Paving
October 2011
02510-5
• The plant shall include a means for calibration of gate openings by means of
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
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 thejob 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.
North College Sanitary Sewer
Phase II
Asphalt Paving
October 2011 02510-6
•
0
C. Preparation and Composition of the Mixture
Each size of hot aggregate, the mineral filler and the asphalt cement shall be measured
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
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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
with spreading and compacting the mixture during daylight unless artificial light
satisfactory to the Engineer, is provided.
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.
Mix Temp. Mix Temp.
Under 1" 60 degrees F 70 degrees F
1" — 2'/2" 50 degrees F 55 degrees F
Over 2'/" 40 degrees F 45 degrees F
Layers Below the Top
Layer of Completed Pavement
Min. Placement Air Temp.
Compacted Mix Temp. Mix Temp
Under 2" 40 degrees F 50 degrees F
2" — 3" 30 degrees F 40 degrees F
3 %' — 4" 25 degrees F 30 degrees F
Over 4" 20 degrees F 20 degrees F
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 2950-132 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
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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.
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.
E
0
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
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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.
The shovelers shall not
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
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1]
SECTION 00610
PERFORMANCE BOND
Bond No. 105670364
KNOW ALL MEN BY THESE PRESENTS: that
(Firm) Connell Resources, Inc.
(Address) 7785 Highland Meadows Parkway, Suite 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 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 One million ninety five thousand forty one dollars and no cents ($1,095,041.00),
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 February 16, 2010, a copy of which is hereto attached and made a
• part hereof for the performance of The City of Fort Collins project, North College Sanitary Sewer -
Phase IL
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.
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Performance Bond
operation as nearly as practicable in such a manner that all parts of the pavements shall
isreceive 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
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 '/I)
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, for whatever 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
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0
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.
Valve boxes shall be inspected by placing a valve key on the operating nut to
assure a proper alignment.
END OF SECTION
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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 400 lb. 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 Il. 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.
• B. Sealants
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• 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
mortar joints 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.
Install ring and covers on one or a maximum of two precast adjusting rings of varying
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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.
END OF SECTION
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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
• North College Sanitary Sewer Pipe and Fittings
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protection.
• 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. 0-
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
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• October 2011
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,
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 may be
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 VIII 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
• North College Sanitary Sewer Pipe and Fittings
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•
•
•
4. Pipe laying schedule
5. Pipe barrel deflection calculations
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 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.
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October 2011
02612-4
Pipe and Fittings
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.
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, without jerky or jolting
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.
0-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 thatthe 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
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October2011
IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts, each one of which shall
be deemed an original, this 17th day of October 2011.
IN PRESET CE OF'
r
(Corporate Sea[)
IN PRESENCE OF:
Principal
By: nne Resources, Inc.
Title
7785 Highland Meadows Parkway, Suite 100,
By:
Address Fort Collins, CO 80528
Other Partners
By:
• IN PRESENCE OF: Surety
Trav�l s C� Sur ty Compapy of America
Attomey-in-Fact Darled,6Krings
Witness By: 4821 Wheaton Drive, Fort Collins, CO 80525
Address
(Surety Sea])
NOTE: Date of Bond must not be prior to date of Agreement. If CONTRACTOR is Partnership, all
partners should execute Bond.
North College Sanitary Sewer Performance Bond
• Phase II
October 2011
00610-2
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 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 O-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.
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.
North College Sanitary Sewer Pipe and Fittings
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October 2011
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
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.
f. 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
• North College Sanitary Sewer Pipe and Fittings
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October 2011
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.
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 priorto
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 pipejoint
surface shall not be covered with dew, frost, or rain moisture prior to
the application of the heat shrink sleeve.
f. 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 manufacturers recommendations prior
North College Sanitary Sewer Pipe and Fittings
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October 2011
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).
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.
f. 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.
g. 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.
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
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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 the pipe. Flame heat shall not be
applied to the sleeve in a perpendicular or side to side manner to the sleeve.
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
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• October 2011
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.
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."
0 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.
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4. Seal the ends of the casing pipe with casing seals.
Is 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 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 andfieldconditions.
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.
E. 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.
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0
it
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
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Pipe and Fittings
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
North College Sanitary Sewer 02622-1 Plastic Non -Pressure Pipe
Phase II
October 2011
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
is 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
• North College Sanitary Sewer 02622-2 Plastic Non -Pressure Pipe
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October 2011